• Do not include warm mix asphalt (WMA) additives when developing a mix design or submitting a mix design for QPL evaluation. The use of warm mix asphalt (WMA) additives is not part of the process for obtaining approval for listing a mix design on the QPL. Refer to Section The Contracting Agency’s basis for approving, testing, and evaluating HMA mix designs for approval on the QPL is dependent on the contractual basis for acceptance of the HMA mixture, as shown in Table 1. Table 1 Basis for Contracting Agency Evaluation of HMA Mix Designs for Approval on the QPL Contractual Basis for Acceptance of HMA Mixture (see Section 5-04.3(9)) Basis for Contracting Agency Approval of Mix Design for Placement on QPL Contracting Agency Materials Testing for Evaluation of the Mix Design Statistical Evaluation WSDOT Standard Practice QC-8 The Contracting Agency will test the mix design materials for compliance with Sections 9-03.8(2) and 9-03.8(6). Visual Evaluation Review of Form 350-042 for compliance with Sections 9-03.8(2) and 9-03.8(6) The Contracting Agency may to test the mix design materials, or evaluate in accordance with WSDOT Standard Practice QC-8, at its sole discretion. If the Contracting Agency approves the mix design, it will be listed on the QPL for 12 consecutive months. The Contracting Agency may extend the 12 month listing provided the Contractor submits a certification letter to the Qualified Products Engineer verifying that the aggregate source and job mix formula (JMF) gradation, and asphalt binder crude source and formulation have not changed. The Contractor may submit the certification no sooner than three months prior to expiration of the initial 12 month mix design approval. Within 7 calendar days of receipt of the Contractor’s certification, the Contracting Agency will update the QPL. The maximum duration for approval of a mix design and listing on the QPL will be 24 months from the date of initial approval or as approved by the Engineer. 5-04.2(1)A Mix Designs Containing RAP and/or RAS Mix designs are classified by the RAP and/or RAS content as in Table 2. Table 2 Mix Design Classification Based on RAP/RAS Content RAP/RAS Classification RAP/RAS Content1 Low RAP/No RAS 0% ≤ RAP% ≤ 20% and RAS% = 0%
11. For turning at slow speeds, no dynamic load allowance (impact) is included with a maximum roadway superelevation of 6% 12. Wind, centrifugal and seismic forces are not considered 6-02.3(25)L3 Allowable Stresses Prestressed concrete girder stresses shall be limited to the following values at all stages of construction and in service: Condition Stress Location Allowable Stress (ksi) Temporary Stress at Transfer and Lifting from Casting Bed Tensile In areas without bonded reinforcement sufficient to resist the tensile force in the concrete In areas with bonded reinforcement sufficient to resist the tensile force in the concrete Compressive All locations Temporary Stress at Shipping and Erection Tensile In areas without bonded reinforcement sufficient to resist the tensile force in the concrete In areas with bonded reinforcement sufficient to resist the tensile force in the concrete In areas with bonded reinforcement sufficient to resist the tensile force in the concrete when shipping at 6% superelevation, without impact Compressive All locations Stresses at Service Load Tensile Precompressed tensile zone Compressive Effective prestress and permanent loads Effective prestress, permanent and transient (live) loads Stresses at Fatigue Load Compressive Fatigue I Load Combination plus effective prestress and permanent loads Variables are as defined in the AASHTO LRFD Bridge Design Specifications.