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go3c�-�r� <br /> 2 ENGINEERING INC., P.S. <br /> db�DnVETA1L5TRUCTURES /Zg1)_ay�NDR.SE. <br /> ClVIL&STRUCTURAL ENG/NEERING EVERETI: WA. 98208-962/ <br /> M/CNAELP. hf(;CANN SE. OFFICF./FAX: (I2S/337-Sq75 <br /> BENJAdfINJ. MCCANN E.I.T. E-Mail: m2engineeringinc@aol.rnm <br /> November 19, 2003 Page 1 of 2 � <br /> Steve Miller <br /> Associate Engineer <br /> City of Everett Public Works <br /> 3200 Cedar Street <br /> Everett, WA 98201 <br /> Subject: 1709 Hewitt <br /> Letter of l3 November <br /> Structural Comment Answers <br /> Dear Steve: <br /> Thanks for your response regarding the additional through and epoxy bolting <br /> (wall anchorages) proposed for the above listed brick structure. Please <br /> consider the followin� answers: <br /> Regarding the first comment on the minimum design forces: The <br /> calculations were redone in accordance with chapter 16 of the UBC and the <br /> allowable values of UCBC table A-1-E, section 4, as shown on page 30 of <br /> the additional calculations. it was found that with a 3/8" thick, 5" square or <br /> 6.25" round plate and 7/8" threaded rod, the maximum allowable speacing <br /> for the bolts at the roof is 2'-4", and at the second tloor, 3'-l" <br /> Regarding the anchorage spacing: The new proposed spacings do not <br /> exceed the maximum of 6 feet per the reference you mentioned. <br /> Regarding the proposed pullout values with the Rosettes: As 1 <br /> understand it from the contractor, Paul Opie, it was agreed to use the <br /> maximum pullout value of UCBC table A-I-E of 900# at the roof and 1800# <br /> at the floor. It is well to note that the extra calculation page, done for a <br /> punching shear type of failure, places the tension/shear stress used for this <br /> table between 2 to 3 psi, (stress will be higher than shown in calcs since <br /> — "\ <br />