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Report li IN a Building Division Yf- Accessibility: Barrier Removal Improvement Plan TIGARD , REQUIREMENT: OREGON REVISED STATUTE (ORS) 447.241. (1) Every project for renovation, alteration or modification to affected buildings and related facilities shall be made to insure that the path of travel to the altered area and the restroom, telephones and drinking fountains are readily accessible to individuals with disabilities unless such alterations are disproportionate to the overall alterations in terms of cost and scope. (2) Alterations made to the path of travel to an altered area may be deemed disproportionate to the overall alteration when the cost exceeds twenty -five per -cent (25 %). VALUATION: Total of all renovation, alteration or modification being done, excluding painting and wallpapering: [1] $ MULTIPLIER (25% barrier removal requirement): x .25 TOTAL BUDGET FOR BARRIER REMOVAL: [2] $ ELEMENTS: In choosing which accessible elements to provide under this section, priority shall be given to those elements that will provide the greatest access. Elements shall be provided in the following order: (a) Parking $ (b) An accessible entrance: $ (c) An accessible route to the altered area: $ (d) At least one accessible restroom for each sex or a single unisex restroom: $ (e) Accessible telephones: $ (f) Accessible drinking fountains: and, $ (g) When possible, additional accessible elements such as storage and alarms: $ TOTAL (shall equal line [2] of Valuation Computation): $ l:\ Building \Permits \BUP -COM PcrmitApp.doc 10/30/07 ■ r. . i 6 j p z‹L) 6--4:te 6138.20. 500. StructuralObservationSummary ,- . T N y , consulting structural engineers � L?" Charles Gary Peterson, P.E ` ' xi fr a �; Erik W.B. Peterson, P.E. f,t;'� Travis G. McFeron, P.E. .?k x :t ; . Peterson Structural Engineers, Inc. 5319 sw westgate drive, suite 215 portland, oregon 97221 503/292 -1635 fax 503/292 -9846 Corie Peterson West Yost & Associates 711/08 1800 Blankenship Rd., Suite 425 West Linn, Oregon 97068 File: Pse \07- 116 -06 Re: CWS Durham AB2 Modifications — Summary Structural Observation Report Dear Corie: The following summary structural observation report has been generated based on our site visits made to review the fonning and reinforcing for the new baffle walls. The criteria for these observations are outlined in the general structural notes in the contract drawings. Observation visits made were as follows: • 4/9/08 — Baffle Wall Footings Forming and Reinforcing • 4/16/08 — Baffle Walls Forming and Reinforcing • 6/11/08 & 6/18/08 — Final Elements Inspections Based on our observations we found construction of the subject items to be in substantial compliance with the contract documents. Please call if you have any questions. Sincerely, ,iv- PRO i` � 6275 R O REGO , z y 9 zo ° 4..--.) � GJ Erik Peterson, P.E. ��� . CIA EXPIRES 12/31/08 Submitted via Email — CPeterson @westyost.com 09/05/08 FRI 12:55 FAX 503 670 9147 CARLSON TESTING [] 002 Carlson Tes n Inc. . an ® � ORD7YlJ Sd� 47)0! OR l OR 47Yal ! (5ta) 01 Rms. (5).89 Phars !N!! :040 /3) Construction Materials Testing & In$pection F 'S0p'0 0971 F snl F�Stl, q(}4,67 Special Irospection FINAL SUMMARY LETTER September 5, 2008 T0806671 City of Tigard 13125 SW Hall Blvd Tigard, OR 97223 -8199 Attn: Building Department Re: Durham Advanced WWTP Facility — Aeration Basin 2 16060 SW 85"' Street — Tigard, OR Permit# BUP2007 -00658 Dear Sir or Madam: This is to certify that in accordance with Section 1704.1.2 of the International Building Code, we have performed special inspection of the following item(s) per our inspection reports only: Reinforced Concrete Installation of Adhesive Anchors All inspections and tests were performed and reported according to the requirements of Project Documents and, to the best of our knowledge, the work was in conformance with the approved plans and specifications, approved change orders and applicable workmanship provisions of the State Building Code and Standards, as well as the structural engineer's design changes, approvals and verbal instructions. Our reports pertain to the material tested/inspected only. information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. (-- 1,es F. Hietpas - roiect Manager JFH /ks cc: Clean Water Services (Durham) — Randy Naef West Yost & Associates — Lynne Chicoine Intelligent Community Services Inc (ICS) — Leo Denton Peterson Structural Engineers — Erik Peterson Carlson Testing Inc. � Construction Inspections & Related Tests 9 Geotechnical Consulting ' • Main Office Salem Office Bend Office P.O. Box 238 4060 Hudson Ave.. NE P.O. Box 7918 Tigard:Oregon 1`7281 Salem, Oregon 97301 Bend. Oregon 97708 Phone(503)684 -3460 Phone (503)589 -1252 Phone(541)330 -9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 REPORT OF 4 X 8 CONCRETE TEST SPECIMENS Test Methods: ASTM C31 /C172/C192/C617/C1064/C231/C143 Date Molded: 05/19/2008 Job Number: T0806671 . Permit #: BUP2007 -00658 Client: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) Address: 16060 SW 85TH STREET TIGARD OR Jurisdiction: TIGARD Contractor: INTELLIGENT COMMUNITY SERVICES INC (ICS) - LEO DENTON Subcontractor: Cast By: A. NUNLEY Concrete Supplier: KNIFE RIVER INC - QUALITY CONTROL Truck #: 192 Load #: 2 Ticket#: 3117527 Weather: CLEAR Test Time: 10:20 AM Air Temp. at Sampling Time: 76 Cylinders were cast for the following locations: RAS SLAB INFILL Total Concrete Placement Location: RAS SLAB INFILL PIPE SUPPORT IN BASIN 2 CELL 3 Strength Requirement: 4000 psi l'c @ 28 Days Slump: 3.000" % Air: 4.00% Mix Number: 44N182M9 Conc. Temp: 80 Cement Type: 1 -II Max Agg: 3/4 Admix/Amt• DARAVAIR; WRDA64; POLYHEED 7 • Cubic Yards: Register Number: 0083601 Lab Location: TIGARD Set Test @ Date Test Total Area Unit Type Of Tested No. Days Rec'd Date Load PSI Fracture By I 7 05/20/2008 05/26/2008 68300 12.56 5440 2 MEM 28 05/20/2008 06/16/2008 82100 12.56 6540 3 MEM 28 05/20/2008 06/16/2008 80600 12.56 6420 4 MEM 28 05/20/2008 06/16/2008 85800 12.56 6830 4 MEM 0 Distribute attachments. Average I'c @ 28 days 6600 Please see reverse side for additional information. Job Number: T0806671 . Register Number: 0083601 Date Molded: 05/19/2008 7 Project: DURHAM ADVANCED WWTP FACILITY — AERATION BASIN 2 #6138) < 1 in. [25 mm j \\\ , - ..., Type 1 Type 2 Type 3 Reasonable well - formed Well- Formed cone on one Columnar vertical cracking cones on both ends. less end. vertical cracks running through both ends, no than 1 in. [25 mm] of through caps, no well- defined well- formed cones cracking through caps cone on other end f Type 4 Type 5 Type 6 Diagonal fracture with Side fractures at top or Similar to Type 5 but no cracking through bottom (occur commonly :nd of cylinder is pointed ends: tap with hammer to with unbonded caps) distinguish from Type 1 Asterisked ( *) average unit PSI test results did not meet listed acceptance criteria. Remarks: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF TO: CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE STETTLER SUPPLY COMPANY - ROSS MEYER PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON Project Manager: JAMES F. HIETPAS Reviewed By: Ty Toller On 06/17/2008 Our report pertains to the material tested only. The information contained in this report is provided subject to all terms and conditions of CTI's General Conditions in effect at the time this report is prepared. No party other than those to whom CTI has distributed this report shall be entitled to use or rely upon the information contained in this document. Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave., NE P.O. Box 7918 C ss�� �+ 9 igard, Oregon 97281 Salem. Oregon 97301 Bend, Oregon 97708 arlson Testing Inc. Inc® Phone (503) 6843460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 Daily Report of Proprietary Anchors Client CLEAN WATER SERVICES (DURHAM) - RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) CTIJob #: T0806671. Address: 16060 SW 85TH STREET TIGARD OR Jurisdiction: TIGARD CTI representative J. KING OBOA 416 was on site this date Jun. 03, 2008 to perform Special Inspection for: Permit BUP2007 -00658 DFS #(s) PO Number: MASTER CONTRACT /AMEND #24 SCOPE OF INSPECTION Location of proprietary anchors inspected [to include grid 1. Checked in with superintendent or client representative. lines, elevations (floors) and drawing details]: Name: MATT Company: STETTLER 64 LOCATIONS - 1/2" SS WITH 4 -1/2" DIA FOR AIR P PIPE SUPPORT. 2. Inspection was "IBC" © Continuous ❑ Periodic 3. Work performed: ® In the field ❑ At precast shop 06 -04 -08 - REMAINING 54 LOCATIONS - 1/2" SS WITH 4 -1/2" DIA FOR AIR PIPE SUPPORTS. 4. If shop inspection do they have fabrication and QC procedures? ❑ Yes ❑ No © N/A PROPRIETARY ANCHORS REPORT SUMMARY Yes No N/A 1. Reviewed previous inspection reports? x 1. Work inspected was: ® Completed ❑ In progress 2. Reviewed evaluation report? x 3. Verified manufacturer's anchor use conforms 2. Completed work inspected was in compliance with x Approved plans and specifications Shop drawings acceptance criteria in report summary. El PP P P ❑ P s g Verified following items meet manufacturer's ❑ RFI ❑ Design change ® Submittal ❑ N/A published installation instructions. 4. Verified minimum embedment depth of the Document #(s) Dated: anchors. X 3. Noncompliance item(s) were noted this date, details on 5.Verificd installation of the anchors. x following page(s). ❑ Yes ❑ No ❑ N/A 6. Verified anchor diameter. x 7. Verified steel grade. x 4. Noncompliance item(s) were reinspected this date, details on following page(s). ❑ Yes ❑ No ❑ N/A 8. Verified hole diameter. x 9. Verified type of drill bit used. x ❑ Conform ❑ Remain in progress 10. Verified cleanliness of hole and anchor. x 11. Verified adhesive application. x Report(s) findings were discussed and left with MATT Evaluation report number 1082 of STETTLER Name of product being installed RE - 500 Batch Number 1503080405 2301081439 Expiration Date 03/09 01/09 Based on the Code, approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. ❑ See additional report page(s). ❑ Distribute attachments. Page 1 of 1 Dail Report of Proprietary Anchors For: Y P P rY 06/03 /2008 CTI Job #: T0806671. Project: DURHAM ADVANCED WWTP FACILITY - AERATIC)N BASIN 2 (JOB #6138) Notes: In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested /inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. Reviewed By: James Hietpas Review Date: 06/10/2008 JK /JWA CLEAN WATER SERVICES (DURHAM) - RANDY NAEF TO: CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE STETTLER SUPPLY COMPANY - ROSS MEYER PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON Construction Inspections & Related Tests Carlson Testing,. Inc. • Geotechnical Consulting Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave.. NE P.O. Box 7918 Tigard. Oregon 97281 Salem. Oregon 97301 Bend. Oregon 97708 Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 REPORT OF 4 X 8 CONCRETE TEST SPECIMENS Test Methods: ASTM C31 /C172/C192/C617/C1064/C231/C143 Date Molded: 05/19/2008 Job Number: T0806671 . Permit #: BUP2007 -00658 Client: CLEAN WATER SERVICES (DURHAM) — RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY — AERATION BASIN 2 (JOB #6138) Address: 16060 SW 85TH STREET TIGARD OR Jurisdiction: TIGARD Contractor: INTELLIGENT COMMUNITY SERVICES INC (ICS) — LEO DENTON Subcontractor: Cast By: A. NUNLEY Concrete Supplier: KNIFE RIVER. INC — QUALITY CONTROL Truck #: 192 Load #: 2 Ticket#: 3117527 Weather: CLEAR Test Time: 10:20 AM Air Temp. at Sampling Time: 76 Cylinders were cast for the following locations: RAS SLAB INFILL Total Concrete Placement Location: RAS SLAB INFILL PIPE SUPPORT IN BASIN 2 CELL 3 Strength Requirement: 4000 psi f c@ 28 Days Slump: 3. 0 0 0" % Air: 4.00% Mix Number: 44N182M9 Conc. Temp: 80 Cement Type: I-I I Max Agg: 3 /4 Admix/Amt: DARAVAIR; WRDA64; POLYHEED 7 Cubic Yards: Register Number: 0083601 Lab Location: TIGARD Set Test @ Date Test Total Area Unit Type Of Tested No. Days Rec'd Date Load PSI Fracture By I 7 05/20/2008 05/26/2008 68300 12.56 5440 2 MEM 28 05/20/2008 06/16/2008 28 05/20/2008 06/16/2008 28 05/20/2008 06/16/2008 ❑ Distribute attachments. Average Fe @ 28 days Please see reverse side for additional information. Job Number: T0806671. Register Number: 0083601 Date Molded: 05/19/2008 Project: DURHAM ADVANCED WWTP FACILITY — AERATION BASIN . 2 (JOB #6138) <1 in. [25 mm] )\\\ Type 1 Type 2 Type 3 Reasonable well - formed Well- Formed cone on one Columnar vertical cracking cones on both ends. less end. vertical cracks running through both ends. no than 1 in. [25 mm] of through caps. no well - defined well - formed cones cracking through caps cone on other end Type 4 Type 5 Type 6 Diagonal fracture with Side fractures at top or Similar to Type 5 but no cracking through bottom (occur commonly :nd of cylinder is pointed ends; tap with hammer to with unbonded caps) distinguish from Type 1 Asterisked ( *) average unit PSI test results did not meet listed acceptance criteria. Remarks: • CLEAN WATER SERVICES (DURHAM) - RANDY NAEF TO: CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE STETTLER SUPPLY COMPANY - ROSS MEYER PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON Project Manager: JAMES F. HIETPAS Reviewed By: Ty Toller On 05/29/2008 Our report pertains to the material tested only. The information contained in this report is provided subject to all terms and conditions of CTI's General Conditions in effect at the time this report is prepared. No party other than those to whom CTI has distributed this report shall be entitled to use or rely upon the information contained in this document. Carls®n Testing ��� Construction In & Related Tests 9' Geotechnical Consulting Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave.. NE P.O. Box 7918 Tigard, Oregon 97281 Salem. Oregon 97301 Bend. Oregon 97708 Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 REPORT OF 4 X 8 CONCRETE TEST SPECIMENS Test Methods: ASTM C31 /C172/C192/C617/C1064/C231/C143 Date Molded: 04/25/2008 Job Number: T0806671 . Permit #: BUP2007 -00658 Client: CLEAN WATER SERVICES (DURHAM) RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY — AERATION BASIN 2 (JOB #6138) Address: 16060 SW 85TH STREET TIGARD OR Jurisdiction: TIGARD Contractor: INTELLIGENT COMMUNITY SERVICES INC (I — LEO DENTON Subcontractor: SPRING HILL Cast By: B. HARTLEY Concrete Supplier: KNIFE RIVER INC — QUALITY CONTROL Truck #: 228 Load #: 2 Ticket #: 3116961 Weather: SUN Test Time: 3: 30 Air Temp. at Sampling Time: 65 Cylinders were cast for the following locations: 3RD LIFT Total Concrete Placement Location: 3RD BAFFLE FROM WEST Strength Requirement: 4000 psi f @ 28 Days Slump: 4.000" % Air: 5.00° Mix Number: 1412444N182M9 Conc.Temp: 73 Cement Type: I —II MaxAgg: 3/4 Admix/Amt: Cubic Yards: 40 Register Number: 0081945 Lab Location: TIGARD Set Test @ Date Test Total Area Unit Type Of Tested No. Days Rec'd Date Load PSI Fracture By 7 04/28/2008 05/02/2008 59533 12.56 4740 4 CL 28 04/28/2008 05/23/2008 72295 12.56 5760 3 BR 28 04/28/2008 05/23/2008 67564 12.56 5380 3 BR 28 04/28/2008 05/23/2008 70313 12.56 5600 3 BR ❑ Distribute attachments. Average fc @ 28 days 5580 Please see reverse side for additional information. • Job Number: T0806671. Register Number: 0081945 Date Molded: 04 /25/200 Project: DURHAM ADVANCED WWTP FACILITY — AERATION BASIN '2 (JOB 46138) <1 in. [25 mm] :_zi. Type 1 Type 2 Type 3 Reasonable well - formed Well- Formed cone on one Columnar vertical cracking cones on both ends, less end. vertical cracks running through both ends, no than 1 in. [25 mm] of through caps. no well - defined well - formed cones cracking through caps cone on other end ti 1 i \I Type 4 Type 5 Type 6 Diagonal fracture with Side fractures at top or Similar to Type 5 but no cracking through bottom (occur commonly .tnd of cylinder is pointed ends: tap with hammer to with unbonded caps) distinguish from Type 1 Asterisked ( *) average unit PSI test results did not meet listed acceptance criteria. Remarks: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF TO: CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE STETTLER SUPPLY COMPANY - ROSS MEYER PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON Project Manager: JAMES F. HIETPAS Reviewed By: Ty Toller On 05/27/2008 Our report pertains to the material tested only. The information contained in this report is provided subject to all terms and conditions of CTI's General Conditions in effect at the time this report is prepared. No party other than those to whom CTI has distributed this report shall be entitled to use or rely upon the information contained in this document. Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave.. NE P.O. Box 7918 ss�� gg�� • Tigard, Oregon 97281 Salem, Oregon 97301 Bend, Oregon 97708 Carlson Testing, Inc. Phone (503) 684-3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 Daily Report of Proprietary Anchors Client: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) CTI Job #: T0806671. Address: 16060 SW 85TH STREET TIGARD OR Jurisdiction: TIGARD CTI representative M. WAGONER OBOA 746/OBOA 749 was on site this date May. 27, 2008 to perform Special Inspection for: Permit BUP2007 -00658 DFS #(s) PO Number: MASTER CONTRACT /AMEND #24 SCOPE OF INSPECTION Location of proprietary anchors inspected [to include grid 1. Checked in with superintendent or client representative. lines, elevations (floors) and drawing details]: Name: JE FF OBSERVED INSTALLATION OF (132) 1/2" BOLTS WITH Company: STETTLER MIN. EMBEDMENT OF 2.5 ". ALSO INSTALLATION OF (32) 5/8" BOLTS WITH MIN. EMBEDMENT OF 2.75" PER 2. Inspection was "IBC" ® Continuous ❑ Periodic DET. ON EDI #11015D IN CELLS 7A, 7B, & 7C. 3. Work performed: is In the field 0 At precast shop NOTE: NO EMBEDMENT WAS LISTED ON THE PLANS. LES (ENGINEER) @ EDI WAS CONTACTED & THE EMBEDMENTS WERE GIVEN TO THE INSPECTOR FROM HIM. 4. If shop inspection do they have fabrication and QC (SEE REPORT FROM 5/15/08) . procedures? ❑ Yes ❑ No © N/A PROPRIETARY ANCHORS REPORT SUMMARY Yes No N/A 1. Reviewed previous inspection reports? X 1. Work inspected was: © Completed ❑ In progress 2. Reviewed evaluation report? 3. Verified manufacturer's anchor use conforms 2. Completed work inspected was in compliance with X A roved plans and specifications Shop drawings acceptance criteria in report summary. © PP P P ❑ P s g Verified following items meet manufacturer's ❑ RFI ❑ Design change ❑ Submittal ❑ N/A published installation instructions. 4. Verified minimum embedment depth of the Document #(s) Dated: anchors. X 3. Noncompliance item(s) were noted this date, details on 5.Verified installation of the anchors. X following page(s). ❑ Yes ❑ No ❑ N/A 6. Verified anchor diameter. X 7. Verified steel grade. X 4. Noncompliance item(s) were reinspected this date, details 8. Verified hole diameter. on following page(s). ❑ Yes ❑ No ❑ N/A X 9. Verified type of drill bit used. X ❑ Conform ❑ Remain in progress 10. Verified cleanliness of hole and anchor. X 1 1. Verified adhesive application. X Report(s) findings were discussed and left with JEFF Evaluation report number ESR 1682 (12/01/04) of STETTLER Name of product being installed HILTI RE 500 Batch Number 1503080405 Expiration Date 03 Based on the Code, approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. ❑ See additional report page(s). ❑ Distribute attachments. Page 1 of Daily Report of Proprietary Anchors • For: 05/27/2008 CTI Job #: T0806671. Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) Notes: In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested /inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. Reviewed By: James Hietpas Review Date: 06/02/2008 MCW /KJ CLEAN WATER SERVICES (DURHAM) - RANDY NAEF TO: CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE STETTLER SUPPLY COMPANY - ROSS MEYER PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON • Construction Inspections & Related Tests Carlson Testing, Inc: Geotechnical Consulting Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave.. NE P.O. Box 7918 Tigard. Oregon 97281 Salem, Oregon 97301 Bend, Oregon 97708 Phone(503)684 -3460 Phone(503)589 -1252 Phone(541)330 -9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 REPORT OF 4 X 8 CONCRETE TEST SPECIMENS Test Methods: ASTM C31 /C172/C192/C617/C1064/C231/C143 Date Molded: 05/01/2008 Job Number: T0806671 . Permit #: BUP2007 -00658 Client: CLEAN WATER SERVICES (DURHAM) — RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY — AERATION BASIN 2 (JOB #6138) Address: 16060 SW 85TH STREET TIGARD OR Jurisdiction: TIGARD Contractor: INTELLIGENT COMMUNITY SERVICES INC ( ICS) — LEO DENTON Subcontractor: SPRING HILL CONSTRUCTION Cast By: J. HALL Concrete Supplier: KNIFE RIVER INC — QUALITY CONTROL Truck #: 168 Load #: 1 Ticket#: 2909540 Weather: CLOUDY, MILD Test Time: 12 : 20 PM Air Temp. at Sampling Time: 60 Cylinders were cast for the following locations: CELL #7 AIRATION TANK BAFFLE WALLS Total Concrete Placement Location: CELL #7 AIRATION TANK BAFFLE WALLS Strength Requirement: 4000 psi f c@ 28 Days Slump: 5.500" % Air: 4.00% Mix Number: 4 4 N 18 2M 9 Conc. Temp: 74 Cement Type: 111 Max Agg: 3/ 4 Admix/Amt: WITH POLYHEED 1 - 0 /10 Cubic Yards: Register Number: 0083068 Lab Location: TIGARD Set Test @ Date Test Total Area Unit Type Of Tested No. Days Rec'd Date Load PSI Fracture By I 7 05/02/2008 05/08/2008 68700 12.56 5470 4 MEM 28 05/02/2008 05/29/2008 82700 12.56 6580 3 MEM 28 05/02/2008 05/29/2008 77900 12.56 6200 3 MEM 28 05/02/2008 05/29/2008 82300 12.56 6550 4 MEM 0 Distribute attachments. Average f c@ 2 8 days 6440 Please see reverse side for additional information. Job Number: T0806671. Register Number: 0083068 Date Molded: 05/01/200 8 Project: DURHAM ADVANCED WWTP FACILITY — AERATION BASIN 2 (JOB #6138) <1 in. [25 mm] I Type 1 Type 2 Type 3 Reasonable well - formed Well- Formed cone on one Columnar vertical cracking cones on both ends. less end. vertical cracks running through both ends, no than 1 in. [25 mm] of through caps. no well - defined well - formed cones cracking through caps cone on other end J \ Li Type 4 Type 5 Type 6 Diagonal fracture with Side fractures at top or Similar to Type 5 but no cracking through bottom (occur commonly end of cylinder is pointed ends; tap with hammer to with unbonded caps) distinguish from Type 1 Asterisked ( *) average unit PSI test results did not meet listed acceptance criteria. Remarks: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF TO: CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE STETTLER SUPPLY COMPANY - ROSS MEYER PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON Project Manager: JAMES F. HIETPAS Reviewed By: Ty Toller On 05/31/2008 Our report pertains to the material tested only. The information contained in this report is provided subject to all terms and conditions of CTI's General Conditions in effect at the time this report is prepared. No party other than those to whom CTI has distributed this report shall be entitled to use or rely upon the information contained in this document. ' Y Construction Inspections & Related Tests Carlson Testing, Inc: Geotechnical Consulting Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave., NE P.O. Box 7918 Tigard, Oregon 97281 Salem, Oregon 97301 Bend, Oregon 97708 Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 REPORT OF 4 X 8 CONCRETE TEST SPECIMENS Test Methods: ASTM C31 /C172/C192/C617/C1064/C231/C143 Date Molded: 05/08/2008 Job Number: T0806671 . Permit #: BUP2007 -00658 Client: CLEAN WATER SERVICES (DURHAM) — RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY — AERATION BASIN 2 (JOB #6138) Address: 16060 SW 85TH STREET TIGARD OR Jurisdiction: TIGARD Contractor: INTELLIGENT COMMUNITY SERVICES INC (ICS) — LEO DENTON Subcontractor: SPRING HILL CONSTRUCTION Cast By: J. HALL Concrete Supplier: KNIFE RIVER INC — QUALITY CONTROL Truck #: 2170 Load #: 3 Ticket#: 3117246 Weather: OVERCAST, COOL Test Time: 9: 0 AM Air Temp. at Sampling Time: 42 Cylinders were cast for the following locations: Total Concrete Placement Location: AERATION BASIN #2 BAFFLE WALL Strength Requirement: 4000 psi f c@ 28 Days Slump: 4.750" % Air: 4.60% Mix Number: 4N182M9 Conc. Temp: 7 2 Cement Type: 1 - I 1 Max Agg: 3/4 Admix/Amt: Cubic Yards: 10/32 Register Number: 008 3 3 43 Lab Location: TIGARD Set Test @ Date Test Total Area Unit Type Of Tested No. Days Rec'd Date Load PSI Fracture By I 7 05/09/2008 05/15/2008 71600 12.56 5700 4 MEM 28 05/09/2008 06/05/2008 88143 12.56 7020 3 MEM 28 05/09/2008 06/05/2008 86391 12.56 6880 4 MEM 28 05/09/2008 06/05/2008 82400 12.56 6560 3 MEM El Distribute attachments. Average fc @ 28 days 6820 Please see reverse side for additional information. Job Number: T0806671. Register Number: 0083343 Date Molded: 05/08/2008 Project: DURHAM ADVANCED WWTP FACILITY — AERATION BASIN 2 (JOB #6138) • <1 in. [25 mm] i V Type 1 Type 2 Type 3 Reasonable well - formed Well- Formed cone on one Columnar vertical cracking cones on both ends. Tess end, vertical cracks running through both ends, no than 1 in. [25 mmj of through caps, no well - defined well - formed cones cracking through caps cone on other end ,r Type 4 Type 5 Type 6 Diagonal fracture with Side fractures at top or Similar to Type 5 but no cracking through bottom (occur commonly end of cylinder is pointed ends; tap with hammer to with unbonded caps) distinguish from Type 1 Asterisked ( *) average unit PSI test results did not meet listed acceptance criteria. Remarks: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF TO: CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE STETTLER SUPPLY COMPANY - ROSS MEYER PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON Project Manager: JAMES F. HIETPAS Reviewed By: Ty Toiler On 06/08/2008 Our report pertains to the material tested onlv. The information contained in this report is provided subject to all terms and conditions of CTI's General Conditions in effect at the time this report is prepared. No party other than those to whom CTI has distributed this report shall be entitled to use or rely upon the information contained in this document. Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave.. NE P.O. Box 7918 Tigard. Oregon 9.7281 Salem. Oregon 97301 Bend. Oregon 97708 C ar l son Testing Inc. Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 Daily Report of Proprietary Anchors Client: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) CTIJob #: T0806671. Address: 16060 SW 85TH STREET TIGARD OR Jurisdiction: TIGARD CTI representative M. WAGONER OBOA 746/OBOA 749 was on site this date Jun. 09, 2008 to perform Special Inspection for: Permit BUP2007 -00658 DFS #(s) PO Number: MASTER CONTRACT /AMEND #24 SCOPE OF INSPECTION Location of proprietary anchors inspected [to include grid 1. Checked in with superintendent or client representative. lines, elevations (floors) and drawing details]: Name: JEFF OBSERVED INSTALLATION OF 44 (22 ON EACH GATE) Company: STETTLER 1/2" ALL THREAD FOR INSTALLATION OF THE SLIDE GATES ON CELL 7A AND 6. ALL EMBEDMENTS WERE 7 2. Inspection was "IBC" © Continuous 0 Periodic 1/2" - ALL WORK DONE PER DETAILS G /VAR & H /VAR 3. Work performed: ® In the field D At precast shop ON SHEET N1210. NOTE: PLANS APPROVED PRIOR TO 01/01/08 4. If shop inspection do they have fabrication and QC procedures? 0 Yes 0 No © N/A PROPRIETARY ANCHORS REPORT SUMMARY Yes No N/A 1. Reviewed previous inspection reports? X 1. Work inspected was: ® Completed D In progress 2. Reviewed evaluation report? x 3. Verified manufacturer's anchor use conforms x 2. Completed work inspected was in compliance with to acceptance criteria in report summary. © Approved plans and specifications 0 Shop drawings Verified following items meet manufacturer's 0 RFI Design change fl Submittal N/A published installation instructions. 4. Verified minimum embedment depth of the Document #(s) Dated: anchors. x 3. Noncompliance item(s) were noted this date, details on 5.Verified installation of the anchors. X following page(s). 0 Yes 0 No © N/A 6. Verified anchor diameter. x 7. Verified steel grade. X 4. Noncompliance item(s) were reinspected this date. details 8. Verified hole diameter. on following page(s). 0 Yes 0 No ® N/A X 9. Verified type of drill bit used. X 0 Conform Remain in progress 10. Verified cleanliness of hole and anchor. x 11. Verified adhesive application. X Report(s) findings were discussed and left with JEFF Evaluation report number ESR -1682 (12/01/04) of STETTLER Name of product being installed HILTI RE -500 Batch Number 1503080405 L3 Expiration Date 03/2009 Based on the Code, approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. fl See additional report page(s). D Distribute attachments. Paee 1 of 1 Daily Report of Proprietary Anchors For: 06/09/2008 • CTI Job #: T0806671 . Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) Notes: In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested /inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. James Hietpas Reviewed By: Steven W Leach Project Manager Review Date: 06/16/2008 MCW /CK CLEAN WATER SERVICES (DURHAM) - RANDY NAEF TO: CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE STETTLER SUPPLY COMPANY - ROSS MEYER PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON . Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave.. NE P.O. Box 7918 ® Tigard, Oregon 97281 Salem. Oregon 97301 Bend. Oregon 97708 C arlson Testing, Inc. nPhone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 �e Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 Daily Report of Reinforced Concrete Client: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) CTIJob #: T0806671. Address: 16060 SW 85TH STREET TIGARD OR Jurisdiction: TIGARD CTI representative J. HALL OBOA 428 was on site this date May. 08, 2008 to perform Special Inspection for: Permit BUP2007 -00658 DFS #(s) PO Number: MASTER CONTRACT /AMEND #24 SCOPE OF INSPECTION CONCRETE 1. Checked in with superintendent or client representative. 1. Mix Design approved? © Yes 0 No 0 N/A Name: MATT Company: SPRING HILL CONSTRUCTION 2. Monitored loads arriving at lob site for correct: Mix #: 4N182M9 2. Type of work: ® Concrete © Reinforcing Slump 4 3/4" %Air 4 . 6 3. Work included: ® Sampling ® Inspection 3. Type of samples made? 4 X 8 CONCRETE CYLINDERS 4. Inspection was 'IBC' ® Continuous Periodic Number of sets 1 Samples per set 4 5. Work performed: © In the field ❑ At precast shop 4. Inspected placing and consolidation of approx. 49 cubic yards of concrete. REINFORCING Yes No N/A Location of concrete placement [to include grid lines, elevations 1. Reviewed previous inspection reports? X (floors) and drawing details]: 2. Forms clear of debris? SAME AS REINFORCING X 3. Type, grade, size, quantity, spacing and X condition conform? 4. Verified forms will nominally result in hardened concrete of the required X cross - sectional dimensions. 5. Verified location of reinforcing steel, pipes, conduits and sleeves with respect to X minimum concrete cover. 6. Verified type and location of splices, length After samples are tested. results will follow on break report. of contact laps, and min. diameter of bends. X 7. Verified support & anchorage of reinforcing REPORT SUMMARY steel in the forms. X 1. Work inspected was: 0 Completed D In progress 8. Verified structural embedments in the forms x 2. Completed work inspected was in compliance with with regard to fabrication, quality and type. 9. Verified structrual embedments in the forms © Approved plans and specifications El Shop drawings with regard to weld inspection, quantity, and X RFI 0 Design change 0 Submittal E N/A permits issued. 10. Verified cast in place anchors. X Document #(s) Dated: Description of structure inspected [to include grid lines, 3. Noncompliance item(s) were noted this date, details on elevations (floors) and drawing details]: following page(s). 0 Yes 0 No © N/A AERATION BASIN #2 BAFFLE WALL 4. Noncompliance item(s) were reinspected this date, details on following page(s). 0 Yes 0 No IN N/A El Conform Remain in progress Report(s) findings were discussed and left with MATT of SPRING HILL CONSTRUCTION Based on the Code. approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. ❑ See additional report page(s). 0 Distribute attachments. Page 1 of 1 Daily Report of Reinforced Concrete For: 05/08/2008 CTI Job #: T0806671. Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) Notes: In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested /inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. Reviewed By: James Hietpas Review Date: 05/20/2008 JH /CK CLEAN WATER SERVICES (DURHAM) - RANDY NAEF TO: CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE STETTLER SUPPLY COMPANY - ROSS MEYER PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON • Construction Inspections & Related Tests Carlson Testing, Inc. Geotechnical Consulting Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave.. NE P.O. Box 7918 Tigard. Oregon 97281 Salem. Oregon 97301 Bend. Oregon 97708 Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 REPORT OF 4 X 8 CONCRETE TEST SPECIMENS Test Methods: ASTM C31 /C172/C192/C617/C1064/C231/C143 Date Molded: 04/18/2008 Job Number: T0806671. Permit #: BUP2007 -00658 Client: CLEAN WATER SERVICES (DURHAM) — RANDY NAEF Project: ADVANCED WWTP FACILITY — AERATION BASIN 2 (JOB #6138) Address: 16060 SW 85TH STREET TIGARD OR Jurisdiction: TIGARD Contractor: INTELLIGENT COMMUNITY SERVICES INC (ICS) — LEO DENTON Subcontractor: Cast By: B. HARTLEY Concrete Supplier: KNIFE RIVER INC — QUALITY CONTROL Truck #: 227 Load #: 3 Ticket#: 2925600 Weather: OVERCAST Test Time: 10:45 AM Air Temp. at Sampling Time: 49 Cylinders were cast for the following locations: 3RD LIFT Total Concrete Placement Location: NEW BAFFLE WALL AERATION BASIN NO. 2 Strength Requirement: 4000 psi f @ 28 Days Slump: 5.000" % Air: 5 . 50 % Mix Number: 1412444N182M9 Conc.Temp: 63 Cement Type: 1 -11 MaxAgg: 3/4 Admix/Amt: Cubic Yards: Register Number: 0081793 Lab Location: T I GARD Set Test @ Date Test Total A rea Unit Type Of Tested No. Days Recd Date Load PSI Fracture By 7 04/21/2008 04/25/2008 51929 12.56 4130 2 BR 28 04/21/2008 05/16/2008 70075 12.56 5580 3 DH 28 04/21/2008 05/16/2008 74191 12.56 5910 3 DH 28 04/21/2008 05/16/2008 70884 12.56 5640 4 DH ❑ Distribute attachments. Average f @ 28 days 5710 Please see reverse side for additional information. Job Number: T0806671. Register Number: 0081193 Date Molded: 04/18/2008 Project: DURHAM ADVANCED WWTP FACILITY — AERATION BASIN 2 ,(30B #6138) < l in. [25 mm] ? k \ J Y'lk Type 1 Type 2 Type 3 Reasonable well - formed Well- Formed cone on one Columnar vertical cracking cones on both ends, Tess end. vertical cracks running through both ends. no than 1 in. [25 mm] of through caps. no well- defined well- formed cones cracking through caps cone on other end Type 4 Type 5 Type 6 Diagonal fracture with Side fractures at top or Similar to Type 5 but no cracking through bottom (occur commonly end of cylinder is pointed ends: tap with hammer to with unbonded caps) distinguish from Type 1 Asterisked ( *) average unit PSI test results did not meet listed acceptance criteria. Remarks: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF TO: CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE STETTLER SUPPLY COMPANY - ROSS MEYER PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON . Project Manager: JAMES F. HIETPAS Reviewed By: Ty Toller On 05/19/2008 Our report pertains to the material tested only. The information contained in this report is provided subject to all terms and conditions of CTI's General Conditions in effect at the time this report is prepared. No party other than those to whom CTI has distributed this report shall be entitled to use or rely upon the information contained in this document. Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave.. NE P.O. Box 7918 . Tigard, Oregon 97281 Salem. Oregon 97301 Bend. Oregon 97708 C arls ®n Testing Inc. Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 Daily Report of Reinforced Concrete Client: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) CTIJob #: T0806671. Address: 16060 SW 85TH STREET TIGARD OR Jurisdiction: TIGARD CTI representative JAMES F. HIETPAS OBOA 205 /WABO SI 01110 /WABO SI 01110/3127 was on site this date May. 07, 2008 to perform Special Inspection for: Permit BUP200 7 -00658 DFS #(s) PO Number: MASTER CONTRACT /AMEND #24 SCOPE OF INSPECTION CONCRETE 1. Checked in with superintendent or client representative. - 1. Mix Design approved? ❑ Yes No ® N/A Name: MATT Company: STETTLER SUPPLY COMPANY 2. Monitored loads arriving at job site for correct: P Mix #: 2. Type of work: ❑ Concrete © Reinforcing, Slump % Air 3. Work included: ci Sampling Inspection © p 3. Type of samples made? N/A 4. Inspection was 'IBC' ❑ Continuous © Periodic Number of sets Samples per set 5. Work performed: ❑ In the field ❑ At precast shop 4. Inspected placing and consolidation of approx. cubic yards of concrete. REINFORCING Yes No N/A Location of concrete placement [to include grid lines, elevations (floors) and drawing details]: 1. Reviewed previous inspection reports? X 2. Forms clear of debris? NO POUR ON THIS DATE 3. Type, grade, size, quantity, spacing and x condition conform? 4. Verified forms will nominally result in hardened concrete of the required X cross - sectional dimensions. 5. Verified location of reinforcing steel, pipes, conduits and sleeves with respect to X minimum concrete cover. 6. Verified type and location of splices, length After samples are tested, results will follow on break report. of contact laps, and min. diameter of bends. X 7. Verified support & anchorage of reinforcing REPORT SUMMARY - steel in the forms. - - - - X 1. Work inspected was: ❑ Completed - in progress 8. Verified structural embedments in the forms x 2. Completed work inspected was in compliance with with regard to fabrication, quality and type. 9. Verified structrual embedments in the forms © Approved plans and specifications ❑ Shop drawings with regard to weld inspection, quantity, and X RFI ❑ Design change ❑ Submittal N/A permits issued. 10. Verified cast in place anchors. Document #(s) Dated: Description of structure inspected [to include grid lines, 3. Noncompliance item(s) were noted this date, details on elevations (floors) and drawing details]: following page(s). ❑ Yes ❑ No © N/A INSPECTED RESTEEL IN BAFFLE WALL WEST SIDE OF 4. Noncompliance item(s) were reinspected this date, details BASIN. RESTEEL CONFORMS TO DRAWINGS. on following page(s). ❑ Yes ❑ No ® N/A RESTEEL TO FORM CLEARANCES NEED TO BE VARIFIED ❑Conform ❑Remain in progress PRIOR TO PLACEMENT. Report(s) findings were discussed and left with of Based on the Code, approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. ❑ See additional report page(s). ❑ Distribute attachments. Page 1 of 1 Daily Report of Reinforced Concrete For: 05/07/2008 CTI Job #: T0806671. Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) Notes: In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested /inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. Reviewed By: James Hietpas Review Date: 05/13/2008 JH /TEM CLEAN WATER SERVICES (DURHAM) - RANDY NAEF TO: CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE STETTLER SUPPLY COMPANY - ROSS MEYER PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave.. NE P.O. Box 7918 Carlson Testing, Inc. • Phone (5 03) 68 972684-3461 Salem. 0 Phone ( 503) 58 9 -125 B2 Pho ne ( 541) 3 30 0 -915 Phone 03)6503)58125o541)3-9155 Fax(503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 Daily Report of Proprietary Anchors Client: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) CTIJob #: T0806671. Address: 16060 SW 85TH STREET TIGARD CR Jurisdiction: TIGARD CTI representative M. WAGONER OBOA 746/OBOA 749 was on site this date May. 15, 2008 to perform Special Inspection for: Permit BUP2007 -00658 DFS #(s) PO Number: MASTER CONTRACT /AMEND #24 SCOPE OF INSPECTION Location of proprietary anchors inspected [to include grid 1. Checked in with superintendent or client representative. lines, elevations (floors) and drawing details]: Name: JEFF Company STETTLER OBSERVED INSTALLATION OF (32) 1/2" BOLTS W/ 2.5" P MIN. EMBED. (8) 5/8" BOLTS W/ 2.75" MIN. EMBED. 2. Inspection was "IBC" ® Continuous Periodic (2) 3/8" BOLTS W/ 2.5" MIN. EMBED, PER DETAILS 3. Work performed: ® In the field At precast shop ON EDI #11015D IN CELL 5. NOTE: NO EMBED WAS LISTED ON THE PLANS. LES @ EDI WAS CONTACTED & THE EMBED INFO WAS GIVEN TO 4. If shop inspection do they have fabrication and QC THE INSPECTOR FROM HIM. procedures? ❑ Yes No ® N/A PROPRIETARY ANCHORS REPORT SUMMARY Yes No N/A 1. Reviewed previous inspection reports? x 1. Work inspected was: ® Completed In progress 2. Reviewed evaluation report? x 3. Verified manufacturer's anchor use conforms x 2. Completed work inspected was in compliance with to acceptance criteria in report summary. © Approved plans and specifications fl Shop drawings Verified following items meet manufacturer's RFI Ej Design change ❑ Submittal ❑ N/A published installation instructions. 4. Verified minimum embedment depth of the Document #(s) Dated: anchors. x 3. Noncompliance item(s) were noted this date, details on 5.Verified installation of the anchors. X following page(s). ❑ Yes © No 0 N/A 6. Verified anchor diameter. x 7. Verified steel grade. x 4. Noncompliance item(s) were reinspected this date, details 8. Verified hole diameter. on following page(s). 0 Yes 0 No 12 N/A X 9. Verified type of drill bit used. x ❑ Conform ❑ Remain in progress 10. Verified cleanliness of hole and anchor. x 11. Verified adhesive application. x Report(s) findings were discussed and left with JEFF Evaluation report number ESR 1682 (12/1/04) of STETTLER Name of product being installed HILTI RE 500 Batch Number 0801080934 Expiration Date 01/09 Based on the Code, approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. See additional report page(s). Distribute attachments. Page 1 of 1 Daily Report of Proprietary Anchors For: 05/15/2008 CTI Job #: T0806671. Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) Notes: In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested /inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. Reviewed By: James Hietpas Review Date: 05/22/2008 MCW /KJ CLEAN WATER SERVICES (DURHAM) - RANDY NAEF TO: CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE STETTLER SUPPLY COMPANY - ROSS MEYER PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave.. NE P.O. Box 7918 Tigard. Oregon 97281 Salem. Oregon 97301 Bend. Oregon 97708 Carlson Westin Inc. • Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 9 Fax (503)684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 Daily Report of Proprietary Anchors Client: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) CTIJob #: T0806671. Address: 16060 SW 85TH STREET TIGARD CR Jurisdiction: TIGARD CTI representative M. WAGONER OBOA 746/OBOA 749 was on site this date May. 16, 2008 to perform Special Inspection for: Permit BUP2007 -00658 DFS #(s) PO Number: MASTER CONTRACT /AMEND #24 SCOPE OF INSPECTION Location of proprietary anchors inspected [to include grid 1. Checked in with superintendent or client representative. lines, elevations (floors) and drawing details]: Name: JEFF Com an STETTLER OBSERVED INSTALLATION OF (72) 1/2" BOLTS W/ MIN. P y EMBED OF 2.5" IN CELL 5. INSTALLATION OF (104) 2. Inspection was "IBC" © Continuous 0 Periodic 1/2" BOLTS W/ 2.5" MIN. EMBED, (8) 5/8" BOLTS 3. Work performed: © In the field 0 At precast shop WITH 2.75" MIN. EMBED, (2) 3/8" BOLTS WITH 2.5" MIN. EMBED, PER DET. ON EDI #11015D IN CELL 6. NOTE: NO EMBED WAS LISTED ON THE PLANS, LES @ 4. If shop inspection do they have fabrication and QC EDI WAS CONTACTED & THE EMBED INFO WAS GIVEN TO procedures? ❑ Yes ❑ No © N/A THE INSPECTOR, FROM HIM. PROPRIETARY ANCHORS REPORT SUMMARY Yes No N/A 1. Reviewed previous inspection reports? x 1. Work inspected was: is Completed ❑ In progress 2. Reviewed evaluation report? x 3. Verified manufacturer's anchor use conforms 2. Completed work inspected was in compliance with x A roved plans and specifications Shop drawings to acceptance criteria in report summary. © PP eci P P Verified following items meet manufacturer's RFI 01 Design change Submittal N/A published installation instructions. 4. Verified minimum embedment depth of the Document #(s) Dated: anchors. x 3. Noncompliance item(s) were noted this date, details on 5.Verified installation of the anchors. x following page(s). Yes ® No fl N/A 6. Verified anchor diameter. x 7. Verified steel grade. x 4 Noncompliance item(s) were reinspected this date, details 8. Verified hole diameter. on following page(s). 0 Yes n No ® N/A X 9. Verified type of drill bit used. x D Conform Remain in progress 10. Verified cleanliness of hole and anchor. x 11. Verified adhesive application. x Report(s) findings were discussed and left with JEFF Evaluation report number ESR 1682 (12/1/04) of STETTLER Name of product being installed HILTI RE 500 Batch Number 0801080934 Expiration Date 01/09 Based on the Code, approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. See additional report page(s). 01 Distribute attachments. Page 1 of '- • Daily Report of Proprietary Anchors For: 05/16/2008 CTI Job #: T0806671. Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) Notes: In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested /inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. Reviewed By: James Hietpas Review Date: 05/22/2008 MCW /KJ CLEAN WATER SERVICES (DURHAM) - RANDY NAEF TO: CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE STETTLER SUPPLY COMPANY - ROSS MEYER PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave.. NE P.O. Box 7918 Tigard. Oregon 97281 Salem. Oregon 97301 Bend. Oregon 97708 C arlson ' Vesting Inc. Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684-0954 Fax (503) 589 -1309 Fax (541) 330 -9163 Daily Report of Reinforced Concrete Client: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) CTI Job #: T0806671. Address: 16060 SW 85TH STREET TIGARD OR Jurisdiction: TIGARD CTI representative G. WATSON OBOA 363 was on site this date May. 19, 2008 to perform Special Inspection for: Permit BUP2007 -00658 DFS #(s) PO Number: MASTER CONTRACT /AMEND #24 SCOPE OF INSPECTION CONCRETE 1. Checked in with superintendent or client representative. 1. Mix Design approved? © Yes ❑ No ❑ N/A Name: MATT Company: STETTLER SUPPLY COMPANY 2. Monitored Toads arriving at job site for correct: Mix #: 44N182MG 2. Type of work: IN Concrete ® Reinforcing Slump 4 " MAX % Air 5 +/ -1 3. Work included: ❑ Sampling © Inspection 3. Type of samples made? 4 X 8 CONCRETE CYLINDERS 4. Inspection was 'IBC' © Continuous Periodic Number of sets 1 Samples per set 4 5. Work performed: ® In the field ❑ At precast shop 4. Inspected placing and consolidation of approx. 7 YARDS cubic yards of concrete. REINFORCING Yes No N/A Location of concrete placement [to include grid lines, elevations (floors) and drawing details]: 1. Reviewed previous inspection reports? X 2. Forms clear of debris? BASIN 42 RAS INFILL SLABS PER DETAIL C /5002 AND X CELL 3 BASIN #2 PIPE SUPPORT PER DETAIL 3. Type, grade, size, quantity, spacing and X condition conform? D/VAR/S203. 4. Verified forms will nominally result in hardened concrete of the required X cross - sectional dimensions. 5. Verified location of reinforcing steel, pipes, conduits and sleeves with respect to X minimum concrete cover. 6. Verified type and location of splices, length After samples are tested, results will follow on break report. of contact laps, and min. diameter of bends. X 7. Verified support & anchorage of reinforcing REPORT SUMMARY steel in the forms. v X 1. Work inspected was: © Completed ❑ In progress 8. Verified structural embedments in the forms x 2. Completed work inspected was in compliance with with regard to fabrication, quality and type. 9. Verified structrual embedments in the forms © Approved plans and specifications 0 Shop drawings with regard to weld inspection, quantity, and X fl RFI n Design change Submittal ❑ N/A permits issued. 10. Verified cast in place anchors. Document #(s) Dated: Description of structure inspected [to include grid lines, 3. Noncompliance item(s) were noted this date, details on elevations (floors) and drawing details]: following page(s). 111 Yes 0 No © N/A BASIN #2 RAS INFILL SLABS PER DETAIL E /5002, AND 4. Noncompliance item(s) were reinspected this date, details CELL3 BASIN #2 PIPE SUPPORT PER DETAIL on followingpage(s). El Yes n No ® N/A D/VER/S203. 0 Conform 0 Remain in progress Report(s) findings were discussed and left with MATT of STETTLER SUPPLY COMPANY Based on the Code, approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. 0 See additional report page(s). Distribute attachments. Page 1 of Daily Report of Reinforced Concrete For: 05/19/2008 CTI Job #: T0806671. Project: DURHAM ADVANCED WWTP FACILITY - AERATION, BASIN 2 (JOB #6138) Notes: In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested /inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. Reviewed By: James Hietpas Review Date: 05/22/2008 GW /TEM CLEAN WATER SERVICES (DURHAM) - RANDY NAEF TO: CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE STETTLER SUPPLY COMPANY - ROSS MEYER PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON a i - • Main Office Salem Office Bend Office P.0. Box 23814 4060 Hudson Ave.. NE P.O. Box 7918 ®® ¢¢ e g� Tigard. Oregon 97281 Salem, Oregon 97301 Bend. Oregon 97708 Carlson Tee ing, Ince • Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 Daily Report of Proprietary Anchors Client: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) CTIJob #: T0806671. Address: 16060 SW 85TH STREET TIGARD OR Jurisdiction: TIGARD CTI representative M. WAGONER OBOA 746/OBOA 749 was on site this date Apr. 30, 2008 to perform Special Inspection for: Permit BUP2007 -00658 DFS #(s) PO Number: MASTER CONTRACT /AMEND #24 SCOPE OF INSPECTION Location of proprietary anchors inspected [to include grid 1. Checked in with superintendent or client representative. lines, elevations (floors) and drawing details]: Name: RANDY Com an STETTLER OBSERVED INSTALLATION OF (5) #4 VERT. DOWELS IN P y BOTTOM OF AERATION BASIN FOR SMALL PONY WALL 2. Inspection was "IBC" IN Continuous ❑ Periodic BEING BUILT (4" MIN. EMBED) PER DET. D /VAR ON 3. Work performed: ® In the field ❑ At precast shop SHT. s203. ALSO, OBSERVED INSTALLATION OF (4) #5 HORIZ. DOWELS @ TOP OF AERATION BASIN WALL (6" MIN. 4. If shop inspection do they have fabrication and QC EMBED) PER DET. A /VAR ON SHT. S202. procedures? ❑ Yes ❑ No IN N/A PROPRIETARY ANCHORS REPORT SUMMARY Yes No N/A 1. Reviewed previous inspection reports? x 1. Work inspected was: ® Completed ❑ In progress 2. Reviewed evaluation report? 3. Verified manufacturer's anchor use conforms 2. Completed work inspected was in compliance with x A roved plans and specifications Shop drawings acceptance criteria in report summary. © PP P P ❑ P s g Verified following items meet manufacturer's ❑ RFI ❑ Design change ❑ Submittal ❑ N/A published installation instructions. 4. Verified minimum embedment depth of the Document #(s) Dated: anchors. 3. Noncompliance item(s) were noted this date, details on 5.Verified installation of the anchors. x following page(s). ❑ Yes ❑ No ❑ N/A 6. Verified anchor diameter. x 7. Verified steel grade. x 4. Noncompliance item(s) were reinspected this date, details 8. Verified hole diameter. on following page(s). ❑ Yes ❑ No ❑ N/A x 9. Verified type of drill bit used. x ❑ Conform ❑ Remain in progress 10. Verified cleanliness of hole and anchor. x 11. Verified adhesive application. x Report(s) findings were discussed and left with RANDY Evaluation report number ESR 1682 (12/1/04) of STELLARS Name of product being installed HILTI RE 500 Batch Number 2301081440 2301081439 Expiration Date 01/09 01/09 Based on the Code, approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. ❑ See additional report page(s). ❑ Distribute attachments. Pase 1 of 1 Daily Report of Proprietary Anchors For: 04/30/2008 CTI Job #: T0806671. t' Project: DURHAM ADVANCED WWTP FACILITY - AERATION'BASIN'2 (JOB #6138) Notes: In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested /inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. Reviewed By: James Hietpas Review Date: 05/07/2008 MCW /KJ CLEAN WATER SERVICES (DURHAM) - RANDY NAEF TO: CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE STETTLER SUPPLY COMPANY - ROSS MEYER PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON ����� ®� Testing, Inc. Construction In & Related Tests 9 ' ° Geotechnical Consulting Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave.. NE P.O. Box 7918 Tigard, Oregon 97281 Salem, Oregon 97301 Bend, Oregon 97708 Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 REPORT OF 4 X 8 CONCRETE TEST SPECIMENS Test Methods: ASTM C31 /C172/C192/C617/C1064/C231/C143 Date Molded: 04/04/2008 Job Number: T0806671. Permit #: BUP2007 -00658 Client: CLEAN WATER SERVICES (DURHAM) — RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY — AERATION BASIN 2 (JOB #6138) Address: 16060 SW 85TH STREET TIGARD OR Jurisdiction: TIGARD Contractor: INTELLIGENT COMMUNITY SERVICES INC (ICS) — LEO DENTON Subcontractor: SPRING HILL Cast By: B. HARTLEY Concrete Supplier: KNIFE RIVER INC — QUALITY CONTROL Truck #: 2177 Load #: 14 Ticket#: 2925214 Weather: OVERCAST Test Time: 11:30 AM Air Temp. at Sampling Time: 46 Cylinders were cast for the following locations: SOUTH CHANNEL LAST LIFT Total Concrete Placement Location: EFFLUENT CHANNELS Strength Requirement: 3000 psi f c@ 28 Days Slump: 5.000" % Air: 5. 00% Mix Number: 7200 Conc. Temp: 60 Cement Type: 1 1 1 Max Agg: 3/ 4 Admix/Amt: Cubic Yards: 162 Register Number: 0081498 Lab Location: TIGARD Set Test @ Date Test Total Area Unit Type Of Tested No. Days Rec'd Date Load PSI Fracture By II 7 04/07/2008 04/11/2008 59000 12.56 4700 3 MEM 28 04/07/2008 05/02/2008 68350 12.56 5440 2 CL 28 04/07/2008 05/02/2008 66340 12.56 5280 3 CL 28 04/07/2008 05/02/2008 66709 12.56 5310 3 CL ❑ Distribute attachments. Average f c@ 28 days 5340 Please see reverse side for additional information. Job Number: T0806671. Register Number: 0081498 Date Molded: 04/04/2008 Project: DURHAM ADVANCED WWTP FACILITY — AERATION ll'ASIN 2 ;JOB 86138) < 1 in. [25 mm] i . Type 1 Type 2 Type 3 Reasonable well - formed well- Formed cone on one Columnar vertical cracking cones on both ends. less end. vertical cracks running through both ends. no than 1 in. [25 mm] of through caps. no well - defined well - formed cones cracking through caps cone on other end fr k Type 4 Type 5 Type 6 Diagonal fracture with Side fractures at top or Similar to Type 5 but no cracking through bottom (occur commonly :nd of cylinder is pointed ends: tap with hammer to with unbonded caps) distinguish from Type 1 Asterisked ( *) average unit PSI test results did not meet listed acceptance criteria. Remarks: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF TO: CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE STETTLER SUPPLY COMPANY - ROSS MEYER PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON Project Manager: JAMES F. HIETPAS Reviewed By: Ty Toller On 05/07/2008 Our report pertains to the material tested only. The information contained in this report is provided subject to all terms and conditions of CTI's General Conditions in effect at the time this report is prepared. No party other than those to whom CTI has distributed this report shall be entitled to use or rely upon the information contained in this document. Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave.. NE P.O. Box 7918 s� Tigard. Oregon 97281 Salem. Oregon 97301 Bend. Oregon 97708 C arlson Testing, Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Inc 9 Fax (503) 684 -0954 Fax (503) 589-1309 Fax (541) 330 -9163 Daily Report of Reinforced Concrete Client: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) CTIJob #: T0806671. Address: 16060 SW 85TH STREET TIGARD OR Jurisdiction: TIGARD CTI representative J. HALL OBOA 428 was on site this date May. 01, 2008 to perform Special Inspection for: Permit BUP2007 -00658 DFS #(s) PO Number: MASTER CONTRACT /AMEND #24 SCOPE OF INSPECTION CONCRETE 1. Checked in with superintendent or client representative. 1. Mix Design approved? ® Yes No ❑ N/A Name: MATT Company: SPRINGHILL CONSTRUCTION 2. Monitored loads arriving at job site for correct: Mix #: 44N182M9 2. Type of work: ® Concrete ® Reinforcing o % Slump 5 - 5 Air 4 • 0 3. Work included: ® Sampling ® Inspection 3. Type of samples made? 4 X 8 CONCRETE CYLINDERS 4. Inspection was 'IBC' ® Continuous Periodic Number of sets 1 Samples per set 4 5. Work performed: 0 In the field 0 At precast shop 4. Inspected placing and consolidation of approx. 49 cubic yards of concrete. REINFORCING Yes No N/A Location of concrete placement [to include grid lines, elevations (floors) and drawing details]: 1. Reviewed previous inspection reports? X 2. Forms clear of debris? SAME AS UNDER REINFORCING X 3. Type, grade, size. quantity. spacing and X condition conform? 4. Verified forms will nominally result in hardened concrete of the required X cross - sectional dimensions. 5. Verified location of reinforcing steel, pipes, conduits and sleeves with respect to X minimum concrete cover. 6. Verified type and location of splices, length After samples are tested. results will follow on break report. of contact laps. and min. diameter of bends. X REPORT SUMMARY 7. Verified support & anchorage of reinforcing steel in the forms. X 1. Work inspected was: © Completed E In progress 8. Verified structural embedments in the forms x 2. Completed work inspected was in compliance with with regard to fabrication, quality and type. 9. Verified structrual embedments in the forms ® Approved plans and specifications ❑ Shop drawings with regard to weld inspection, quantity, and X RFI E Design change ❑ Submittal ❑ N/A permits issued. 10. Verified cast in place anchors. Document #(s) Dated: Description of structure inspected [to include grid lines, 3. Noncompliance item(s) were noted this date, details on elevations (floors) and drawing details]: following page(s). ❑ Yes ❑ No pi N/A CELL #7 AERATION TANK BAFFLE WALL. 4. Noncompliance item(s) were reinspected this date. details on following page(s). ❑ Yes ❑ No ® N/A 0 Conform ❑ Remain in progress Report(s) findings were discussed and left with MATT of SPRINGHILL CONSTRUCTION Based on the Code, approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. 0 See additional report page(s). ❑ Distribute attachments. Page 1 of 1 Daily Report of Reinforced Concrete For: 05/01/2008 CTI Job #: T0806671. Project: DURHAM ADVANCED WWTP FACILITY - AERATION'BASIN (JOB #6138) Notes: In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested /inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. Reviewed By: James Hietpas Review Date: 05/06/2008 JH /TEM CLEAN WATER SERVICES (DURHAM) - RANDY NAEF TO: CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE STETTLER SUPPLY COMPANY - ROSS MEYER PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON Inc. Construction Inspections & Related Tests ��Carlson �S ®� Testing 9 Geotechnica/ Consulting Main Office Salem Office Bend Office P.O. Box 2381,4 4060 Hudson Ave.. NE P.O. Box 7918 Tigard. Oregon 97281 Salem. Oregon 97301 Bend. Oregon 97708 Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 REPORT OF 4 X 8 CONCRETE TEST SPECIMENS Test Methods. ASTM C31/ C172 /C192/C617%'C1064/C231/C1 - 43 Date Molded: 04/25/2008 Job Number: T0806671. Permit #: BUP2007 -00658 Client: CLEAN WATER SERVICES (DURHAM) — RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY — AERATION BASIN 2 (JOB #6138) Address: 16060 SW 85TH STREET TIGARD OR Jurisdiction: TIGARD Contractor: INTELLIGENT COMMUNITY SERVICES INC (ICS) — LEO DENTON Subcontractor: SPRING HILL Cast By: B. HARTLEY Concrete Supplier: KNIFE RIVER INC — QUALITY CONTROL Truck #: 228 Load #: 2 Ticket #: 3116961 Weather: SUN Test Time: 3 : 30 Air Temp. at Sampling Time: 65 Cylinders were cast for the following locations: 3RD LIFT Total Concrete Placement Location: 3RD BAFFLE FROM WEST Strength Requirement: 4000 psi fc @ 28 Days Slump: 4.000" % Air: 5.00° Mix Number: 1412 4 4 4 N18 2M 9 Conc. Temp: 73 Cement Type: 1 1 1 Max Agg: 3 / 4 Admix/Amt: Cubic Yards: 40 Register Number: 0081945 Lab Location: TIGARD Set Test @ Date Test Total Area Unit Type Of Tested No. Days Rec'd Date Load PSI Fracture By 7 04/28/2008 05/02/2008 59533 12.56 4740 4 CL 28 04/28/2008 05/23/2008 28 04/28/2008 05/23/2008 28 04/28/2008 05/23/2008 0 Distribute attachments. Average f @ 28 days Please see reverse side for additional information. Job Number: T0806671 . Register Number: 0081945 Date Molded: 04/25/2008 , Project: DURHAM ADVANCED WWTP FACILITY — AERATION• BASIN 2. (JOB #6138) < l in. [25 mm] Type 1 Type 2 Type 3 Reasonable well - formed Well- Formed cone on one Columnar vertical cracking cones on both ends. less end. vertical cracks running through both ends. no than 1 in. [25 mm] of through caps, no well- defined well - formed cones cracking through caps cone on other end ' r Type 4 Type 5 Type 6 Diagonal fracture with Side fractures at top or Similar to Type 5 but no cracking through bottom (occur commonly :nd of cylinder is pointed ends: tap with hammer to with unbonded caps) distinguish from Type 1 Asterisked ( *) average unit PSI test results did not meet listed acceptance criteria. Remarks: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF TO: CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE STETTLER SUPPLY COMPANY - ROSS MEYER PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON Project Manager: JAMES F. HIETPAS Reviewed By: Ty To11er On 05/05/2008 Our report pertains to the material tested only. The information contained in this report is provided subject to all terms and conditions of CTI's General Conditions in effect at the time this report is prepared. No party other than those to whom CTI has distributed this report shall be entitled to use or rely upon the information contained in this document. • • Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave., NE P.O. Box 7918 c Tigard, Oregon 97281 Salem, OR 97301 Bend, OR 97708 Carls ®n 'besting I nc® 'Phone (503) 684 -3460 Phone (503) 589-1252 FAX (503) 589 1309 Phone (541) 330-9155 Carlson. FAX (503) 684 -0954 FAX (541) 330 -9163 April 28, 2008 T0806671 Permit No. BUP2007 -00658 FIELD INSPECTION REPORT DATES COVERED: April 25, 2008 PROJECT: Durham Advanced WWTP Facility — Aeration Basin 2 (Job #6138) ADDRESS: 16060 SW 85 Street — Tigard, OR INSPECTOR: J. Hietpas, COP #343; WABO #HIE522831; ICBO #0873046- 88,- 86, -84; OBOA #205 04- 25 -08: CTI representative was on site & concrete was scheduled for 10:30. Concrete arrived at 11:45 am. CTI representative was on site to start pour at 10:15 am. CTI representative, Brice Hartley relieved the other CTI representative at 11:15 am. * ** CHECK ONE BOX ONLY' YES NO 1. This is a preliminary inspection only. — OR — ❑ 2. The work inspected conforms to acceptance criteria listed above. If "No," the portions of the work that are non - conforming items are clearly stated above and will be added to the NCL. Remaining portions of the work, which are not preliminary in nature, are to be considered as ® ❑ conforming. Our reports pertain to the material tested /inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfu ` submitted, ARLS'I TE T ING, C / S Ja ► - F. Hietpas P -!ject Manager J /ja cc: Clean Water Services (Durham) — Randy Naef City of Tigard Building Division West Yost & Associates — Lynne Chicoine Intelligent Community Services Inc (ICS) — Leo Denton Peterson Structural Engineers — Erik Peterson • Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave.. NE P.O. Box 7918 gg•g �g Inc. Tigard. Oregon 97281 Salem. Oregon 97301 Bend. Oregon 97708 Carlson Testing, Ic Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 Daily Report of Reinforced Concrete Client: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) CTI Job #: T0806671. Address: 16060 SW 85TH STREET TIGARD OR Jurisdiction: TIGARD CTI representative B. HARTLEY was on site this date Apr. 25, 2008 to perform Special Inspection for: Permit BUP2007 -00658 DFS #(s) PO Number: MASTER CONTRACT /AMEND #24 SCOPE OF INSPECTION CONCRETE 1. Checked in with superintendent or client representative. 1. Mix Design approved? 111 Yes ❑ No ❑ N/A Name: RANDY Company: SPRING HILL 2. Monitored loads arriving at job site for correct: P Mix #: 1412444N182M9 2. Type of work: © Concrete © Reinforcing Slump 4 % Air 5 3. Work included: © Sampling 111 Inspection 3. Type of samples made? 4 X 8 CONCRETE CYLINDERS 4. Inspection was 'IBC' ® Continuous ❑ Periodic Number of sets 1 Samples per set 4 5. Work performed: © In the field ❑ At precast shop 4. Inspected placing and consolidation of approx. 4 0 cubic yards of concrete. REINFORCING Yes No N/A Location of concrete placement [to include grid lines, elevations (floors) and drawing details]: 1. Reviewed previous inspection reports? X 3RD BAFFLE WALL FROM WEST. 2. Forms clear of debris? X 3. Type, grade, size, quantity, spacing and X NOTE: 1ST TWO TRUCKS REJECTED DUE TO TIME. condition conform? FOLLOWING TRUCKS: 1) 4% AIR 4. Verified forms will nominally result in 2) 2.8% ADDED TO 5% hardened concrete of the required X 3) & 4) 3.4% ADDED TO 4.9% cross-sectional dimensions. THE FOLLOWING NON- COMPLIANCE ITEM WAS ADDED: 5. Verified location of reinforcing steel, pipes, * NCL #1: NO AIR IN 3 YDS PLACED. conduits and sleeves with respect to X minimum concrete cover. 6. Verified type and location of splices, length X After samples are tested. results will follow on break report. of contact laps, and min. diameter of bends. 7. Verified support & anchorage of reinforcing REPORT SUMMARY steel in the forms. X I . Work inspected was: ® Completed ❑ In progress 8. Verified structural embedments in the forms x 2. Completed work inspected was not in compliance with with regard to fabrication, quality and type. 9. Verified structrual embedments in the forms © Approved plans and specifications 0 Shop drawings with regard to weld inspection, quantity, and X RFI ❑ Design change n Submittal n N/A permits issued. 10. Verified cast in place anchors. Document #(s) Dated: 10/17/06 Description of structure inspected [to include grid lines, 3. Noncompliance item(s) were noted this date, details on elevations (floors) and drawing details]: following page(s). ® Yes ❑ No ❑ N/A #5 12" EACH FACE, EACH WAY 4. Noncompliance item(s) were reinspected this date, details NOTE: FORMS IN PLACE AT ARRIVAL. TO THE BEST on following page(s). ❑ Yes ❑ No © N/A OF THIS CTI REP'S KNOWLEDGE, STEEL REF IN PLACE. LOOKED AT PRE -TIED STEEL AT LAY DOWN Conform ❑Remain in progress YARD. THEY WERE IN COMPLIANCE - DETAIL 1/S202. Report(s) findings were discussed and left with RANDY of SPRING HILL Based on the Code, approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. See additional report page(s). 10 Distribute attachments. Page 1 of 2 Daily Report of Reinforced Concrete For: 04/25/2008 CTI Job #: T0806671. Project: DURHAM ADVANCED WWTP FACILITY - AERATION'BASIN 2 (JOB #6138) Notes: In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested /inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. Reviewed By: James Hietpas Review Date: 04/30/2008 BAH /CK CLEAN WATER SERVICES (DURHAM) - RANDY NAEF TO: CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE INTELLIGENT COMMUNITY SERVICES INC (ICS) - LEO DENTON PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON Carlson Testing, Inc. Incompleted Items List (NCL) May 01, 2008 T0806671. Project Name: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) Project Address: 16060 SW 85TH STREET TIGARD OR Permit No: BUP2007 -00658 P.O. No: MASTER CONTRACT /AMEND #24 Project Manager: JAMES F. HIETPAS Item # Insp. Date Item Description Compliance CFI Sign -Off Date Corrected 1 BAH 04/25/2008 NO AIR IN 3 YDS PLACED. CLEAN WATER SERVICES (DURHAM) - RANDY NAEF I'O :CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE INTELLIGENT COMMUNITY SERVICES INC (ICS) - LEO DENTON PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON Page: 1 e arls ®n Testing Inc. � � Construction Inspections &Related Tests 9 Geotechnical Consulting • Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave.. NE P.O. Box 7918 Tigard. Oregon 97281 Salem. Oregon 97301 Bend. Oregon 97708 Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 REPORT OF 4 X 8 CONCRETE TEST SPECIMENS Test Methods: ASTM C31 /C172/C192/C617/C1064/C231/C143 Date Molded: 04/18/2008 Job Number: T0806671. Permit #: BUP2007 -00658 Client: CLEAN WATER SERVICES (DURHAM) — RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY — AERATION BASIN 2 (JOB #6138) Address: 1 6060 SW 85TH STREET TIGARD OR Jurisdiction: TIGARD Contractor: INTELLIGENT COMMUNITY SERVICES INC (ICS) — LEO DENTON Subcontractor: Cast By: B. HARTLEY Concrete Supplier: KNIFE RIVER INC — QUALITY CONTROL Truck #: 227 Load #: 3 Ticket#: 2925600 Weather: OVERCAST Test Time: 10:45 AM Air Temp. at Sampling Time: 49 Cylinders were cast for the following locations: 3RD LIFT Total Concrete Placement Location: NEW BAFFLE WALL AERATION BASIN NO. 2 Strength Requirement: 4000 psi f'c @ 28 Days Slump: 5.000" % Air: 3 . 30 % Mix Number: 1412444N182M9 Conc. Temp: 6 3 Cement Type: 1 -II Max Agg: 3/4 Admix/Amt: Cubic Yards: Register Number: 0081793 Lab Location: TIGARD Set Test @ Date Test Total Area Unit Type Of Tested No. Days Rec'd Date Load PSI Fracture By 7 04/21/2008 04/25/2008 51929 12.56 4130 2 BR 28 04/21/2008 05/16/2008 28 04/21/2008 05/16/2008 28 04/21/2008 05/16/2008 ❑ Distribute attachments. Average f c @ 28 days Please see reverse side for additional information. Job Number: T0806671 . Register Number: 0081793 Date Molded: 04/18/2008 Project: DURHAM ADVANCED WWTP FACILITY — AERATION BASIN 2 ;JOB #6138) < 1 in. [25 mm] X /)\\\ l � Type 1 Type 2 Type 3 Reasonable well- formed Well- Formed cone on one Columnar vertical cracking cones on both ends. less end. vertical cracks running through both ends. no than 1 in. [25 mm] of through caps. no well- defined well- formed cones cracking through caps cone on other end Type 4 Type 5 Type 6 Diagonal fracture with Side fractures at top or Similar to Type 5 but no cracking through bottom (occur commonly .nd of cylinder is pointed ends: tap with hammer to with unbonded caps) distinguish from Type 1 Asterisked ( *) average unit PSI test results did not meet listed acceptance criteria. Remarks: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF TO: CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE INTELLIGENT COMMUNITY SERVICES INC (ICS) - LEO DENTON PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON Project Manager: JAMES F. HIETPAS Reviewed By: Ty Toller On 04/28/2008 Our report pertains to the material tested only. The information contained in this report is provided subject to all terms and conditions of CTI's General Conditions in effect at the time this report is prepared. No party other than those to whom CTI has distributed this report shall be entitled to use or rely upon the information contained in this document. � Cril��� ®� Testing Inc. � � Construction Inspections & Related Tests �9 Geotechnical Consulting Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave.. NE P.O. Box 7918 Tigard. Oregon 97281 Salem. Oregon 97301 Bend. Oregon 97708 Phone(503)684 -3460 Phone(503)589 -1252 Phone (541) 330 -9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 REPORT OF 4 X 8 CONCRETE TEST SPECIMENS Test Methods: ASTM C31 /C172/C192/C617/C1064/C231/C143 Date Molded: 05/01/2008 Job Number: T0806671. Permit #: BUP2007 -00658 Client: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY - AERP.TION BASIN 2 (JOB #6138) Address: 16060 SW 85TH STREET TIGARD OR Jurisdiction: TIGARD Contractor: INTELLIGENT COMMUNITY SERVICES INC (ICS) - LEO DENTON Subcontractor: SPRING HILL CONSTRUCTION Cast By: J. HALL Concrete Supplier: KNIFE RIVER INC - QUALITY CONTROL Truck #: 168 Load #: 1 Ticket#: 2 90 954 0 Weather: CLOUDY, MILD Test Time: 12 : 20 PM Air Temp. at Sampling Time: 60 Cylinders were cast for the following locations: CELL #7 AIRATION TANK BAFFLE WALLS Total Concrete Placement Location: CELL #7 AIRATION TANK BAFFLE WALLS Strength Requirement: ' 4000 psi fc @ 28 Days Slump: 5.500" % Air: 4.00 Mix Number: 44N182M9 Conc. Temp: 74 Cement Type: I-II Max Agg: 3/4 Admix/Amt: WITH POLYHEED Cubic Yards: 10/10 Register Number: 0083068 Lab Location: TIGARD Set Test @ Date Test Total A rea Unit Type Of Tested No. Days Rec'd Date Load PSI Fracture By I 7 05/02/2008 05/08/2008 68700 12.56 5470 4 MEM 28 05/02/2008 05/29/2008 28 05/02/2008 05/29/2008 28 05/02/2008 05/29/2008 0 Distribute attachments. Average f' c @ 28 days Please see reverse side for additional information. Job Number: T0806671 . Register Number: 0083068 Date Molded: 05/01/2008 Project: DURHAM ADVANCED WWTP FACILITY — AERATION BASIN 2 (JOB #6138) <1 in. [25 mm] 'X / Type 1 Type 2 Type 3 Reasonable well- formed Well- Formed cone on one Columnar vertical cracking cones on both ends. less end, vertical cracks running through both ends. no than 1 in. [25 mm] of through caps. no well- defined well - formed cones cracking through caps cone on other end / 1 Type 4 Type 5 Type 6 Diagonal fracture with Side fractures at top or Similar to Type 5 but no cracking through bottom (occur commonly :nd of cylinder is pointed ends: tap with hammer to with unbonded caps) distinguish from Type 1 Asterisked ( *) average unit PSI test results did not meet listed acceptance criteria. Remarks: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF TO: CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE STETTLER SUPPLY COMPANY - ROSS MEYER PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON Project Manager: JAMES F. HIETPAS Reviewed By: Ty Toiler On 05/10/2008 Our report pertains to the material tested only. The information contained in this report is provided subject to all terms and conditions of CTI's General Conditions in effect at the time this report is prepared. No party other than those to whom CTI has distributed this report shall be entitled to use or rely upon the information contained in this document. Carls®n Testing Inc. � � Construction Inspections & Related Tests 9 Geotechnical Consulting Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave.. NE P.O. Box 7918 Tigard. Oregon 97281 Salem. Oregon 97301 Bend. Oregon 97708 Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 REPORT OF 4 X 8 CONCRETE TEST SPECIMENS Test Methods: ASTM C31 /C172/C192/C617/C1064/C231/C143 Date Molded: 04/10/2008 Job Number: T0806671 . Permit #: BUP2007 -00658 Client: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) Address: 16060 SW 85TH STREET TIGARD OR Jurisdiction: TIGARD Contractor: INTELLIGENT COMMUNITY SERVICES INC ( ICS) - LEO DENTON Subcontractor: SPRINGHILL Cast By: M. LARSON Concrete Supplier: KNIFE RIVER INC - QUALITY CONTROL Truck #: 3192 Load #: 1 Ticket #: 2925321 Weather: CLOUDY, COOL Test Time: 1 : 15 PM Air Temp. at Sampling Time: 54 Cylinders were cast for the following locations: Total Concrete Placement Location: FOOTINGS FOR BAFFLE WALLS Strength Requirement: 4000 psi Cc @ 28 Days Slump: 4.500" % Air: 5.80° Mix Number: 44N182M9 Conc. Temp: 67 Cement Type: Max Agg: 3/ Admix/Amt: AEA + DCEM55 + WRDA64 11 /78 Cubic Yards: Register Number: 0081578 Lab Location: TIGARD Set Test @ Date Test Total Area Unit Type Of Tested No. Days Rec'd Date Load PSI Fracture By 7 04/11/2008 04/17/2008 58300 12.56 4640 4 MEM 28 04/11/2008 05/08/2008 88600 12.56 7050 3 MEM 28 04/11/2008 05/08/2008 87800 12.56 6990 4 MEM 28 04/11/2008 05/08/2008 85700 12.56 6820 3 MEM Ei Distribute attachments. Average f c@ 28 days 6950 Please see reverse side for additional information. Job Number: T0806671. Register Number: 0081578 Date Molded: 04/10/2008 . Project: DURHAM ADVANCED WWTP FACILITY — AERATION BASIN 2 (JOB #138) < l in. [25 mm] Type 1 Type 2 Type 3 Reasonable well - formed Well- Formed cone on one Columnar vertical cracking cones on both ends. less end. vertical cracks running through both ends. no than 1 in. [25 mm] of through caps. no well - defined well- formed cones cracking through caps cone on other end Type 4 Type 5 Type 6 Diagonal fracture with Side fractures at top or Similar to Type 5 but no cracking through bottom (occur commonly end of cylinder is pointed ends: tap with hammer to with unbonded caps) distinguish from Type 1 Asterisked ( *) average unit PSI test results did not meet listed acceptance criteria. Remarks: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF TO: CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE STETTLER SUPPLY COMPANY - ROSS MEYER PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON Project Manager: JAMES F. HIETPAS Reviewed By: Ty Toller On 05/10/2008 Our report pertains to the material tested only. The information contained in this report is provided subject to all terms and conditions of CTI's General Conditions in effect at the time this report is prepared. No party other than those to whom CTI has distributed this report shall be entitled to use or rely upon the information contained in this document. , • Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave., NE P.O. Box 7918 • s� 'Tigard, Oregon 97281 Salem, Oregon 97301 Bend, Oregon 97708 Carlson T'esting 9 Inc . . Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 Daily Report of Proprietary Anchors Client: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) CTI Job #: T0806671. Address: 16060 SW 85TH STREET TIGARD OR Jurisdiction: TIGARD CTI representative B. HARTLEY was on site this date Apr. 18, 2008 to perform Special Inspection for: Permit BUP2007 -00658 DFS #(s) PO Number: MASTER CONTRACT /AMEND #24 SCOPE OF INSPECTION Location of proprietary anchors inspected [to include grid 1. Checked in with superintendent or client representative. lines, elevations (floors) and drawing details]: Name: RANDY Company: SPRINGHILL #5 @ 12" EF FOR NEW BAFFLE, 6" MIN. EMBED FOR 3RD FROM WEST. 2. Inspection was "IBC" © Continuous El Periodic 3. Work performed: © In the field ❑ At precast shop 4. If shop inspection do they have fabrication and QC procedures? El Yes ❑ No © N/A PROPRIETARY ANCHORS REPORT SUMMARY Yes No N/A 1. Reviewed previous inspection reports? x 1. Work inspected was: © Completed E In progress 2. Reviewed evaluation report? x 3. Verified manufacturer's anchor use conforms x 2. Completed work inspected was in compliance with to acceptance criteria in report summary. M Approved plans and specifications ❑ Shop drawings Verified following items meet manufacturer's ❑ RFI ❑ Design change Submittal ❑ N/A published installation instructions. 4. Verified minimum embedment depth of the Document #(s) Dated: 12/05/07 anchors. x 3. Noncompliance item(s) were noted this date, details on 5.Verified installation of the anchors. x following page(s). ❑ Yes ® No N/A 6. Verified anchor diameter. x 7. Verified steel grade. x 4. Noncompliance item(s) were reinspected this date, details 8. Verified hole diameter. on following page(s). 0 Yes 0 No ® N/A x 9. Verified type of drill bit used. x 0 Conform Remain in progress 10. Verified cleanliness of hole and anchor. x 1 1 . Verified adhesive application. x Report(s) findings were discussed and left with RANDY Evaluation report number 6010 of SPRINGHILL Name of product being installed RE 500 Batch Number 230708 X5 Expiration Date 1 Based on the Code, approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. 1 See additional report page(s). Distribute attachments. Page 1 of 1 • Page o Daily Report of Proprietary Anchors For: 04/18/2008 CTI Job #: T0806671 . Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) Notes: • In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested/inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. Reviewed By: James Hietpas Review Date: 04/23/2008 BAH /KJ CLEAN WATER SERVICES (DURHAM) - RANDY NAEF TO: CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE INTELLIGENT COMMUNITY SERVICES INC (ICS) - LEO DENTON PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON Main Office Salem Office Bend Office P:O. Box 23814 4060 Hudson Ave.. NE P.O. Box 7918 s� 7� Tigard, Oregon 97281 Salem, Oregon 97301 Bend, Oregon 97708 Carlson Testing' Inc. • Phone (503) 684 -3460 Phone (503) 589-1252 Phone (541) 330-9155 Fax (503) 6840954 Fax (503) 589 -1309 Fax (541) 330 -9163 Daily Report of Reinforced Concrete Client: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) CTI Job #: T0806671. Address: 16060 SW 85TH STREET TIGARD OR Jurisdiction: TIGARD CTI representative B. HARTLEY was on site this date Apr. 18, 2008 to perform Special Inspection for: Permit BUP2007 -00658 DFS #(s) PO Number: MASTER CONTRACT /AMEND #24 SCOPE OF INSPECTION CONCRETE 1. Checked in with superintendent or client representative. 1. Mix Design approved? © Yes No N/A Name: RANDY Company: SPRINGHILL 2. Monitored loads arriving at job site for correct: P Mix #: 141- 44N182M9 2. Type of work: © Concrete © Reinforcing Slump 5 " % Air 5.5 3. Work included: © Sampling Inspection 3. Type of samples made? 4 X 8 CONCRETE CYLINDERS 4. Inspection was 'IBC' ® Continuous 0 Periodic Number of sets 1 Samples per set 4 5. Work performed: ® In the field 0 At precast shop 4. Inspected placing and consolidation of approx. cubic yards of concrete. REINFORCING Yes No N/A Location of concrete placement [to include grid lines, elevations (floors) and drawing details]: 1. Reviewed previous inspection reports? X 2. Forms clear of debris? X AERATION BASIN #2, NEW BAFFLE WALL. 3. Type, grade, size, quantity, spacing and X condition conform? 4. Verified forms will nominally result in hardened concrete of the required X cross- sectional dimensions. 5. Verified location of reinforcing steel, pipes, conduits and sleeves with respect to X minimum concrete cover. 6. Verified type and location of splices, length After samples are tested, results will follow on break report. of contact laps, and min. diameter of bends. X 7. Verified support & anchorage of reinforcing REPORT SUMMARY steel in the forms. X 1. Work inspected was: ® Completed 0 In progress 8. Verified structural embedments in the forms x 2. Completed work inspected was in compliance with with regard to fabrication, quality and type. 9. Verified structrual embedments in the forms © Approved plans and specifications ❑ Shop drawings with regard to weld inspection, quantity, and X ❑ RFI ❑ Design change ❑ Submittal ❑ N/A permits issued. 10. Verified cast in place anchors. X Document #(s) 613 8 Dated: 12/05/07 Description of structure inspected [to include grid lines, 3. Noncompliance item(s) were noted this date, details on elevations (floors) and drawing details]: following page(s). 0 Yes © No N/A 4. Noncompliance item(s) were reinspected this date, details NEW BAFFLE WALL, #6 @ 12" EF ALT. .HORIZ. & #5 @ on following page(s). ❑ Yes ❑ No © N/A 12" EF EACH WAY. 0 Conform ❑ Remain in progress Report(s) findings were discussed and left with RANDY of SPRINGHILL Based on the Code, approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. ❑ See additional report page(s). Distribute attachments. Page 1 of 1 Daily Report of Reinforced Concrete • For: 04/18/2008 CPI Job #: T0806671 . Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) Notes: In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested/inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. Reviewed By: James Hietpas Review Date: 04/23/2008 BAH /KJ CLEAN WATER SERVICES (DURHAM) - RANDY NAEF TO: CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE INTELLIGENT COMMUNITY SERVICES INC (ICS) - LEO DENTON PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON ' Main Office Salem Office Bend Office PD. Box 23814 4060 Hudson Ave., NE P.O. Box 7918 Tigard, Oregon 97281 Salem, Oregon 97301 Bend, Oregon 97708 arIS ®n Testing, Inc. Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684 1 0954 Fax (503) 589 -1309 Fax (541) 330 -9163 Daily Report of Reinforced Concrete Client: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) CTI Job #: T0806671 . Address: 16060 SW 85TH STREET TIGARD OR Jurisdiction: TIGARD CTI representative B. HARTLEY was on site this date Apr. 04, 2008 to perform Special Inspection for: Permit BUP2007 -00658 DFS #(s) PO Number: CONTRACT SCOPE OF INSPECTION CONCRETE 1. Checked in with superintendent or client representative. 1. Mix Design approved? ® Yes ❑ No ❑ N/A Name: MATT Company: STETTLER SUPPLY COMPANY 2. Monitored loads arriving at job site for correct: Mix #: 7 200 2. Type of work: © Concrete © Reinforcing Slump 4 +/ % Air 5 +/ 3. Work included: © Sampling © Inspection 3. Type of samples made? 4 X 8 CONCRETE CYLINDERS 4. Inspection was 'IBC' ❑ Continuous ® Periodic Number of sets 2 Samples per set 4 5. Work performed: © In the field ❑ At precast shop 4. Inspected placing and consolidation of approx. 162 cubic yards of concrete. REINFORCING Yes No N/A Location of concrete placement [to include grid lines, elevations (floors) and drawing details]: 1. Reviewed previous inspection reports? x 2. Forms clear of debris? CHANNEL INFILLS AT NORTH, SOUTH, AND WEST SIDES OF X AERATION BASIN NO. 2. 3. Type, grade, size, quantity, spacing and X condition conform? 4. Verified forms will nominally result in hardened concrete of the required X cross - sectional dimensions. 5. Verified location of reinforcing steel, pipes, conduits and sleeves with respect to X minimum concrete cover. 6. Verified type and location of splices, length X After samples are tested, results will follow on break report. of contact laps, and min. diameter of bends. REPORT SUMMARY 7. Verified support & anchorage of reinforcing steel in the forms. X 1. Work inspected was: Completed ❑ In progress 8. Verified structural embedments in the forms x 2. Completed work inspected was in compliance with with regard to fabrication, quality and type. 9. Verified structrual embedments in the forms © Approved plans and specifications ❑ Shop drawings with regard to weld inspection, quantity, and x ❑ RFI ❑ Design change ❑ Submittal ❑ N/A permits issued. Document #(s) 6138 Dated: 12-5-07 10. Verified cast in place anchors. Description of structure inspected [to include grid lines, 3. Noncompliance item(s) were noted this date, details on elevations (floors) and drawing details]: following page(s). ❑ Yes No ❑ N/A EFFLUENT CHANNEL INFILLS AT GATES AND PIPE 4. Noncompliance item(s) were reinspected this date, details INFILLS AND (3) NEW BULK HEADS. HEADS AND GATES on following page(s). ❑ Yes ❑ No © N/A #4 EPDXIED IN AT 12" ON CENTER EACH WAY AND PIPE #5 12" ON CENTER EACH WAY. DETAILS B /VAR. ❑ Conform El Remain in progress Report(s) findings were discussed and left with MATT of STETTLER SUPPLY COMPANY Based on the Code, approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. ❑ See additional report page(s). ❑ Distribute attachments. Page 1 of 1 Daily Report of Reinforced Concrete • For: 04/04/2008 • CTI Job #: T0806671 . Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) Notes: In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested/inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. Reviewed By: James Hietpas Review Date: 04/14/2008 BAH /TEM CC: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE INTELLIGENT COMMUNITY SERVICES INC (ICS) - LEO DENTON PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON . Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave., NE P.O. Box 7918 C e Tigard, Oregon 97281 Salem, Oregon 97301 Bend, Oregon 97708 arlson restlll 9 Inc. Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684 0954 Fax (503) 589 -1309 Fax (541) 330 -9163 Daily Report of Proprietary Anchors Client: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) CTI Job #: T0806671. Address: 16060 SW 85TH STREET TIGARD OR Jurisdiction: TIGARD CTI representative A. NUNLEY was on site this date Apr. 07, 2008 to perform Special Inspection for: Permit BUP2007 -00658 DFS #(s) PO Number: CONTRACT SCOPE OF INSPECTION Location of proprietary anchors inspected [to include grid 1. Checked in with superintendent or client representative. lines, elevations (floors) and drawing details]: Name: MATT Company: STETTLER SUPPLY OBSERVED THE INSTALLATION OF (484) VERT. #5 P Y� SMOOTH DOWELS, 12" LONG, @ 12" EACH SIDE OF FTG. 2. Inspection was "IBC" © Continuous El Periodic 3/4" DIA. WITH 4" MIN. EMBED. 3. Work performed: © In the field ❑ At precast shop BAFFLE WALL /FOOTING SECTION PER DET. 1 /VAR, (116) HORIZ. #5 @ 12" E.F. DOWELS, 3/4" DIA. W/ 6" MIN. EMBED. WALL CONNECTION DET. A /VAR NORTH 4. If shop inspection do they have fabrication and QC & SOUTH WALL. INSPECTION FOR CELL #7 procedures? ❑ Yes 111 No © N/A PROPRIETARY ANCHORS REPORT SUMMARY Yes No N/A 1. Reviewed previous inspection reports? x 1. Work inspected was: © Completed ❑ In progress 2. Reviewed evaluation report? 3. Verified manufacturer's anchor use conforms 2. Completed work inspected was in compliance with to acceptance criteria in report summary. x ® Approved plans and specifications El Shop drawings Verified following items meet manufacturer's ❑ RFI 0 Design change 0 Submittal 0 N/A published installation instructions. 4. Verified minimum embedment depth of the Document #(s) Dated: anchors. x 3. Noncompliance item(s) were noted this date, details on 5.Verified installation of the anchors. x following page(s). ❑ Yes 0 No © N/A 6. Verified anchor diameter. 7. Verified steel grade. x 4. Noncompliance item(s) were reinspected this date, details 8. Verified hole diameter. on following page(s). 0 Yes ❑ No © N/A 9. Verified type of drill bit used. x 0 Conform ❑ Remain in progress 10. Verified cleanliness of hole and anchor. x 11. Verified adhesive application. Report(s) findings were discussed and left with MATT Evaluation report number ER 6010 of STETTLER SUPPLY Name of product being installed HILTI RE 500 Batch Number 2301081429 2301081433 2301081433 Expiration Date 1/09 1/09 1/09 Based on the Code, approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. El See additional report page(s). n Distribute attachments. Page 1 of 1 Daily Report of Proprietary Anchors For: 04/07/2008 CTI Joh #: T0806671 . Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) Notes: In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested/inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. Reviewed By: James Hietpas Review Date: 04/09/2008 ALN /KJ CC: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE INTELLIGENT COMMUNITY SERVICES INC (ICS) - LEO DENTON PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON ' Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave., NE P.O. Box 7918 • • Tigard, Oregon 97281 Salem, Oregon 97301 Bend, Oregon 97708 C arlson Testing Inc. Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684-0954 Fax (503) 589 -1309 Fax (541) 330 -9163 Daily Report of Reinforced Concrete Client: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) CTI Job #: T0806671 . Address: 16060 SW 85TH STREET TIGARD OR Jurisdiction: TIGARD CTI representative M. LARSON OBOA 240 was on site this date Apr. 10, 2008 to perform Special Inspection for: Permit BUP2007 -00658 DFS #(s) PO Number: CONTRACT SCOPE OF INSPECTION CONCRETE 1. Checked in with superintendent or client representative. 1. Mix Design approved? © Yes No 17 N/A Name: y Com an SPRINGHILL CONSTRUCTION 2. Monitored loads arriving at job site for correct: Company: Mix#: 44W182M9 2. Type of work: © Concrete © Reinforcing Slump 4.5 % Air 5 • 8 3. Work included: © Sampling © Inspection 3. Type of samples made? 4 X 8 CONCRETE CYLINDERS 4. Inspection was 'IBC' in Continuous ❑ Periodic Number of sets 1 Samples per set 4 5. Work performed: I In the field 111 At precast shop 4. Inspected placing and consolidation of approx. 80 cubic yards of concrete. REINFORCING Yes No N/A Location of concrete placement [to include grid lines, elevations (floors) and drawing details]: 1. Reviewed previous inspection reports? X 2. Forms clear of debris? X 3. Type, grade, size, quantity, spacing and X condition conform? SAME AS UNDER REINFORCING. 4. Verified forms will nominally result in hardened concrete of the required X cross - sectional dimensions. 5. Verified location of reinforcing steel, pipes, conduits and sleeves with respect to X minimum concrete cover. 6. Verified type and location of splices, length X After samples are tested, results will follow on break report. of contact laps, and min. diameter of bends. REPORT SUMMARY 7. Verified support & anchorage of reinforcing steel in the forms. X 1. Work inspected was: © Completed 0 In progress 8. Verified structural embedments in the forms x 2. Completed work inspected was in compliance with with regard to fabrication, quality and type. © Approved plans and specifications fl Shop drawings 9. Verified structrual embedments in the forms with regard to weld inspection, quantity, and X RFI ❑ Design change ❑ Submittal ❑ N/A permits issued. 10. Verified cast in place anchors. x Document #(s) Dated: Description of structure inspected [to include grid lines, 3. Noncompliance item(s) were noted this date, details on elevations (floors) and drawing details]: following page(s). 1=1 Yes ❑ No © N/A 4. Noncompliance item(s) were reinspected this date, details on following page(s). ❑ Yes ❑ No © N/A FOOTINGS FOR BAFFLE WALLS. ❑ Conform Remain in progress Report(s) findings were discussed and left with of SPRINGHILL CONSTRUCTION Based on the Code, approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. ❑ See additional report page(s). ❑ Distribute attachments. Page 1 of 1 Daily Report of Reinforced Concrete For: 04/10/2008 CTI Job #: T0806671. Project: DURHAM ADVANCED WWTP FACILITY - AERATION BASIN 2 (JOB #6138) Notes: In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested/inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. Reviewed By: James Hietpas Review Date: 04/15/2008 ML /JWA CC: CLEAN WATER SERVICES (DURHAM) - RANDY NAEF CITY OF TIGARD BUILDING DIVISION WEST YOST & ASSOCIATES - LYNNE CHICOINE INTELLIGENT COMMUNITY SERVICES INC (ICS) - LEO DENTON PETERSON STRUCTURAL ENGINEERS - ERIK PETERSON City of Tigard Oregon O 13125 SW Hall Blvd. ° Tigard, OR 97223 January 24 2008 Y' ,' `�` V , : a Y a + 2 ,� @p F x .' �9 lam. tTSI tit Joel Borchers �,� 41 , r ' s a Clean Water Services 16060 SW 85 Ave Tigard, OR 97224 RE: CWS AERATION BASIN #2 Project Information Building Permit: BUP2007 -00658 Construction Type: I -A Tenant Name: CWS Occupancy Type: U Address: 16580 SW 85 ave. Occupant Load: N/A The plan review was performed under the State of Oregon Structural Specialty Code (OSSC) 2007 edition and 2007 Oregon Fire Code. The submitted plan is approved subject to the following conditions. Prior to the issuance of a building permit for the above listed project, a pre - construction meeting is required. You will be contacted by a City of Tigard building permit technician to set up the time and place for this meeting (we generally hold these meetings at 8:00am at the City of Tigard permit center.) Those asked to attend include the project manager, the jobsite superintendent, and the owner or their representative. Additional attendees such as a representative from the special inspection agency and the engineer of record are invited at the discretion of the owner or their representative. Prior to the scheduling of the pre - construction meeting, a "statement of special inspections" is required to be prepared and submitted to the City of Tigard building department (please see the included document on the required information to be included in this statement under permit applicant responsibilities. 1. Special inspection is required for concrete, welding reinforcing steel, bolting, and welded studs, embed plates, bolts in concrete, masonry, soils, structural steel fabrication and erection, adhesive and expansion anchor installation. The special inspection agency of record shall furnish inspection reports to the Engineer of Record, the General Contractor, and the City of Tigard Building Division, attention Hap Watkins. All discrepancies shall be brought to the immediate attention of the general contractor for correction. The special inspector shall submit a final signed report stating whether the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with the approved plans and specifications and the applicable workmanship provisions of the code. 1704, 1705, 1707, 1708 OSSC FYI -The special inspections required do not waive any inspections required by code. Phone: 503.639.4171 o Fax: 503.684.7297 o www.tigard - or.gov a TTY Relay: 503.684.2772 2. Structural Observations is required per section 1709 Oregon Structural Specialty Code (OSSC). The owner shall employ a registered design professional to perform structural observations as defined in Section 1709, OSSC. Structural observation is required as items listed on Miller Consulting Engineers approved review letter and sheet S2 on approved plans. Deficiencies shall be reported in writing to the owner and to the City of Tigard, Building Division, attention Hap Watkins. FYI -The structural observations do not waive any inspections required by code. 3. Please provide a copy of all shop drawings that have been reviewed and stamped by the engineer of record for general conformance with the above project to the City of Tigard building department and on -site prior to placing or installing the items shown in the drawings. NOT PART OF THIS REVIEW: * Electrical * Plumbing * Mechanical American with Disabilities Act (ADA): It shall be the responsibility of the Architect, Engineer, Designer, Contractor, Owner and Lessee to research the applicability of the ADA requirements for the structure. The City of Tigard reviews the plans and inspects the structure only for compliance with Chapter 11 of the OSSC, which may not include all of the requirements of the ADA. Approved Plans: 1 set of approved plans, bearing the City of Tigard approval stamp, shall be maintained on the jobsite. The plans shall be available to the Building Division inspectors throughout all phases of construction. 106.3.1 OSSC Certificate of Occupancy: No building or structure shall be used or occupied until the Building Official has issued a certificate of occupancy 109.1 OSSC Premises Identification: Approved numbers or addresses shall be provided for all new buildings in such a position as to be plainly visible and legible from the street or road fronting the property. When submitting revised drawings or additional information, please attach a copy of the enclosed City of Tigard, Letter of Transmittal. The letter of transmittal assists the City of Tigard in tracking and processing the documents. Respectfully, Mark VanDomelen, Plans Examination Supervisor City of Tigard I e r Project: CWS Durham AB -2 Baffle Walls & Upgrades 16580 SW 85`'' Avenue . y56275 _ PRpFF Tigard, OR 97224 kv Longitude: - 122.75 °, Latitude: 45.40° Client: West Yost Associates 1 - . oz 1800 Blankenship Rd </ 4y 9 • z ;, G' Suite 425 � , - LIAM P West Linn, OR 97068 EXPIRES 12/31 /08 Structural Calculations Scope: To provide structural calculations for the proposed baffle walls at the above referenced location. Elements not specifically referenced in these calculations are outside the purview of these calculations and are designed by others. • References: 1. SEI/ASCE 7 -05, Second Edition, Minimum Design Loads for Buildings and Other Structures, American Society of Civil Engineers 2. 2007 Oregon Structural Specialty Code (OSSC) 3. 2006 International Building Code (IBC) 4. ACI 318 -05, Building Code Requirements for Structural Concrete, American Concrete Institute 5. Steel Construction Manual, 13 Edition, American Institute of Steel Construction Table of Contents Scope & References 1 Table of Contents 1 Design Criteria 2 Seismic Load Determination 3 Baffle Wall Design 5 Concrete Channel Infill Design 10 Walkway Support Framing 16 Spray Header Pipe Hanger 19 OFFICE COPY CITY OF TIGi4RD A PProved / COi :? _ Md �_ mditionall A �' ---- I 4-1 `.� :' on th e work as described in I i'E yMl 7 N O . • e� �a •,. - o is6 See t.etter toF -flow_ __.____ Attach - - - - - -- - -- f ] ,lob Ad ress: S.v g y; -ii ��- [ E ? ' • -- Dat _L-1� File: Pse \07- 116 -01 K , ton Peterson Structural Engineers, Inc 0 2�U7 , .5 �, 5319 S.W. Westgate Orlve, Suite 275 f0 ect date DEC u U ti e� _ . � ` Portland, Oregon 97221.2411 p , 0 — 1 I , . ,.t t�7 1 FF `- �� . ',5 Phone (503) 2921635 1 �J n s' - �'M1I.R.'L;7 Fax )503) 292 -9806 desicner sheet 1 Ct ✓� • ' 0 • 1 Design Criteria: Concrete Pc= 3,000 psi, Fy=60 ksi (Existing, Assumed) f c= 4,000 psi, Fy=60 ksi (New) Soil SBji= 1,500 PSF (net) SBajt= 1,500 +y„(20') = 2,748 PSF (gross) SBalf_seis SB =3,664 PSF (seismic, empty) Design Loads: Wind: 1997 UBC Simplified Method, per IBC 1609.1.2: 80 mph, exp. B Seismic: From USGS website (2002 Survey) S93.3 % g S % g Site Class D f Peterson Structural En Inc �` DEC 0 5 2007 1> 5319 S.W. West Dnve Su ite rs 27 project O�—I�b date 1 { ,- -- i � Portland, Oregon 97221 -2411 F , ,. Phone (503) 292 -1675 ' ‘�€ . ' . _ _ Fax (509) 292 -9946 designer E U- k sheet 2. of urham AB -2 Baffle Wall Date: 12/04/2007 File: 07- 116 - Seismic igard, OR 006 IBC Section 1613 Earth Loads Per ASCE 7 -05 Ch 11 Seismic Design Criteria, Ch 12 Seismic Design Requirements for Building Structures Soil Site Class D v Pp. 11.4.2 - Class D is default Response Spectral Acc. (0.2 sec) Ss = 93.3 = 0.933g Figure 1613.5(1) Response Spectral Acc.( 1.0 sec) S = 33.5 = 0.335g Figure 1613.5(2) Site Coefficient Fe 1.1 Table 1613.5.3(1) Site Coefficient F 1.7 Table 1613.5.3(2) Max Considered Earthquake Acc. S F = 1.051 Eq. 16-37 Max Considered Earthquake Acc. S F ,,.S = 0.580 Eq. 16-38 @ 5% Damped Design S os = 2/3(S = 0.701 Eq. 16-39 So, = 2/3(S = 0.386 Eq. 16-40 Building Categories Standard v ASCE 7 -05 Table 1 -1 Seismic Design Category: Flexible Diaphragm v ASCE 7 -05 12.3 Seismic Design Category for 0.1sec D Table 1613.5.6(1) Seismic Design Category for 1.0sec D Table 1613.5.6(2) si < .75g NA See Pp. 1613.5.6.1 0 D Controls C omply with Seismic Design Category D C, = 0.02 x = 0.75 ASCE7 -05 Table 12.8 -2 Building ht. H 13 ft Limited Building Height (ft) = 65 Approx Fundamental period, T. = C ) = 0.137 sec. , Eq. 12.8 -7 Use T =T 0.137 sec. 0.8Ts = 0.8(S /S = 0.441 Controls Is structure Regular & <_ 5 stories ? Yes 0 ASCE 7 -05 12.8.1.3 Response Spectral Acc.( 0.2 sec) S = 0.933g Fa 1.13 Response Spectral Acc.( 1.0 sec) S = 0.335g F„= 1.730 • © 5% Damped Design S = 2 /a(F = 0.701 Eq. 16 -39 SDI= YF,,.S1 = 0.386 Eq. 16-40 Response Modification Coef. R = 3 ASCE 7 -05, TABLE 15.4 -2 Over Strength Factor n = 2 Importance factor I = 1.00 ASCE 7 -05 - Table 11.5 -1 Seismic Base Shear V= C. W ASCE 7 -05 Eq 12.8 -1 Cg S =0 234 ASCE 7 -05 Eq 12.8 -2 R/I S ASCE 7 -05 Eq 12.8 -3 or need not to exceed, C = =0.941 (R/I Min C, = 0.01, For S > 0.6g, Min Cs = . 5S1 =0.010 ASCE 7 -05 Eq 12.8-5, 12.8-6 R/I Use C = 0.234 LRFD Design base shear V = 0.234(W) Strength Design Design base shear uo =I 0.167 (Service Loads = V/1.4, 1605.3.2: Alt Basic Load Combinations st r , : - P oterson Structural EngIneors, Inc. ; r 5319 S Westgate D riv e , S 215 project Q (7 date DEC O LOU/ i f,-4-,e,- +' � Portland, Oregon 97221 -2411 ,E e , 3i y` 0r , : l Phone (503) 291635 ' r 4. 4 .-., 1 'L 2 " Fax (503) 292 -9846 desig /� {I ner L CD{ sheet 3 of 12" . . • . . . 2" CLR. (TYP.) • • • • • • • 8. • • • • • • • • wiAx • • • 2" • • CLR MIN • • e • . • . • • • • • • 1 -8" • . . a • • e • • . Nk, • , 4 a .. L I 3" CLR 5'-0" Peron Structural Enylneef,. Inc. ,—:.• 3.' Westate ri‘e, " Portland. Otegon 97221.2,11. project 07- -fib dat e DEC 0 5' 2007 519 S v g D Phonc (5031 21,2 1035 (5031 292-96 c aiiE t 6 sheet 4- WINO LogD s Fw= CeCe Iw1 (PAR ‘le 0550 As Pr-1P\ 5k-k 2 ) Cc= 0,62 • (0 F Cci = I,¢ (SIGNS, e+-,) r 1. 0 is = 16.9 - Ind . (to 4 pk - \) P,A, = 94.2 ?F .E4(_ Loses = r U, D. 1 � I W l 1, 3 3ERVIGE LE.VEL ') _ t-!0 0 ,04,_ (")) p' 10650 PGF)(1 ) - 2 i l > Pau SEISM V. Gor.111.40LS 'Re- AT Co Ft2i 5E451 /'NALYS'S — INGL,IDE 1.33 INC -REASE IN A u.0w *Bi" SOIL BSAR)NC7 - R EP S H-T 6 FDA S ?.eT C, /;Nh -1 4515 — {'o 51-MRT- TERM iNCREAS E P jq GoNNe -T tor\ To EXI 514E, bN 4FAP N9 NET oy/Eni 046 — F '1}1 (0 - V = ( u/+) /2. 9owE L = 23 I b 1 DQ'F y (51+T G) M J' i - tea Pete rson Structural Engineers, Inc . DEC 0 5 2007 r y 5379 S.W. Wosigate Driv Suite 215 p 0�7— 11 b date 1 ,; -� - - Portland, Oregon 97221 -2411 4: ' , 4 Phone (503) 292 -1635 ' fs ..r 1 Fa.: (503) 292 -9846 designer EGT H sheet 5 of • Peterson Structural Engineers, Inc. Title : Durham AB - Upgrades Job # 07 - 116 5319 SW Westgate Drive, Suite 215 Dsgnr: EGH Description Date: 1:29PM, 4 DEC 07 N 71„ -. `' Portland, Oregon 97221 Peterson Structural . 6 '.. Phone: (503) 292 -1635 Scope : Fax: (503) 292 -9846 Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev. 580010 Page 1 User. KW-0606773. Ver 5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design (c)1983 -2003 ENERCALC Engineering Software Page Description Baffle Wall, Seismic On Empty Tank Criteria Soil Data , Fooling ,, . sions 4 .. r �l v ^.., v �.. x i...,,,,.,.,- n"r:. Y .. r .- .,.. r:, . Retained Height = 0.00 ft Allow Soil Bearing = 3,664.0 psf f c = 4,000 psi Fy = 60,000 psi ht above soil = 20,58 ft Equivalent Fluid Pressure Method Min. As % 0.0014 Wall height Heel Active Pressure = 35.0 psf/ft Toe Width = 2.00 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft Heel Width = 3.00 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Total Footing Width = 5.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 20.00 in Footing11SoiI Friction = 0.300 Key Width = 0.00 in Wind on Stem = 25.1 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Desi Summa Ix Stem Constru Top Stem 2nd Stem OK Stem OK Total Bearing Load = 4,367 Ibs Design height m ft= 2.00 0.00 ...resultant ecc. = 16.81 in Wall Material Above "Ht" = Concrete Concrete . Thickness = 12.00 12.00 Soil Pressure @ Toe = 2,649 psf OK Rebar Size = # 5 # 6 Soil Pressure @ Heel = 0 psf OK Rebar Spacing = 12.00 12.00 Allowable = 3,664 psf Rebar Placed at = Edge Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 3,683 psf fb/FB + fa/Fa = 0.529 0.490 ACI Factored @ Heel = 0 psf Total Force @ Section Ibs = 791.3 876.4 Footing Shear @ Toe = 9.4 psi OK Moment....Actual ft-#= 7,351.3 9,019.0 Footing Shear @ Heel = 3.8 psi OK Moment Allowable ft-#= 13,892.6 18,415.0 Allowable = 107.5 psi Shear Actual psi = 6.5 7.6 Wall Stability Ratios Shear Allowable psi= 107.5 107.5 Overtuming = 1.78 OK Sliding = N/A Bar Develop ABOVE Ht. in = 18.50 22.20 Sliding Calcs Slab Resists All Sliding ! Bar Lap/Hook BELOW Ht. in = 18.50 6.00 Lateral Sliding Force = 564.2 Ibs Wall Weight psf = 150.0 150.0 Rebar Depth 'd' in = 10.19 9.63 Masonry Data fm psi = Fs psi= Solid Grouting = Footing Design Results Special Inspection Modular Ratio 'n' Toe Heel Short Term Factor = Factored Pressure = 3,683 0 psf Equiv. Solid Thick. = Mu' : Upward = 5,877 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 700 800 ft-# Concrete Data Mu: Design = 5,177 800 ft-# fc psi = 4,000.0 4,000.0 Actual 1 -Way Shear = 9.42 3.79 psi Fy psi 60,000.0 60,000.0 Allow 1 -Way Shear = 107.52 107.52 psi other Acceptable Saes & Spacings Toe Reinforcing = # 5 @ 12.00 in Toe: Not req'd, Mu < S ` Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined fl F C 0 5 2007 Peterson Structural Engineers, Inc. Title : Durham AB - Upgrades Job # 07 - 116 #r 5319 SW Westgate Drive, Suite 215 Dsgnr: EGH Description . Date: 1:29PM, 4 DEC 07 = r L. is Portlan O regon 97221 Paterson Structure, Engineers, Inc, Phone: (503) 292 -1635 Scope : Fax: (503) 292 - 9846 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580010 Page 2 User: KW -0606773,Ver 5.80, 1- Dec -2003 Cantilevered Retaining Wall Design (c)1983 -2003 ENERCALC Engineering Software 07- 116- 01.ecw:Calcolations Description Baffle Wall, Seismic On Empty Tank Summa of Overturning 8 Resisting Forces & Moments xrF _ OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 48.7 0.56 27.1 Soil Over Heel = 0.2 4.00 0.9 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = • Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = 515.5 11.96 6,164.5 Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 3,087.2 2.50 7,717.9 Total = 564.2 O.T.M. = 6,191.6 Earth @ Stem Transitions= ResistinglOvertuming Ratio = 1.78 Footing Weight = 1,250.0 2.50 3,125.0 Vertical Loads used for Soil Pressure = 4,366.8 Ibs Key Weight = Vert. Component = 29.4 5.00 147.1 Vertical component of active pressure used for soil pressure Total = 4,366.8 Ibs R.M.= 10,990.8 DEC 0 5 2007 Peterson Structural Engineers, Inc. Title : Durham AB -2 Upgrades Job # 07 -116 5319 SW Westgate Drive, Suite 215 Ds EGH Description Date: 9:49AM, 5 DEC 07 17: h' v t Portland, Oregon 97221 Peterson Structural Engineers. be Phone: (503) 292 -1635 Scope : Fax: (503) 292 - 9846 Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580010 Page 1 User: KW- 0606773, Ver5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design o7.11S01.ecw:Calct ations (c)1983 -2003 ENERCALC Engineering Software Description Baffle Wall, Static Loading Criteria Soil Data , Fing Strengths 8 Dimensions Retained Height = 0.00 ft Allow Soil Be Footing = 1,500.0 psf Pc = 4,000 psi Fy = 60,000 psi Wall height above soil = 20.58 ft Equivalent Fluid Pressure Method Min. As % 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width 2.00 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft Heel Width = 3.00 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Total Footing Width = 5T00 Soil Density = 110.00 pct Water height over heel = 0.0 ft Footing Thickness = 20.00 in FootingllSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in LDesign Summary 0 Stem Con Top Stem 2nd Stem OK Stem OK Total Bearing Load = 4,367 Ibs Design height ft = 2.00 0.00 ...resultant ecc. = 0.13 in Wall Material Above "Ht" = Concrete Concrete . Thickness = 12.00 12.00 Soil Pressure @ Toe = 862 psf OK Rebar Size = # 5 # 6 Soil Pressure @ Heel = 885 psf OK Rebar Spacing = 12.00 12.00 Allowable = 1 ,500 psf Rebar Placed at = Edge Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,199 psf fb/FB + fa/Fa = 0.00o 0.000 ACI Factored @ Heel = 1230 psf Total Force @ Section Ibs = 0.0 0.0 Footing Shear @ Toe = 2.7 psi OK Moment....Actual ft-#= 0.0 0.0 Footing Shear @ Heel = 3.8 psi OK Moment Allowable ft-# = 13,892.6 18,415.0 Allowable = 107.5 psi Shear Actual psi = 0.0 0.0 Wall Stability Ratios Overtuming = 406.24 OK Shear Allowable psi = 107.5 107.5 Sliding = N/A Bar Develop ABOVE Ht. in = 18.50 22.20 Sliding Calcs Slab Resists All Sliding I Bar Lap/Hook BELOW Ht. in = 18.50 6.00 Lateral Sliding Force = 48.7 Ibs Wall Weight psf = 150.0 150.0 Rebar Depth 'd' in = 10.19 9.63 Masonry Data fm psi = Fs psi = Solid Grouting = Footing Design Resu Special Inspection = s M odular Ratio 'n' Toe Heel Short Term Factor = Factored Pressure = 1,199 1,230 psf Equiv. Solid Thick. = Mu' : Upward = 2,406 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 700 800 ft-# Concrete Data psi = 4,000.0 4,000.0 Mu: Design = 1,706 800 ft-# Pc Actual 1 -Way Shear = 2.69 3.79 psi Fy psi 60,000.0 60,000.0 Allow 1 -Way Shear = 107.52 107.52 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 5 @ 12.00 in • Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S' Fr Key Reinforcing = None Spec'd Key: No key defined / � i i D 0 5 ?I E J i Peterson Structural Engineers, Inc. Title : Durham AB -2 Upgrades Job 4 07 -116 5319 SW Westgate Drive, Suite 215 Dsgnr: EGH Date: 9:49AM, 5 DEC 07 „ Portland O Description : re on 97221 Peterson Structural Engineers, Inc. Phone: (503) 292 -1635 scope : Fax: (503) 292 - 9846 Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 560010 1 User: KW- 0606773. Ver5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design Page 2 (c)1983 -2003 ENERCALC Engineering Software 07- 116 -01.ecw:Calculations Description Baffle Wall, Static Loading i Summary of Overturni Resisting Forces 8 Moments i OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 48.7 0.56 27.1 Soil Over Heel = 0.2 4.00 0.9 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel • = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil. = Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 3,087.2 2.50 7,717.9 Total = 48.7 O.T.M. = 27.1 Earth @ Stem Transitions= Resisting/Overtuming Ratio = 406.24 Footing Weight = 1,250.0 2.50 3,125.0 Vertical Loads used for Soil Pressure = 4,366.8 Ibs Key Weight = Vert. Component = 29.4 5.00 147.1 Vertical component of active pressure used for soil pressure Total = 4,366.8 Ibs R.M.= 10,990.8 • DEC 0 5 2007 9 • GONLR ETE C Ii-I; A NNE L` N r I Lt— IQo TYP o ' f q - PRCT?DS£D iNFIt� co N Rr_ c -y A ° 4 i d 4 I ■ " . n I • °I Exlyt(Ncx v ° • I STRtAcc (ARE . - - NI .1 I 4 0 . e L I %1 - (j ' I 2. N _ ° ATt�L WTI / - -� ° L - SE LTtoN 1 I` r1, W I add ' 150 �d 0-5')(4:) _ 4-56) Ib�f ,- 096 12 E.F G : 9.234- ( , LAP . 0 , o 1 V , , 1 0 1 10 / 5 7 16 /E{- r -- N I ° 1., o ° I I _N_ I I _ 2 £aIo&.' SFC AST.' g'AV sizes T 1 ►.j 2 — — _ p ° o. , C SAY s9Q 6r, \ / _ __ E l- 142 --/ 11 ___ , ,, l 1 ' S ' -- 'p — • ----; ''' --lb' o ° a —11----2, ,, Assure 3" C-ovE-R 70:Aec:4A. ,z Peterson Structural Engineers. Inc. � 5 I DEC 0 5 2007 -) ,..„ 5319 S.W. Westgate Drive, Suite 215 project 0 I I lo date g p $y ` 1 � ° Portland, Oregon 97221.2411 ev ',, Phone (503) 292 -1635 , t Fax: (503) 292 -9846 designer G IN' sheet 1 of RNRIXTl and 2 W_ 156 Pt( 1,1 )4 - 1,0) _ X -IL V,ti 0, 2 4 w = 172k it, M. ;.-_- v, ( (1. ;' + Hi)) — 7480 t6 •f +- +M 51,7'2. 1`•C-+- (REF S►FT 12) epM„> M„_, AKAL`1 SEe.- 2 vii' 7 314- A 4- ' (2)(15.33) = 11, 4V V, _ 1 72.6 0- + 0.234 ( 45 Q 4 -) _ - 2802- 1v1, (7() + Io76 (t7. -- ) = 43199 I6 -f-t 4, M = 244Ae k .F+ (REF Si-ti" 14 n > Mw , . Peterson 51ru[lurai enymeers, :n� _ DEC 0 5 2007 �.¢ S w ' 5319 S. W. We st D rive, 11 715 rO eCt O 7 I I `� p j date {. ¢ ' � � � POltlantl, Oregon 97221 -2411 a�,�1cx �T Phon e 0 792 -1635 a N shee 1 �` .'. .• FP, (503) (5 3) 297-9816 designer of • • Peterson Structural Engineers, Inc. Title : Durham AB - Upgrades Job # 07 - 116 - , •n 5319 SW Westgate Drive Suite 215 Portland, Oregon 97221 Dsgnr: EGH Description Date: 2:43PM, 4 DEC 07 I. ..4 i;c - a 'ice s Sri' Peterson Structural Engineers,. Phone: (503) 292 -1635 Scope : Fax: (503) 292 -9846 Rev: 580008 User: KW-0606773, Ver5.8.0, 1- Dec -2003 Concrete Rectangular & Tee Beam Design Page 1 (c)1983 -2003 ENERCALC Engineering Software 07- 116-01 ecw:Calculations • - gimimie. ...~.. M amr..3.ewsxtmui. ..:-ii i ni en}aR losrt�iQ. ... ..u.-a i -...i, • Description Stem Check - SEGTt *1 1 General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 -- e..as e;we.. ate:- on oKez e e re a .; - , xrz: ,e sso Aaemee. , m,. e-m:sm ,. -• : • eseseamenae„me': Span 15.50 ft Pc 3,000 psi Depth 17.000 in F 60,000 psi • Width 12.000 in Concrete Wt. 145.0 pcf Seismic Zone 0 End Fixity Fixed -Free Beam Weight Added Internally Live Load acts with Short Term Reinforcing - . A.,., .s;.�., ,, �- , 1� ,. ,., R - ..;V. .„.S ,.Q ..��. .� :, Rebar ® Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top #1 1 9 14.00in #1 1 9 14.00 in #1 1 9 14.00 in #2 1 9 3.00 in #2 1 9 3.00 in #2 1 9 3.00 in Load Factoring . Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2 Moments - ----- : X.P.3.:, f';T MiYREl.1HiA•+MFAf SI.Ti.'M...,. - iTr. .F.MZ. ^6 !T1.kY:. I 1tl J �CJilfE1!G!Pdoliai!i!tilataall .....434?1 ".[Ri.3YNYN?r9MWft Dead Load Live Load Short Term Location #1 k -ft k -ft 7.480 k -ft 0.000 ft #2 k -ft k -ft 3.300 k -ft 0.000 ft Summary P Beam Design OK Span = 15.50ft, Width= 12.00in Depth = 17.00in Maximum Moment : Mu -34.55 k -ft Maximum Deflection - 0.2637 in Allowable Moment : Mn`phi 59.22 k -ft Maximum Shear : Vu 4.14 k Max Reaction @ Left 3.18 k Allowable Shear : Vn*phi 15.64 k Max Reaction @ Right 0.00 k Shear Stirrups... Stirrup Area © Section 0.440 in2 Region 0.000 2.583 5.167 7.750 10.333 12.917 15.500 ft Max. Spacing Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd in Max Vu 4.137 3.727 2.978 1.498 1.498 0.749 0.339 k Bending & Shear Force Summary Bending... Mn•Phi Mu, Eq. C-1 Mu, Eq. C-2 Mu, Eq. C-3 @ Center 59.22 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft . @ Left End 59.22 k -ft -34.55 k -ft -12.16 k -ft -8.19 k -ft @ Right End 59.22 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear... Vn`Phi Vu, Eq. C -• Vu, Eq. C -: Vu, Eq. C @Left End 15.64k 4.14k 3.10k 2.66k @ Right End 15.64 k 0.00 k 0.00 k 0.00 k Deflection Deflections... . Upward . . Downward . DL + [Bm Wt] 0.0000 in at 0.0000 ft - 0.2637 in at 15.5000ft DL + LL + [Bm Wt] 0.0000 in at 0.0000 ft -0.2637 in at 15.5000ft DL + LL + ST + [Bm Wt] 0.0000 in at 0.0000 ft -0.2315 in at 15.5000ft Reactions... 0. Left a Right DL + [Bm WO 3.184 k 0.000 k DL + LL + [Bm Wt] 3.184 k 0.000 k DL +LL +ST +[Bm Wt] 3.184 k 0.000 k DEC 0 5 2007 IZ Peterson Structural Engineers, Inc. Title : Durham AB - Upgrades Job # 07 - 116 n .„ 5319 SW Westgate Drive, Suite 215 Dsgnr: EGH Date: 2:43PM, 4 DEC 07 ' ` Portland Oregon 97221 Description : Peterson Structural Wig, Inc . Phone: (503) 292 -1635 Scope : Fax: (503) 292 -9846 Rev 580008 Page 2 User. KW- 0606773, Ver 58.0. 1- Dec -2003 Concrete Rectangular & Tee Beam Design (c)1983 -2003 ENERCALC Engineering Software 07- 116 -01. ecw.Calculations .orgw.nn,.. i6i orx F om,) 9fi0 e.).. vo.meno.rA.rwrFPX. f + .....aORmr." ........m.: * .>Y'.uS✓CH"e:..k. 24M} .Yr....s i .a.).o.r.r. �d:ftI�F.F4+ .... .rrt.W .r ::.. .-.).v.)r.)..s•.- , • Description Stem Check - 5E4-T10.1 t Section Analysis • Evaluate Moment Capacity... Center Left End Right End X : Neutral Axis 2.690 in 2.690 in 2.690 in a = beta ' Xneutral 2.286 in 2.286 in 2.286 in Compression in Concrete 69.967 k 69.967 k 69.967 k Sum [Steel comp. forces] 0.000 k 0.000 k 0.000 k Tension in Reinforcing - 70.026 k - 70.026 k - 70.026 k Find Max As for Ductile Failure... X- Balanced 8.286 in 8.286 in 8.2857 in Xmax = Xbal' 0.75 6.214 in 6.214 in 6.214 in a-max = beta * Xbal 7.043 in 7.043 in 7.043 in Compression in Concrete 161.634 k 161.634 k 161.634 k Sum [Steel Comp Forces] 42.450 k 42.450 k 42.450 k Total Compressive Force 204.084 k 204.084 k 204.084 k AS Max = Tot Force / Fy 3.401 in2 3.401 in2 3.401 in2 Actual Tension As 2.000 OK 2.000 OK 0.000 OK . 1 1 Additional Deflection Calcs Neutral Axis 3.815 in Mcr 19.79 k -ft (gross 4,913.00 in4 Ms:Max DL + LL 23.70 k -ft • (cracked 1,191.84 in4 R1 = (Ms:DL +LL)/Mcr 0.835 Elastic Modulus 3,122.0 ksi Ms:Max DL +LL +ST 23.06 k -ft Fr = 7.5 * fc".5 410.792 psi R2 = (Ms:DL +LL +ST)/Mcr 0.858 Z:Cracking 174.438 kfin I:eff... Ms(DL +LL) 3,357.649 in4 Z:cracking > 145: Interior Only ! . I:eff... Ms(DL +LL +ST) 3,543.184 in4 Eff. Flange Width 12.00 in ACI Factors (per ACI 318 -02, applied internally to entered loads) ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor 0.750 Add'' "1.4" Factor for Seismic 1.400 ACI C -1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Add "I "0.9" Factor for Seismic 0.900 ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 DEC 0 5 2007 13 Peterson Structural Engineers, Inc. Title : Durham AB -2 Upgrades Job # 07 -116 5319 SW Westgate Drive, Suite 215 Dsgnr: EGH Date: 2:47PM, 4 DEC 07 r,, i:.„,. Description : - .:r' .y Portland, Oregon 97221 Peterson Structural Engineers, ha. Phone: (503) 292 -1635 Scope : Fax: (503) 292 -9846 Rev: 580008 User: KW -0606773, Ver 5.8.0. 1- Dec -2003 Concrete Rectangular & Tee Beam Design 07- 116 -01.ecw:Cah Page atio 1 (c)1983 -2003 ENERCALC Engineering Software C a Description Stem Check - Section 2 General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 p Span 15.50 ft fc 3,000 psi Depth 32.000 in F 60,000 psi Width 12.000 in Concrete Wt. 145.0 pcf Seismic Zone 0 End Fbrity Fixed-Free Beam Weight Added Internally Live Load acts with Short Term Reinforcing - - ,:... .:.., -.� _�_.,..a,, -. :,:3....,-.....:. . _ ._ . Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top #1 2 9 29.00in #1 2 9 29.00 in #1 2 9 29.00 in #2 2 9 3.00 in #2 2 9 3.00 in #2 2 9 3.00 in Load Factoring Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2 Moments _ _ Dead Load Live Load Short Term Location #1 k -ft k -ft 43.199 k -ft 0.000 ft #2 k -ft k -ft 3.300 k -ft 0.000 ft 'um rq . "..•:.,: ■ .¢ . 1. Summary N Beam Design OK Span = 15.50ft, Width= 12.00in Depth = 32.00in Maximum Moment : Mu -65.03 k -ft Maximum Deflection - 0.0471 in Allowable Moment : Mn *phi 244.48 k -ft Maximum Shear : Vu 7.12 k Max Reaction © Left 5.99 k Allowable Shear : Vn'phi 32.40 k Max Reaction © Right 0.00 k Shear Stirrups... Stirrup Area @ Section 0.440 in2 Region 0.000 2.583 5.167 7.750 10.333 12.917 15.500 ft Max. Spacing Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd in Max Vu 7.115 7.015 5.605 2.819 2.819 1.410 1.309 k Bending & Shear Force Summary Bending... Mn *Phi Mu, Eq. C -1 Mu, Eq. C -2 Mu, Eq. C -3 @ Center 244.48 k -ft 0.00 k -ft 10.52 k -ft 18.65 k -ft © Left End 244.48 k -ft -65.03 k -ft 10.52 k -ft 18.65 k -ft • © Right End 244.48 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear... Vn *Phi Vu, Eq. C -' Vu, Eq. C Vu, Eq. C @ Left End 32.40 k 7.12 k 5.34 k 4.57 k © Right End 32.40 k 0.00 k 0.00 k 0.00 k Deflection Deflections... . Upward . . Downward . DL + [Bm Wt] 0.0000 in at 0.0000 ft - 0.0471 in at 15.5000ft DL + LL + [Bm Wt] 0.0000 in at 0.0000 ft 41.0471 in at 15.5000ft DL + LL + ST + [Bm Wt] 0.0000 in at 0.0000 ft -0.0471 in at 15.5000ft Reactions... © Left @ Right • DL + [Bm Wt]] 5.993 k 0.000 k DL + LL + [Bm Wt] 5.993 k 0.000 k DL + LL + ST + [Bm Wt] 5.993 k 0.000 k DEC 0 5 200? IA- • Peterson Structural Engineers, Inc. Tide : Durham AB - Upgrades Job # 07 - 116 5319 SW Westgate Drive, Suite 215 Dsgnr: EGH Date: 2:47PM, 4 DEC 07 r t-`,",,, t ; ? " : , y r , Portland, Oregon 97221 Peterson Structural Engineers, Inc. Phone: (503) 292 -1635 Scope : Fax: (503) 292 -9846 Rev: 580008 User: KW- 0606773. Ver 5.8.0, 1- Dec -2003 Concrete Rectangular & Tee Beam Design Page 2 (c)1983 -2003 ENERCALC Engineering Software 07- 116- 01.ecw. Calculations 1 wa .... Description Stem Check - Section 2 Section Analysis • 1.„-, A cw Calculatio ,. V. .Saff.,f 3.5.Sr.. --- .... , - Evaluate Moment Capacity... Center Left End Right End X : Neutral Axis 3.640 in 3.640 in 3.640 in a = beta ' Xneutral 3.094 in 3.094 in 3.094 in Compression in Concrete 94.676 k 94.676 k 94.676 k Sum [Steel comp. forces] 25.493 k 25.493 k 25.493 k Tension in Reinforcing - 120.000 k - 120.000 k - 120.000 k Find Max As for Ductile Failure... X- Balanced 17.163 in 17.163 in 17.1633 in Xmax = Xbal' 0.75 12.872 in 12.872 in 12.872 in a -max = beta ' Xbal 14.589 in 14.589 in 14.589 in Compression in Concrete 334.812 k 334.812 k 334.812 k Sum [Steel Comp Forces] 114.900 k 114.900 k 114.900 k Total Compressive Force 449.712 k 449.712 k 449.712 k AS Max = Tot Force / Fy 7.495 in2 7.495 in2 7.495 in2 Actual Tension As 2.000 OK 2.000 OK 0.000 OK , ■ Additional Deflection Calcs Neutral Axis 7.330 in Mcr 70.11 k -ft (gross 32,768.00 in4 Ms:Max DL + LL 44.61 k -ft (cracked 10,647.54 in4 R1 = (Ms:DL +LL)/Mcr 1.572 Elastic Modulus 3,122.0 ksi Ms:Max DL +LL +ST 43.40 k -ft Fr = 7.5' fc".5 410.792 psi R2 = (Ms:DL +LL +ST)/Mcr 1.615 Z:Cracking 61.245 k/in I:eff... Ms(DL +LL) 32,768.000 in4 I:eff... Ms(DL +LL +ST) 32,768.000 in4 Eff. Flange Width 12.00 in ACI Factors (per ACI 318 -02, applied internally to entered loads) ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor 0.750 Add'! "1.4" Factor for Seismic 1.400 ACI C -1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Add'! "0.9" Factor for Seismic 0.900 ACI C -1 & C -2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 DEC 0 5 2007 ►5 • WA Lk_ wb. MuPl T Ex-4M 4 2 V -0° LI I rI STAIRWAY r — "'— l - ' SUPPORT NEW GRATING r - - - -- - 1 _ - -- II 111 111111111 IIIIIIuhIr — - - - - - - -- 1111111111111111111111111 l i �I - i - I - I , , monommullm mummmuumlu I 3' , " . 11111111111111111111 11111111111111111111111111111111 1 T - 1_-1 -1 1 1 1 1111 111111111111111111 lmuumHIII IIIII IIIII I I r r EL.161.81 I I 410W1501 i II ' I GE -1 - 1 E I 1 WAucvvgy Lakj> ' DL = 1 '5F (.4, 55 1A IUD) ' LL ( p5 P\WIA/ $riavis4: 2` IF 2-'2: f w Z (0 (IOt100 P50 = 15 + 15a ?SF P= - (')(3')(IO+IRy PSF) = 22.5 - t2 ito f 514 - T 17 ( c,8 x I IF) GRkT1►` i RAIL 1 Ne7T' L-L- 7T 1 F ?r > - 1.IF1;2_S Q ,' -a' ,t3..... - 0• ••• ••■•■• = ■1.■ ... _ FA , vol 11. __, y2.0 SS ANCHORS L3x3x3/ix0' -5" C8x11.5 SIM TO TYP Wi7 C8x11.5 @ 5' -0" o.c MAX (S' 1 ENN GRATING SUPPORT DETAIL SCALE: 1" = 1' -0" -4, Peterson Structural Engineers. Inc DEC 0 2007 A - r 5319 S.W. Westgate Drive Suite 215 4 " Portland, Oregon 97221-2411 n . t N r Phone ( 292 -1635 /' 1 1„ • ' #'��' f Fax (503) 3) 2 project 0 7-1110 292-9846 designer k date 1 sheet of Peterson Structural Engineers, Inc. Title : Durham AB -2 Upgrades Job # 07 -116 5319 SW Westgate Drive, Suite 215 Dsgnr: EGH Date: 4:53PM, 4 DEC 07 M ' A-- 1. Description : 1.7 4F. ;, Portland, Oregon 97221 Paterson Structural tea, be. Phone: (503) 292 -1635 Scope : Fax: (503) 292 -9846 Rev. 580005 Page 1 3 User: KW- 0606773, Ver 5.8 0, 1- Dec -2003 Steel Beam Design (c)1983 -2003 ENERCALC Engineering Software 07 Page _wree8aram•.� c au ,arasa , : _ . ialaWI wrw»+r . r ... Description Walkway Support General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 I Steel Section : C8X11.5 Fy 36.00ksi Pinned Pinned Load Duration Factor 1.00 Center Span 22.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 5.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.015 k/ft LL 0.150 k/ft ST k/ft Start Location ft End Location ft Point Loads Note! Short Term Loads Are WIND Loads. .z- a�a.;at _ .rzra•5s�:a:0r.� saumgM r„er - -. c: icew.nrrte'.' a'M 1 ss�aIN.X arr. - :.r.: ue # 1 #2 #3 #4 #5 #6 #7 Dead Load 0.023 k Live Load 0.225 k Short Term k Location 2.000 ft 4,,fbKn ., zr ti v,v0 Ja" )X- Summary Beam OK Static Load Case Governs Stress Using: C8X11.5 section, Span = 22.00ft, Fy = 36.0ksi End Fixity = Pinned - Pinned, Lu = 5.00ft, LDF = 1.000 Actual Allowable Moment 10.924 k -ft 14.652 k -ft Max. Deflection -1.014 in fb : Bending Stress 16.105 ksi 21.600 ksi Length /DL Defl 1,755.1 : 1 fb / Fb 0.746:1 Length /(DL +LL Defl) 260.4 : 1 Shear 2.166 k 25.344 k fv : Shear Stress 1.231 ksi 14.400 ksi fv / Fy 0.085: 1 Force & Stress Summary • .._ -- �. >...... .. _� .�.. , <<- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only O. Center Center a Cants (a) Cants Max. M + 10.92 k -ft 1.62 10.92 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 2.17 k 0.31 2.17 k Shear © Right 1.96 k 0.29 1.96 k Center Defl. -1.014 in -0.150 -1.014 -1.014 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 2.17 0.31 2.17 2.17 k Reaction © Rt 1.96 0.29 1.96 1.96 k Fa calc'd per Eq. E2 -2, K *Ur > Cc I Beam, Major Axis, Fb per Eq. F1-8, Fb = 12.000 Cb Af / (I * d) DEC 0 5 200 E XISTING LEDGER (2) Y'0 SS ANCHORS R* .---- 1 7o 6 (MA ANGLE, BEYOND W/ HILTI RE500 ( /5 14-i 17 \ EPDXY J REINSTALL EXISTING EMBED 4X2" GRATING C Ac NG S , (2) X2.0 SS BOLTS V AH .2_312_112. L � � �� C6x11.5 L 4 ■ a L5x5xY -5" V ^lIow I ' 13 5 )b > Y EXISTINGCONC G le— WALL GRATING SUPPORT CONNECTION DETAIL <� � GL � - I b��) SCALE: 1• = V -0" e A $ L4 tA + F r 3b ks 9rAI GoNN Furl on\ - to gs EXIST STAIR STRINGER EXIST STAIR RISER EXIST STAIR STRINGER @ HANDRAIL (BEYOND) — \ EXIST GRATING IIIIIIIS; SS Y "0 BOLT BOLT TYP GUSSET PLY 7-41— —_ 1111111110111111111111111 SS Y•e BOLT TYP L6x4xY GUSSET SS PLY SS L6x4x 2 EXIST GRATING STAIR SUPPORT DETAIL SCALE: 1" = 1' -0" 43 R N 2►20 16 ( sir 12 ) $Y I cfloN , Cotk T ©kk V - Peterson Structural Engineers, Inc. / - DEC 0 LOO / 5319 S.W. Westgate Drove, Suite 215 project �- 1 I� date - - y P ort l a n tl, Or egon 972212411 r N 3 :: P60 ne (503 292-1635 .r _ , f r rl' Fax (503) 292 -9646 designer F - L /�_ ( sheet le) of Y IA ' ADE•R SiAPPo T EXISTING CONC WALKWAY --- Z 7.-' PvG. 4'-0 T-0" \ MAX BAR % "x1X x1' -2" TYP (4) PLCS CJP PLUG WELD (2) SSf_3.1 TO BACK. a 0 TO ANGLES 5 4" CLEAR BETWEEN \ r V II D II i I Ill /4 8 8 . 1/4 X "0 THD'D ROD wl % SIMPSON SEE ADHESIVE, Ff- EMBED 4" MIN, TYP \ PVC SPRAY HEADER SUPPORT DETAIL P \/ SCALE: %y' _ {'. 0 " V ?V, l''W. w/ u/er 1 : cA sSIAM>= sc)4 4c 1.45 7 Lr- ( 1VfTTR 0•68 Ns- ( PPE) 2,13 rLF •AY 3 PLF F.= 10j ,(3 P LF) = 30 i- N �E — C2) L3x2x /b r LF = (2) 5 .03 PLC = 10 n' /ft W 4 2 p e rr - - + (It2.Ob1X„u3,CO 11 F = 470 +- 290, 16 Ft- _ • - 160 )b-F+ ' 6 ' 5 ()._' Co 1244 I„() — r 9'" Psi ay IN SPacme) n1 4:)g- . A A 4 p 13 1 ( � / i 16 01 -4) . + 3p 16 �_. a_� (IZ'i(r ti' 1 L,= g gz + _ '2acoo K5 1 )(211∎ 1 4' 1n4) L 6 3 • Peterson Str uctural Engineers Inc DEC 5 a, 0 F5 2007 , � ,� ; . Westgate Drlve, Suite 215 project 07 - I I b date �{, » 5319 S.W �4.i Portland Oregon 97221 2411 • `Y+ •tF': Phone (503) 292 -1635 ( s 1 Ot k t -., - �_ - - 1Ja� � • • .> Fax (503) 292 des A Nc+,a- KOTE L2 SE AN ADD rrf01j4 e- sAF r - y FA -T4', OF 4 1 5) , (.T,/ -.ii:_ri E=li) AN( t-i P k(g. r (vi (pl) ;p = R, (2,3 —f ( 12.33 p _ P (t2.?) 138,5 lb 2 . bT . R = R,_ F = I ob. Sit, (coRPR —cStoN) /2 01, AlAt w ( S I M)'soN ... : T�Iaw = 2, toil, ( PF_ - -R s(MPsoni) 21ofb _ 24, U , .. •;0, Peterson Structural Engineers. Inc //-- DEC O 5 2007 L 5319 S.W. Westgate Drive. Suite 215 project o7 I j G date � � Portland, Oregon 97221 -2411 1 $ P Phone (503) 292 -1635 �1 O of O -� gv,, �� k.. r.'A' o Fay. (503) 292 -9646 designer A T N sheet 6 2 " 7 C ' 3 RECE1V E WEST YOST WEST YOST ASSOCIATES 1800 Blankenship Road, Suite 425 MAR 1 92008 TE West Linn, OR 97068 CITY OF TIGARD ASSOCIATES onsul li T S Phone: (503) 657 -8813 BUILDING DIVISION Fax: (503) 722 -3242 SUBMITTAL REVIEW COMMENTS Date: 3/7/08 Project No.: 517- 03 -07 -20 Project Name: CWS AB2 Remodel 78 IA cJc) 7 - r,26C - 8 Submittal No.: 9 City of Tigard Specification Section: Division 3 Approved Plans By �tA%.. Date 3- ` .1- 2 5 Reviewer: Erik Peterson 16 5 ) Sup (g6 SUBMITTAL REVIEW ACTION REVIEW IS FOR GENERAL COMPLIANCE WITH CONTRACT DOCUMENTS. NO RESPONSIBILITY IS ASSUMED FOR CORRECTNESS OF DIMENSIONS OR DETAILS. THE CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR DEVIATIONS FROM CONTRACT REQUIREMENTS NOT SPECIFICALLY INDICATED ON THIS SUBMITTAL. NO EXCEPTIONS TAKEN MAKE CORRECTIONS NOTED x AMEND AND RESUBMIT REJECTED - SEE REMARKS x AS NOTED BELOW Date: 3/7/08 By:_ WEST YOST ASSOCIATES COMMENTS: The proposed concrete mix does not meet the requirements of the contract documents. Air entrainment is required (5% +/- 1%), but not provided in the proposed mix design. Please resubmit a mix design with the required air entrainment. SET adhesive does not have IBC 2006 acceptance, and is not acceptable for use on this project. Everbond is not an acceptable substitute for Armatec 110 because Everbond does not have the anticorrosion element required for the exposed end of the reinforcing in the cut faces. Please resubmit with Armatec 110 for bonding between grout and existing concrete. Submittal Review Comments Page 1 The reinforcing shop drawings show 4 -(46) #5 dowels at 1' -0" in the wall connection detail ANAR. These dowels are to be embedded into the existing wall 0' -6" min and protrude into the new baffle wall 2' -6" min, so the total length needs to be 3' -0" min. Please specify where the Cement All and Sonalastic are to be used for approval. No exception taken on the other materials included in this submittal. Submittal Review Comments Page 2 • �, Supply Company SUBCONTRACTOR: Spring Hill Construction / " Committed to Service Excellence" 1.360.263.6848 / 1810 Lana Avenue NE Salem, Oregon 97301 Amboy, WA 98601 . 503.585.5550 - office 503.581.6799 - facsimile SUPPLIER: N/A cce 853128 866.985.5 -fob free SUBMITTAL MANUFACTURER: OWNER: Clean Water Services SPEC. NUMBER: Division 3 Joel Borchers - Engineer 16060 SW 85 Avenue SPEC. TITLE: Concrete Tigard, OR 97224 DRAWING: DETAIL: PROJECT: Durham Advanced wastewater Treatent INITIAL: DATE: 02/22/08 Aeration Basin 2 PIuq Flow Modification SUBMITTED BY: Ross Meyer OWNER PROJECT NUMBER: 6138 Project Manager SSC WORK ORDER NUMBER: 14450 SSC SUBMITTAL NUMBER: 3000.001 CONTRACTOR'S REVIEW OF THIS SUBMISSION ENGINEER'S REVIEW OF PREVIOUS SUBMISSIONS 21 NO EXCEPTIONS TAKEN ❑ MAKE CORRECTIONS NOTED NUMBER: DATE: ❑ SUBMIT SPECIFIED ITEM ❑ NO EXCEPTIONS TAKEN ❑ MAKE CORRECTIONS NOTED NOTE: ❑ REJECTED ❑ REVISE AND RESUBMIT ❑ SUBMIT SPECIFIED ITEM NUMBER: DATE: ❑ NO EXCEPTIONS TAKEN ❑ MAKE CORRECTIONS NOTED ❑ REJECTED ❑ REVISE AND RESUBMIT • 0 SUBMIT SPECIFIED ITEM t , � ';�:, . j . fi ; /l; • • 17 )31E si, REVIEWE 8 NOTED ."m" e'"=" Fpva bs t Peterson Structural Engineers 5319 SW Westgate Dr. Suite 215 Portland, OR 97221 (503) 292 -1635 Note: Review of this submittal is far general conformance to contract documents only. Comments and corrections noted are for the Contractor's consideration only and In no way supplant or alter the requirements of the approved contract documents. Use of shop drawings and submittal documents is at the Contractors risk and the Engineer's review is not a certification of accuracy. • Mix ID Number: 141 FON1A2OM CORPORATION Concrete Mix Design Western Oregon MIX DESIGN QUANTITIES English Units Metric Units Spec Material Product/Source Grav Weight Volume Mass Volume Cement Glacier Dalian, Type I -11 3.15 650 lb 3.31 ft 386 kg 0.122 m Fly Ash Boral Boardman, Class C 2.60 120 lb 0.74 ft 71 kg 0.027 m Water(Total) Well /S. Metro R -Mix Plant 1 1.00 284 lb 4.55 ft 168 kg 0.168 m 3/4" 44 Round Rock Reed 2.62 ` 1850 Ib* 11.32 ft 1098 kg' 0.419 m PCC Sand . Reed 2.57 * 1066 lb* 6.65 ft 632 kg" 0.246 m Admixtures BASF 1..40 3.515 lb 0.06 ft 2.08 kg 0.002 m Air(Entrap /Entrain) .5 ° 2) 3974 lb 0.41 ft 2357 kg 0.015 m Total Mix Volume: , t 27.00 ft 1 .000 m ADMIXTURES Spec Product ProductName/Type Grav Dosage Rate Dosage (English) Dosage (Metric) Mid -Range Water Re. BASF Polyheed 997 1.00 7.00 oz/cwt" 53.9 oz /cy'" 2084.9 mUm Add'I Fibers Ib /cy" 0.OIb /cy" 0.0 kg /m3" MIX DESIGN PROPERTIES Aggregate Properties ODOT Spec Source # Grav Abs FM Unit Welqht 3/4" 44 Round Rock 2009 -0.750 -000#4 -001 24 -023 -2 2.62 2.6 104.1 pct 1668 kg /m3 Dry Rodded PCC Sand 2009 - 00000 -OSAND -001 24 -023 -2 2.57 3.5 2.80 Plastic Properties: — .S - 1 -0•irgch- b 125 + 25 mm (Air Conten G r1 f' ± fn #tip ! b { Unit Weight: 147.2 pct 2357 kg /m Design Properties: Required Strength (Pc): 4000 psi @ 28 days Total Cementlttous: 770 Ib 8.19 Sack 457 kg Fly Ash %: 15.6 W/C Ratio: -- 0.37 (incl Admix) Project: DURHAM ADVANCED WASTEWATER TREATMENT BASIN 2 PLUG FLOW MODIFICATIONS Contractor: SPRINGHILL CONSTRUCTION Comments: FOR USE IN STRUCTURAL CONCRETE Footnotes: `SSD Weights and Spec Gravities. "Admixture dosage rate will be adjusted according to manufacturer's recommendations to accommodate varying field conditions. Submitted By: CRAIG LARKIN Date Submitted: 2/2/0/08 Designed By: JIM JENSEN MORSE BROS. /c t.n&Clvon+rh..vo, ST ANDARD SUBMITTAL SUMMARY - COMPRESSIVE PLANT NAME: S. Metro R -Mix Plant 1 MIX ID: 141- FON1A20M DESIGN STRENGHTH: 5000PSI DESIGN AGE: 28DAYS .. /. t f kW' D 3 Test Date Time Lab ID W/C 7 Day 28 Day Moving Sampled Sampled Laboratory Number Test Type % AIR SLUMP RATIO Average Average Average 1/16/04 7:30 PSI 04 -C1651 Field 1.20'' 5.00 5200 5885 1/16/04 8:15 Coffee Lake 04 -C386 Field 1.00 5.50 0.36 6340 1/16/04 9:47 PSI 04 -C1648 Field . 1.60 5.00 5120 5445 5890 3/12/04 10:45 CARLSONS O4 -C3664 Field 4.00 5290 6295 6027 Average 1.27 4.88 0.36 5203 5991 Standard Deviation 0.31 0.63 85 418 Coefficient of Variation 24.12 12.91 1.63 6.97 Average 7:28 Day Ratio 87 Number of Tests 3 4 % AIR SLUMP W/C RATIO 7 Day Avg 28 Day Avg • IBR1: EXPANSION JOINT Pagc 1 of 3 J Product Data, W. R. MEADOWS 17 0 110000 57) 5 j r c� . r• )3 15 00 No. 320 -F x I dirk fnr Pr,F _ Specification X� =1ERE EXPANSION JOINT fIulti- Purpose, Expansion- Contraction Joint Filler lescription IBRE EXPANSION JOINT is composed of cellular fibers securely bonded together nd uniformly saturated with asphalt to assure longevity. Wherever a cost - effective )int filler is required, FIBRE EXPANSION JOINT meets the need. Manufactured and marketed by W.R. /IEADOWS since the early 1930s, FIBRE EXPANSION JOINT is backed by over 70 years of proven pplication experience. IBRE EXPANSION JOINT is versatile, resilient, flexible and non - extruding. When compressed to half if its original thickness, it will recover to a minimum of 70% of its original thickness. FIBRE EXPANSION OINT will not deform, twist or break with normal on -the -job handling. Breakage, waste and functional 1 3ilure resulting from the use of inferior, foreign fiber materials can cost you time, dollars and can result 1 a substandard finished job, generating costly callbacks and rework expenses. However, the purchase tnd installation of FIBRE EXPANSION JOINT (a small segment of the total project's cost) contributes to oth the final cost efficiency and functional success, far greater in proportion than its original cost. Jses "IBRE EXPANSION JOINT is ideal for use on highways, streets, airport runways, sidewalks, driveways, atwork and scores of commercial and industrial applications subject to pedestrian and vehicular traffic. :eatures /Benefits • Provides the ideal product for the majority of all expansion/ contraction joint requirements. • • Non - extruding...versatile...offers a minimum 70% recovery after compression. • This tough, lightweight, easy -to -use, semi -rigid joint filler is available in strips and shapes • fabricated to your requirements. • Easy to cut...dimensionally stable...not sticky in summer, or brittle in winter. • Provides neat, finished joints requiring no trimming. • Often copied...but never equaled. • Remains the standard of the industry today...with over 70 years of proven and satisfactory performance. • Can be punched for dowel bars and laminated to thicknesses greater than 1 ". =fiber Specifications and Size Information Conforms to or meets: Slab Standard Weight per (Specifications) Thickness Widths Lengths Sq. Ft. 114 ", 3/8 ", 1/2" 36 ", 48" 10' (3.05 m) 1.24 lbs. • ASTM D 1751 3/4 ", 1" (.91, 1.22m) Also available: (6.06 g /m • AASHTO M 213 I l3RL EXPANSION JOINT Page 2 of 3 • FAA Specification (6.4, 9.5, 12.7, 5', 6', 12' Item P- 610 -2.7 19.1, 25.4mm) (1.5, 1.83, 3.66m) e Corps of Engineers CRD -C 508 o HH -F- 341 -F, Type I application Too l Y i ' Utility Knife application 'IBRE EXPANSION JOINT is positioned against the forms, at interrupting objects or columns, and gainst abutting structures prior to the placement of concrete. FIBRE EXPANSION JOINT should be lstalled 1/2" (12.7 mm) below the concrete surface to accept the joint sealant. 3efore sealing, slide SNAP -CAP® over the top of the expansion joint. Place the concrete and screed to nish grade, as usual. When concrete is cured, insert a screwdriver through the top of SNAP -CAP, pull - ee and discard. Seal the joint with #164, HI -SPEC® SAFE -SEAL® 3405 or SOF -SEAL® for maximum lrotection from water infiltration, weathering and to assure proper function. (Refer to data sheet # 220, '.21, 224, 235.) TYPICAL APPLICATIONS J expansion joint application, 1 J expansion joins application, 2 e x pansion joint application, 3 ■ • I this material last updated August, 2006. Top • 1131:E EXPANSION JOINT Page 3 of 3 • • impsun Anchor Systems: SET High Strength Epoxy Page 1 of 5 salPSOiii :. s St rongTie 7e) i • S.65 0 (.., c done t 1i ► `'v 05..56 SET High Strength Epoxy tlLTr ,: c-�.f� -1 J N .- ,A—.----- .___._-- 1 Information on this page has been updated since the printing of the 2007 Anchor Systems Catalog (C-SAS-2007). I rim 15v To view the specific changes made to this page in detail, visit Product Information Updates. poxy -Tie SET epoxy is a two - component, low odor, 1:1 ratio, _ I )0% solids epoxy -based adhesive for use as a high rength, non - shrink anchor grouting material. Resin and 1 e �'' "; 1rdener are dispensed and mixed simultaneously through ,., { e mixing nozzle. SET meets or exceeds the ASTM C -881 � !t L j :, , )ecification for Type I, II, IV and V, Grade 3, Class 9 and C. �{ `> Nu JSES K �` Threaded rod anchoring ' 11 Rebar dowelling A `` . Bonding hardened concrete to hardened concrete , Pick proof sealant around doors, windows and fixtures 'Vii b Paste -over for crack injection fi '` , rt' , • .xt } 3ODE REPORTS F , " ;� t� - . • . 'f• . . t,„.. I CC Evaluation Service ESR -1772 (formerly ICBO -ES ER �, 5279) NEW (PDF) " - City of L.A. RR25279 (PDF) • v `'1 - r Florida FL 5550.3 (PDF) Caltrans approved c, . multiple DOT listings . : t x NSF /ANSI Standard 61_(193 in /1000 gal) (PDF), except SET1.7KTA LINKS: SET - PAC -EZ covered by ICC -ES, City of L.A. and NSF /ANSI listings only • Adhesive Anchor Application Guidelines a Estimating Guide ' The Load Tables list values based upon results from the o Limited Warranty Information .ost recent testing and may not reflect those in current code • Tension and Shear Load Tables :ports. Where code jurisdictions apply, consult the current • Load Adjustment Factors ports for applicable load values. a Literature: . • Anchor Catalog Section (PDF) - See update info MATERIAL SAFETY DATA SHEETS • Product Submittal (PDF) • Epoxy-Tie SET Adhesive - Rebar Yield and i Material Safety.DataSheet: SET (PDF) Tensile Strength Embedments Technical Bulletin 1 Material Safety Data Sheet: SET en Espanol (PDF) (PDF) is City of Los Angeles RR Values for Holdowns 4PPLICATION in Shearwall and Wall Anchorage Assemblies Technical Bulletin (PDF) urfaces to receive epoxy must be clean. For installations in • Software: through standing water, see Adhesive Anchors Application is Anchor Designer uidelines for details. The base material temperature must be • Adhesive Estimator 3° F or above at the time of installation. For best results, taterial should be 70° - 80° F at the time of application. artridges should not be immersed in water to facilitate arming. To warm cold material, the cartridges should be RELATED PRODUCTS •ored in a warm, uniformly heated area or storage container • Dispensing Tools ir a sufficient time to allow epoxy to warm completely. Mixed u' Mixing Nozzles • impson Anchor Systems: SET High Sucngth Epoxy Page 2 of 5 raterial in nozzle can harden in 5 -7 minutes at a temperature ® Plastic Anchoring Screens 40° F or above. e Steel Anchoring Screens ■ Hole_Cleaning Brushes INSTALLATION or installation instructions, click here. SUGGESTED SPECIFICATIONS • SHELF LIFE Anchoring Adhesive shall be a two component 100% solids epoxy based system supplied in manufacturer's standard 4 months from date of manufacture in unopened side -by- cartridge and dispensed through a static - mixing nozzle ide cartridge. SET- PAC -EZ cartridge - 18 months from date supplied by the manufacturer. Epoxy shall meet the minimum .f manufacture, unopened. requirements of ASTM C -881 specification for Type I, II, IV, and V, Grade 3, Class B and C and must develop a minimum STORAGE CONDITIONS 12,650 psi compressive yield strength after 7 day cure. Epoxy must have a heat deflection temperature of a minimum 136 °F or best results store between 45° F - 90° F. To store partially (58 °C). Adhesive shall be Epoxy -Tie SET from Simpson •sed cartridges, leave hardened nozzle in place. To re -use, Strong -Tie, Pleasanton, CA. Anchors shall be installed per iItach new nozzle. Simpson Strong -Tie's instructions for Epoxy -Tie SET. TEST CRITERIA COLOR 1nchors installed with Epoxy -Tie (SET) adhesive have been Resin — white; Hardener — black. When properly mixed SET ,sled in accordance with ICC -ES's Acceptance Criteria for adhesive will be a uniform Tight gray color. ,dhesive Anchors in Concrete and Masonry Elements 4C58). ICC -ES report ESR -1772 recognizes Epoxy -Tie CLEAN UP SET) adhesive for the following: Uncured Material -Wipe up with cotton cloths. If desired scrub a Seismic and Wind Loading. area with abrasive, waterbased cleaner and flush with water. o Long Term Creep at Elevated Temperature. If approved, solvents such as ketones (MEK, acetone, etc.), a Static Loading at Elevated Temperature. lacquer thinner or adhesive remover can be used. DO NOT • Damp and Water - Filled Holes. USE SOLVENTS TO CLEAN ADHESIVE FROM SKIN. Take e Freeze -Thaw Conditions. appropriate precautions when handling flammable solvents. u Critical and Minimum Edge Distance and Spacing. Solvents may damage surfaces to which they are applied. Cured Material - Chip or grind off surface. i addition. anchors installed with Epoxy -Tie (SET) adhesive ave been tested in accordance with ICC -ES's Acceptance CHEMICAL RESISTANCE • ;riteria for Unreinforced Masonry Anchors (AC60). Very good to excellent against distilled water, inorganic acids and alkalis. Fair to good against organic acids and alkalis, and many organic solvents. Poor against Ketones. For more detailed information download Technical Bulletin T -SAS- CHEMRES06 (PDF). PROPERTY TEST METHOD RESULTS consistency ASTM C 881 Non- Sag/Thixotropic Paste -teat Deflection ASTM D 648 136° F (58° C) 3ond Strength (moist cure) ASTM C 882 3,218 psi (2 days) 3,366 psi (14 days) Nater Absorption ASTM D 570 0.110% (24 hrs) ;ompressive Yield Strength ASTM D 695 5,065 psi (24 hours) 12,650 psi (7 days) compressive Modulus ASTM D 695 439,000 psi (7 days) :;el Time (75° F) ASTM C 881 30 min - 60 gram mass 60 min - thin film ;ET Cartridge Systems ; impson Anchor Systems: SET High Strength Epoxy Page 3 of 5 Capacity Model ounces Cartridge Carton Dispensing Mixing No. (cubic Type Quantity Tool(s) Nozzle inches) A.I tpli'r 1 1:Ic.l ~.1 !{1 ;ir1e -1:'y ;irl ` 12 for fe;r;'�rct . EI•:'1 ; : Calking T. CD of Hi�ii1 :: -,E' PA'; -E= i 1 �' 9 . I $it?!;li 12 (Tualit:: Siarra.�irtl _' Incitided .Milk. Tool EDT22P,. EI;'T22r�.P, ,... ._ T:'' `.iiir:.1: f 1fi 'f EDT,' _:ki F:',',!::----:,' :. SE Tyt? t 101.1 side 1±: -side 6 EDT56HP EfvMN5C 1. Bulk containers also available, call Simpson for details. 2. Cartridge Estimation Guides are available. 3. Detailed information on dispensing tools, mixing nozzles and other adhesive accessories is available. 4. Use only appropriate Simpson mixing nozzle in accordance with Simpson's instructions. Modification or improper use of mixing nozzle may impair epoxy performance. esai �iaarr1rr mar �� _.. �, k ,� e , 9 ��� = � 1 EDT22B ' Oa.tA fit^ -�< I i I 1 ti: I -- ; t f SET-PAC"' SET1.7KTA (SETPAC10) U.S. Patent 5,829,675 • .impson Anchor Systems: SET 1 -Iigh Strength Epoxy Page 4 of 5 • • EMN22 • .a.j:•.iifr __ •y—q SET22 SET56 SETPAC -EZ U.S. Patent 6,634,524 i- Service Temperature Sensitivity Cure Schedule Base Material Percent I Base Material Cure Temperature ' Allowable '; Temperature 1 Time aF oC • Load • :F .._ ; `C i 412 £. � 4 1 1;,0,.;o 40 I 4 72 firs. i 70 2 65 1 18 24 hrs. 1111 43 I i 855 79 20 1trs 135: 57 75'Y° L 90 1 32 16 hrs. � I ! r I 150 66 160 _! 82 201° °_._. 1. Refer to temperature sensitivity chart for allowable bond strength reduction for temperature. See Adhesive Anchors Application Guidelines. 2. Percent allowable load may be linearly interpolated for intermediate base material temperatures. 3. °C = ( °F -32) / 1.8 V1PROPERLY PREPARED HOLES Hole Blown Hole Not Blown Hole Not Brushed Hole NoI Brushed adjustment ; 1 G=: Factor 1. Hole depth was over - drilled to account for dust in hole to achieve required embedment depth. plional testing with SET adhesive was done in compliance ith ASTM E488 to determine the effect of concrete dust left the hole on the performance of this adhesive. The toad ijustment factors in the table were developed from the :sults of those tests. ; impson Anchor Systems: SET High Strength Epoxy Page 5 of 5 top nnled February 11, 2008 from http:// www. simpsonanchors. coml calalogtadhesives /seUindex.html © 2008 Simpson Strong -Tien ... 1.•4140 • e _...._..._ ! NENE MI MI �. - r wenmEnmam f E E 'r _® Construction Chemicals, Inc. ,.. L M CURER ``'` -j L AM CURE R -2 ' , Watcr - Based. Dissipating Resin Curing TECHNICAL DATA Compound Applicable Standards: L &M CURE R: MANUFACTURER ASTM -C -309, Type.1 and 11/ Class 13 L &M Construction Chemicals, Inc. AASHTO M -148, Type 1, Class f3 14851 Calhoun Road VOC compliant Omaha, NE 68152 Phone: (402)453 -6600 L &M CURE R: 3 FAX: (402)453 -0244 ASTM -C -309, Typc 11, Class 13 Website: www.lmcc.com AASHTO M-148, Type 11, Class B VOC compliant PRODUCT DESCRIPTION 0 L &M CURE R is a VOC- compliant ready -to -use, L &M CURE R and R -2 are water soluble, VOC dissipating resin membrane curing agent that cures freshly compliant, dissipating resin curing compounds for C placed concrete, forming an effective barrier against concrete surfaces. Typical L &M CURE R and R -2 moisture loss from concrete surfaces. This sprayablc properties are: liquid maintains efficient water retention performance to L &M L &M comply. with ASTM, AAS1-ITO and most State DOT CURE R CURE R -2 . requirements. L &M CURE R dries to a clear amber Color Clear Amber* White - colored resin membrane curing compound. L &M CURE Specific Gravity 1.00 1.03 in R -2 is an opaque, white - pigmented membrane and is Moisture Loss {@ 200 sq.ft. /gal. (5 m' /liter) recommended forcxteriorpavenments. 3 days kg /rn' .50 .45 L &M CURE R is designed to provide excellent early Dry Ti lancc NIA (i2 t curing properties and then, after 30 or more days begins to Dry Tme, hours • naturally deteriorate upon regular exposure to sunlight and To touch abrasion. Only after complete removal is the concrete Dry 3 -4 4 3-4 surface suitable for subsequent applications of VOC, grams /liter 325 245 cementilious toppings, floor tiles, coatings, chemical VOC, lbs. /gallon 7 .0 hardeners, water repellents or sealers * L &M CURE R is a milky white emulsion that dries N Basic Ilse: I. &1■1 CURE R is an effective cure for normal clear amber. Also available with red fugitive dye to concrete, shake -on hardeners, and new concrete toppings aid in application. in commercial and industrial projects. L &M CURE R -2 is INSTALLATION for use where direct sunlight reflectance is required, such as state highways, city and county roads and sidewalks, bridge Apply to fresh concrete surfaces after final troweling decks, dams, airport runways, and government projects. when surface water glaze has disappeared. Stir well FEATURES & BENEFITS before using to insure uniform consistency. Application: Uniformly apply directly to the concrete • tG'a ter-borne - VOC compliant. surfaces by spray or roller at the rate specified. • Low /nip,: • last Clean -up: Prior to product drying, clean up equipment ESTIMATING using soap and hot water. After the product hardens, soak with xylene or other available aromatic solvent. Flush This product is available in 5- gallon (18.9 - liter) and 55- clean. To facilitate early removal of L &M CURE R gallon (208 - liter) containers. Each container is clearly membrane, use CITREX. identified with product name and batch code. • FOR BESTRESULTS: Typical Coverage Rate: For placement above 40 °F. (4 °C). Apply only to frost - Surface porosity determines coverage rate. For best free surfaces. Do not apply over standing water. L &M results, we recommend: CURE R -2 is not recommended for architectural Broom finishes - 200 CC /gallon (5 m' /liter) concrete and must be removed whcre subsequent Steel troweled - 300 CC /gallon (7.5 m' /liter) toppings arc to be applied. For rapid dissipation - 400 fe /gallon (10 id/liter) BOMB M M M II M MUM MUMS Natural dissipation of L &f\l CURF, R is dependent upon LIMITED WARRANTY exposure to direct sunlight and abrasion. Over- !h(s product is warranted to be free ofdefe•c•ts in material application or lack of sunlight or abrasion may inhibit and workmanship, and conform to L &cbl Construction natural dissipation and may require professional removal. Chemicals ( "Lcf Al ") quality contra( standards. All Do not puddle. L &M CURE R will yellow and darken recommendations, statements and ledarical data herein upon exposure to sunlight and then gradually disappear. are based on tests we believe to be reliable and correct, but PRECAUTIONS accuracy and completeness of said tests are not Keep from freezing. This product can be made useless by guaranteed and are not to he construed as a warranty or Irecziug. Do not spray near sources of ignition. Wear of any kind. expressed or implied including but prutrctivc cod glcsand gloves. not limited to, an implied warranty of merchantability or an implied warranty ()Pitiless file i1 particular purpose. Please rcicr to Product Material Safety Data Sheet .Satisfactory results depend upon many factors begone( (iMSDS) before using. L &AI's control. User shall rely on his or her own STORAGE /SHELF LIFE information and tests to determine suitability of the product fur the intended use and user assumes all risk L &M CURE 12 and L &M CURE R -2 containers are to loss. damage. expense and liability resulting from his or be kept tightly sealed. Do not freeze. Store above 40 °F. her direct use, indirect use or consequential to their own (4 °C). Stir well before using as some sediment will occur use of the product. L &AI shall not be liable to the buyer o- during storage. Shelf life is one year in factory- sealed any thin( person for any Minty. . loss or damage directly or containers when properly stored. indirectly resrrltirrgfrorn use or inability louse the product. FAX ON DEMAND/WEBSITE L &AI's sole responsibility shall be to replace that portion of the product which proves to he defective. Any wan-ant ' L &eel's exclusive Fax On Demand and its convenient claim must be made within six (6) months firm the date of intcrnet wcbsite offer instant access to Tech Data Sheets, the claimed breach. This limited wcn•eanty applies only if Material Safety Data Sheets, product updates, and other the product was properly installed and used according to useful information. Simply dial 800 -839 -9887 or visit all instructions and was properly stored prior touse. www.lmcc.com and follow the easy steps. SHORT SPEC For Professional Use Only. 03300: 100% resin -based curing compound shall .t.:12005, L&M Construction Chemicals, Inc conform to ASTM C 309, Type 1, Class 13 and local air quality regulations. Cure shall begin to chemically break down when exposed to sunlight. "L &ivl Cure R" as manufactured by L &M Construction Chemicals, inc. 035.0: For exterior pavements only: VOC compliant, conforms to ASTM C 309, Typc 11, Class B. and AASHTO -M -148, Typc 11, "L &M Cure R -2" as manufactured by L &M Construction Chemicals, inc. 11705283 -4 January 26, 2005 340136 I /L a ® z :'' '''? ' '7-=. - PORTLAND EXPANDING Let:" ' , - 1 i Y.L . F ( NON SHRINK) s October, 05 Page 1 of 3 : • Y PRODUCT y �""" lal TARGET Portland Expanding Non - Shrink Grout consists of accurately weighed Portland . 4fr.1 cement, non - metallic aggregate, expanding agents and admixtures. These materials are ::L„ , r i pre- blended, and require only mixing with water before use In normal working temperature '`: .fa . T ;5 =; ranges of 10 ° C to 30 ° C (50 ° F to 86 ° F), the grout has a slight expansion prior to final set and `t gt. `'' is designed for use at dry pack, plastic, flowable or fluid consistencies. It also contains other Ir - mx,;ra admixtures to give non- shrink properties after final set has occurred to meet the f. r � requirements of ASTM 1107, Grade C, and US Corps of Engineers Specification CRD- ..° - C621. The grout contains no chlorides or other admixtures which could aggravate corrosion =." !4.!...W of reinforcing steel or prestressing steel cables. - ':; On request, this product can be manufactured using Type V (Type 50) Portland cement for I . a ':•- kti applications requiring improved sulphate resistance. j:t. - 'I T I TYPICAL PROPERTIES OF PORTLAND EXPANDING GROUT PHYSICAL PROPERTY I MIX CONSISTENCY `'O = '` USA 1 Fluid. Plowable Plastic Dry-Pack i._ I Q _ - WATER DEMAND, kg/kg 0.25 0.225 0.205 0.140 I r , liters /25 kg bag .. 6.25 5.63 5.13 3.50 141'144 ' US ga1l55 lb bag - 1.65 1.49 1.36 0.92 t , FLOW CONE (time) sec ASTM C939 ' 24 - - - Lir : ��, , :Flow Table (Spread) % ASTM C827 135 I -- 95 Forms a ball I ,, . ! I C y ; EXPANSION, % volume ' Before final set ASTM C940 ( 1.70 1.98 2.01 N/A �`3T (Modified) l 1 • ' After final set ASTM C1090 I ' a _ 5' at 14 days I at 3 days or � 0.03 0.01 0.01 N/A i," , ,,._ gyp, CRD -C621 0.03 0.04 0.03 et - ` ., `1 Ezt i+° - at 28 days I 0.06 I 0.06 0.06 - • j COMPRESSIVE ! ASTM C109 j �� r STRENGTH, MPa (psi) i ASTM C942 i L '" at 24 hrs i i 9.7(1,410) 17.0(2,460) 22.0(3,190) 46.1(6,680) r.w ' ' a t 3 days 1 25.2(3,650) 28.7(4,160) 48.0(6,960) 72.9(10,570)' T ''' ..t..1 at 7 days 36.4(5,280) 41.5(6,020) 52.3(7,580) 79.4(11,510) I !Sr . ; at 28 days 48.8(7,080) 53.9(7,820) 60.5(8,770) 91.1(13,200) I - DENSITY : ASTM C138 1 I KD . a kg /m' 2,067 j 2,115 2,131 2,27 I % '-. Ib /ft j 128.7 131.7 132.7 141.7 1 i r ..v - _______ -... T `T. " YIELD i bags /m 66 69 70 78 bags /yd 1 I 51 53 54 60 ft /bag I I 0.53 0.51 0.50 I 0.45 , " .....: , . - :.I -... � ...U.r, sr1:•.Js 'rC,,.'J :. :.I'J•1. CI CC(:i V. :�,n J3 :'IC!IL�,,!(. IC Ctlr',,r•Inrr 5.l:a:.4:y: �■ :.,,„ . .. ca C k; r:rnaaD ,14.1r:•.: 9 c _ 7 - <_ CAE '..:.' . rat :cc pc ,: h;,! tees dart �ctwec l) [ :..'w•,1,1 t era cnwlasr TA ■ - il ° Cr;13...7e - . - 1 f _ - - 7] • :i . 2 1 ' : .'9, !, s• • leT t rC t ... r.�nl1C!. -C' .I\ 72I S _ UL' �:r::! I I • I. ICC: -r_,_ ec.:e Jr., z s::all'4' to � .- d_e W...l:: .. • =eel cr n1 1c; 1, rc':r : ' "1!i:l_e• - t' .- :I : :t • 1 :D'-.a;!5.1! ",:(1WD' 1511 ;' 13, !'e'_,_e ,.'s :.r rt! - .:Ili Cel • j 't n:l PORTLAND EXPANDING > wt �, r ' , 9 1 (NON SHRINK) GROUT r , , > ` October, 05 Page 2 of 3 . ..,in` ' ": %`' COLOR L i , a rl Similar to concrete E` r1(( ' }' 14..r>A t USES r�•. . , ,--' '' I TARGET Portland Expanding Non - Shrink Grout is designed for use in applications where a non- - ' shrink grout is required, such as the following: 1 -> • Grouting under columns, base plates, sole plates and machinery not subjected to heavy r` impact or dynamic loadings or vibrations. For applications involving such loads consult , r, TARGET Products Ltd. 1, . _r „ ..2.1, ,! • Grouting of prestressed or post- tensioned tendons, anchor bolts, or cables. . ” r • Grouting of post- tensioned structural sections. ` - • Grout jacking of concrete structures. t t • Repairs to concrete structures. r a • Void backfilling in tunnel work. x i.4', • Underpinning of buildings. • Permanently anchoring posts, signs, parking meters, railings, columns and other fixtures in ' `, - - 4 . concrete, rock or masonry. ,,z r _ < ■ Pile grouting. PROCEDURES Surface Preparation ;" i ,�' - -:,: 1. Remove all laitance, loose material, grease, oil and other contaminants from surfaces that a--;!r,m will be in contact with the grout. Water blast or sandblast if necessary. 2. Saturate the substrate with clean water for 24 hours prior to grouting. Just before grouting, ttr `4*: ?_ - remove all excess water and allow the substrate to become saturated surface -dry or ' i surface -damp when the grout is placed. ' °` MIXING' ‘, 1. Add the grout to clean water with continuous mixing to achieve the required consistency. �. Approximate water requirements are: Dry Pack - 3.25 to 3.5U25kg bag, or 0.86 to 0.92 US gal /55 Ib bag 1,..--;, t Plastic - 5.13U25kg bag, or 1.36 US ga1/55 Ib bag Flowable - 5.63L/25kg bag, or 1.49 US gal /55 lb bag £ Y` Fluid - 6.25L/25kg bag, or 1.65 US gal /55 !b bag 0 -� °' IMPORTANT: Do not exceed 6.5L or 1.7 US gallons of water per 55 Ib bag of grout. �/°� The temperature of the mixed grout should be 10 ° C to 25 ° C (50 ° F to 77 °F). !g....,„......, ,.....:-c, 7. 2. For plastic or flowable consistencies, the grout is best mixed in a high speed shear mixer '' - .;` such as a Jiffler mixer or grout mixer. DO NOT use a rotating drum mixer. For dry pack ;?r; , ;`,'' --,, consistency, use a mortar mixer or equivalent. ',�k�- "_,,a'' <t' 3. Mix continuously for a minimum of 3 minutes before use, and continue mixing during placement. Commence grout placing within 30 minutes of the start of mixing. 4. Placing should be completed within 1 hour of mixing. Discard any grout that is not placed 1 � ..- _ _ . ,.. _ _... T � G .. . .• .. :I .. ... L :.. :1'C :.Gh - .. .\'{.L: /. -- P:7\ ME. e c.,3c'.. :;c i C. cl.'.11::f3C... ._■ . ,. .. :.:1, ■ -.. __: r,. ':& C r. - 3 11 . ':3 :';et S L. d'L' 9I0 - .cec,,,oJCI_'c.tc c.etec: e Ir; c .5 ;- .c ■ iC , ?mss "_ _jam ,;_ _ �. PORTLAND EXPANDING K 'if' � ' 4 V, P _- 4 y f (NON SHRINK) GROUT k '417±4, ,;v17, October, 05 Page 3 of 3 ^<:', within 1 hour of the start of mixing. -, .,,, 5. Maintain base plate, substrate and grout temperatures in the range of 5 to 35 ° C (41 to '',4:.: ' m�. 95 for at least 72 hours after grouting. Exposed grout surfaces should be kept moist for ;, t pi at least 3 days after grouting. Alternatively, the use of curing compounds meeting the A- requirements of ASTM C309 is permitted after 24 hours of moist curing in situations where �< ; the ambient and grout temperatures do not exceed 25 ° C (77 ° F). #�" - z I CAUTION #� • This product should not be used for heavy duty precision grouting of machinery base plates, $ :, crane rails and situations where it will be subjected to severe dynamic or cyclic loadings or „,4- c vibrations. The grout can be used under such conditions only if adequate neoprene pads or a,;r equivalent vibration and impact absorbing materials are included in the design detail. For` p,F �t” further information on alternative products such as TARGET Machine Base Grout contact , -'` your TARGET representative. P -. • Base plates or machinery should be firmly bolted down to confine the grout vertically during ; ' "° A placement and use. , .' • Pours with least dimensions (thickness) in excess of 6 inches are not recommended. For ,r;. pours with least dimensions greater than 6 inches use TARGET Flowcrete or TARGET - . . ,. Machine Base Grout. Minimum pour thickness.is 114 ". .� I)- f' • The ideal ambient temperature for grouting is between 10 ° C to 30 ° C (50 ° F to 86 ° F). Cooler P -' - : ;. temperatures will retard the rate of strength gain, especially in flowable or fluid mixes. v - 4 ,. Foundation and bedplate temperatures should be kept above 5 C (41 ° F) and below 35 ° C g,- , ti (95 ° F) for at least 72 hours after grouting. Y.r ,, as b y7� Nud. j ,_ �F SAS f i f � a- T �Y`�k"r.J { P ri. s a s t ': z T . ,,. , !07.11,3 , 101 1- .:'.: , - .r; a u " , s :; ± , :117`, s e. , )e crec.,c; 0 e ,n, `aArc; 10 s . - , are A . :1 c,a� ' a . :odo =_' s..•:. J t e c ._, 11!: S7 .•_I ±I±`. rst0,.e__e 11:2,; v_'P-:.e .t. .c,e G ]I .,,; =:ue ':erff ' q: • • Ropid Set - ..: �'; • � - 1 : • •' ..:.?i ^.-...�r��..- .:.rr`•';� � a _ .0 E Rapid Set® Cement AIITM — DATASHEET Hiy Strerigth, Non-Shrink Grout . • :.i When mixed with water CEMENT ALL " produces a workable, high quality repair material that is ideal where rapid strength gain, high durability and low shrinkage are desired. Apply CEMENT ALL'' in thicknesses from featheredge to 4- inches. Durable in wet environments. SETS IN 15 MINUTES & IS READY FOR TRAFFIC IN 1 -HOUR. One 55 lb. bag of Rapid Set® Cement ALL'' yields approximately 0.5 cubic feet. CEMENT ALL" is a multipurpose product that can be used for general concrete repair, doweling and anchoring, industrial grouting, formed work, airport projects, and highway repair. Rapid Set® Cement ALL "' is a high performance blend of Rapid Set® Cement and specialty sand. CEMENTALL'' is non - metallic and no chlorides are added. Rapid Set® Cement ALL ' is similar in appearance to portland cement repair materials and may be applied using similar methods. [Lich: Grey] The final color of CEMENT ALL'"' may vary due to application techniques and environmental conditions. • ;I.JNS: Not intended for applications over 4" deep, for deeper sections use Rapid Set® Concrete Mix or Rapid Set® Mortar Mix. For overlay applications at least one test section should be prepared to evaluate the suitability of the materials and procedures. iFJ:-:Ni.C; L DATA: Set: Time: ASTM C- 191(Mod.) at 70 °F Initial Set 15- minutes Final Set 35- minutes n-,pressive ASTM C -109 Mod. 1 -hour 3000 -psi 3-hour 4500 -psi 7 -day 6000 -psi 28 -day 9000 -psi SIa,nt Shear: ASTM C -882 Mod. 1 -day 1400 -psi 28 -day 2600 -psi = After Final Set CEMENT 1. rM For repairs, adjacent surfaces shali be clean, sound and free from any materials that may inhibit bond such as oil, asphalt, curing compounds, acids, dirt and loose debris. Roughen surfaces and remove all unsound concrete. Immediately prior to placement the repair surfaces shall be thoroughly saturated with no standing water. The use of a power driven mechanical mixer, such as a mortar mixer or a drill mounted mixer, is recommended. Organize work so that all personnel and equipment are in place before mixing. Use clean Potable water. Rapid Set® Cement ALL " may be mixed using 3 to 5 quarts of water per 55 ib. bag. Use less water to achieve higher strengths. Do NOT exceed 5 quarts of water per bag. For increased fluidity and workability use Rapid Set® FLOW CONTROL® plasticizing admixture from the Concrete Pharmacy ®. Place the desired quantity of mix water into the mixing container. While the mixer is running add Rapid Set® Cement ALL'. Mix for the minimum amount of time required to achieve a lump -free, uniform consistency (usually 1 to 3 minutes). Do NOT re- temper. " EniEiylT. Rapid Set® Cement ALL' may be placed using traditional methods. Organize work so that ail personnel and equipment are ready before placement. Place, consolidate and screed quickly to allow for maximum finishing time. Do NOT wait for bleed water, apply final finish as soon as possible. Rapid Set® Cement ALL'' may be troweled, floated or broom Finished. On flat work Do NOT install in layers, install full depth sections and progress horizontally. Do NOT install on frozen surfaces. Use a method of consolidation that eliminates air voids. To extend working tirne use Rapid Set® SET CONTROL® set retarding admixture. Water cure all Rapid Set® Cement ALL" installations. Begin curing as soon as the surface has lost its moist sheen. Keep exposed surfaces wet for a minimum of 1 hour. When experiencing extended setting times, due to cold temperature or the use of retarder, longer cure times may be required. The objective of water curing shall be to maintain a continuously wet surface until the product has achieved sufficient strength, c i'•' F' r ry it e '...', z- Warm environmental and materials temperatures will reduce the working time of CEMENT ALL'TM. To compensate for warm temperatures, keep material cool and use chilled mix water. Temperatures below 70 (21 will decrease the rate of strength gain and CEMENT ALL' should not be applied if surface or ambient temperature is below 45 (7.20C). BASF The Chemical Company , Ill • f'` SONOLASTIC SL1 �-t -_� 9. component, self- levelling, polyurethane joint sealant SONOLASTIC SL1 is a single component, self- Colour Limestone And grey levelling, moisture curing polyurethane sealant for applications requiring abrasion and puncture Curing time resistance as well as elongation and recovery Skin cure 24 hour properties. Traffic cure . 3 days Full cure _ 1 week SONOLASTIC SL1 is in compliance to : • Federal Specification TT- S- 00230C, Type 1 Class A F`� , - _ • ASTM C 920, Type S, Grade P, Class 25. Use T, M The temperature during application should be the median of service temperature extremes. • Canadian Specification CAN 2 -19, 13 -M82, Fill large joints by pouring the sealant from a spouted Classification C- 1- 40 -B -N and C- 1- 25 -B -N. container. Fill smaller joints by flowing the sealant Qualification No. 81028 from a bulk - loading gun or from the cartridge. /7{:1-4 Rli�., a — • Fill joints from the bottom; which may form air voids. • �� •4r — _ 1 _1_.G �._��_ — i Sealant will self -level to from a clean joint surface. SONOLASTIC SL1 is recommended for : SONOLASTIC SL1 is not intended for areas of high chlorine concentration such as swimming pools. • pavers Sealant may bubble if substrates are not absolutely dry • plaza Decks • industrial Floors Joint Preparation driveways The number of joints and ° the joint width should be • designed not to exceed ±25% movement. • sidewalks The depth of the sealant should be '/2 the width of the • decks joints. • parking areas In deep joints, sealant depth must be controlled with — backer- rod(closed cell only) or Expansion -Joint Filler. • �� _ r - ,� .;, " . Other caulks should not be used as fillers. Do not Non priming on Reduces down times and expense. prime backer -rod or Expansion Joint Filler. Do not most surfaces puncture backer -rod; it may cause bubbling. Self Levels No tooling required. Surface Preparation It is essential that joints be clean and dry. Joint Wide application Suitable for all climates. surfaces must be structurally sound and free of all loose aggregate, paint, oil, grease, asphalt, wax, ` _ s .L- -rt�i{ p�.;_;_, ):_ - ,ter_ ` :;•':;',:: ".' . . _ mastic compounds, form release materials, or other Tensile strength, psi : 2.45 N /mm contaminants. (ASTM D 412 D) New Concrete : Elongation, % : 5.6 N/mm2 Remove all loose material from joints by wire brushing. (ASTM 0412) Fresh concrete must be fully cured. Laitance must be removed by abrading. Hardness / Shore A : 25±5 Old Concrete : (ASTM C661) For previously sealed joints, removed all old material Shrinkage : Nil by mechanical means. If joint surfaces have absorbed Weatherability (1000Hours) : Excellent oils, remove sufficient concrete to ensure a clean (Atlas 6500 watt xnon arc) surface. Low temperature flexibility, ° C : -26.11 ( °F) (ASTM C 793) ( -5 ° F) BASF ConsIrrdion Chemicals offices in ASEAN Singapore Malaysia Indonesia Thailand Vietnam Philippines Tel : +55- 6861 -6766 Tel : +60 -3- 3344 -33138 Tel : +62.21- 893 -4339 Tel : +68- 3845 -3020 Tel : +84 -650- 743 -100 Tel : +63 -2.632 -9995 Fax : +65.6861 -3186 Fax :4 Fax: +62. 21.893 -4342 Fax : Fax : Fax: +63 -2- 632 -9996 BASF The Chemical Company SONOLASTIC SLI Priming ri` p j v xa %r • . For most applications, priming is not required; joints '�4 =` F subject to periodic water immersion, however, must be The coverage, in running metres, for a 3L pack is given primed with PRIMER 733 or 766. On surfaces other in the following table : than concrete, conduct a test application to verify Joint Depth Joint Width in mm adhesion. in (mm) 6 9 12 ® 19 22 25 Apply primer in a thin, uniform film avoid build -up of l---- excess film. 6 24 16 12 9 Avoid applying primers beyond joints faces. To 9 - 8 6 5 4 4 • minimize the contamination of adjacent surfaces, apply 12 4 3 3 masking tape before priming and remove before the Note: These Figures do not include wastage sealant has begun to thicken and set. Allow approximately 30 minutes drying time before applying sealant (primer should be tack - free). SONOLASTIC SL1 : ;5 I! > - 'fir a `try 1 ba r ti n r , r :r r " r r° ' r j, 2 gallon pails (7.6L) Clean equipment with xytene or reducer 990 825m1 cartridges, 12 cartridges to a carton immediately after use and before sealant has cured. 300 ml cartridges in limestone, 30 cartridges to a Cured sealant may be removed by cutting with a carton sharp edged tools, and thin films by abrading _ ;,fir �- -ry^- -• r ., , a-^ -�;. } r ' - *.Ytt fZ >f'.. r . ,"'. 1;M 1 ✓. i:;t f�B,.t� -.,F *X "a- t �. —. a.. g't t..2.�.a., SONOLASTIC SL1 can be kept for 6 months if stored Skin over 24 hours in original unopened packaging at 23 ° C and 50% Foot traffic 3 days relatively humidity Full cure 1 week .;* ,. 21' rf .,e�- tr '.va „r' ', ffi-.] z ^401 S.t.;r•: � . Protect joint from dirt and traffic until cured. Curing of Health Some people may be sensitive to certain resin SONOLASTIC SL1 will vary with temperature and humidity. The above times assume a typical joint of 13 systems. Wear gloves made of impervious material mm (W) width by 6 mm (W) depth at 25 °C (75 °F) and (avoid neoprene rubber) and use hand barrier creams 56% relative humidity. while handling the product. Prevent eye contact. Ventilate application area. Wash thoroughly after Protect joint from dirt and traffic until cured. Curing of handling. Persons who are hyper sensitive to the SONOLASTIC SL1 will vary with temperature and vapours of solvents must wear approved respirators. hurnidity. The above times assume a typical joint of 13 mm (' / ") width by 6 mm (W) depth at 25 °C (75 °F) and Should skin contact occur. wash immediately with soap 50% relative humidity. and water or an effective hand cleaner. • In case of accidental eye contact wash with copious quantities of water and seek medical help immediately. If ingested, do not induce vomiting. Consult doctor immediately. If the inhalation of vapours is causing discomfort, remove to fresh air. Fire : SONOLASTIC SL1 is a non - combustible solid. Keep away from sources of heat and ignition. Do not smoke while handling. For detailed Health. Safety and Environmental Recommendations, please consult and follow all instructions on the product Material Safety Data Sheet. 1 -1 -1 -1106 The technical information and application advice given in this BASF Construction Chemicals publication are STATEMENT OF based on the present state of our best scientific and practical knowledge. As the information herein is of a genera! nature. no assumption can be made as to a product's suitability for a particular use or application and RESPONSIBILITY no warranty as to its accuracy, reliability or completeness either expressed or implied is given other than those required by law. The user is responsible for checking the suitability of products for their intended use. NOTE Field service where provided does not constitute supervisory responsibility. Suggestions made by BASF Construction Chemicals either orally or in writing may be followed, modified or rejected by the owner, engineer or contractor since they, and not BASF Construction Chemicals. are responsible for carrying out procedures appropriate to a specific appliabon. . I ROOM® ( 7: i ,, 1 BIOME 5 r. may. la ii gi 11 I o .1111® t -. Construction Chemicals, inc. .,(r. imiiiii 5 f i rnAtjr tArTAA 4004r4LS ouggiagarnammi TM you is tot. °s . c,„,,‘ , E ®�® ERBON® s Typical Coverage Rates: .a High Strength, Acrylic Polymer Admixture and As a bonding agent: Bonding Adhesive for Concrete, Stucco, and Coverage is dependent on surface porosity. Cement Based Patching Materials Roughened concrete: 200 -300 fr /gallon (5 -7.5 m7litcr) MANUFACTURER Plaster or smooth concrete: L &M Construction Chemicals, Inc. 300 -4000 /gallon (7.5 -10 m' /liter) 14851 Calhoun Road As an admixture- ratios: Omaha, NE 68152 • Flatwork repairs: Add 1 part EVER BOND to one ITI Phone: (402)453 -6600 part water to dry repair mortar. FAX: (402)453 -0244 • Large concrete toppings and overlays: Add a Website: www.Imcc.com mixture of I part EVERBOND /2 parts water to PRODUCT DESCRIPTION cement. As a bonding slurry: EVERBOND is a versatile acrylic polymer emulsion that • Add undiluted EVERBOND to equal volume of W can be used either as a bonding adhesive or as an admixture portland cement. that enhances Portland cement -based mixes, giving these mixes improved flexural, tensile and bond strength. TECHNICAL DATA 0 EVERBOND is a milky white, high solids emulsion that ApplicahleStandards: will not re- emulsify upon exposure to water, and .is non- ASTM -C 1059,Typell • - oxidizing and ultra- violctstable. ASTM -C 1042, Type 11 EVERBOND, when used as a bonding agent, becomes an MIL- B- 19235(docks) Bonding Compound 15 integral part of the interface between the cementilious GSA Specification for Bonding Adhesive material and the surface to be bonded. EVERBOND VOC compliant creates a strong bond between materials to be bonded. Physical Properties of EVER BOND Modified Mortars: Basic Use: EVERBOND permits the improved adhesion .---� Tensile Strength ASTM- C190....600 psi (4 MPa)avg. , ofeementitious materials such as concrete toppings, stucco, Pulling Apart /% -..z. terrazzo and ceramic tile setting beds, to structurally sound Briquet Halves ( ` concrete, plaster or masonry. Shear Strength l\ k- EVERBOND is used in three simple ways: ASTM-C1042 >1250 psi (8.6 MPa) avg. Slurry Coat 1100 psi (14.5 MPa) As an admixture: Flexural Strength S, S • EVERBOND can he added to portland cement -based ASTM -C 78 725 psi (5 MPa) avg. `} repair mortars to increase their adhesion, freeze -thaw Concrete Beams Test 4 _, resistance, flexural strength and durability. Freeze -Thaw Scaling 1 ASTM -C 672 No scaling tit t Asn bonding agent: Resistance of 100 cycles modified concrete \ , • When used full strength EVERBOND bonds concrete Abrasion Resistance CRD -C 52 -54 ..Good resistance repairs that are made in sidewalks, driveways, steps, Stability after curing '�` floors, brick pointing and stucco. 1t will help bond Water immersion No re- emulsification portland cement mortars to brick, concrete block, clay after 72 hours tile, marble, metal and even glass block. Drytime, 2 mil film I hr. At 70 °F (21°C) \ cK As a bonding slurry: Ultra- violet stability .,�� • EV ERBOND can be added to portland cement to create Angstrom lamp, 2500 hour No change a very strong and effective bonding slurry for concrete VOC, grams /liter �5 toppings and repair materials. ESTIMATING INSTALLATION EVERBOND is available in 1- gallon ( 3.8- liter), 5 gallon Preparatory {fork: All surfaccs must be clean, sound (18.9 - liter), and 55- gallon (208 liter) containers. and free of all dust, cures, oil, dirt, efflorescence, mildew Containers arc identified with product name and batch or loose material. Dull all shiny services with an number. abrasive. Thoroughly pre - dampen all concrete surfaces LINEN ■ ®111 1111®® MVO M with clean potable water to a saturated, surface dry (SSD) STORAGE /SHELF LIFE condition to reduce absorption. EVERBOND containers are to be kept tightly scaled and MethodsofApplication: Apply EV ERBOND by brush, stored in a clean, dry area between 45 -100 °F (7- 36 °C). spray or roller in a thin continuous film. Broom out Shelf life is a minimum ofonc year when stored properly. puddles before installing topping. Do not allow to dry. Do not allow to freeze. 17atwork Repairs: Concrete toppings should he a FAX ON DEMAND/WEBSITE minimum of 3/4 inch (20 non) and are w be butted to a L&M's exclusive Fax On Demand and its convenient vertical edge. F ace EVERBOND and cement bonding internet website offer instant access to Tech Data Sheets, slurry first, followed by repair mortar. Place within 20 Material Safety Data Sheets, product updates, and other minutes. Avoid uvcr workine. useful information. Simply dial 300 - 839 -9887 or visit f: VERROND Reinforced Floor Toppings: A reinforced w■WW'.Imec.cont and follow the easy steps. Iloor topping is suitable for featheredge work in light LIMITED WARRANTY traffic areas. Place bonding slurry first. Do not overmix. Allow topping to cure a minimum of four days before This product is warranted to be free of defects in material exposing it to heavy wheeled traffic. and workmanship, and conform to L &M Constructions Chemicals. ( "L &,L/ ") quality control standards. All FOR BEST RESULTS: recommendations, statements and technical data herein • Surfaces to which EVERBOND is applied must be are based on tests we. believe to he reliable and correct, bra clean and structurally sound. accuracy and completeness of said tests are not • Du not apply over frozen surfaces. water soluble guaranteed and are not to be construed as a warranty or paints. rust, laitance or peeling paint. guaranty of any kind, expressed or implied including but • Apply at temperatures of4 "C (40T )and rising. not limited to, an implied warranty of merchantability w- • Do not use as an admixture with concrete or mortar an implied warrturty of fitness fora particular pwpose. mixes containing air entraining admixtures. Satisfactory results depend upon many factors beyond • Do not expose newly placed EVERBOND - L &rt11's control. User shall rely on his or her own modified cement mixes to water immersion for at information and tests to determine suitability of the least 24 hours. product for the intended use and user assumes all risk, • Protect EVERBOND film from dirt or other loss, damage, expense and liability resulting font his or contaminants until topping is placed. her direct use, indirect use or consequential to their use of • Do not allow film or slurry to dry before placing the product. LAM shall not be liable to the buyer or any repair mortar or topping. third person jar any niftily. loss or damage directly or • Cover with wet burlap in hot weather to protect indirectly resulting from use or inability to use the product. from rapid drying. Do not cure EVERBOND L &M's sole responsibility .shall he to replace that portion modified mortars on toppings with solvent based of the product which proves to he defective. Any warranty curing compounds. cairn must be made within six (6) months from the date of PRECAUTIONS the claimed breach. This limited warranty applies only if the product was properly installed and used according to Keep from freezing. Freezing will make this product ull instructions and was properly stored prior touse. useless. Avoid contact with skin, eyes and clothing. Wear skin and cyc protection. Wash thoroughly after For professional use only. handling. Do not take internally. Please refer to Product Material Safety Data Sheet X3005, L &M Construction Chemicals, Inc. (MSDS) before using. 4708201 -3 January 7,2005 7 Welds f 6 in. (152 mm) TOTAL SLAB DEPTH - p Normal Weight Concrete - $ -- °ti- t , ; 145 pcf (2,320 kg/m , ci:: , r 60.8 psi (2,911 N /m < bf r G or Phosphatized /Paint d '' ' y 2 Hour Fire Rating �r�`� • e y . clot Oi i at" Sa • 3 • ,, Deck Weight and Section Properties . Weight (psf, N /m Properties per ft (m) of Width Allowable Reactions per ft (m) of Width (Ib, N) Gage Galv Phos/ 1 +$ g End Bearing Interior Bearing G60 Painted in. in. in. 2" 3" 4" 3" 4" Z180 mm mm mm 51 mm 76 mm 102 mm 76 mm 102 mm (C Z • 22 1.9 1.8 0.175 0.187 0.198 487 585 683 1250 1498 OD 91.0 86.2 238,978 10,054 10,645 7,107 8,537 9.968 18,242 21, 862 20 2.3 2.2 0.216 0.235 0.248 665 784 903 179 2118 110.1 105.3 294,967 12,634 13,333 9,705 11,442 13,178 26,123 30,910 � Allowable Superimposed Loads (psf, kN /m i _ ... . w m Span (ft -in., mm) _ - -- m a 6' -0" 6'-6" 7' -0" 7' -6" 8'-0" 8' -6" 9' -0" 9' -6" 10' -0" 10'-6" 11' -0" , CD C) 1,830 1,980 2,130 2,290 2,440 2,590 2,740 2,900 3,050 3,200 3,350 1 300 300 300 280 245 216 192 170 152 135 121 14.4 14.4 14.4 13.4 11.7 10.3 9.2 8.1 7.3 6.5 5.8 22 2 300 300 300 280 245 216 192 170 152 135 121 14.4 14.4 14.4 13.4 11.7 10.3 9.2 8.1 7.3 6.5 5.8 3 300 300 300 280 245 216 192 170 152 135 121 14.4 14.4 14.4 13.4 11.7 10.3 9.2 8.1 7.3 6.5 5.8 300 300 300 296 260 229 203 181 162 144 129 14.4 14.4 14.4 14.2 12.4 11.0 9.7 8.7 7.8 6.9 6.2 20 2 300 300 300 296 260 229 203 181 162 144 129 14.4 14.4 14.4 14.2 12.4 11.0 9.7 8.7 7.8 6.9 6.2 3 300 300 300 296 260 229 203 161 162 144 129 14.4 14.4 14.4 14.2 12.4 11.0 9.7 8.7 7.8 6.9 6.2 • - f Shoring required in shaded areas to right of heavy line Diaphragm Shear Values, q (plf, kN /m) and Flexibility Factors, F ((inJlb)x10 (mm/N)x10 m N Span (ft -in., mm) m g 6-0" 6-6" 7'-0'• 7'-6" 8' -0" 8' -6" 9' -0" 9' -6" 10' -0" 10'-6" 11'-0" • 1,830 1,980 2,130 2,290 2,440 2,590 2,740 2,900 3,050 3,200 3,350 q4 3020 2980 2950 2920 2895 2875 2855 2835 2820 2805 2795 44.07 43.49 43.05 42.61 42.25 41.96 41.67 41.37 41.15 40.94 40.79 F4 0.27 0.28 0.28 0.28 0.28 0. 0.29 0.29 0.29 0.29 0.29 22 1.5 1.6 1.6 1.6 1.6 1.7 1.7 1.7 1.7 1.7 1.7 q7 3230 3175 3130 3080 3055 3020 2995 2970 2945 2925 2910 47.14 46.34 45.68 44.95 44.58 44.07 43.71 43.34 42.98 42.69 42.47 F7 0.26 0.26 0.26 0.27 0.27 0.27 0.28 0.28 0.28 0.28 0.28 1.5 1.5 1.5 1.5 1.5 1.5 1.6 1.6 1.6 1.6 1.6 44 3090 3040 3000 2970 2940 2910 2890 2865 2850 2830 2815 45.10 44.37 43.78 43.34 42.91 42.47 42.18 41.81 41.59 41.30 41.08 F4 0.24 0.25 0.25 0.25 0.26 0.26 0.26 0.26 0.26 0.27 0.27 20 1.4 1.4 1.4 1.4 1.5 1.5 1.5 1.5 1.5 1.5 1.5 q7 3340 3275 3220 3170 3125 3090 3055 3025 3000 2975 2955 48.74 47.80 46.99 46.26 45.61 45.10 44.58 44.15 43.78 43.42 43.12 F7 0.23 0.23 0.23 0.24 0.24 0.24 0.25 0.25 0.25 0.25 0.25 1.3 1.3 1.3 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 qq ; . . , • • . H 1!•••: Catalog VF2 • 1 N • eb fans l 7-01 I_ -, r; y 206. 7-06 a 9' E1BE0 9 In' 1U _ A $ , m Earn 0Y1 ruvlst Ina of: i! S E 10 9-00 Nat2 EE 012' - 1 9 WALLS "'\ INNINI / o �h��'� S 1N �1 _I : � 15v10N 3-GS • 12" TACO N 1R' ■■M1 o j of hnsp � _ a_ �5.�" IN 5 � E16FD 1 I/2' i NN12M I1-09 Vat ET p17' 15%404 5-08 5-09 0 12' E7 1 1/2' A la WA GATE MAIL A - A5 p 12" yFln EE CATE 1011u DETAIL .5 0 1 2 ' 050l2'106306 © .01104, B 4r12206 601 SLNT OBIS E< atY WM 7-06 on km.. 4111.1 P. A OILS ►■■■ 111,1, . p /r61q 0-06 TNANS p II' . 7■6N 1-05 012' FA9E0 /' r —_— •`.. 9 � \ `I 410 Poly • Lm 5 65 T0P 0 60T [0x1 0 . m+NrTla MIA, ©i Eorn run -0 0 consisting g of Of: 5 20-0 t[N PIPE Y.PPOU DETAIL l a5 9.00 0 12' [091 EEO TOP A 001 `2, 3-00 alt' ECM 6' Nod *mad ROIL ® PIPE OPENING 10TH 13(1011 CD A BYRE Om IXTAI{ L 6N 002 INTO SLAB 1 1� Lon:•-li I�I.1 1..1 i ...: �i 0 55N 1-06 o I2 ' .TaWS L 5 7-06 alt' E400 5" III. il MINIM! E A I!:I m 204. 7-08 p12 E1060 1 Ill inmi ri J Le Rua . Lm 2-0S 9 600, run 0061011/0 b: aam 1-06 at2" 000 N In' < g ?N 10-0 a12'LOG 72+52-06012'U70105' W SWIM ('' e 6' Cm1CNE1E 001111 NM DETAIL 0 ?t O - a r N El a. SSN 1.06 0 12 ' 1(005 O. IsIO SO 600 BOOK 011[05105 LAP: 00506 0E 5680 6 N a , 1, SIZE LEnS EP WM v TTP CO A 0 C 0 E CAN 6 N 7 0 0 L WSO AP: iNT 65120 61-07 I 1661 2 2-06 4-09 1 $ 1 -0 01-00 1 10.2 2 . 1.00 10 1 1 ' � 1 IS W e N . {m 2-05 m T o • J EOM r0 couleting Of: 1N 16 -01 pt t' tab I Y 100 16/5 5T7 00.0'5 i(7 /OB [txTEN cxAN1EL Wilt !TOE REviEwri ,AS RO'I'L I ) - y. 615 266 MP Peterson Structural Engineers 3 g 5319 SW Westgate Dr. Suite 215 CALLOUT KEY _ Portland, OR 97221 (503) 292 -1635 _ �, i0 , n :aro Q Q < N ote: 0e■iew et 0118 50bfniaa116707 general 0 ` 1 -` g onforrn00rnmoontract dacuments Only. Comments o` :. and corrections noted arc for the ConaacmrS `. a consideration only and in noway suppled or alter me 9, m �. ;; o G:T' S.. 67 0 . requirements of 01 approved conlrad documents. Use �.ts al shop drawings and submittal documents is al the - 61 0 Conlrecl0rs risk and the Engineer's review is not a � n ^00611 1 g ` "- ND 11, ce rSfi0OOn o1 accuracy. ' ° ' :iW 7c�. -: 'm.ua - 1� BE WAR x 9gl" WEST YOST WEST YOST ASSOCIATES 1800 Blankenship Road, Suite 425 'TIGAR 6 West Linn, OR 97068 LII-1.\101% DWV SI ®� ASSOCIATES Phone: (503) 657 -8813 Fax: (503) 722 -3242 SUBMITTAL REVIEW COMMENTS Date: 3/14/08 Project No.: 517- 03 -07 -20 Project Name: CWS AB2 Remodel Submittal No.: 9.A C ity ° Tigard Specification Section: Division 3 pprOVE'd i'�ans � y � a�_. Date `� _�y Reviewer: Erik Peterson 16 C 60 5) g T " SUBMITTAL REVIEW ACTION REVIEW IS FOR GENERAL COMPLIANCE WITH CONTRACT DOCUMENTS. NO RESPONSIBILITY IS ASSUMED FOR CORRECTNESS OF DIMENSIONS OR DETAILS. THE CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR DEVIATIONS FROM CONTRACT REQUIREMENTS NOT SPECIFICALLY INDICATED ON THIS SUBMITTAL. NO EXCEPTIONS TAKEN X MAKE CORRECTIONS NOTED AMEND AND RESUBMIT REJECTED - SEE REMARKS AS NOTED BELOW Date: 3/14/08 By:_ WEST YOST ASSOCIATES COMMENTS: Please make the change to dowel length noted on the previous submittal response. Submittal Review Comments Page 1 • • 1 ; , Supply Company SUBCONTRACTOR: Spring Hill Construction " Conrmitted to Service Excellence" 1.360.263.6848 Amboy. WA 98601 1810 Lana Avenue NE • Salem, Ore0on 97301 ince l 503.585.6560•affico 503.581,9789-facsimile CCD AMC 888.986.5558•toll free SUPPLIER: N/A • . SUBMITTAL MANUFACTURER: OWNER: Clean Water Services SPEC. NUMBER: Division 3 Joel Borchers - Engineer 18060 SW 85 Avenue SPEC. TITLE: Concrete Tigard, OR 97224 DRAWING: DETAIL: PROJECT: Durham Advanced wastewater Treatent INITIAL: DATE: 03112108 Aeration Basin 2 Plug Flow Modification SUBMITTED BY: Ross Meyer OWNER PROJECT NUMBER: 6138 Project Manager SSC WORK ORDER NUMBER: 14450 SUBMITTAL NUMBER: 009.A CONTRACTOR'S REVIEW OF THIS SUBMISSION ENGINEER'S REVIEW OF PREVIOUS SUBMISSIONS El NO EXCEPTIONS TAKEN 0 MAKE CORRECTIONS NOTED NUMBER: _ DATE: ❑ SUBMIT SPECIFIED ITEM 0 NO EXCEPTIONS TAKEN ❑ MAKE CORRECTIONS NOTED NOTE: 0 REJECTED 0 REVISE AND RESUBMIT ❑ SUBMIT SPECIFIED ITEM NUMBER: DATE: ❑ NO EXCEPTIONS TAKEN ❑ MAKE CORRECTIONS NOTED ❑ REJECTED 0 REVISE AND RESUBMIT 0 SUBMIT SPECIFIED ITEM P r m:�: 31 04 -( 6 -- REVIEWED AS NoTED Peterson Structural Engineers 5319 SW Westgate Dr. Suite 215 Portland, OR 97221 (503) 292 -1635 Note: Review of this submittal is for general conformance to contract documents only. Comments and corrections noted are for the Contractor's consideration only and in no way supplant or alter the requirements of the approved contract documents. Use of shop drawings and submittal documents is at the Contractors risk and the Engineer's review is not a certification of accuracy. Concrete Mix Design � MORSE BROS. Mix ID Number; 141- 44N182M9 Concrete Mix Design (c.,..___:. --' MIX DESIGN QUANTITIES J=nalish Units Metric Units Spec Materlal Product/Source arm We_ lght Vo umo Mass Volume Cement Glacier Dalian, Type 1 -11 3.15 670 Ib 3.41 ft 397 kg 0.126 m FIy Ash Headwaters, Class F 2.25 100 Ib 0.71 ft' 69 kg 0.026 m' Water(Tolal) S. Metro R -MIx Plant 1 Well 1.00 250 Ib 4.01 fl' 148 kg 0.148 m 314" -#4 Round Rock Reed 2.62 • 1800 Ib' 11.01 ft' 1068 kg' 0.408 m PCC Sand Reed 2.57 " 1031 Ib* 6.43 fl 612 kg' 0.238 m Admixtures Grace 1.00 6.679 Ib 0.11 ft 3.982 kg 0.004 m' Air(EntraplEntraln) 4.0 % 3859 Ib 1.35 ft' 2289 kg 0.050 m Total Mix Volume: 27.00 ft 1.000 m ADMIXTURES Product ProductName/Type Dosage Rate Dosage (English) Dosage (Metric) Water Reducer Grace WRDA -64 5.00 oz/cwt" 38.5 oz/cy" 1489.2 mUm " Air Entrainment Grace Daravair 1000 0.30 oz/cwt"" 2.3 oz/cy" 89.5 mUm'" Mid -Range Water Re( Grace Daracem 55 8.00 oz/cwt" 61.6 oz/cy 2382.8 mUm Adel Fibers Ib/cy• 0.0Ib /cy" 0.0 kg/rn3•• MIX DESIGN PROPERTIES • Aggregate Properties ODOT Spec Source # Grav Abs FM Dry Rodded Unit Wt 3/4" -#4 Round Rock 2009-0.750-000#4-001 24-023-2 2.62 2.6 104.1 pcf 1888 kg/m i PCC Sand 2009- 00000.0SAND -001 24 -023 -2 2.57 3.5 2.80 Plastic Properties: Slump: 4.0 + / 1.0 inch 100 + 25 mm • Air Content: 5.0 + ✓ 1.0 % Unit Weight: 142.9 pcf 2289 kg /m Design Properties: Required Strength (fc): /4000 psi @ 28 days Total Cementitlous: 770 lb 8.19 Sack 457 kg Fly Ash %: 13.0 % WIC Ratio: 0.33 (Intl Admix) Project: DURHAM ADVANCED WASTEWATER TREATMENT BASIN 2 PLUG FLOW MODIFICATIONS Contractor: SPRINGHILL CONSTRUCTION Comments: FOR USE IN STRUCTURAL CONCRETE Footnotes: 'SSD Weights and Spec Gravities. " Admixture dosage rate will be adjusted according To manufacturers recommendations to accommodate varying field conditions. Submitted By: CRAIG LARKIN Date Submitted: 03/11/2008 Designed By: JIM JENSEN ) MORSE BROS. 0.....:aa - STANDARD SUBMITTAL SUMMARY - COMPRESSIVE • . PLANT NAME: South Metro Ready Mix Plant MIX ID: 141- 44N182M9 DESIGN STRENGRTR: 5400PS/ DESIGN AGE: 28DAYS 3 Test Date Time Lab ED W/C 7 Day 28 Day Moving Sampled Sampled Laboratory Number Test Type % AIB. SLUMP RATIO Average Average Average 2/13/98 ODOT 98- C001107 Field 5.50 4.75 0.31 5433 2/13/98 12:00 Coffee Lake 98- C000600 Field 5.80 4.50 0.31 4190 5630 2/25/98 11 :35 Coffee Lake 98- C000807 Field 5.30 5.00 0.31 4890 6423 5829 4/13/98 9:45 Coffee Lake 98- 6001403 Field 6.00 4.25 0.38 4820 6110 6054 4/15/98 9:30 Coffee Lake 98- C001470 Field 4.20 3.75 0.36 4760 6143 6226 4/20/98 9:30 Coffee Lake 98- C001500 Field 4.80 5.00 0.34 4920 6077 6110 4/21/98 10 :20 Coffee Lake 98- 6001504 Field 4.10 4.25 0.39 5110 6247 6156 4/28/99 13:37 Coffee Lake 99- C001334 Field 4.00 3.00 0.47 5400 6370 6231 5/21/99 13:00 Coffee Lake 99- C001497 Field 4.50 4.00 0.35 4560 5733 6117 7/28/99 10 :50 Coffee Lake 99- 6001925 Field 3.80 4.00 0.32 4710 5747 5950 8/11/99 10:35 Coffee Lake 99- C002053 Field 4.10 4.50 0.34 5150 6390 5957 B/19/99 13 :15 coffee Lake 99- 6002126 Field 4.00 3.25 0.33 4960 5833 5990 10/18/99 ODOT 99- C002935 Field 4.80 3.50 0.35 5853 6026 10/18/99 9:20 Coffee Lake 99- C002555 Field 4.40 4.00 0.35 5173 6315 6001 10/19/99 9:25 Coffee Lake 99- 6002564 Field 4.80 3.50 0.34 5190 6223 6131 11/ 8/99 13:55 Coffee Lake 99- 6002827 Field 4.10 4.00 0.30 4570 5713 6084 12/22/99 11:20 Coffee Lake 99- 6003223 Field 5.10 5.00 0.32 4460 5647 5861 3/21/00 15:00 Coffee Lake 00- 6002235 Field 3.10 4.00 0.30 4580 6170 5843 • 7/ 5/00 8:25 Coffee Lake 00-0002775 Field 4.00 4.00 0.33 5535 6641 6154 8/22/00 6:25 Coffee Lake 00- C004343 Field 5.30 6.00 0.31 6020 7180 6666 8/22/00 6:25 Coffee Lake 00- 6004347 Field 5.30 6.00 0.31 6517 6781 8/22/00 9:10 Coffee Lake 00- C004369 Field 5.70 8.25 0.30 5250 6607 6768 8/22/00 9:10 Coffee Lake 00- 6004423 Field 5.70 8.25 0.30 5973 6366 11/ 1/00 14:10 Coffee Lake 00- 6008330 Field 4.10 4.50 0.32 4390 5543 6041 Average 4.69 4.64 0.34 4932 6105 Standard Deviation 0.77 1.34 0.04 437 416 Coefficient of variation 16.32 28.80 11.38 8.86 6.82 Average 7:28 Day Ratio 81 Number of Tests 20 24 % AIR sLUMP W/C RATIO 7 Day Avg 28 Day Avg Grout -Sika Armatec 110 is to be used in place of everbond -Hilti RE -500 is to be used in place of Simpson Set °uALlrr • Sika Armatec® 110 E p®Cen ® `'� 0 000'1 l Bonding Agent and Reinforcement P otection DESCRIPTION "K "v°'""_ � I;t° 1 T YPICAL DAT FOR Sk(A ARA ?A TEC 11 U� Sika Armatec 110 EpoCem Is a 3 -compo- L an . lo 3T . nd 50 - _ -� , , y . � f � � � �� vent, solvent -free, moisture - tolerant, ep- (Af itei�! d turtrr ,cmrdrin a 7 a90 R H f L i, r .1 Y ' ,~ai oxy- modlfled, cementitlous product spa- ' .r clfically formulated as a bonding agent and SHELF LIFE 1 year in original, unopened packaging. an anti-corrosion coating. STORAGE Store dry at 40-95F (4 -35 C). Condition materiel to 66.76F (18- WHERE TO USE CONDITIONS 24C) before using. If components A and B are frozen, discard. • As an anti - corrosion coating for relnfocc- Protect Component C from humidity. ing steel In concrete restoration. • As a preventive protection of reinforce- COLOR Concrete gray ment In the areas of thin concrete cover. • As a bonding agent for repairs to can- DENSITY(MIXED) 125 Ib. /cu.yd. (2.0 kg) crate and steel. • As a bonding agent for placing fresh, POT LIFE Approximately 90 minutes plastic concrete to existing hardened concrete. COMPRESSIVE STRENGTH 3 days 4500 psi (31.0 MPa) ADVANTAGES (ASTM C -109) 7 days 8500 psi (44.8 MPs) • Excellent adhesion to concrete and steel. 28 days 8500 psi (58,6 MPa) • Acts as an effective barrier against pen- etration of water and chlorides. FLEXURAL STRENGTH 28 days 1250 psi (8.8 MPa) • Long open time • up to 24 hours. (ASTM C -348) A Not a vapor barrier. • Can be used exterior on- grade. SPLITTING TENSILE STRENGTH 28 days 600 psi (4.1 MPa) • Contains corrosion Inhibitors. (ASTM C -496) • Excellent bonding bridge for cement or epoxy based repair mortars. ilAIRORTANT1DATATOR A MATEC 110 AS CORROSION PROTECTIVE COATING ; • High strength, unaffected by moisture T atK ' ' ot '' ,g° tlir " w - '' ` +`' when cured. WATER • Spray, brush or roller application. Water Permeability at 10 bar (145 psi) 8.92 x 10 ft. /sec. • Non - flammable, solvent free. Control 7.32 x 10 flisec. Water vapor diffusion coefficient g H 110 COVERAGE Bonding agent: minimum (theoretical) CARBON DIOXIDE on smooth, even substrate 80 sq.ft. /gal. Carbon dioxide diffusion coefficient p CO 14000 ( =20 mils thickness). Coverage will vary depending on substrate profile and poros- TEST DATA: Time -to- Corrosion Study ity. • Slka Armatec 110 more than tripled the time to corrosion Reinforcement Protection: 40 sq. f./ • Reduced corrosion rate by over 40% gal. ( =20 mils thickness) (2 coat applica- h 1391.41.Z.ZPAPSZIPIL'Ar ,.p , r,Ar" , lion), IMPORTANT. DATA SIKH RrAATEC 110 AS BONDING �AGENT d e - E & ^ PACKAGING BOND STRENGTH (ASTM C882) 3.5 gal. unit. (47.6 fi. oz. Comp. A + 122.1 fl. oz. Comp. B+ 46.82 Ib. Comp. C) Comp. 14 days moist cure, plastic concrete to hardened concrete: A +B in carton, Comp. C In multl•wall bag. Wet on Wet 2800 pal (19.3 MPa) 1. 65 gal. unit. (22.7fI.oz.A +57.6fLoz.B4' 24hr.open time 2800 psi (17.9 MPa) bags (g 5.5 lb.) Factory - proportioned units In a pall. Bond of Steel Reinforcement to Concrete (Pullout Test): Sika Armatec 110 coated 625 psi (4.3 MPa) Epoxy coated 508 psi (3.5 MPa) Plain Reinforcement 573 psi (3.95 MPa) rL { ' Adl ci sl Ar cl o ny S; ems HIT RE 500 Epoxy Adhesive Anchor 4.2.6 — 4.2.6.'9 Product Description 4.2.6.1 Product Description 4.2.8.2 Material Specifications 4.2.8.3 Technical Data Fastener Components — ° 002000 hj 4.2.6,4 Installation Instructions Dispenser ^ 4.2.6.5 Ordering lnformallon . +1612 4. -c1 - r, - - r. 1 r:! Tth AS rvl: r-c.r N rw„ R , - 1 HIT RC 500 Refill Pack �(� ;� �,� i � ri / ` Refill Pack Holder MD2000 Dispenser y HIT RE Mixer - �• r4• MD2500 RE 500 Modem Cartridge Dispenser Listings /Approvals ,S "X r"•-r }y ICC -ES (International Code Council) ,_..:°••irr li: — l r i �:al�, ! = — il ESR -1882 1,1 r`,r g.,•;i. _,.a? 111 COLA (City of Los Angeles) Research Report 1125514 RE 600 Jumbo Cartridge Refill Pack Holder P8000D NSF /ANSI Std 61 Pneumatic Dispenser certification for use in potable water The Hilti HIT RE 500 System is a high Product Features strength, two part epoxy adhesive. The • Superior bond performance Components system consists of a side -by -side • Seismic qualified per ICC -ES AC58 adhesive refill pack, a mixing nozzle, a • Use In diamond cored or pneumat -...;T HIT dispenser with refill pack holder, and is drilled HAS Threaded Rods either a threaded rod, rebar, HIS holes and under water up to 165 feel (50 m) '•' Internally threaded insert or smooth epoxy coaled bar. RE 500 is specifically states; • Meets DOT requirements for most HIS Infernally Threaded Inserts states; designed for fastening into solid base contact the Hilti Technical Staff MISIDZIGIUSIMMUM materials such as concrete, grout, stone • Meets requirements of ASTM C Rebar (supplied by contractor) or solid masonry. RE 500 may be used 881-90, Type IV, Grade 2 and 3, In underwater fastenings and for Class A, B, C except gel times • Meets requirements of AASHTO Smooth, epoxy coated bar oversized holes up to 2 times the rod specification M235, Type IV, Grade (supplied by contractor) diameter (2 -1/2" rod and 3" max. hole 3, Class A, 8, C except gel times diameter) and for diamond -cored holes. • Mixing tube provides proper mix- ing, eliminates measuring errors and minimizes waste • Contains no styrene; virtually odor- less • Extended temperature range from 23 °F to 120 °F ( -5 °C to 49 °C) • Excellent weathering resistance; high temperature resistance 11I10. Inc. fUS) 1.800 - 870-8000 1 www.u5.h1111,com 1 en espa0o1 1- 800.879.5000 I Hi111 (Canada) Cop. 1- 800.309.4458 I wwvaco.hiltl.aom 1 Product Technical Guide 2006 159 , AUhesrve An6horinti S ys t om a 4S 4.2.6 HIT RE 500 Epoxy Adhesive Anchor Guide Specifications which thoroughly blends component A 1. ISO 898 Class 5.8 Master Format Section: and component B and allows Injection 2. ASTM A 193, Grade 67 (high strength directly Into drilled hole. Only injection carbon steel anchor); 03250 (Concrete accessories) tools and static mixing nozzles as Related Sections: recommended by manufacturer shall be 3. AISI 304 or AISI 316 stainless steel, used. Manufacturer's instructions shall meeting the requirements of ASTM F 03200 (Concrete Reinforcing- be followed. Injection adhesive shall be 593 (condition CW). Reinforcing Accessories) formulated to Include resin and hardener Special order length HAS Rods may 05050 (Metal Fabrication) to provide optimal curing speed as well 05120 (Structural Steel; vary from standard product. ( as strength and stiffness. Typical Masonry Accessories) curing time at 68 °F (20 °C) shalt be Nuts and Washers Shall be furnished Injectable adhesive shall be used for approximately 12 hours, to meet the requirements of the above installation of all reinforcing steel dowels injection adhesive shall be HIT RE 500, anchor rod specifications. or threaded anchor rods and inserts Into as furnished by Hiltl. new or existing concrete. Adhesive shall be furnished In side -by -side refill Anchor Rods Shall be furnished with packs which keep component A and chamfered ends so that either end will component B separate, Side -by -side accept a nut and washer. Alternatively, packs shall be designed to compress anchor rods shall be furnished with a 45 during use to minimize waste volume. degree chisel point on one end to allow Side -by -side packs shall also be for easy insertion Into the adhesive - filled designed to accept static mixing nozzle hole. Anchor rods shall be manufactured to meet the following requirements; Fastener Components — ° -"t ` MOO In . _ Battery ,t IL ` - NITRE 500RoHRPack , .r '' - : ; „1 ` `• 1 J '' Refill Pack Holder MO2000 T Dispenser Vr f 1� HIT RE Mixer - t r 4 t 1C MO2500 ` l. t. RE 500 Medium Cartridge Dispenser , ri X . - a& t s i - 411( i... y '_ y �. ‘M.u, rt: _ 'Vit^..._ :. ; _�;a'':s = 1'xv .11., _ ' RE 50D Jumbo Cartridge Refill Pack Holder P8000 Pneumatic Dispenser 160 Htlll, Inc. (US) 1 -000- 879 -0000 1 www.us 1 an esparto) 1.600. 870 -5000 1 Hill (Canada) Corp. 1- 800.363 -4450 f www.co.ldltf.com 1 Product TuchrIcal Guide 2000 , r* �Achoslvo Anchorin0 Systems HIT RE 500 Epoxy Adhesive Anchor 4.2.6 4.2.6 °2 Material Specifications Material Properties for RE 500 — Cured Adhesive 1 Minimum valuas obtained as the Bond Strength ASTM C882 - 91 1 result of lasts al Three cure 2 day cure 12.4 MPa 1800 psi temperatures (23, 40, 60°F). 7 day cure 12.4 MPa 1800 psi Compressive Strength ASTM D- 695 -95 82,7 MPa 12,000 psi Compressive Modulus ASTM 0 -695 -96 1493 MPa 0,22 x 10s psi Tensile Strength 7 day ASTM D- 638 -97 43.5 MPa G310 psi Elongation al break ASTM 0- 638 -97 2.0% 2.0% Heat Deflection Temperature ASTM D- 648 -95 63 °C 146 °F Absorption ASTM D-570-95 0.06% 0,06% Linear Coefficient of Shrinkage on Curo ASTM D- 2566 -86 0.004 0,004 Electrical resistance DIN IEC 93 (12.93) 6.6 x 1013 S2/m 1.7 x 1012 STJin.hReshahicliliPropelles f min. f Material Specifications kal (MPa) 1st(MPa) Standard HAS -E rod materiel meets the requirements of ISO 898 Class 5.8 58 (400) 72.5 (500) Fligh Strength or 'Super HAS' rod material meets the requirements of ASTM A 193, Grade B7 105 (724) 125 (862) Stainless HAS rod material meets the requtremonLs of ASTM F 593 (304/316) Condltbn CW 3/8" - 5 /8° 65 (448) 100 (689) Stainless I IAS rod material meets the requirements of ASTM F 593 (304/316) Condition CW 3/4" -1 1/4" 45 (310) 85 (586) HIS Insert 11 MnPb30• .0 Carbon Sleet conforming to DIN 10277 -3 54.4 (375) 66.7 (460) HIS -R Insert X5CrNiMo17122 K700 Stainless Steel conforming to DIN 17440 , 50.8 (350) 101.5 (700) HAS Super & HAS -E Standard Nut material meets the requirements of ASTM A 563, Grade 011 HAS Stainless Steel Nut material meets the requirements of ASTM F 594 HAS -E Carbon Steel and Stainless Steel Washers meet dimensional requirements of ANSI 818.22.1 Type A Plain HAS Super & HAS -E Standard Washers meet the requirements of ASTM F 436 All FIAS -E & HAS Super Rods (except 7 /8") & HAS -E Standard, HIS Inserts, nuts & washers aro zinc plated to ASTM B 633 SC 1 7/8' Standard HAS-E & HAS Super rods hol -dlp galvanized In accordance with ASTM A 153 Nolo: Special Order steel rod material may vary from standard steel rod materiels. 4.2.6.3 Technical Data RE 500 Installation Specification Table for HAS Threaded gods HAS Rod Size In. 3/8 1/2 5/8 3/4 7/8 1 1 -1/4 • Details (mm) (9.5) (12.7) (15.9) (19.1) (22.2) (25.4) (31.8) / ^ O bit bit diametert• In. 7/16 9/16 3/4 7/8 1 1 -1/8 1 -3/8 °" 'y''647 ?1 ,:r l! T.', h ° p 11 , std. depth of embed. in. 3 -3/8 4 -1/2 5 -5/8 6-3/4 7 -718 9 11 -1/4 El (mm) (90) (110) (143) (171) (200) (229) (286) r T , Embed. ft lb 18 30 75 150 175 235 400 max. HAS -E Rods ? h, (N•m) (24) (41) (102) (203) (237) (319) (540) 1 use matched tolerance carbide Upped lightening HAS SS Embed. ft lb 15 20 50 105 125 165 280 bits or 14111 matched tolerance DD - or torque 11AS•Super < h x , (N•m) (20) (27) (68) (142) (169) (224) (375) 00 - diamond care bits. h min, base material (in.) 1.5 lid 2 For Heti matched tolerance carbide tipped drll blts, see sullen 8.4.1. Ihickness 3 Assumes no waste. Approx. number of fastenings per cartrld je at standard embednlenl Small Cartridge 52 28 11 7 5 4 2 Medium Cartridge 84 45 18 11 8 6 3 Jumbo Cartridge 255 137 I 56 37 27 19 12 H56, Inc. (US) 1.000.079 -u000 1 www.uc.hlllr.com 1 on ospanal 1.600.870 -5000 1 HIIII (Canada) Corp. 1- 600•363 -4450 1 www.cn.hllll.com 1 Product lecnnical Guido 2006 101 . �Adhesivo Anchonng Systems. 4.2.6 HIT RE 500 Epoxy Adhesive Anchor RE 500 Installation Specification Table for HIS Inserts 1 HIS Insert In. 3/8 1/2 5/8 3/4 ' Details mm) (9.5) (117) (15.9) (19.1) ` tI; ••�� {t �� pt � A d bit diamelerl. ( in. 11/16 7!8 11/8 1 1/4 d bilTikI �tl ., 1i l'1 ! 1l J 5 t 1 Tm I std. embed. depth In. 4 -1/4 5 6-5/8 8 -1/4 (mm) (110) (125) (170) (210) het h e useable thread In. 1 1 -3/16 1 -1/2 2 ' length (mm) (25) (30) (40) (50) T Max. tightening ft lb 18 35 80 160 torque (*in) (24) (47) (108) (217) h min. base material in. 6 -3/8 7 -1/2 10 12 -3/8 thickness (mm) (162) (191) (254) (314) Approx. number of fastenings per cartridge at standard embedment2 1 Use matched tolerance carbide tipped hits Small Cartridge 27 16 6 4 or HDti matched tolerance U0 - D or DD - C ' Medium Cartridge 49 30 I 1 8 diamond care hiss. 2 Assumes no waste, Jumbo Cartridge 168 105 38 27 INTO MI RE 500 Installation Specification Table for Reber In Concrete setae.. Robar Size: No. 3 No. 4 No. 5 No. 6 No. .7 No. 8 No. 9 No. 10 No. 11 Details - Bit diemeter in. 1/2 5/8 3/4 7/8 1 1 -1/8 1 -3/8 1 -1/2 1 -3/4 linom std. embed. depth in. 3 -3/8 4 -1/2 5 -5/8 6 -3/4 7 -7/8 9 10-1/8 11 -1/4 12 -3/8 (mm) (86) (114) (143) (171) (200) (229) (257) (286) (314) Approx. number of fastenings per cartridge at standard ombedrnent • Small Cartridge 44 25 16 11 8 6 _ 3 2 1 Medium Cartridge 72 41 27 18 13 10 5 3 2 Jumbo Cartridge 221 125 83 56 41 31 14 11 7 1 (lobar diameters may vary. Use smallest drill bit which will accommodate reber. 2 Uso matched Tolerance carbide lipped hits or HI111 matched tolerance 00.13 or DD•C diamond core bits. 3 Assumes no waste. RE 600 Installation Specification Table for Metric Reber in Concrete (Canada Only) ti Reber Size: 10M 15M 20M 25M 30M 35M Details _� Blt diarnotorl, In. 5/8 3/4 1 1 -1/8 1 -3/8 1 -3/4 hanm std. embed. depth (mm) 115 145 200 230 260 315 Approx, number of fastenings per cartridge at standard embedinellt Small Cartridge 20 17 5 6 3 1 1 Rehm Omelets may vary, Use smallest bit which will accommodate mbar. Medium Cartridge 32 28 9 10 5 2 .. 2 Assllmos no waste. Jumbo Cartridge 98 84 27 31 16 7 Combined Shear and Tension Loading �I d 5/3 Vd 513 + s 1.0 (Ref. Section 4.1.8.3) roc Urac 162 Htl, Inc. Ns) 1- 800 - 879.8000 I www.us.hil0.com 1 en c panel i- 800.6711 -5000 1 Hail (Canada) Corp. 1.600.309 -4458 1 wxnv.ce.hllll.com I Product Technical Guido 200 , . .. . ..4,at.) 1 PORTLAND I NAG � �EE? two it 3t1 (N 0N HRINK) UT 4t' : 1 e October, 05 Page 1 of 3 „ fti • PRODUCT ;�� I TARGET , Portland Expanding Non - Shrink Grout consists of accurately weighed Portland i ;c � ' , cement, non - metallic aggregate, expanding agents and admixtures. These materials are I pre- blended, and require only mixing with water before use. in normal working temperature l,. ' t ranges of 10 ° C to 30 ° C (50 ° F to 86 ° F), the grout has a slight expansion prior to final set and i r + , i j is designed for use at dry pack, plastic, (towable or fluid consistencies. It also contains other , I;e admixtures to give non - shrink properties after final set has occurred to meet the , i{ t requirements of ASTM 1107, Grade C, and US Corps of Engineers Specification CRD- ' I C821. The grout contains no chlorides or other admixtures which could aggravate corrosion ��.. j > + ., -:}40 - of reinforcing steel or prestressing steel cables. I� { : -.y r3 On request, this product can be manufactured ualrig Type V (Type 50) Portland cement for t {�� ! < <j applications requiring improved sulphate resistance, Y.{ ; �'•; ;,,,� TYPICAL PROPERTIES OF PORTLAND EXPANDING GROUT } tikdN..d:•1 1 . j � �� -r PHYSICAL PROPERTY . 1 MIX CONSISTENCY I to, : ` t 7•' ; ; ' USA I Fluid. . Fiowable I Plastic Dry-Pack i tirft WATER DEMAND, k /h 0.25 0.225 ! 0205 0 I 14 ;'' l` - a Titers /25 kg bag - 6.25 5.83 5.13 3.50 i ' e l- * i ' r „ US ga11551b bag ' 1.65 1.49 1.36 0.92 ari -.'= FLOW CONE (time) sec ASTM C939 24 - �r,. �a- * i Flow Table (Spread) % ASTM C827 135 95 Forms a ball .: ; �o * I ;EXPANSION, % volume I i` ;.ts Before final set ! ASTM C940 1,70 1.98 2.01 NIA ; "- t/i f (Modifi ° `' ;a'r ' ( `` ' I !After final sal ASTM C1090 �� r ! : at 3 days Of t 0.03 0.01 0.01 N/A } ='7•-;....46-;,-• y ,;1,1 at 14 days . CRC -C621 0.03 j 0 .04 0,03 1 �1;'; f al 28 days 1 0.08 0.08 0.06 rt' • .. : -I • : COMPRESSIVE I ASTM C109 l } •.tt " � �,. V I STRENGTH, MPa (psi) ASTM C942 i '� i : ; ;�, at 24 hrs 1 9.7(1,410) 17.0(2,460) 22.0(3,190) 46.1(6,880) 1 t= if.l tickli c at 3 days ; 25.2(3,650) 28.7(4,180) 48.0(6,960) 72.9(10,570) I � at 7 days 36.4(5,280) 41.5(6,020) 52,3(7,580) 79.4(11,510) I �`� Vir''.''' =)- et 28 days 48.D 7,080 53.B ,020 60.6 8,770 91.1 13,200 iVi: DENSITY ASTM C138 1 �D + n kg /ma II 2,067 2,115 2,131 2,275 ;`kii,T,' �1 Ibllt j 128.7 131.7 132.7 141.7 ` t j t s "-'ry! I L `- .i: 'ir,'f�.� YIELD t:iir±`4a,iia:a'��'l ' bags/m 66 69 70 78 bags/yd' 1 51 53 54 60 It 0.53 0.51 0.50 I 0,45 , = 'ar nfc'•r. rtt.•u • ". :,n ,.,- ,..... •:c•."? r.t_s•; ua•nrt memc 4^_ r.1r44w5Cla,.Iu �t..nv,r, J7 :'ICtv.J I S;EF.Pat 4 Ccut n $. 0' TARP L „C: 'U rarr,1 n.r.0' ' :' •,r: ' • ,la , " ilt6ets S.LE l::.ftr: .t,,-.'I IW pa' :at PIA LLCM n :ni'alawec I7 !(I'�+v'a7AC Mc am; a't, ! ti ' 14Pfat ;,et a7.'f a ^Jl r7CaCC P1 ::"]1'1. :'c'u::F CC: - N.eG ::;p,llSSl:[tiABi!11 mF'.7:a p +a ?• ill C'SaCCdr:14 Ie d: eYCn15:0U:rllrteF c. 'it'Ir re •',• + ^ .9r -. rt} .."•1'• •.' ,10 :11" &9brn'i' a•°'ll; ,, a.'1.17. 703 . ' 0, CP.••un+ "I ^: Lit Y :Sri^ s r�'4 ?l 1�1'(L; $ �� b r y a ,rz PORTLAND EXPANDING JIPit),,,,ij (NON SHRINK) GROUT s f° 1� October. 05 Page 2 of 3 , t r > COLOR f.tj^l i_ r t71 Similar la concrete !• USES „Al TARGET Portland Expanding Non - Shrink Grout is designed for use in applications where a non- �, T shrink rout Is required. such as the following: ti -: ,<• • Grouting under columns, base plates, sole plates and machinery not subjected to heavy 14, 1 , r impact or dynamic loadings or vibrations. For applications involving such toads consult 4 i ?4y TARGET Products Ltd. pie; e' t•t • Grouting of prestressed or post - tensioned tendons, anchor bolls, or cables. t;; {�r ' x+ • Grouting of post- tensioned structural sections. L;viP�.il le` • Grout jacking of concrete structures. ,r , _ N ,- • Repairs to concrete structures. 44125,4=14 • Vold backliilling in tunnel work. c,..,11: F,Ili; •.• i „ • Underpinning of buildings. 1,�•r 1 t•fr�i I `�j • Permanently anchoring posts, signs, parking meters, railings, columns and other fixtures in , .:. ti.,r'f °• a concrete, rock or masonry. s; L , ' f r •t.r • Pile grouting t�;i`nl <.1 t , /1r t.V.til PROCEDURES j4 c' Surface Preparation of ` 'a p V tl 1. Remove all laitance, Loose material, grease, oil and other contaminants from surfaces that ± =, �`Y` ��< -: will be in contact with the grout. Water blast or sandblast if necessary. i`1•';, ; Jrr 2. Saturate the substrate with clean water for 24 hours prior to grouting. Just before grouting, a .�;•iry remove all excess water and allow the substrate to become saturated surface -dry or r , ;t! =� surface -damp when the grout is placed. . , r ! MIXING ''f1"� l -4:1 1. Add the grout mixing q rout to clean water with continuous mixin to achieve the required consistenc Y , " .i Approximate water requirements are: . �• il: Dry Pack - 3.25 to 3.5U25kg bag, or 0.86 to 0.92 US ga1/55 lb bag if '° . t Plastic - 5.13U25kg bag, or 1.36 US gaU55 lb bag P r6', Flowabte - 5.63Lf25kg bag, or 1.49 US gaU55 Ib bag j*1 ;.7 .F. Y 11 Fluid - 6,25U25kg bag, or 1.65 US al/55 lb bag 34'"4 II'.: • '`j IMPORTANT: Do not exceed 6.51 or 1.7 US gallons of water per 55 lb bag of grout. Ii T`7 The temperature of the mixed grout should be 10 to 25 (50 to 77°F). j; - E ,, ,,, 2. For plastic or Plowable consistencies, the grout is best mixed in a high speed shear mixer f1 ,F- :' h ^, "v such as a Jiffler mixer or grout mixer. DO NOT use a rotating drum mixer. For dry pack ;r'4,11:A4•: -r ;r _il consistency, use a mortar mixer or equivalent. ;pnl,;Itt!' rc;^-: j 3. Mix continuously for a minimum of 3 minutes before use, and continue mixing during placement. Commence grout placing within 30 minutes of the start of mixing. 4. Placing should be completed within 1 hour of mixing. Discard any grout that Is not placed-- . . - ,. ••• •, .•r ..ta•: a J. p Y . •,•0 ,- ra •, 4. :.. ..194.tn•9 : Cr a, L.u_ , N : , eil J:s Iu,vo E 5E :J itI• IC — .e.1, • .e.1,- ::•.)' gal •, ,,•y.erlr_„ 1 j• s: 15;:. LEl ::.1 7. 047Y,sa.e; 1 , ic1y2c0t::arn , ,1 L,13:t1,MCtaa0.'I:7 ' 1^;! +t•: nu _` t::7.. _'/.rt :•; : -_r:,a 1, s-:x••n:r r CUP:. •nr 17)...1 WV • 7. 4e:' .Le L1:21, , rv , N3.ef•Aco,Vadxlvrna ,, 61¢C:,( 1 Inc: v :1 p_' t1 i' •f " e. • .-.e .:J•4. ::1cPOln•1 " • , t • t' 141. 'J'. :'r L•1 1':':1 t:.r1 PORTLAND EXPANDING !Mkt e ! (N 0N SHRINK) GROUT October, 05 Page 3 of 3��' within 1 hour of the start of mixing. 5. Maintain base plate, substrate and grout temperatures In the range of 5 to 35 ° C (41 ° F to 95 F) for at least 72 hours alter grouting. Exposed grout surfaces should be kept moist for = Ts` at least 3 days after grouting. Alternatively, the use of curing compounds meeting the requirements of ASTM C309 is permitted after 24 hours of moist curing in situations where mg, 5t the ambient and grout temperatures do not exceed 25 ° C (77 ° F). •• R. ! CAUTION w-. • This product should not be used for heavy duty precision grouting of machinery base plates, im:'t=, !; crane rails and situations where it will be subjected to severe dynamic or cyclic loadings or 4 q K =t,�'r','or: ,'c. t vibrations. The grout can be used under such conditions only if adequate neoprene pads or i rL,.ft1 , equivalent vibration and impact absorbing materials are included in the design detail. For Atirttp` further information on alternative products such as TARGET Machine Base Grout contact t',-� `i4 g your TARGET representative. ,tr • Base plates or machinery should be firmly bolted down to confine the grout vertically during placement and use. • Pours with least dimensions (thickness) in excess of 6 inches are not recommended. For "Fx11 FlydiY pours with least dimensions greater than 6 inches use TARGET Flowcrete or TARGET `'f• :cf:'!t "., ( Machine Base Grout. Minimum pour thickness . is 114'•. hSi may± • t he ideal ambient temperature for grouting is between 10 to 30 (50 to 65 Cooler ; u: � :.. . temperatures will retard the rate of strength gain, especially in (towable or fluid mixes. �f 1'4)11 temperatures Foundation and bedplate temperatures should be kept above 5 C (41 ° F) and below 35 ° C rig' (95 for at least72 hours after grouting. � , ti 1h t i � s ��1L +I At f r T +'J1 • r • r =r- t Sr t a). 1 -; ;P: J� 3 J : , 1':t� :445 • G .: rc.a •. t 1•'C'1r•: a, ".515.5(5 ...':•rl tip 4t�r ✓a! •tt Cl JG1'I:Al.Cr.!'. ..l• %.3.,,C]I. t t li l:..C 1 . l•At .tala' ..V. >. �ia7 ct :' ec•G +:o' L :I 5Ct ' l.'':1 rr�e:r C� pr. 4 , 1 t i3•CJ1 S 24 ;')t :516 G f' 41+j% 11 t,.! rte pipa.,a r..1, - :4' 4■4154'14:1.ra`C l0 5:6 : 5 : C•.: . :t: c•A• o" I: �{Ilf rol:•1er A•J.;I ? 1!ts. =5 ' 5 n:1:'p C ^r.-dJ(r Ie:'rt':J•1011.4:.1 t:A_8 !:'80.11: r1 :o •e .r MIS): • {P:Ct r .r.YJU L'tc:f.d4'OL VJ V. out r'3 J'(b:°P et era G• h :•J fhY: t•p• 'd: Y:r C Clller';,S r.dQe2 •art; rlt•t p'1I I•j '11;'C r7osd'ICY 71 CIII!•a9tp Sonolastic SL-1 Product used on horizontal slabs. On this project the only area that will need horizontal joint filler is where the new slab at the RAS infill meets the existing concrete walls. Lo u°` ° Z\ fl IQs . BASF Divi Star I . C.., . 1 , e .-- --„, ~. • The C Company �i{''�IZI�FY 14* - u� 14 Epri - NGr j SONOLASTIC SLI L______„_____,,_.....---- One component, self- levelling, polyurethane joint sealant ' 'rte " ,j. ` J:.: T 3.--- C• !z . .r...p� .•...`} I - - J Y ,i(� ;'.r-`i" ,/: 5 I r1-0 • ..., • ..; i , = (` .l. { .% ; hi f:: :: ._:. :., ,t' i :1: 1,1 :It( .riff^.. Si4-,. (2.atr1 , . :'I :_A? P. /rt. td)W.Syil::'t``A � t jr.iC: -•1J:c _ “''L ,- � — ..” SONOLASTIC SL1 Is o single component, self- Colour : Limestone And grey revolting, moisture curing polyurethane sealant for epplioations requiring abrasion end puncture Curing time resistance as well as elongation and recovery Skin cure : 24 hour properties. Traffic cure : 3 days Full cure week • SONOLASTIC SL1 Is In compliance to : ( �p(� � :•- (; F :� P • Federal Specification TT- S- 00230C, Type 1 Class A /alj cr{� ,� . 17 ?V i '' r :lr;: ' : - r; " .+ • ASTM C 020, Type S, Grade P, Class 25, Use T, M The temperature during appltcallon should be the median of service temperature extremes. • Canadian Specification CAN 2 -19. 13 -M82, Fill large Joints by pouring rho sealant from a spouted Classification C- i- 40 -B -N and C- 1-25•B -N, cnntolner, Fill smaller Joints by flowing the sealant Ouallficallon No. 81028 from a bulk- loading gun or from the cartridge. r p :; q, �,, ..`� r :jJ!_: Flli joints from the bottom; which may form air voids. e,,, ;, :.1�.4 ?.�, Sealant will self-level to Iron a clean joint surface SONOLASTIC SL1 Is recommended for : SONOLASTIC SL1 Is not intended for areas of high • pavers chlorine concentration such as swimming pools. • plaza Decks Sealant may bubble If substrates arc not absolutely dry • industrial Floors Joint Preparation driveways The number of joints and ° the Joint width should be • designed not to exceed ±25% movement. • sidewalks The depth of lile sealant should be /, the width of the • decks Joints. • parking areas In deep Joints, sealant depth must be controlled with 1f 1:; • 7 �}'fiff :,, �• gy - bncker•rod(ciosed cell only) or Expansion -Joins Filler. /,ii, ; - M.J.4rjf;:441„'la � m, t�„ ,1 Other caulks should not be used as fillers. Do not prime backer -rod or Expansion Joint Filler. Do not on priming on Reduces down limes and expense, puncture backer -rod; it may cause bubbling. most surfaces Solf Levels No tooling required. Surface Preparation II is essenllol that joints be clean and dry. Joint Wide application Suitable for all climates. surfaces must be structurally sound and free of all ,J i . . q a `� .r, • ,ws aggregate, - .fk. - ' 1 mastic compounds, form release materials, or other Tensile strength, psi : 2.45 Nimm2 contaminants. (ASTM D 412 D) New Concrete : Elongation, % : 5.6 N /mm2 Remove all loose material from joints by wire brushing. (ASTM D412) Fresh concrete must be fully cured. Laliance must be removed by abrading. Hardness / Shore A : 2535 Old Concrete : (ASTM C661) For previously sealed joints. removed all old material Shrinkage : Nlt by mechanical means. ((Joint surfaces have absorbed Weatherability ('I000Ho : Excellent oils, remove sufficient concrete to ensure a clean (Atlas 6500 watt xnon arc) surface. Low temperature flexibility, ° C : - 26.11 ° C (°F) (ASTM C 783) (•5 ° F) JASF Copmlp[lian Chow icnle omcos, ASEAN SInonporo Malaysia Indoncsla Thailand Vlotnom PhatppIncs Tel :.85.01201.6760 Id :00.3 Td :•82.21.803.4330 Tel :•00- 3645.3020 Tol ;•04.050.743 - 100 Te:: •63.2.532.9055 Fox :405.0561-3155 Fay :.410-3.:1344.2213S Fax: •n2.2I.803.4342 Fee :•0 8-3806.3020 Fex :•84. 650.743 -200 Fax :4612-032-0900 7 Welds 6 in. (162 mm) TOTAL SLAB DEPTH Normal Weight Concrete ..- ------ e ------ - 1 ° ' - • 146 pcf (2,320 kg/m3) L/Ole--- )' ` i • 60.8 psf (2,991 N /m) I1; _d,,,, ` P.�. i Galvanized or PhosphatIzed /Paint 1 : ii -4. ,,,i 2 Hour Fire Rating '� °"�`r�r\ 1 � 9, � , � .: Deck Weight and Section Properties Weight (psi, N /m Properties per fl (al) of Width Allowable Reactions per ft (m) of Width (Ib, N) • Gage Gely Phosl 1 + 8 _ S End Bearing Interior Bearing G60 Painted in . in. In. 2" 3" 4" 3" 4" 2180 me mm min 51 mm 76 mm 102 rnm 76 arm 102 rnm t0 Z • 1 F 1.9 1.8 0.1 75 0.187 0.198 487 585 683 1260 1498 Do LL 91.0 86.2 238,970 10,054 10,845 7,107 8,537 9.068 18,242 21,862 �,, 2 0 2 . 3 2 2 0.216 0.235 0.248 665 784 903 1700 2118 110.1 105 3 294, 967 12,634 13,333 9,705 11,442 13,178 26,123 30,910 1 Allowable Superimposed Loads (psf, kN /m - _ Y m Span (ft -in., mm) m o. - - '6':O" 6'••' 7' -0" 7 ' -8 ., 8 ': 0 ., - 8. -6., 9' -0" • _.... 9' -6" 10' -0" 10'-8" - - ii, :pr. 1, rn 1.830 1,980 2,130 2,290 2,440 2,590 2,740 2,900 3,050 3,200 3,350 t 300 300 _ 13 300 280 245 216 192 170 152 5 121 14.4 14.4 14.4 13.4 11.7 10.3 9.2 8,1 7.3 6.5 5.8 22 2 300 . 245 300 280 245 216 192 170 152 135 121 14.4 l4.4 14.4 13.4 11.7 10.3 9.2 8.1 73 6.5 5.8 3 300 300 300 280 245 216 192 170 152 135 121 14.4 14.4 14.4 13.4 11.7 10.3 9.2 8.1 7,3 8.5 5.8 - • 1 300 300 300 296 260 229 203 181 162 144 129 14.4 14.4 14.4 14.2 12.4 11.0 9.7 8.7 7.8 6.9 6.2 20 2 - 300 300 300 295 260 229 203 181 162 144 129 14.4 14.4 14.4 14.2 12.4 11.0 9.7 8.7 7.0 6,9 6.2 3 300 300 • 300 296 260 229 203 181 162 144 129 14.4 14.4 14.4 14.2 12.4 11.0 9.7 8.7 7.8 6.9 6.2 - • Shoring required In shaded mesh) right of heavy line Diaphragm Shear Values, q (p1?, kN /m) and Flexibility Factors, F ((in.11b)x10 (mm/N)x10 , .. _- ._ : ..: _ -. .-- . Span (fl mm) _ _ _ - ......._ i - -. N _ • m ,0 6' -0 6 7 ' -0" 7' -6" 8' -0" 8' -6" 9' -0" 9' -8' 10' -0" 10' -6' 1 1,830 1,980 2,130 2,290 2.440 2,590 2,740 2,900 3,050 3,200 3,350 • q4 3020 _--. 2980 2950 • 2920 2895 2875 2855 2835 2820 - 2805 2796 ( 44.07 43.49 43.013 42.61 42.25 41.95 41.67 41.37 41.19 40.94 40.79 F4 0,27 0.28 - b - iii 0.28 0.28 0.29 -._ 0, - 0,29 0.29 0.29 0.29 try L 1.5 1.6 1.8 1.6 1.6 1.7 1.7 1.7 1.7 1,7 1.7 q7 3230 3175 3130 3080 3055 3020 2995 2970 2945 2925 2910 47.14 46.34 45.88 44.95 44.56 44.07 43.71 43.34 42.90 42.89 42.47 F7 0.28 0.26 0.26 0.27 0,27 0.27 0.28 0.28 0.28 0.28 0.28 • 1.5 1.5 1.5 1.5 1,5 1.5 1.6 1.6 1.8 1.6 1.6 • 94 3090 3040 3000 - 2970 2940 2910 - Y 2 890 2865 • 2850 2830 2815 - 45.10 44.37 43.70 4334 42.91 42.47 42.18 41.81 41.59 41.30 41.08 F4 0.24 0.25 _ 0.25 025 0.26 0.26 0.26 0.28 0.26 0.27 0,27 20 1.4 1.4 1.4 1.4 1.5 1.5 1.5 1.5 1.5 1.5 1,5 • q7 3340 3275 3220 3170 3125 3090 ' 3055 3025 3000 2975 2955 48.74 47.80 46.99 46.26 45.61 45.10 44.58 44.15 43.78 43.42 43.12 F7 0.23 0.23 0.23 0.24 0.24 • 0.24 0.25 0.26 0.25 • 0.25 0.25 1.3 1.3 1.3 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 44 ri t . 1 1 i 1!r 11.! = Catalog VF2 Cement All t ' Product used to make minor repairs to vertical and horizontal concrete structures, i.e. patch /fill tie holes and "bee holes" • • <rj; r,� •,:�✓ a r }� ! f l fi � c I I rl : r� r , t 1 fr r .huf � �' +i n t I ?- 47 j . �' r . ,!' ,li• 1a 1 f. , . k i a 4i ,. f .:: t; '� i ��. '.2 n "r a +°- � j`W6�{- y°2?ii$f,an.ka;f� Amp- Rapid Set® Cement AJITM DATASHEET Fr�a't pct ng, High - Strength, Multi - Purpose, loon - Shrink Grout :)CSCRrF71'3N: When mixed with water CEMENT ALL "" produces a workable, high quality repair material that is Ideal where rapid strength gain, high durability and low shrinkage are desired. Apply CEMENT ALLT" In thicknesses from featheredge to 4- inches. Durable In wet environments, SETS IN 15 MINUTES & 15 READY FOR TRAFFIC IN 1-HOUR. One 55 Ib. bag of Rapid Set Cement ALL" yields approximately 0.5 cubic feet, CEMENT ALL "" Is a multipurpose product that can be used for general concrete repair, doweling and anchoring, Industrial grouting, formed work, airport projects, and highway repair. Rapid Sett) Cement ALL"' is a high performance blend of Rapid Set® Cement and specialty sand. CEMENTALL "' Is non - metallic and no chlorides are added. Rapid Set® Cement ALL" is similar In appearance to pordand cement repair materials and may be applied using similar methods. LLt Grey] fhe final color of CEMENT ALL'" may vary due to application techniques and environmental conditions. f.lI•. Not intended for applications over 4" deep, for deeper sections use Rapid Set® Concrete Mix or Rapid Set® Mortar Mix. For overlay applications at least one test section should be prepared to evaluate the suitability of the materials and procedures. fEi:.- ;1"1i.C.4L DATA: Set Time: ASTM C-191(Mod.) at 70 °F Initial Set 15- minutes Final Set 35- minutes n,prrssivt Strength! ASTM C -109 Mod. 1 -hour 3000 -psi 3 -hour 4500 -psi 7 -day 6000 -psi 28 -day 9000 -psi Slant Shear: ASTM C-882 Mod. 1 -day 1400 -psi 28 -day 7600 -ps1 = After Finn' Set I.tsinrt C :I'4CI1T ALL' For repairs, adjacent surfaces shall be clean, sound and free from any materials that may inhibit bond such ns oil, nsphall, curing compounds, acids, dirt and loose debris. Roughen surfaces and remove all unsound concrete. Immediately prior to placement the repair surfaces shall be thoroughly saturated w,vith no standing water. The use of a power driven mechanical mixer, such as a mortar mixer or a drill mounted mixer, is recommended. Organize work so that all personnel and equipment are in place before mixing. Use clean Potable water. Rapid Set® Cement ALL "' may be mixed using 3 to 5 quarts of water per 55 lb. bag. Use less water to achieve higher strengths. Do NOT exceed 5 quarts of water per bag. For increased fluidity and workability use Rapid Set® FLOW CONTROL® plasticizing admixture from the Concrete Pharmacy®. Place the desired quantity of mix water Into the mixing container. While the mixer Is running add Rapid Set® Cement ALL' Mix for the minimum amount of time required to achieve a lump-free, uniform consistency (usually 1 to 3 minutes). Do NOT re- temper. r:EhIENT; Rapid Set® Cement ALL "' may be placed using traditional methods. Organize work so that all personnel and equipment are ready before placement. Place, consolidate and screed quickly to allow for maximum finishing lime. Do NOT wait for bleed water, apply final finish as soon as possible. Rapid Set® Cement ALL"' may be troweled, floated or broom finished. On flat work Do NOT install in layers, Install full depth sections and progress horizontally. Do NOT Install on frozen surfaces. Use a method of consolidation that eliminates air voids. To extend working time use Rapid Set® SET CONTROL® set retarding admixture. Water cure all Rapid Set® Cement ALL'" Installations. Begin curing as soon as the surface has lost Its moist sheen. Keep exposed surfaces wet for a minimum of 1 hour. When experiencing extended setting times, due to cold temperature or the use of retarder, longer cure times may be required. The objective of water curing shall be to maintain a continuously wet surface until the product has achieved sufficient strength. PERA T URe: Warm environmental and materials temperatures will reduce the working time of CEMENT ALL"'. To compensate for warm temperatures, keep material cool and use chilled mix water. Temperatures below 7O °1' (21 °C) will decrease the rate of strength gain and CEMENT ALL "" should not be applied if surface or ambient temperature is below 45 0 F (7.2 0 C). • ASF The Chemical Company S0NOLASI IC SL1 Priming ' c1!7x I most applications, priming is not required; joints ,, •_ ° ' "'' S " subject to periodic waler immersion, however, must be The coverage. In running metres, for e 31 pack Is given primed with PRIMER 733 or 766. On surfaces other In the fallowing table : than concrete. conducl a lest applicallon to verify Joint Depth Joint Width in mm —� adhesion. In (mm) 6 g 12 15 19 22 26 Apply primer in a Thin. unilorm film avoid build -up of 6 24 16 12 9 excess film. — Avoid applying primers beyond joints feces. To 9 it 6 5 4 4 minimize the conteminalion of adjacent surfaces. apply 12 ! � 4 3 l 3 • masking lapo before priming and remove before the Note: These Figures do not include wastage sealant has begun to thicken and set. _ _ Allow approximately 30 minutes drying time before f } ?� ': � -` iE�� ' ar' iE •`j-`,y . :'j applying sealant (primer should be lack - free). ,, t �! ' tai a r yrl " , h SONOLASTIC SL1 s ! tr ;, 2 gallon palls (7.01) Cteon equipment with xylene or reducer 990 825ml cartridges, 12 cartridges to a carton immediately after use and before sealant has rued. 300 ml cartridges in limestone, 3D cartridges to a Cured sealant may bo removed by cutting with a carton sharp -edged tools, end thin films by abrading. a � _ , {. -. n. k + • t :-i'1 • b I ''i , 11. "ra fNF :, }Si a � cl{ •f (Ci, 1�i - � J a 4.'1tL•. Frr�..° .. � - =� . !� , S ; �� ' SONOLASTIC 8L1 can be kept for 6 months if stored Shin over 24 hours In original unopened packaging el 23 °C and 50% Foot traffic 3 days relatively humidity Full cure 1 week [ ((, <'t d j . %°' 51 Protect joint from dirt and traffic until cured. Curing of "'_ "` 203 SONOLASTIC SL1 will vary with Temperature and Health : Some people may be sensitive 10 certain resin humidity. The above times assume a typical joint of 13 systems. Wear gloves made of impervious material mm (W) width by B mrn ('.4') depth at 25 °C (75 "F) and (ovoid neoprene rubber) and use hand barrier creams 50% relative humidify. while handling the product. Proven' eye contact. Venlilale applicallon area. Wash thoroughly after Protect joint from dirt and traffic until cured. Curing of vapo Persons who are hyper so it or the SONOLASTIC SL1 will vary with temperature and vapours of solvents must wear approved respirators. humidity. The above limes assume a typical Joint of 13 Should skin contact occur, wash Immediately with soap rnm (W) width by G mm (W) depth at 25 °C (75 °F) and and water or en effective hand cleaner. 50% relative humidity. In case of accidental eye contact wash with copious quantifies of waler and seek medical help Immediately. If ingested, do not Induce vomiting. Consult doctor immediately. If the Inhalation of vapours Is causing discomfort, remove to fresh air. Fire : SONOLASTIC SL1 is a non- combuslibie solid. Keep away from sources of heat and ignition. Do not smoke while handling. For detailed Health. Safety and Environmental Recommendations. please consult and follow all Instructions on the product Material Safety Data Sheet. 1- 1.1.1106 The technical Information and applicatinn advice given in this BASF Construction Chem leers pubUcatlon ere STATEMENT OF based an the present stale of our best scientific end practical knowledge. As Inc information herein is 01 a RESP0NSIF3lLITY general nature. no assumption can be mado as to a product's suitability for a particular use or application and no warranly as to its accuracy, rofiablfily or completeness either expressed or implied Is given other Ihnn those required by law. The user Is responsible for checking the suitability of products tar thew intended use, NOTE Field service where provided does not constitute supervisory responsibility, Suggestions made by BASF Construction Chemicals nutter orally or In willing may be followed, modified or (ejected by the owner, engineer or contractor since They, and not BASF Construction Chemicals. aro responsible for cnrryin0 out procedures appropriate to 3 specific application. . • I13R1: EXPANSION JOTNT Page 1 of:3 r j Produce Dula, W. R. MEADOWS 77 0 z 51.• )3 '15 00 No. 320 -F Y i cMrtr rnr Pr1F Specification (l :1B3RE EXPANSION JOINT flulti- Purpose, Expansion - Contraction Joint Filler )escription IBRE EXPANSION JOINT is composed of cellular fibers securely bonded together nd uniformly saturated with asphalt to assure longevity. Wherever a cost - effective )int filler is required, FIBRE EXPANSION JOINT meets the need. Manufactured and marketed by W.R. I ilEADOWS since the early 1930s, FIBRE EXPANSION JOINT is backed by over 70 years of proven pplication experience. 'IBRE EXPANSION JOINT is versatile, resilient, flexible and non - extruding. When compressed to half 4 its original thickness, it will recover to a minimum of 70% of its original thickness. FIBRE EXPANSION OINT will not deform, twist or break with normal on -the -job handling. Breakage, waste and functional 3ilure resulting from the use of inferior, foreign fiber materials can cost you time, doilars and can result a substandard finished job, generating costly callbacks and rework expenses. However, the purchase Ind installation of FIBRE EXPANSION JOINT (a small segment of the total project's cost) contributes to 'oth the final cost efficiency and functional success, far greater in proportion than its original cost. • lses IBRE EXPANSION JOINT is ideal for use on highways, streets, airport runways, sidewalks, driveways, atwork and scores of commercial and industrial applications subject to pedestrian and vehicular traffic. , eatures!Benefits . Provides the ideal product for the majority of all expansion/ contraction joint requirements. • . Non - extruding...versatile...offers a minimum 70% recovery after compression. • This tough, lightweight, easy -to -use, semi -rigid joint filler is available in strips and shapes • fabricated to your requirements. • Easy to cut...dimensionally stable...not sticky in summer, or brittle in winter. . Provides neat, finished joints requiring no trimming. . Often copied,..but never equaled. . Remains the standard of the industry today...with over 70 years of proven and satisfactory performance. o Can be punched for dowel bars and laminated to thicknesses greater than 1 ". Tiber Specifications and Size Information Conforms to or meets: Slab Standard Weight per (Specifications) Thickness Widths Lengths Sq. Ft. 1/4 ", 3/8 ", 1/2" 36 ", 48" 10' (3.05 m) 1.24 lbs. • ASTM 0 1751 3/4 ", 1" (.91. 1.22rn) Also available; (6.06 g /m') • AASHTO M 213 • • It3kt:. EXPANSION.iOIN1 Pttge 2 of3 . FM Specification (6.4, 9.5, 12.7, 5', 6', 12' Item P- 610 -2.7 19.1, 25.4mm) (1.5, 1.83, 3.66m) • e Corps of Engineers CRD -C 508 . H -I -F- 341 -F, Type I . rpplication Tool Utility Knife Ippiication IBRE EXPANSION JOINT is positioned against the forms, at interrupting objects or columns, and gainst abutting structures prior to the placement of concrete. FIBRE EXPANSION JOINT should be istalled 1/2" (12.7 mm) below the concrete surface to accept the joint sealant. fefore sealing, slide SNAP -CAP® over the top of the expansion joint. Place the concrete and screed to . nish grade, as usual. When concrete is cured, insert a screwdriver through the top of SNAP -CAP, pull - ee and discard. Seal the joint with #164, HI -SPEC® SAFE -SEAL@ 3405 or SOF -SEAL® for maximum irotection from water infiltration, weathering and to assure proper function. (Refer to data sheet # 220, '.21, 224, 235.) TYPICAL APPLICATIONS - r I oxpansion joint application, I J expansion Joint application. 2 i i J expansion Joint application, 3 I i .t I • • rhis malerial last updated August, 2006. Tap • • I B IF. EXPANSION JOINT Page 3 01'3 . _ . • •301 ® ®®® It - M NOM r. ..-: immEammEREEE • Construction Chemicals, inc. may-- .Y L&M CURER -„-, -- L &M CURE Rm2 Am Watcr- Based, Dissipating Resin Curing TECHNICAL DATA Compound Applicable Stan dards: ]. &M CURE R: MANUFACTURER ASTM -C -309, Type I and ID, Class 13 L&M Construction Chemicals, inc. AASHTO M -148, Type I, Class f] g° 14851 Calhoun Road VOC compliant Omaha, NE 88152 Phone: (402)453 -6600 L &M CURE R: 3 FAX: (402)453.0244 ASTM -C -309, lypc 11, Class 13 Websile: www.lmcc.00m AASFITO M -148, Type 1I, Class l3 VOC compliant PRODUCT DESCRIPTION 0 L&M CURE R is a VOC- compliant ready -to -use, LA NI CURE 11 and It -2 are water soluble, VOC dissipating resin membrane curing agent that cures freshly compliant, dissipating resin curing compounds for C placed concrete, forming nn effective burner against concrete surfaces. Typical L &M CURE 1t mud 11-2 tnoislure loss from concrete surfaces. This spraynblc properties arc: liquid maintains cllicienl water retention performance to L&M L&M comply, with ASTM, AASI.ITO and most State DOT CURE R CURE R -2 . _ requirements, L &M CURE R dries to n clear mnhcr Color Clear Amber'" White colored resin membrane curing compound. L &M CURE Specific Gravity 1.00 1.03 ]t -2 is an opnque, white- pigmented membrane and is Moisture Loss © 200 sq.11. /gol. (5 m' /liter) recommended for exterior pavements, 3 days kg/m .50 .45 L&M CURE R is designed to provide oxcdlenl early D Th nnco NIA G2 i 31 - curing properties and then, miler 30 or more days, begins to Dry'limo, chars 2 naturally deteriorate upon regular exposure to sunlight and D touch 2 r abrasion. Only sifter complete removal is the concrete Dry . ............................... 3 5 2 s 3) urface suitable for subsequent applications of VOC, grains/liter 725 2 45 cementitions toppings, floor tiles, coatings, chemical VOt:, , lbs. /gallon 2.7 .0 hardeners, + L &iVM CURE R is a milky white emulsion dint dries 10 Basic Ilse: 1. &vI CURE R is an effective Cure for normal clear amber. Also available with red fugitive dye to concrete, shake -on hardeners, and new concrete toppings aid in application. in commercial and indusiria) projects. L &M CURER -2 is INSTALLATION for use where direct sunlight reflectance is required, such as state highways, city and county roads and sidewalks, bridge Apply to fresh concrete surfuces after final troweling decks, dams, airport runways, and government prnjecls. when seance water glaze has disnppenred. Stir well FEATURES & BENEFITS before using to insurcunifornr consistency. Application: Uniformly apply directly to the concrete • Warer bonne VOCconrplfnr; surfaces bysprnyor roller atthc rate specified. • Lem odor. o Pas! rhyi ng. Clean-up: Prior to product drying, clean up equipment ESTIMATING using soap and hot water. Allerthe product hardens,soak with xylem or other uvailnble nromutic solvent. Flush This product is available in 5- gallon 0R.9- liter) nand 55- clean. To facilitate early removal of L&NI CURE It gallon (208 - liter) containers. Ench container is clenrly membrane, use Cl'iRL:X. identified with product mime and batch code. FOR BEST RESULTS: Tjpitnl Coverage Rate: For placement above 40 °F. (4 °C). Apply only to frost- Surface porosity rietemiines coverage rate. For best free surfuces. Do not apply over Winding water. L &M results, we recommend: CURE R -2 is not recommended for architectural Brooutfinishes - 200ftr /gallon(510liter) concrete and must be removed where subsequent Steel (roweled - 300 R' /gallon (7.5 nt' /tiler) toppings arc lobe applied. For rapid dissipation - 400 ft'lgttllon (10 ire/liter) I ■ MO 111•1111 •!®m • 1111 • Natural dissipation of L& M CUR F, R is dependent upon LIMITED WARRANTY exposure to direct sunlight and abrasion. Over• Illis product Is immured 10 befree of defects In manurial application or hick oi' sunlight or abrasion may inhibit and workmanship, and eimfa•ur to L &,hl Construction nuurrnl dissipation and may require professional removal. Chemicals ( "1.(tM °) quality contra .standards. All Du not puddle. L&M CURE R will yellow and darken recommendations. statements and technical data herein upon exposure to sunlight and then gradually disappear' are based on tests we believe to he reliable and rear tea, beet PRECAUTIONS accuracy and completenesss• of said tents are not Keep from freezing. This product can be made useless by 4uurru,re:ed and are not ro be con.xn-rrerl as a warranty or lrccr.iag. Do our spray near sources of ignition. Wear guaranty of any kind. expressed or implied including but nor lintlted to, an implied +varranty of merchantability or protective eog(lcsand gloves. an implied warranty of fitness .1;1r a particular pruirm•c. Please rcIir to Product Material Safely Data Sheet Satisfncrory results defend upon many factors• beyond • (rMSIS)be line using. t.g Ms cannot. User shall rclr on his or her au'n STORAGE /SHELF LIRE information and tests Io determine suitability of the product fa• the intended use and user assumes all risk, L &iVi CURE ft and L& M CURE R -2 containers are to loss, damage, expense and liability resulting front his nr be kepi tightly scaled. Do not freeze. Shire above 40 °F. her direct use, indirect use or consequential to their own (4 °C). Stir well before using as some sedirnent will occur use of the product. Lc@M.chall not be liable to the Greyer or (luring storage. Shelf life is one your in factory- scaled any third person for am'irrjrrry, lass or damage directly or containers when properly stored. iudimc•tl) resrrltingfr om use or inability to use the product. FAX ON DEMAND/WEDSiTE L&M's sole responsibility droll he to replace that portion of the product which proves to he defective. Any warranty L &M's exclusive Fax On Dcmnnd anti its convenient claim nn ry be wade within si.r (6) months firm the date ref intemet webshe offer instant access to Tech Duin Sheets, the claimed breach. This limited warranty applies only if h•laterial Safety Data Sheets, product updntes, and other the product u'as properly installed and used according ro useful information. Simply dial 800.839.9887 or visit all instructions and was ploperly stored prier tense. ssww, Imec.cum and follow the easy steps. - SHORT SPEC For Professional Use Only. 03300: 100% resin -hosed curing compound shall TP aoi. L&tvr t;anstnrc(iur, C2rcmIcats, Inc conform to ASTM C 309, Type I, Clnss I3 and local air quality regnlutinns. Cure shall begin to chemically break down when exposed to sunliglL "L &M Cure R" is manufactured by LAM Construction Chemicals, Inc, 02530: Fur exterior pavements only: VOC compliant, conforms in ASTM C 309, Typc IT, Class H, and AASIITO- M•148, Typc 11, "L&M Cure R -2" its mannl'ncwred by L &M Construction Chemicals, ine, ((705283 -4 January 26, 200 :-... - .. _ -- c7 raiL/tO ... ; A - Log 1Q11:■1111VJOJ 11019 "i if /Mfg I I frIll Whitt tall Mr4n na-I, I UM MI tos two' 0E1110893180V V tIVV30 f10101021Wd • 1.0. — :Emu immhonnrimarma ' ronerns, —i 1.1 p. 1 . 111 . , 5 . — "Ngi 11 1 1P.: nil , il l 1. 11 .:!:,.___ ""'t: t i l y Iiiiii 7 ' il SS 1111.• 1 . all NI ? . _ § g E 6 g • _ L ...i1". al § 2 ; I ; E 2 A § 5 3 P :1 / P i 1 9 .. , 7 ilia 3 a • , . , . 4 P. 4 - V 1 • I i 'n t r .P:cg lEIB ' 1 a -, -- 5: I bsilk i '5 • 21 B . g ts A 6 • ....• bi 1 R ii111111 : g .2 ! .... lttb g . 1'1 11 :7.," z 1 wrimmo Ji a 1 1 , mwawil.w.•pmn.... _ if 31 3 E a 12glzi a. M a. , 1 b . c s...c._ . Willi linililln • =Imam". mr 5 ••.:. . ,.. i a , ‘ I e• 1;.1 . .• • 2 1 g ro b 0 a in ' 1 a . • ; • ,_- ;:j i 1 1,11 - UP„, 1 3 g 2 v s t 2 2 L la v . N I 4 5 21 11 <15 Pit u • g i2r4,: , g1.' . A --- --7 mil _1._ c•A - ' 3 t it ! • ii IS "hg ei - '41 SE. 1 .--____ I K I I I , ... _ - .__ . J J / 3 . r � 0 2 J � •}. -) 7�� J # EcEN , Eli) f , e-„/,7, Supply Company SUB - CONTRACTOR: N/A i - y , 1 "Committed to Service Excellence" OR 192aoa y 1810 Lana Avenue NE • Salem, Oregon 97301 (,F TIGAR0 n1 Since 19J6 593.585.5559 - office 503.581.6799-facsimile 11 1 � e [CB *33229 866.985.5559-lollfree SUPPLIER: Stealer Supply Com Salem, OR 'b- tLL �y Dl ,,l �` ®I�i 1`7 SUBMITTAL 503 - 585 -5550 MANUFACTURER: Tolco OWNER: Clean Water Services SPEC. NUMBER: 15060 Joel Borchers - Engineer 16060 SW 85 Avenue SPEC. TITLE: : Pipe Supports , Tigard, OR 97224 DRAWING: M210 DETAIL: A/B Var PROJECT: Durham Advanced wastewater Treatent INITIAL: DATE: 02/29/08 Aeration Basin 2 Plug Flow Modification SUBMITTED BY: Ross Meyer OWNER PROJECT NUMBER: 6138 Protect Manager SSC WORK ORDER NUMBER: 14450 SSC SUBMITTAL NUMBER: 15060 -001 CONTRACTOR'S REVIEW OF THIS SUBMISSION ENGINEER'S REVIEW OF PREVIOUS SUBMISSIONS NO EXCEPTIONS TAKEN ❑ MAKE CORRECTIONS NOTED NUMBER: DATE: ❑ SUBMIT SPECIFIED ITEM ❑ NO EXCEPTIONS TAKEN ❑ MAKE CORRECTIONS NOTED NOTE: Per our field discussion submitting in lieu of details ❑ REJECTED ❑ REVISE AND RESUBMIT shown on M210. ❑ SUBMIT SPECIFIED ITEM NUMBER: DATE: L. - {HAKE CORRECTIONS Nt)1E0 ❑ NO EXCEPTIONS TAKEN ❑ MAKE CORRECTIONS NOTED ❑ REJECTED ❑ REVISE AND RESUBMIT fl REJECTED n REVISE AND RFSUBMn ❑ SUBMIT SPECIFIED ITEM ❑ SUBMIT SPECIFIED ITEM Adion indicated is c ( --, nenerol conformonc, with the design cone - •oject and aenoro' compliance with • 7 given in Ihi contract docun,e to the require menls of the rt , ns. Controdo. is responsib!r .•'•.;h shall ix confirmed or. jnb site; 'dui ,cation proces. .. (es of construction coordination o ...in That of all othe trades; and the r.. .. performance of his wort and oil contract provision . Date //,, ' CC 2l By ` c - } -Z 17 o r) ✓ LEAN WATER SERVICES 1 8 060 S W 99h A \'E, / " 7 / �/ i '-',),- ______:_.--------; Al ..., PD-10 � c-or - tvc F' City of Ti gard Approved Plan' By M� ✓ Date y g 4.5 sue, g -7-i-/ • Figure 7 — Offset Pipe Clamp • G' \ - Use in place of Detail A/VAR - For all vertical pipe larger than 2" - Finish to be 316 SS ,M 7 'r_, .,..•h 5 ,t :r , ; �:* , G�� t. L� 7 e k ,, r:� a;`�.o ,... ' ..,y: 'tt '...c---1' r n1 - -1 r1.7 k h .p, „too 7 ,4? t i 4. `Z it<a FS *ttkit . ' ,x, , e. S c 7 � , P „ z - - /'tt `', . T, : r . ' �.,, 1 !; . tq ' it 1 -, f4 ` e + R e , . 4 � . WW, com x `i ce t'zi �' 'i �S .k. '� !s be . 't•! --'� . ,..- ,� . - , u,+ t 4t •_�,,`••., �” � '� .' :R 9/ /2 ()06 ; '7. r i •.F.�4+'•,!{° 1- f-p 7 b(a ddlof C� ? , p i re .+' i ry k .i. 4 3 ; ',,•: f I I Pig. 7 - Offset Pipe Clamp Size Range — 1/2" thru 12" pipe -.::.0 • Material — Carbon Steel Function — Recommended for support of pipe lines running at a definite ' distance from the wall or floor of a building or structure. Maximum Temperature — 650 °F Finish — Plain Note — Available in Electro- Galvanized and HDG finish or Stainless Steel 1 . - materials. Special •'B" dimensions available on request, consult factory. s Order By — Figure number, pipe size and finish "I L I Dimensions o Weights Pipe Hole Size Max. Rec. Approx. Size A B C Bolt Size Load Lbs. Wt. /100 1/2 5 2 7/16 3/8 190 107 3/4 5 2 7/16 3/8 190 109 1 61/4 2% 7/16 3/8 190 116 11/4 6'1/46 23/4 7/16 3/8 190 126 1 6 3 7/16 3/8 190 134 2 8 3166 7/16 3/8 420 191 21/2 8% 3'/1 7/16 3/8 420 209 3 91/2 3 7/16 3/8 420 232 3 101/46 4 7/16 3/8 420 250 4 10 4 9/16 1/2 610 370 6 14 5 /i6 9/16 1/2 870 650 8 161/46 6 9/16 1/2 870 787 10 21 7 a 13/16 3/4 925 1238 12 24 8 13/16 3/4 1225 2100 Fig. 8 - Extended Pipe Clamp Size Range — 3/4" thru 8" pipe Material — Carbon Steel Function — For suspending or Dimensions Weights s supporting piping runs where the Pipe A B Bolt Approx. I' ' pipe cannot be determined until Size Size Wt. /19 1 installation. Field modify to suit 3/4' 4 12 3/8 225 �, 1 `411/46 12 3/ 230 / conditions 1 /a 5 •� 12 3/8 235 i �' ( 1 � Maximum Temperature — 650 °F 11/2 5 3/8 240 / ,/ /, - Finish — Plain 2 6 ' '2 , . 1/2 345 'i '_� li / - , 7 Note — Available in Electro 2'/2 TV( 12 ''°'1 /2 360 1 ,? 3 ,,,. 7 12 1/2' 375 � %i Q.,, ,,, Galvanized and HDG finish or r3 �%2 8 /a 12 12 `390 Stainless Steel materials. Special ^ 4 91/4 12 1/2 500` "�•.. "B" dimensions available on 5 101 12 1/2 545 request, consult factory. 6 121/2 12 5/8 870 Order By — Figure number, pipe 8 14% 12 5/8 980 size and finish OFFICE/MANUFACTURING FACILITY • 1375 SAMPSON AVE. • CORONA. CA 12879 • Fit: 951 737 5519 • rAY.: 951 - 737.0330 CUSTOMER SERVICE • 813 7E5 5265 1vrw. folco.com A-12 Channel w/ Pipe Clamp - Use in place of Detail 11;NAR - For ail vertical anisi lateral pipe 2" and smaller -Finish to be 316 SS koc ; 13/L,M ,-/ r')/- .rii , it, .‘ • ' a Yr 'G . n 'l '� i` ' .{1 py` ,� 4 ".id' t.1 �Ye : P ', .,, fN d t W i • t9�'n ?- :`!f a `' � -: f » a� s t � t g iy '1 " � � i�J�a vyyy�, b' 1 (gy -; �+`^�"�.' S ,r RE ;C`'ft R !$7 ,. !M t. Rt � .•`.t ; 4 _`i .0 '•i '9 .`k° u.jl; +. Ti � - , 3 " " , (/J . t � ♦ .A . 3 U ' t 1 ) r t d ,, t, 'i. .. t tl d k }� t '`�'- YJ lircazo:4, C ? 4" 4 �S ' " S ' e. x� v • ' a rt' a t - 'nt x; ,: sr � / S/�/�/V „ 1 , 0 I CO O° 1-' ^ ant1� a� s t o '44,4741,,,:.1-4/ ° td -- �q -i ',;„6** * Re si o l - 3731 M '; : r� f'�i'�Y� �y�3 b ran xk N BC ® t?��m .. =�� `Gt. "Xt' 4 ' n-a � •s -- ::-1 `. ��a ' A -12 CHANNEL 1 - - •H -- 1 .e f ,` . ,4 - - -- `Iri •• t . .. I ' C ■ [ „..... , 8 f ;.rte. t :;.n' , 1J t_ I Metal thickness is 12 Ga. (.105 ") A -12 A -12A Elements of Section Channel Area of AXIS X -X AXIS Y -Y Catalog Weight Section I(in. S(in. R(in.) I(in. S(in. R(in) Number lbs. /ft. Sq.ln. A -12 1.89 .583 .188 .203 .581 .257 .316 .680 A -12A 3.78 1.166 .920 .566 .910 .514 .632 .680 I = Moment of inertia S = Section modulus R = Radius of gyration Beam and Column Loads Data Channel Beam Span Uniform Load Deflection Uniform Load (Ibs.) Maximum Catalog or Unbraced at Stress of at Stress of When Maximum Allowable Load Number Column Height 25,000 PSI (Ibs.) 25,000 PSI (in.) Deflection = of Column (Ibs.) A -12 18" 2213 .031 2213 11300 24" 1680 .055 1680 9700 30" 1340 .086 1340 8850 36" 1125 .125 1125 8600 42" 950 .168 950 7550 _ 48" 855 .225 757 6720 60" 690 .356 484 5800 72" 555 .594 336 4970 84" 490 _ 693 247 4250 96" 433 .915 189 3500 120" 335 1.382 121 2100 A -12A 18" 6530 .018 6530 24340 24" 4895 .033 4895 21800 30" 3800 _ .050 3800 _ 21500 36" 3100 .070 3100 21000 42" 2700 .097 2700 _ 20600 48" 2300 .124 2300 19900 60" 1930 .203 1930 17950 72" 1560 .284 1560 15940 84" 1360 .393 1210 14750 96" 1200 .438 926 12650 120" 953 .680 593 8000 Beam loads: Loads listed are uniformly distributed, for loads concentrated at center of span multiply uniform load at table by .5 and multiply the deflection by .8. When deflection is not a factor use stress of 25,000 PSI. When deflec- tion is a factor use deflection of 0 I .. Column loads: Loads listed are for unbraced heights as listed. Modulus of elasticity = 29,000,000 PSI. Slotted or punched channel reduce load rating 10 %. 011ice7Manutacturin(3 Facility • 1375 Sampson A•.e. • Corona, CA 97079 • On 951 737 5590 • Fat 951.7370330 { Customer Service • 800 785 5285 i�i6 www.rolco.corn � a + �r;& ! t $ ••'; Y 4. ,' - '; " ,' . "' •. — ; *, "t a�"tY(9 . x•4-2. "4 R ;"4.- y � � �.. . .i � L j `n^ f J t" �` t ` � .a t :'..,; • ! k" 3 � . tv3 f y, "t s . � .i ' v' r t �`�Sy • rt ..n y . � : r+ ,{' ` r� Y1 8� {. �t� ¢ ,' ,- t'ti m - : - - fi 3` 'rr ; ` ., % ..4'p, r a aL, < nSt °' ;ham j° elk - t r " a 6 ,. t �"`' ' i!' :,t; Y d r4 M : �' `; , . r „„ ,` s ,, ;:> * ^f c .`,3. , ' +. au' , ‘,P D t V ^ �f Revision g,./..."4--”" � ;x'7ir a bFand � N BC � � � ^�"''S� " 1` 'S t�, �`�, r4 . �y 1 s •: ��+�''•""� 4 v, r +� �i '� �'r xRtr �` .r.a.,� �.' �,. Y `� , ..x - ir• � - Q - � i .. r .lr . �#'. 1 I POPE CLAMPS O.D. Tubing Clamps C6 O.D. Size Weight Metal Design Load at lbs. /100 Gauge Safety Factor of 5 — 1/4 8 16 400 _ i . _ — 3/8 8 16 400 .;,— —1_ 1/2 9 16 400 5/8 9 16 400 • 3/4 11 16 400 7/8 (Rigid 1/2) 15 16 400 1 (Rigid 3/4) 16 14 600 P ••. 11/4 18 14 600 i; .;.:'" 1 16 14 600 1% (Rigid 1) 17 14 600 O.D. Tubing Clamps 11/2 18 14 600 1% (Rigid 11/4) 19 14 600 O.D. Size Weight Metal Design Load at 1 28 12 800 lbs. /100 Gauge Safety Factor of 5 11/4 (Rigid 1h) 28 12 800 6 87 10 1000 2 31 12 800 6%s 96 10 1000 21/2 31 12 800 61/4 98 10 1000 21/4 33 12 800 6% 96 10 1000 2% (Rigid 2) 34 12 800 6' 100 10 1000 21 35 12 800 6 (Rigid 6) 102 10 1000 2% 35 12 800 634 96 10 1000 i 2% 38 12 800 6 100 10 1000 2 (Rigid 21/2) 40 12 800 7 108 10 1000 I 3 39 12 800 71/4 110 10 1000 31/2 39 12 800 71/4 111 10 1000 31/4 45 12 800 7 113 10 1000 3 46 12 800 71/2 104 10 1000 I 31/2 (RIGD 3) 47 12 1000 7% 110 10 1000 1 3 54 11 1000 7 111 10 1000 3 54 11 1000 7 120 10 1000 ' 3 60 11 1000 8 122 10 1000 4 (RIGD 31/2) 62 11 1000 81/4 124 10 1000 41/4 64 11 1000 8 125 10 1000 41/4 64 11 1000 8% 114 10 1000 4% 65 11 1000 81/2 128 10 1000 41/2 (RIGD 4) 66 11 1000 8% (Rigid 8) 123 10 1000 4% 64 11 1000 8% 122 10 1000 4 72 11 1000 8' /a 119 10 1000 4 73 11 1000 9 118 10 1000 5 68 11 1000 91 126 10 1000 51/4 68 11 1000 9% 129 10 1000 51/4 77 11 1000 10 135 10 1000 5% 79 11 1000 10%4 (Rigid 10) 140 10 1000 51/2 79 10 1000 11 145 10 1000 5 (Rigid 5) 88 10 1000 11% 151 10 1000 5% 90 10 1000 12 156 10 1000 5% 92 10 1000 12 (Rigid 12) 153 10 1000 l Larger and intermediate sizes available. consult factory. pis ONicc /Manufacturing Facility • 1375 Sampson A:e. • Corona. CA 52879 • Fh: 551 737 5593 • Fax: 551.737.0330 15 Customer Service • 800 765 5265 www.tolco.corn