Laserfiche WebLink
Ef1Gtf1EER5 <br /> Washington <br /> q Oregon Increased controlling lateral loads due to reentrant corner irregularity. Proved no <br /> e e9° <br /> California torsional irregularity based on diaphragm boundary deflections, see hand calculations <br /> 2'i Texas under"lateral analysis design." <br /> = i Alaska <br /> Colorado 5. Permit calculations for the concrete column design do not appear to include tie design <br /> g PP <br /> Montana check requirements per ACI 318-14 Sec 18.14.3. Please provide calculations and revise <br /> tie designs are required. <br /> Concrete column design, including tie design, can be found in the revised calculations. <br /> Design displacements were checked so we proceeded with 18.14.3.2. See hand <br /> calculations under"concrete column analysis." <br /> 6. It appears that concrete dowel designs between PT slab to concrete shear wall elements <br /> are using a qP=0.75 rather than the factor of 0.6 per ACI 318-14 Sec 21.2.4.2 as this <br /> would correspond to the 0.6 factor used in concrete shear wall designs calculations. <br /> Please revise dowel design as required. <br /> Concrete dowel design between PT slab and concrete shear walls has been revised to <br /> use a factor of 0.6 instead of 0.75 per ACI 318-14 section 21.2.4.2. See hand calculations <br /> under"concrete diaphragm analysis." <br /> Do not hesitate to contact us with any further questions, comments, or concerns. <br /> Sincerely, <br /> / 64- 4.. <br /> Tanner Grimstad, EIT Troy E. Bean, PE, SE <br />