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Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) <br />Member Reaction (lbs)122 @ 0 3281 (1.50") Passed (4%) -- 1.0 D + 1.0 Lr (All Spans) <br />Shear (lbs)106 @ 3"788 Passed (13%) 1.25 1.0 D + 1.0 Lr (All Spans) <br />Moment (Ft-lbs)115 @ 1' 10 1/2"203 Passed (57%) 1.25 1.0 D + 1.0 Lr (All Spans) <br />Vert Live Load Defl. (in) 0.113 @ 1' 10 1/2" 0.125 Passed (L/398) -- 1.0 D + 1.0 Lr (All Spans) <br />Vert Total Load Defl. (in) 0.185 @ 1' 10 1/2" 0.188 Passed (L/244) -- 1.0 D + 1.0 Lr (All Spans) <br />Lat Member Reaction (lbs)275 @ 3' 9"N/A Passed (N/A) 1.60 1.0 D + 0.6 W <br />Lat Shear (lbs)214 @ 5"1008 Passed (21%) 1.60 1.0 D + 0.6 W <br />Lat Moment (Ft-lbs)258 @ mid-span 534 Passed (48%) 1.60 1.0 D + 0.6 W <br />Lat Deflection (in)0.053 @ mid-span 0.375 Passed (L/846) -- 1.0 D + 0.6 W <br />Bi-Axial Bending 0.74 1.00 Passed (74%) 1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr <br />Member Length : 3' 9" <br />System : Wall <br />Member Type : Header <br />Building Use : Residential <br />Building Code : IBC 2021 <br />Design Methodology : ASD <br />• Deflection criteria: LL (L/360) and TL (L/240). <br />• Lateral deflection criteria: Wind (L/120) <br />• Member has been designed in flat (plank) orientation. <br />• Applicable calculations are based on NDS. <br />Bearing Length Loads to Supports (lbs) <br />Supports Total Available Required Dead Roof Live Factored Accessories <br />1 - Trimmer - SPF 1.50" 1.50" 1.50" 47 75 122 None <br />2 - Trimmer - SPF 1.50" 1.50" 1.50" 47 75 122 None <br />•Maximum allowable bracing intervals based on applied load. <br />Lateral Bracing Bracing Intervals Comments <br />Top Edge (Lu)3' 9" o/c <br />Bottom Edge (Lu)3' 9" o/c <br />Lateral Connections: Simpson Strong-Tie <br />Supports Stud Size Stud Material Connector Type/Model Quantity Nailing <br />Left 2X Spruce-Pine-Fir Angle Connectors A23 1 (8) - 10d x 1 1/2" <br />Right 2X Spruce-Pine-Fir Angle Connectors A23 1 (8) - 10d x 1 1/2" <br />Dead Roof Live <br />Vertical Loads Location Tributary <br />Width <br />(0.90)(1.25)Comments <br />0 - Self Weight (PLF)0 to 3' 9"N/A 1.3 -- <br />1 - Uniform (PSF)0 to 3' 9"2'12.0 20.0 Default Load <br />• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi <br />(+/- 0.18), Effective Wind Area determined using full member span and trib. width. <br />• IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. <br />Wind <br />Lateral Load Location Tributary Width (1.60)Comments <br />1 - Uniform (PSF)Full Length 10'24.4 <br />Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). <br />MEMBER REPORT PASSED <br />Roof Level, Wall: Header B1 <br />1 piece(s) 2 x 4 DF No.2 (Plank) <br />ForteWEB Software Operator Job Notes 9/30/2024 3:40:43 PM UTC <br />Michael Bryson <br />n/a <br />(562) 285-9995 <br />paisiello3@gmail.com <br />ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 <br />File Name: 16113.00.ADU 1123 Magnolia Ave <br />Page 5 / 11 <br />ADU 1123 Magnolia Ave. <br />Proj. No. 16113.00 09/30/24 <br />9 <br />1123 S Magnolia Ave <br />Unit# 22/19/2025