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CITY OF SANTA ANA <br />Planning and Building Agency <br />�n s,-Nx <br />LI & LI ENGINEERING SERVICES <br />REGISTERED CIVIL ENGINEERS <br />OWNER: <br />PROJECT: <br />Lateral Analysis (X-X Direction) <br />Line A <br />Wind <br />Seismic <br />Uplift <br />P GE I AlMr9�ed <br />DAg=RMI I issOANCE <br />NO:1 D3 -7- <br />Master ID: <br />Date: <br />Design Wind Pressure (PSF) <br />Roof Height (FT) <br />Story Height (FT) <br />k of Stories (FT) <br />Height for Calc (FT) <br />10.02 <br />3.00 <br />8 <br />1 <br />5.50 <br />Wind Load (PLF) Trib Width (FT) Wind Shear (LBS) <br />55 21.92 1208 <br />Design V <br />Roof DL (PSF) <br />Ceiling DL (PSF) T <br />alf Wall DL (PSF) <br />IV(PSF) <br />0.112 <br />12 <br />0 <br />8 <br />1 2.23 <br />from: NEW <br />X Width (FT) <br />Y Length (FT) <br />Half Area (FT A2) <br />Shear (LBS) <br />16.83 <br />43.83 <br />369 <br />824 <br />from: EXISTING <br />X Width (FT) <br />Y Length (FT) <br />Half Area (FT A2) <br />Shear (LBS) ::] <br />0 <br />0 <br />0 <br />0 <br />Wind Governs I Governing Shear = 1208 Ibs <br />Shear Wall Segment <br />1 2 3 4 5 <br />Total <br />L(FT) <br />Unit Shear <br />(PLF) <br />7.00 4.00 <br />11.0 <br />1 110 <br />USE: A 10 SHEAR PANEL and Simpson LTP4 @ 24 " O.C. <br />Wall <br />Wall Height (ft) <br />Wall Segment (ft) <br />Unit Shear (Ibs/ft) <br />Bearing? (Y=1. N=0) <br />1 <br />8 <br />7.00 <br />110 <br />0 <br />2 <br />8 <br />4.00 <br />110 <br />0 <br />Seismic Shear (LBS) <br />Z=j 824 <br />Wall <br />Roof D.L. (psf) <br />Roof Tributary (ft) <br />Ceiling D.L. (psf) <br />Ceiling Tributary (ft) <br />Wall D.L. (psf) <br />Tot. Wall Height (ft) <br />1 <br />12 <br />0.00 <br />0 <br />0.00 <br />15 <br />8 <br />2 <br />12 <br />0.00 <br />0 <br />0.00 <br />15 <br />8 <br />Wall <br />Overturning Moment (ft-Ibs) <br />Resistance Moment (ft-Ibs) <br />Adjustment Factor <br />Uplift (Ibs) <br />USE Provides (Ibs) <br />HDU 2 3075 <br />HDU 2 3075 <br />1 <br />6148 <br />2940 <br />.67 <br />597 <br />2 <br />3513 <br />960 <br />.67 <br />718 <br />