1818 HOLBROOK AVE B 2023-07-31 - Laserfiche WebLink

• • « • • i LONGITUDE ONE TWENTY° ENGINEERING&DESIGN 10.) See Sheet S-2 and structural calculations. Structural calculations show several beams and supporting posts with large reactions. Calculations should be provided showing that the existing footings are adequate for the reactions. Note that some supports are spaced close and should be taken into consideration for example,supports for Beam RB-1, FB-2, and FB-4. response. i no post reactions au all within the conservative bearing capacity of the existing exterior continuous footing capacity. Conservatively, it can be analyzed that the continuous footing with a minimum 2ft stemwall condition, will have an equivalent bearing area of 1'-6"x4'-6". Considering a conservative minimum bearing capacity (per IBC) of 1500psf, this results in a max point load bearing capacity= 1.5ft*4.5ft*1500 = 10.1 kips. Per calculations, it can be seen that all point loads are within 5%of bearing capacity.Thus existing footings are sufficient.Please reference calculation for 1'-6"x4'-6"footing for reference. 11.) See Sheet S-2 and S-3. It appears that(2)shear walls are being added to the first floor. Plans should include a footing/support below these walls. Response: Walls as noted have been revised to avoid confusion. These walls are not considered to be shearwalls The note was meant to reference the shearwall table as the typical wall framing information was also listed here. These walls are to be typical 2x stud walls @ 16" o.c. without sheathing. Based on a conversation that you have had with Mans previously, we anticipate that these comment responses will be more clear to the intent of the drawings. If you have any further questions or required clarification, please contact Mans or myself for further information. Thank you, Kenny Jones, PE Mans Thurfjell, PE L120 Engineering and Design L120 Engineering and Design Kirkland:425-636-3313 Dallas:214-429-3956 •_•�a THURL'•• ✓ •• ! r • �• I tj •♦ SfONAL 'N♦♦ • ■ ■ • ••