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00120128 (3) 2- �L L,f IV c T,1--; 10/x/ fa/ STRUCTURAL CALCULATIONS Engineering: Calc. By: Popa Engineers Inc. Job Title: CROLL RESIDENCE Job#: 00133 Name/Location: Additions 21786 Collingsworth Cupertino CA 95014 Date: November 27, 2000 - --'- Soil Investigation: Soil Report By: None Project#: None Date: None Tel: None THIS ENGINEERING DESIGN IS FOR THE AREA OF ADDITIONS SHOWN ONLY. NO WARRANTY AS TO THE QUALITY OR THE STRUCTURAL INTEGRITY OF THE EXISTING STRUCTURE IS INFERRED OR IMPLIED BEYOND WHAT IS WRITTEN IN THE CALCULATIONS AND ON THE PLANS. BY ACCEPTING THIS WORK,THE OWNER ACNOWLEDGES THE ENGINEER'S LIMITED LIABILITY. =PC POPA ENGINEERS GOLDEN VALLEY OFFICE CENTER 2542 South Bascom Avonue • Suite 102 • Campbell.California 95008 Phone: (408)559.4202 FAX: (408)559.3628 MEMBER:2x6 DF-L No. 2 =CEILING JOISTS-AT 16" o•c'STRESS/DEFLECTION -------- ________ SPAN LENGTH = 13.0 ft --------- = 130.0 lb fv= - VQ/(Ib) 23.69 psi REACTION LEFT = 130.0 lb fb=My/I = 670.41 psi REACTION RIGHT 422.5 ft'lb Dmax @ x= 6.5' = 0.386 in MAX. MOMENT @ x= 6.5' _ ALLOW. DEFLECTION L/240 _ 0.60 in plf UNIFORM LOAD = 118.8 psi Fv'= Fv(Cd) Fb'= Fb(Cd*Cf`Cr`Cl,Cv) = 1421.9 psi MOD. of ELASTICITY = 1600000 psi Cd=1.25, Cf=1.30, C1=1.000, Cv=-1.000 SECTION IS ADEQUATE BY 68.29 8 CONTROLLING FACTOR: Moment of Inertia -------------------------------- MEMBER:2xl2 DF-L No. 2 =C-1 CEILING BEAM __------- STRESS/DEFLECTION ---- ------- SPAN LENGTH = 8.0 ft - -- - 392.0 lb fv= - VQ/(Ib) 34.84 psi REACTION LEFT = 392.0 lb fb=My/I = 297.34 psi REACTION RIGHT 789.0 ft+lb Dmax @ x= 4.0' = 0.032 n MAX. MOMENT @ x= 4.0' ALLOW. DEFLECTION L/240 _ 0.40 in plf UNIFORM LOAD - 118.8 psi Fv'= Fv(Cd) 1093.8 psi Fb'= Fb(Cd•Cf•Cr•C1,Cv) = p MOD. of ELASTICITY = 1600000 psi Cd=1.25, Cf=1.00, C1=1.0001 Cv=1.000 SECTION IS ADEQUATE BY 240.80 8 CONTROLLING FACTOR: Shear ------------ --------- ----------------- MEMBER:2xl2 DF-L No. 2 =C-2 CEILING BEAM STRESS/DEFLECTION --------------------- 13.0 ft ----------------- SPAN LENGTH = 235.5 lb fwVQ/(Ib) = 37.02 psi REACTION LEFT = 416.5 lb fb=My/I = 506.35 psi REACTION RIGHT - MAX. MOMENT @ x= 9.5' = 1335.1 ft+lb Dmax @ x= 7.0' _ 0.125 in ALLOW. DEFLECTION L/240 _ 0.60 in plf = UNIFORM LOAD 392.0 lb P at x= 9.5 ft = 118.8 psi Fv'= Fv(Cd) 1093.8 psi Fb'= Fb(Cd-Cf'Cr*C1,Cv) = MOD. of ELASTICITY = 1600000 psi Cd=1.25, Cf=1.00, C1=1.0001 Cv=1.000 SECTION IS ADEQUATE BY 116.00 % CONTROLLING FACTOR: Section Modulus----------------------------------- --------------------------------- i ANI MEMBER:2x5 DF-L No. 2 =CEILING JOISTS AT 16" O.c. _ S.RESS/DEFLECTION --------------------------- ------ SPAN LENGTH = 13.0 ft ----- = 23.64 psi - REACTION LEFT = 130.0 ib fMy/Ib) - 130.0 lb fb=N.y/I 670.91 psi REACTION RIGHT - MAX. MOMENT @ x= 6.5' = 422.5 ft*lb Dmax @ x= 6.5' 0.386 in ALLOW. DEFLECTION L/240 = 0.550 in UNIFORM LOAD = 20.0 plf Fv'= Fv(Cd) = 118.8 psi Fb'= Fb(Cd*Cf*Cr*Cl,Cv) = 1421.9 psi MOD. of ELASTICITY = 1600000 psi Cd=1.25, Cf=1.30, C1=1.000, Cv=1.000 SECTION IS ADEQUATE BY 68.29 % CONTROLLING FACTOR: Moment of Inertia ---------------------- ---------------------- ------- MEMBER:2xl2 DF-L No. 2 =C-1 CEILING BEAM STRESS/DEFLECTION __ __ --------- _______ SPAN LENGTH = 8:0 ft ----- = 34.84 psi REACTION LEFT = 392.0 lb fv=My/(Ib) - 392.0 lb fb=My/I 297.39 psi REACTION RIGHT 784.0 ft*lb Dmax @ x= 4.0' _ 0.032 in MAX. MOMENT @ x= 4.0 0.400 in ALLOW. DEFLECTION L/240 98.0 plf UNIFORM LOAD 118.8 psi Fv'= FV(Cd) = Fb'= Fb(Cd*Cf*Cr*C1,Cv) = 1093.8 psi MOD. of ELASTICITY = 1600000 psi Cd=1.25, Cf=1.00, C1=1.000, Cv=1.000 SECTION IS ADEQUATE BY 240.80 8 CONTROLLING FACTOR: Shear -------------------------------- MEMBER:2xl2 DF-L No. 2 =C-2 CEILING BEAM STRESS/DEFLECTION ---------------------------- ----------------- SPAN LENGTH 13.0 ft_ 235.5 lb fv=VQ/(Ib) _ 37.02 psi REACTION LEFT = 416.5 lb fb=My/I = 506.35 psi REACTION RIGHT 0.12 in MAX. MOMENT @ x= 9.5' - 1335.1 ft*lb Dmax @ x= 7.0' = ALLOW. DEFLECTION L/240 _ 0.60 in plf UNIFORM LOAD _ 392.0 lb P at x= 9.5 ft _ 118.8 psi Fv'= Fv(Cd) Fb'= Fb(Cd*Cf*Cr*C1,Cv) = 1600000 p si MOD. of ELASTICITY psi Cd=1.25, Cf=1.00, C1=1.0001 Cv=1.000 SECTION IS ADEQUATE BY 116.00 8 CONTROLLING FACTOR: Section Modulus --- MEMBER:6x12 DF-L No. 1 =C-3 CEILING BEAM • --------------------------------------- STRESS/DEFLECTION SPAN LENGTH = 13.5 ft ----------------- REACTION LEFT = 2233.8 lb fv=VQ/(Ib) = 52.97 psi REACTION RIGHT = 1892.7 lb fb=My/I = 889.70 psi MAX. MOMENT @ x= 8.0' = 8988.1 ft*lb Dmax @ x= 6.7' = 0.259 in ALLOW. DEFLECTION L/240 = 0.675 in UNIFORM LOAD = 55.0 plf P at x= 2.5 ft = 236.0 lb P at x= 4.0 ft = 1456.0 lb P at x= 8.0 ft = 1456.0 lb P at x=10.5 ft = 236.0 lb Fv'= Fv(Cd) = 106.3 psi Fb'= Fb(Cd*Cf*Cr*C1,Cv) = 1687.5 psi MOD. of ELASTICITY = 1600000 psi Cd=1.25, Cf=1.00, C1=1.000, Cv=1.000 SECTION IS ADEQUATE BY 89.67 % CONTROLLING FACTOR: Section Modulus ---------------------------------------------------------------------- MEMBER:4x12 DF-L No. 1 =C-4 CEILING BEAM -------------------------------------- STRESS/DEFLECTION SPAN LENGTH 10.0 ft ----------------- REACTION LEFT = 2618.9 lb fv=VQ/(Ib) = 99.77 psi REACTION RIGHT = 1055.1 lb fb=My/I = 628.27 psi MAX. MOMENT @ x= 2.7' = 3865.4 ft*lb Dmax @ x= 4.6' = 0.102 in ALLOW. DEFLECTION L/240 = 0.500 in UNIFORM LOAD = 144.0 plf P at x= 1.5 ft = 2234.0 lb Fv'= Fv(Cd) = 106.3 psi Fb'= Fb(Cd*Cf*Cr*Cl,Cv) = 1856.3 psi MOD. of ELASTICITY = 1600000 psi Cd=1.25, Cf=1.10, C1=1.000, Cv=1.000 SECTION IS ADEQUATE BY 6.50 8 CONTROLLING FACTOR: Shear ---------------------------------------------------------------------- ._ rvo eztm G-65 /N" 771LE lJz7�%zoN7ifL vtze� f�EZis7/NC s Y S 7 En.1 s ee Z✓.f It s ,meq OT�ht i'n!G �J-r FER1 hl E7E.��