b'Basic Procedure for Quick Tension or Compression Tests1. Determine the depth to the target stratum of soil from the geotechnical site investigation report thatincludes boring logs.Use this data to select a pile design capacity, ultimate capacity and estimatethe installation torque at the target stratum and depth.2. Setthespacingandinstallthefourreactionpilesatthetestsite.Therecommendedspacingbetween the test pile and the reaction piles is 5D where D = diameter of the largest helical plate.3. Install the test helical product pile at the center between the reaction piles to the target depth andtorque resistance.4. Mountthetwoanchorbeamsonthefour LOAD CELLreaction piles and the reaction beam between HYDRAULIC PUMP MONITOR REACTIONBEAMthe anchor beams and level. AND GAUGE ANCHORBEAM5. Install a load cell (or certified pressure gauge) ANCHORBEAMand hydraulic ram.The center-hole load rammust be mounted below the reaction beam forabearing(compression)testandabovetheLOAD CELLreaction beam for an anchor (tension) test. HYDRAULIC RAM6. Setthedeflectionmeasuringdevices.Deflection measuring devices can include dial 8\'-0" to 8\'-0" togauges(accuracyto0.001)withminimum10\'-0"10\'-0"travel of one inch greater than the acceptabledeflectionmountedonareferencebeam,atransit level surveying system, or other types LOADTEST PILE REACTIONHELICALofdevicesasmaybespecifiedbythe ANCHOREngineer.7. Apply a small seating/alignment load, usually5%oftheultimateload.Holdtheseatingload constant for a minimum of four minutes or until no further displacement is measured.8. Set the deflection measuring device(s) to zero in preparation to starting the test.9. Applythefirstloadincrementof5%oftheultimateloadandholdthatloadconstantforaminimum of four minutes to a maximum of 15 minutes.Monitor the incremental deflection (d) atintervals of 30 sec., 1, 2, and 4 minutes (per the quick test procedure of ASTM) and at longerintervals of 8 and 15 minutes when permitted. The monitoring may be stopped after 4 or 15minutes as long as the rate of deflection is less than 0.002 per minute.If d (at 15 minutes) 0.330, proceed to the next 5% load increment and repeat Step 9 until the ultimate load is reachedor failure occurs by excessive deflection (vertical deformation).Afailurecriterionisoftendifferentthanoutlinedinthistypicalprocedure.Thefailurecriteria should be reviewed and established by the project engineer prior to testing.He canprovide project specific test acceptance conditions for the installation.Acceptance criteriaare sometimes quite different for applications such as guy wire anchorage and for temporarytension anchors.Discuss test procedures with the Engineer of Record on the project.10. Once the maximum loading condition is reached, unloading commences with two to five unloadingdecrements that are approximately equal.Hold each decrement for a minimum of four minutes to amaximum of 15 minutes recording the movement at each decrement.A frequently used failurecriteria for permanent support of physical structures is d 1.0 to define the ultimate acceptableload with a permanent deflection of d 0.5 after unloading.A plot of load versus pile deflection d is often prepared after testing to determine the acceptableultimate and working load capacities of the anchor, and for review of the actual performance of thehelical pile or anchor in the soil under changing load conditions.End Test ProcedureECP Technical Design Manual - Installation & Testing2021 Earth Contact Products, L.L.C.2021-09 Chapter 4 - Page 74 All rights reserved'