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HomeMy WebLinkAboutPA2023-0034_20230206_Hetherington Final Report 4-7-2021HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING• ENGINEER ING GEOLOGY • HYDROGEOLOGY Gerson Bakar and Associates c/o Park Newpo1t Apait ments One Park Newporl Drive Newporl Beach, California 92660 Attention: Mr. Jim Diaz Facilities Manager April 7, 2021 Project No. 8564.1 Log No. 21378 Subject: GEOTECHNICAL OBSERVATION or RO CK 1VIESH ANCHORING INSTALLATION AND TESTING West of Unit 4830 Park Newport Apartments One Park Newport Drive Newp01t Beach, California References: Attached Dear Mr. Diaz: In accordance with your request, this report provides a summary of our geo techn.ical services in conjunction with the drilling, installation and testing of rock mesh anchoring for the emergency ro ckfall mitigation of the main scarp of the June 26, 2020 landslide at the subject site based on plans prepared by Kane Geotech, Inc. (Reference 6). The drilling and rock mesh anchoring installation were performed by Access Limited Construction, between Februru·y 10 and March 18, 2021, with continuous geotechnical observation by Hetherington Engineering, Inc. Our services during installation of the rock mesh anchoring consisted of the following : • Observation of drilled holes for compliance with minimwn diruneters and depths to accommodate the specified grout diameler and length dimensions for the tlU'eaded bar anchors. • Observation of threaded bar anchor installations in the completed drilled holes to confirm compliance with specified anchor bar lengths. • Confirmation of proper grouting of the installed threaded bar anchors. • Preparation of this report swnmarizing our geotechnical observation of the rock mesh anchoring installation and testing. 5365 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931 -0545 333 Third Street, Suite 2 •Laguna Beach, CA 92651-2306 • (949) 715-5440 •Fax (760) 931-0545 www. hetheringtonengineering. com 6 - Geotechnical Final Report GEOTECHNICAL OB SERVATION OF ROCK MESH ANCHORING INSTALLATION AND TESTING Project No. 8564.1 Log No. 21378 April 7, 2021 Page 2 DESCRIPTION OF ROCK MESI-J ANCIIORS A total of 3 sacrificial, 46 production, 8 border cable, and 4 spot anchors were installed in support of the rock mesh surficial slope stabilization system. Our report of the locations and numbering of the rock mesh anchoring are shown on Rock Mesh Anchor Plan, Figure 1 , which is based on Sheel 2 of the "Park Newport Apartments Back Bay Drive, Surficial Slope Stabilization and Rockfall Mitigation, Newport Beach, California" plan set, by Kane GeoTech, Inc. (Reference 6). The thJeaded anchor bars and wire-rope anchors were installed in the drilled holes in the face of the slope. The tlu·eaded anchor bars consisted of Williams Grade 75 ATB epoxy coated threaded bars. The ·wire-rope anchors consisted of 5/8-inch diameter IWRC, 6xl 9 wire rope (double legged). The threaded anchor bars were installed with SCH 40 PVC centralizers, spaced at a maximum of 10-feet on center. The anchors were installed in holes that were drilled at inclinations ranging from 15 to 18-degrees from horizontal, where the slope inclination exceeded 70-degrees. Where the slope inclination was less than 70-degrees, anchors were installed in holes that were drilled perpendicular to the slope face. The original threaded bar and wire rope anchor specifications are shown on Geobrugg Tecco G65/4 Surfi cial Slope Stabilization System Details, Figure 1, which is an excerpt of Sheet 3 (Reference 6). Revised anchor specifications were issued by Kane GeoTech, Inc. in a Memorandum, dated February 19, 2021 (Reference 8). OBSERVATION OF ROCK MESH ANCHOR INSTALLATION Drilling for rock mesh anchors was accomplished with 3.5 and 4-inch-dian1eter cl own hole hammer drill and hand drill with 100 rope thread drill steel. No groundwater or caving was encountered while drilling. The holes for the sacrificial verification anchors were drilled to a length of 10-feet as specified on the plans, Sheet 3 (Reference 6). The holes for the production and spot anchors were drilled to a length of 12-ft. The holes for the border cable anchors were drill ed to a length of 10-ft. Information pertaining to the drilling and installation of the rock mesh anchors is provided in Rock Mesh Anchor Summary, Table I. The tlu·eaded bar and wire rope anchors were installed and grouted. Complete encasement of the bonded zones of the anchors with grout was assured by pun1ping until grout flowed out of the holes. Dates on which the grouting occuned for each anchor are shown in Rock Mesh Anchor Summary, Table I. HETHERINGTON ENGINEERING, INC. GEOTECl-INICAL OBSERVATION OF ROCK MESII ANCHORING INSTALLATION AND TESTTNG Project No. 8564.1 Log No. 21378 April 7, 2021 Page 3 VERIFICATION (PRE-PRODUCTION) ANCHOR TESTING Performance testing o[ three sacrificial verification anchors was performed in accordance with the Post Tensioning Institute (PTI) DC35. 1-14, Construction Drawings, and Project Specifications (References 6, 7, and 9). Anchor performance testing was performed using a 39-lon center-hole hydraulic ram and lcmporary cribbing and steel load frame setup. The hydraulic ram was placed over the anchor bar and seated on the load frame. A steel plate was fixed to the end of the threaded anchor bm to facilitate displacement measuremen ts. A caliper bearing against the steel plate and supported on an independent reference frame was setup to measure the !breaded bar anchor displacement. The verification anchors were performance tested by cyclically and incrementally loading and unload ing the anchor to the maximum test load (133% of the design load) or failure. Loading of the anchor was accomplished by increasing the hydraulic pressure of the ram in correspondence with calculated load pressures determined from the calibration sheet supplied with the ram. A copy of the ram calibra tion sheet is provided as Hydraulic Ram Calibration Sheet, Figure 1. After an initial alignment load of 25% of the design load was applied, movement of the tendons was recorded for pressures corresponding to 50, 100, 125 and 150-percent of design load. Anchor testing acceptance criteria was provided in the Proj ect Specifications (Reference 7). The results of proof testing for each verifi cation anchor are provided in the Verification Anchor Performance Testing, Appendix A. During performance testing, sacrificial verification anchors SA-1 , SA-2, and SA-3 were loaded to failure. Failure was defined by the design engineer in Memorandum No. 1, dated February 19, 2021 (Reference 8), to be a load at which the anchor grout movement was 1.0-inch or greater. The load at fai lure for SA-1, SA-2, and SA-3 was 18.2, 36.4, and 27.3 kips, respectively. The performance testing data was provided to the design engineer, Bill Kane, of Kane GeoTech. The verification anchor testing prompted the design change reconunendations by Kane Geotech outlined in Reference 8. The reconunendations included the following: bar anchor depths should be a minimum of 12-ft and grouted per specification, wire rope anchor depths should be minimum of 9-ft, drill hole diameter should be a minimum of 3.5-inches, and no further anchor testing will be required. HETHERINGTON ENGINEERING, INC. OEOTEC.E-fNICAL OBSERVATION OF ROCK MESII ANCHORING INSTALLATION AND TESTING Project No. 8564.1 Log No. 21378 April 7, 202 1 Page 4 CONCLUSIONS Based on our observati ons, it is our opinion thal the rock mesh anchors insta ll ed for lhe surficial slope stabilization and rockfall mitigation at the subject site are in substantial compliance wi th the referenced plans and specifications . LIMITATIONS Our observations were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechni cal consultants practicing in this or similar localities. No other warranty , expressed or implied, is made as to the conclusions and professional advice included in thls report. This opportunity to be of service is appreciated and we hope this information is helpful to you. Please call ifthere are any questions or inqui.J:es. Respectfully submitted, HETHERINGTON ENGINEERING, INC. a · Civil Engineer 30 Geotechnlcal Eng.'il''1t~ (expires 3/3 1 /22) £L p_ ------- Edwin R. Cunningham Civil Engineer 81687 (expires 10/3 1/22) Attachments: Plate 1 Plate 2 Figure 1 Table I Appendix A HETHERINGTON ENGINEERING, INC. GEOTECilNICAL OBSERVATION OF ROCK MESH ANCHORING INSTALLATION AND TESTING Project No. 8564.1 Log No. 21378 Aprjl 7, 2021 Page 5 Distribution: 3-Addressee 1-via e-mail Ken Dressel (kdresscl@gba.com) I-via e-mail Jim Diaz Qdiaz@gba.com) I -via e-mail William Kane (William.kane@kanegeotech.com) HETHERINGTON ENGINEERING, INC. REFERENCES l. Hetherington Engineering, Inc., "Geotechnical Summary of Landslide Miligalion, West of Unit 4830, Park Newport Aparlmenls, One Park Newport Drive, Newport Beach, California", daled July 21, 2020. 2. Hetherington Engineering, Inc., "Proposed Rockfall Mitigation, West of Unit 4830, Park Ncvvport Apartmenls, One Park Newport Drive, Newport Beach, Cali [ornia", elated September 4, 2020. 3. Hetherington Engineering, lnc., "Proposed Emergency Rockfall Mitigalion, Wesl of Unit 4830, Park Newport Apartments, One Park Newpo1i Drive, Newport Beach, California", dated January 6, 202 1. 4. Kane Geotech, In c., "Park Newport Apartments, Back Bay Dri ve, Rockfall Assessment Letter, Newport Beach, Cali fornia", dated August 20, 2020. 5. Kane Geotech, Inc., "Park Newport Apartments, Surficial Slope Stabiliza tion and Rockfall Mitigation, Engineering Design Calculation Repo.rl, Newport Beach, California", dated August 20, 2020. 6. Kane Geotech, Inc., "Park Newport Apartments, Back Bay Drive, Surficial Slope Stabilization and Rockfall Mitigation, Newport Beach, California", dated August 20, 2020 (Sheets 1 through 5). 7. Kane Geotech, Inc., "Park Newport Apartments, Surficial Slope Stabilization and Rockfall Mitigation (Proj ect Specifications), Newport Beach, California", dated August 20, 2020. 8. Kane Geotech, Inc., "Park Nev1porl Anchor Testing, Revised Anchor Depths, Memorandum No.I", dated February 19, 202 1. HETHERINGTON ENGINEERING, INC. Project No. 8564.1 Log No. 21378 N ROCK MESH ANCHOR PLAN GEOTECHNICAL CONSULTANTS HETHERINGTON ENGINEERING,INC. PROJECT NO. PLATE NO. 012 5 1015200 S C A L E : 1 " = 1 0' Park Newport ApartmentsNewport Beach, California 8564.1 1 LEGEND APPROXIMATE LOCATION OF PRODUCTION ANCHOR APPROXIMATE LOCATION OF SPOT ANCHOR APPROXIMATE LOCATION OF BORDER CABLE ANCHOR APPROXIMATE LOCATION OF SACRIFICIAL ANCHOR 7BCA8 SA3 SP5 7PA7 7BCA8 7BCA7 7PA6 7PA7 7PA57PA47PA37PA27BCA6 7BCA5 7PA1 6PA1 5PA1 3PA1 4PA1 2PA1 1BCA2 1BCA1 1PA1 1PA2 1PA3 1PA5 1PA6 1BCA3 1BCA4 2PA6 3PA7 4PA6 6PA6 6PA2 6PA3 6PA4 1PA4 2PA2 2PA3 2PA4 2PA5 3PA2 3PA3 3PA4 3PA5 3PA64PA24PA3 4PA4 4PA5 6PA5 5PA2 5PA3 5PA4 5PA5 5PA6 5PA7 SP1 SA3 SA1SP2SP3 SP4 SP5 SA2 SURFICIAL SLOPE STABILIZATION DETAILS GEOTECHNICAL CONSULTANTS HETHERINGTON ENGINEERING,INC. PROJECT NO. PLATE NO. NOT TO SCALE Park Newport ApartmentsNewport Beach, California 8564.1 2 ~ ---------- Caltrans Transportation Laboratory Date: 1 /1 5/2021 Contract No.: Name of System: RACH 3010 Location: SAC-10 Jacl< No.: TE-10 Bridge: Contractor Gauge #: Gauge A Contractor Gauge #: Gauge B Load Cell Run 1 Run 2 Run 3 Average Run 1 Run 2 Run 2 Average (l<ips) PSI PSI PSI PSI PSI PSI PSI PSI 10 1350 1400 1400 1383 1350 1300 1300 1317 20 2600 2700 2700 2667 2650 2600 2600 2617 30 4000 4000 4000 4000 3900 3900 3900 3900 40 5300 5300 5300 5300 5200 5200 5200 5200 50 6500 6500 6500 6500 6400 6400 6400 6400 Load Cell: Verification Date: HYDRAULIC RAM CALIBRATION SHEET HETHERIN GTON ENGINEER ING, INC. Parl< Newport Apa1i ments New12ort Beach, CA GEOTECHNICAL CONSULTA NT S PROJECT NO. 8564.1 I FIGURE NO. 1 Tendon Drilling I nformation Rock Mesh AnchOT Free Bonded Length Date Anchor Length Length Length Drilling Method Drilled No. (ft) (ft) (ft) Drilled (ft) SAl 11 3 6 2/11/2021 Down Hole Hammer Drill 10 SA2 11 3 6 2/11/2021 Down Hole Hammer Drill 10 SA3 I 11 3 6 2/11/2021 Down Hole Hammer Drill 10 lBCAl 11 3 7 2/12/2021 Hand Drill 10 15CA2 11 3 7 2/12/2021 Hand Drill 10 1BCA3 11 3 7 2/12/2021 Hand Drill 10 1BCA4 11 3 7 2/12/2021 Hand Drill 10 7BCAS 11 3 7 2/23/2021 Hand Drill 10 7 BCA6 11 3 7 2/23/2021 Hand Drill 10 7 BCA7 11 3 7 2/19/2021 Hand Drill 10 7 BCAS ll 3 7 2/19/2021 Hand Drill 10 lPAl 13 3 9 2/16/2021 Hand Drill 12 1PA2 13 3 9 2/16/2021 Hand Drill 12 1PA3 13 3 9 2/17/2021 Down Hole Hammer Drill 12 1PA4 13 3 9 2/17/2021 Down Hole Hammer Drill 12 l PAS 13 3 9 2/17/2021 Hand Drill 12 1PA6 13 3 9 2/17/2021 Hand Drill 12 2PA1 13 3 9 2/17/2021 Hand Drill 12 2PA2 13 3 9 3/1/2021 Hand Drill 12 2PA3 13 3 9 2/26/2021 Down Hole Hammer Drill 12 2PA4 13 3 9 2/25/2021 Down Hole Hammer Drill 12 2PAS 13 3 9 3/1/2021 Hand Drill 12 2PA6 13 3 9 2/17/2021 Hand Drill 12 TABLE I Surficial Slope Stabilization System Park Newport Apartments, One Park Newport, Newport, California ROCK MESH ANCHOR SUMMARY Grouting Drilled Initial Post-second Inclination Post-Date Diameter Grouting Grouting (inches) {degrees) Date Dat e Grouting Tested Date 4 15 2/11/2021 2/16/2021 4 15 2/11/2021 2/16/2021 4 15 2/11/2021 2/16/2021 3.5 90 3/4/2021 3.5 90 3/4/2021 3.5 90 3/4/2021 3.5 90 3/4/2021 4 3/4/2021 4 3/4/2021 4 3/4/2021 4 3/4/2021 3.5 77 3/4/2021 3.5 80 3/4/2021 3.5 65 3/4/2021 3.5 72 3/4/2021 3.5 65 3/4/2021 3.5 67 3/4/2021 3.5 75 3/4/2021 3.5 15 3/4/2021 4 16 3/4/2021 4 16 3/4/2021 3.5 17 3/4/2021 3.5 18 3/4/2021 TABLE I --Page 1 of 3 Performance Testing Total Creep Design Elongation after 10 Load -at 1330/o of minutes D.L. D.L. (inches) at 1330/o (kips) D.L. (inches) 36.4 36.4 36.4 Lock Off Pressure (psi) I I I Lock Off Load (kips) HEi Notes Anchor failed @ 18.2 kips Anchor failed @ 36.4 kips Anchor failed @ 27 .3 kips Project No. 6577.l Log NO. 21310 Tendon Drilling Information Rock Mesh Anchor Free Bonded Length Anchor Length Length Length Date Drilling Method Drilled No. (ft) (ft) (ft) Drilled (ft) 3PA1 13 3 9 2/18/2021 Hand Drill 12 3PA2 13 3 9 2/26/2021 Hand Drill 12 3PA3 13 3 9 2/25/2021 Down Hole Hammer Drill 12 3PA4 13 3 9 2/24/2021 Down Hole Hammer Drill 12 3PA5 :3 3 9 2/24/2021 Down Hole Hammer Drill 12 3PA6 13 3 9 2/23/2021 Hand Drill 12 3PA7 13 3 9 2/23/2021 Hand Drill 12 4PA1 13 3 9 2/18/2021 Hand Dnll 12 4PA2 13 3 9 2/23/2021 Down Hole Hammer Drill 12 4PA3 13 3 9 2/24/2021 Down Hole Hammer Drill 12 4PA4 13 3 9 2/24/2021 Down Hole Hammer Drill 12 4PA5 13 3 9 2/24/2021 Down Ho!e Hammer Drill 12 4PA6 13 3 9 2/25/2021 Hand Drill 12 5PA1 13 3 9 3/1/2021 Hand Drill 12 5PA2 13 3 9 2/23/2021 Down Hole Hammer Drill 12 5PA3 13 3 9 2/24/2021 Down Hole Hammer Drill 12 5PA4 13 3 9 2/18/2021 Down Hole Hammer Drill 12 SPAS 13 3 9 2/18/2021 Down Hole Hammer Drill 12 5PA6 13 3 9 2/22/2021 Hand Drill 12 5PA7 13 3 9 2/25/2021 Hand Drill 12 6PA1 13 3 9 2/22/2021 Down Hole Hammer Drill 12 6PA2 13 3 9 2/18/2021 Down Hole Hammer Drill 12 6PA3 13 3 9 2/18/2021 Down Hole Hammer Drill 12 TABLE I Surficial Slope Stabilization System Park Newport Apartments, One Park Newport, Newport, California ROCK MESH ANCHOR SUMMARY Grouting Second Drilled Initial Post- Diameter Inclination Grouting Grouting Post -Date (inches) (degrees) Date Date Grouting Tested Date 3.5 16 3/4/2021 3.5 15 3/4/2021 4 17 3/4/2021 4 17 3/4/2021 4 16 3/4/2021 3.5 16 3/4/2021 3.5 15 3/4/2021 3.5 16 3/4/2021 I 4 15 3/4/2021 4 15 3/4/2021 4 17 3/4/2021 4 17 3/4/2021 3.5 16 3/4/2021 3.5 15 3/4/2021 4 15 3/4/2021 4 47 3/4/2021 " 44 3/4/2021 4 45 3/4/2021 3.5 15 3/4/2021 3.5 3/4/2021 4 so 3/4/2021 4 45 3/4/2021 4 45 3/4/2021 TABLE I --Page 2 of 3 Performance Testing Total Creep Design Elongation after 10 Load -at 1330/o of minutes D.L. D.L. (inches) at 1330/o (kips) D.L. (inches) I I I Lock Off Pressure (psi) I Lock Off Load (kips) HEi Notes Proiect No. 8577 .1 Log No. 21310 Tendon Drilling Information Rock Mesh Anchor Free Bonded Length Date Anchor Length Length Length Drilling Method Drilled No. (ft) (ft) (ft) Drilled (ft) 6PA4 13 3 9 2/18/2021 Down Hole Hammer Drill 12 6PA5 13 3 9 2/22/2021 Down Hole Hammer Drill 12 6PA6 13 3 9 2/22/2021 Down Hole Hammer Drill 12 7PA1 13 3 9 2/23/2021 Down Hole Hammer Drill 12 7PA2 13 3 9 2/22/2021 Down Hole Hammer Drill 12 7PA3 13 3 9 2/22/2021 Down Hole Hammer Drill 12 7PA4 13 3 9 2/22/2021 Down Hole Hammer Dnll 12 7PA5 13 3 9 2/22/2021 Down Hole Hammer Drill 12 7PA6 13 3 9 2/19/2021 Down Hele Hammer Drill 12 7PA7 13 3 9 2/19/2021 Down Hole Hammer Drill 12 SPl 13 3 9 2/23/2021 Down Hole Hammer Dnll 12 SP2 13 3 9 2/2S/2021 Down Hole Hammer Drill 12 SP3 13 3 9 2/24/2021 Down Hole Hammer Drill 12 SP4 13 3 9 3/1/2021 Hand Drill 12 TABLE I Surficial Slope Stabilization System Park Newport Apartments, One Park Newport, Newport, California ROCK MESH ANCHOR SUMMARY Grouting Drilled Initial Post-Second Inclination Post-Date Diameter Grouting Grouting (inches) (degrees) Date Date Grouting Tested Date 4 4S 3/4/2021 4 42 3/4/2021 4 lS 3/4/2021 4 30 3/4/2021 4 42 3/4/2021 4 so 3/4/2021 4 so 3/4/2021 4 47 3/4/2021 4 47 3/4/2021 4 40 3/4/2021 4 lS 3/4/2021 4 17 3/4/2021 4 16 3/4/2021 3.5 40 3/4/2021 TABLE I-· Page 3 of 3 Performance Testing Total Creep Design Elongation after 10 Load -at 133% of minutes D.L. D.L. (inches) at 1330/o (kips) D.L. (inches) Lock Off Pressure (psi) I Lock Off Load (kips) HEi Notes Proi ecr No. 8S77.l Log No. 21310 APPENDIX A (Verification Anchor Performance Testing) HETHERINGTON ENGINEERING, INC. Project No. 8564.l Log No. 21378 Project Name: Park Newport Project Number: 8564.1 In spector: ERC PERFORMANCE TEST Design Load DL 36.4 Kips Ram Calibration Slope 0.0077 Stressing Length 9 feet Free Length (Lf) 1 feet Bond Length (Lb) 6 feet Area (A) 0.79 sq. inches Modulus of Elasticit~ E 28000 l<si Dial Measured Load Load Pressure Time Reading Elongation (%of DL (kips) (psi) (minutes) (inches) (inches) 0.10 3.6 506 0.003 0.000 0.25 9.1 1215 2 0.473 0.470 0.10 3.6 506 3 0.433 0.430 0.25 9.1 1215 4 0.477 0.474 0.50 18.2 2397 5 1.011 1.008 0.10 3.6 506 0.25 9.1 1215 0.50 18.2 2397 0.75 27.3 3579 0.10 3.6 506 0.25 9.1 1215 0.50 18.2 2397 0.75 27.3 3579 1.00 36.4 4761 0.10 3.6 506 0.25 9.1 1215 0.50 18.2 2397 0.75 27.3 3579 1.00 36.4 4761 1.20 43.7 5706 0.10 3.6 506 0.25 9.1 1215 0.50 18.2 2397 0.75 27.3 3579 1.00 36.4 4761 1.20 43.7 5706 1.33 48.4 6321 1.33 48.4 6321 1.33 48.4 6321 1 1.33 48.4 6321 2 1.33 48.4 6321 3 1.33 48.4 6321 4 1.33 48.4 6321 5 1.33 48.4 6321 6 1.33 48.4 6321 10 1.33 48.4 6321 15 0.10 3.6 506 Anchor Number: 1 Row: Date Tested: 2/16/2021 Theo 80% Theo Theo Elong. Elong. Elong. LS LS LS+ 1/2Lb (i nches) (inches) (inches) 0.018 0.014 0.024 0.027 0.021 0.036 0.000 0.000 0.000 0.027 0.021 0.036 0.071 0.057 0.095 0.000 0.000 0.000 0.027 0.021 0.036 0.071 0.057 0.095 0.116 0.092 0.154 0.000 0.000 0.000 0.027 0.021 0.036 0.071 0.057 0.095 0.1 16 0.092 0.154 0.1 60 0.128 0.213 0.000 0.000 0.000 0.027 0.021 0.036 0.071 0.057 0.095 0.116 0.092 0.154 0.160 0.128 0.213 0.195 0.156 0.261 0.000 0.000 0.000 0.027 0.021 0.036 0.071 0.057 0.095 0.116 0.092 0.154 0.160 0.128 0.213 0.195 0.156 0.261 0.219 0.175 0.291 0.219 0.175 0.291 0.219 0.175 0.291 0.219 0.175 0.291 0.219 0.175 0.291 0.219 0.175 0.291 0.21 9 0.175 0.291 0.219 0.175 0.291 0.219 0.1 75 0.291 0.219 0.1 75 0.291 0.000 0.000 0.000 HETHERINGTON ENGINEERING, INC HETHERINGTON ENGINEERING, INC. Project No.: 8564.1 Park Newport VJ Q) .<: u :§. c 0 +:l Ill OJ c 0 i:iJ 8.580 ---I- 8.560 --- 8.540 8.520 8.500 8.480 8.460 ----- 8.440 8.420 ----+--__ ,____ Creep Analyis For Performance Test Time v. Elongation Anchor No.: 1 Row No.: Test Date: 2/16/2021 _,__ '--- -'-- -'--- 1--l--+--'-- 8.400 ~-----L-_ __J __ _L___J _ _J__J__L_j_4-------'---'----'--'----'--'--.!.-'--l 10 100 ~-----Time lminut,~L...---~ Measured Elongation -•Creep Limit at 0.04 inches HETHERINGTON ENGINEERING, INC. Project No.: 4345.1 Belmont Slope Repair Project Name: Park Newport Project Number: 8564.1 Inspector: ERC PERFORMANCE TEST Design Load DL 36.4 l<ips Ram Calibration Slope 0.0077 Stressing Length 9 feet Free Length (Lf) 1 feet Bond Length (Lb) 6 feet Area (A) 0.79 sq. inches Modulus of Elasticit E 28000 ksi Dial Measured Load Load Pressure Time Reading Elongation (%of DL (kips) (psi) (minutes) (in ches) (in ches) 0.10 3.6 506 0.000 0.000 0.25 9.1 1215 0.057 0.057 0.10 3.6 506 0.007 0.007 0.25 9.1 1215 0.064 0.064 0.50 18.2 2397 0.331 0.331 0.10 3.6 506 0.202 0.202 0.25 9.1 1215 0.265 0.063 0.50 18.2 2397 0.360 0.158 0.75 27.3 3579 0.824 0.622 0.10 3.6 506 0.624 0.624 0.25 9.1 1215 0.670 0.670 0.50 18.2 2397 0.749 0.749 0.75 27.3 3579 0.872 0.872 1.00 36.4 4761 >1.00 0.10 3.6 506 11u~.1(1 1T1T1 I 0.25 9.1 1215 0.50 18.2 2397 0.75 27.3 3579 1.00 36.4 4761 1.20 43.7 5706 0.10 3.6 506 0.25 9.1 1215 0.50 18.2 2397 0.75 27.3 3579 1.00 36.4 4761 1.20 43.7 5706 1.33 48.4 6321 1.33 48.4 6321 1.33 48.4 6321 1 1.33 48.4 6321 2 1.33 48.4 6321 3 1.33 48.4 6321 4 1.33 48.4 6321 5 1.33 48.4 6321 6 1.33 48.4 6321 10 1.33 48.4 6321 15 0.10 3.6 506 Anchor Number. 2 Row: Date Tested. 2/16/2021 Theo 8-0% Theo I Theo Elong. Elong. Elong. LS LS LS+ 1/2Lb (inches) (in ches) (inches) 0.018 0.014 0.024 0.027 0.021 0.036 0.000 0.000 0.000 0.027 0.021 0.036 0.071 0.057 0.095 0.000 0.000 0.000 0.027 0.021 0.036 0.071 0.057 0.095 0.11 6 0.092 0.154 0.000 0.000 0.000 0.027 0.021 0.036 0.071 0.057 0.095 0.116 0.092 0.154 0.160 0.128 0.213 0.000 0.000 0.000 0.027 0.021 0.036 0.071 0.057 0.095 0.116 0.092 0.1 54 0.160 0.128 0.213 0.195 0.156 0.261 0.000 0.000 0.000 0.027 0.021 0.036 0.071 0.057 0.095 0.1 16 0.092 0.154 0.160 0.128 0.213 0.195 0.156 0.261 0.219 0.175 0.291 0.219 0.175 0.291 0.219 0.175 0.291 0.219 0.175 0.291 0.219 0.175 0.291 0.219 0.175 0.291 0.219 0.1 75 0.291 0.219 0.175 0.291 0.219 0.175 0.291 0.219 0.1 75 0.291 0.000 0.000 0.000 HETHERINGTON ENGINEERING, INC 'ii) <ll .I:. (.) c: c: 0 ·.;::; "' CJ c: 0 w 0.250 0.200 +-------- 0.150 0.100 Bond Length Analys is For Performance Test Load v. Elongati~n Anchor No.: Row No.: 2/16/2021 Test Date: / / / / / / / / / / 0.050+---------------1------.<-------~~--------~ / / / / ---.-' .· ~--- / / / / / / / / / / / 0.000~-----•t---.-------.------,.--------.---------.,..-----------, 0.00 5.00 10.00 15.00 20.00 25.00 30.00 Load (kips) • Measured ------80% Stressing Length ---Stressing Length + 50% Bond Length HETHERINGTON ENGINEERING, INC. Project No.: 8564. 1 Park Newport (i) Q) .!: (.) c c ~ ro Cl c 0 jjj 8.580 I--- Creep Analyis For Performance Test Time v. Elongation Anchor No.: 2 Row No.: Test Date: 2/16/2021 8.560 1-------+---+---+---+-------l 8.540 +----------;----+----+-- 8.520 8.500 8.480 8.460 _, ____ _ 8.440 _, ____ _ 8.420 -1--------1----+-------l---+---+-+--I 10 ~---------'-J.llJJ"-LLLU0LL1.Llfe£.1_ __ ~ ---+--Measured Elongation -•creep Limit at 0.04 inches HETHERINGTON ENGINEERING, INC. 100 Project No.: 4345.1 Belmont Slope Repair Project Name: Park Newport Project Number: 8564.1 Inspector: ERC PERFORMANCE TEST Design Load DL 36.4 l<ips Ram Calibration Slope 0.0077 Stressing Length 9 feet Free Length (Lf) 1 feet Bond Length (Lb) 6 feet Area (A) 0.79 sq. inches Modulus of Elasticity E) 28000 l<si Dial Measured Load Load Pressure Time Reading Elongation (%of DL (kips) (psi) (minutes) (inches) (inches) 0.10 3.6 506 0.013 0.000 0.25 9.1 1215 0.098 0.085 0.10 3.6 506 0.062 0.049 0.25 9.1 1215 0.102 0.089 0.50 18.2 2397 0.326 0.313 0.10 3.6 506 0.229 0.216 0.25 9.1 1215 0.273 0.260 0.50 18.2 2397 0.340 0.327 0.75 27.3 3579 0.866 0.853 0.10 3.6 506 0.25 9.1 1215 ·1 I ~· I ~: ·1 t) I · 1 ·I I 1 i 0.50 18.2 2397 0.75 27.3 3579 1.00 36.4 4761 0.10 3.6 506 0.25 9.1 1215 0.50 18.2 2397 0.75 27.3 3579 1.00 36.4 4761 1.20 43.7 5706 0.10 3.6 506 0.25 9.1 1215 0.50 18.2 2397 0.75 27.3 3579 1.00 36.4 4761 1.20 43.7 5706 1.33 48.4 6321 1.33 48.4 6321 1.33 48.4 6321 1.33 48.4 6321 2 1.33 48.4 6321 3 1.33 48.4 6321 4 1.33 48.4 6321 5 1.33 48.4 6321 6 1.33 48.4 6321 10 1.33 48.4 6321 15 0.10 3.6 506 Anchor Number. 3 Row: Date Tested: 2/16/2021 Theo 80% Theo Theo Elong. Elong. Elong. LS LS LS+ 1/2Lb (inches) (inches) (inches) 0.018 0.014 0.024 0.027 0.021 0.036 0.000 0.000 0.000 0.027 0.021 0.036 0.071 0.057 0.095 0.000 0.000 0.000 0.027 0.021 0.036 0.071 0.057 0.095 0.11 6 0.092 0.154 0.000 0.000 0.000 0.027 0.021 0.036 0.071 0.057 0.095 0.116 0.092 0.154 0.1 60 0.128 0.213 0.000 0.000 0.000 0.027 0.021 0.036 0.071 0.057 0.095 0.116 0.092 0.154 0.1 60 0.128 0.213 0.195 0.156 0.261 0.000 0.000 0.000 0.027 0.021 0.036 0.071 0.057 0.095 0.116 0.092 0.154 0.160 0.128 0.213 0.195 0.156 0.261 0.219 0.1 75 0.291 0.219 0.175 0.291 0.219 0.175 0.291 0.219 0.175 0.291 0.219 0.175 0.291 0.219 0.175 0.291 0.219 0.175 0.291 0.219 0.175 0.291 0.2 19 0.175 0.291 0.219 0.175 0.291 0.000 0.000 0.000 HETHERINGTON ENGIN EERING, INC Ii> QJ .c (j c ~ c 0 :;:: ro Ol c 0 i.'ii Bond Length Analysis For Performance Test Load v. E longati~n Anchor No.: Row No.: 2/16/2021 Test Date: 0.350 ~------------- 0.300+-----------------------------------~ / I I I / I I 0.250 --1---------------------------/------------- 0.200 - 0.150 / / / I I I / / / / / I / I ,I I / ______L __________ _ I I I I / 0.100+-------------'-1------------------------~ ,' 0.000 -!--------~-----~-----~-----~-----~------, 0.00 10.00 20.00 30.00 40.00 50.00 60.00 Load (kips) • Measured ------80% Stressing Length ---Stressing Length + 50% Bond Length HETHERINGTON ENGINEERING, INC. Project No.: 8564.1 Park Newport Ci> <ll .c 0 c c: ~ ro OJ c: 0 w 8.580 Creep Analyis For Performance Test Time v. Elongation Anchor No.: 3 Row No.: Test Date: 2/16/2021 8.560 !~------+------+--+-- 8.540 -!----------+-----+- 8.520 8.500 8.480 8.460~----- 8.440 ~~---- 8.420 ·'--------+------1--~>----+--I- 10 ~------'-ime..Un.ioutes_\, __ ~ ---&-Measured Elongation -•creep Limit at 0.04 inches HETHERINGTON ENGINEERING, INC. 100 Project No.: 4345.1 Belmont Slope Repair