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HomeMy WebLinkAboutCDP 2016-0006; 6 FT HIGH RETAINING WALL; 2018-04-06Victor Rodriguez-Fernandez, PE. 1283 E Main St., Ste 109, El Cajon, CA, 92021 engineewictonf@ao1.com PH: (760) 357-2434 6 FT HIGH RET WALL for 2637 JEFFERSON ST., CARLSBAD CDP2O16-0006 DWG 509-4A GR 2018-0002 C'~/y t)I_F' No. C-35373 Victor Rodriguez-Fernandez, RCE 35373 April 6, 2018 RECEIVED APR 09 2018 LAND DEVELOPMENT ENGINEERING - Retaining Wall Design Based on ACI 318-116 Ft Max INPUT DATA & DESIGN SUMMARY SPECIAL INSPECTION (O=NO, 1=YES) 1.00 Yes TYPE OF MASONRY( 1=CMU, 2=BRICK) 1.00 CMU MASONRY STRENGTH = 1.50 :,ksi CONCRETE STRENGTH f = 2.50 ksi REBAR YIELD STRESS f = 60.00 ksi LATERAL SOIL PRESSURE Pa = 42.00 pcf (equivalent fluid pressure) PASSIVE PRESSURE P = 383.00 psflft SURCHARGE WEIGHT w5 = 250.00 psf SERVICE LATERAL FORCE = 0.00 psI FRICTION COEFFICIENT 11 = 0.36 ALLOW SOIL PRESSURE Qa = 2.10 ksf THICKNESS OF TOP STEM It = 8.00 in THICKNESS OF KEY & STEM tb = 8.00 in TOE WIDTH Li 0.16 ft HEEL WIDTH LH = 4.50 ft HEIGHT OF FENCE STEM HF = 0.00 ft HEIGHT OF TOP STEM Hi = 3.00 ft HEIGHT OF BOT. STEM He = 3.00 ft FOOTING THICKNESS hf = 16.00 in KEY DEPTH hk = 6.00 in SOIL OVER TOE hp = 18.00 in TOP STEM REINF.(A 1) 5 @ 16 in o.c. A,1 LOCATION (O=at soil face, 1=at middle, 2=at each face) 0 at soil face BOT. STEM REINF. (A 2) # 5 @ 16 in o.c. A2 LOCATION (O=at soil face, 1=at middle, 2=at each face) 0 at soil face TOP REINF.OF FOOTING (A 3) # 5 @ 6 :in o.c. BOT. REINF.OF FOOTING (A) # 5 @ 6 in o.c. GRADE BEAM LENGTH in GRADE BEAM WIDTH in GRADE BEAM REBAR in As, [THE WALL DESIGN IS ADEQUATE.] ANALYSIS SERVICE LOADS Hb = 0.5 Pa (Hi + He + hf)2 = 1.13 kips Hs = Ws Pa (Hi + He + hf) / yb = 0.77 kips Hp = 0.5 Pp (hp + hf + hk)2 = 2.13 kips HLat = WLat (HF + Hi + He - hp) = 0.00 kips Ws = Ws (LH + tb - It) = 1.13 kips Wb = [HT (LH +tb-tt)+HB LH] yi = 2.70 kips Wf = hf (LH + tb + Li) yc = 1.07 kips Wk = hk tb yc = 0.05 kips Ww,t = tt (Hi +HF) ym = 0.51 kips Ww,b = tb He ym = 0.22 kips FACTORED LOADS yHb = 1.6 Hb 1.81 kips yHs = 1.6 Hs = 1.23 kips y-lLat = 1.6 HLat = 0.00 kips yWs = 1.6 Ws = 1.80 kips yAlb 1.2Wb = 3.24 kips yVf = 1.2Wf = 1.28 kips yVVk = 1.2 Wk = 0.06 kips yWw,t = 1.2 Ww,t = 0.62 kips yWw,b = 1.2 Ww,b = 0.26 kips RESISTING MOMENT OVERTURNING MOMENT H yH y Hy yHy Hb 1.13 1.81 2.44 2.76 4.42 Hs 0.77 1.23 3.67 2.82 4.52 Hiat 0.00 0.00 7.08 0.00 0.00 E 1.90 3.04 3.90 8.93 W 7W x W yWX Ws 1.13 1.80 3.08 3.46 5.54 Wb 2.70 3.24 3.08 8.31 9.97 Wf 1.07 1.28 2.66 2.84 3.40 Wk 0.05 0.06 0.49 0.02 0.03 Ww,t 0.51 0.62 0.49 0.25 0.30 Ww,b 0.22 0.26 0.49 0.11 0.13 E 5.67 7.26 14.99 19.37 OVERTURNING FACTOR OF SAFETY 3.84 > 1.5 [Satisfactory] CHECK SOIL BEARING CAPACITY (ACI 318-02 SEC.15.2.2) = 5.33 ft = 1.91 ksf ' [Satisfactory] CHECK FLEXURE CAPACITY FOR MASONRY STEM (ACI 530 2.3.3) At top stem At base of bottom stem = 0.66 ft-kips 1.30 ft-kips = 0.51 kips, 0.73 kips At top stem At base of bottom stem where te = 7.63 in, 7.63 in d = 4.32 in, 4.32 in b = 12 in, 12 in Fb = 0.495 ksi, 0.495 ksi F5 = 24 ksi, 24 ksi As = 0.2325 in2 , 0.2325 in p = 0.004 , 0.004 Em = 1350 ksi, 1350 ksi E5 = 29000 ksi , 29000 ksi n = 21.48 21.48 k = 0.35 0.35 and Mallowable = 1.42 ft-kips, 1.41 ft-kips > M > M [Satisfactory] [Satisfactory] -1 CHECK SHEAR CAPACITY FOR MASONRY STEM (ACI 530 2.3.5) At top stem At base of bottom stem = 0.50 kips 1.39 kips = 2.01 kips, 2.01 kips > V > V (Satisfactory] [Satisfactory] CHECK HEEL FLEXURE CAPACITY, A53' FOR FOOTING (ACI 318-02 SEC.15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, & 12.5) = 0.013 = 0.001 = 8.25 ft-kips = 0.001 where d = i 12.69 in qu, toe = 3.36 ksf eu 1.22 ft qu, heel = n/a ksf S = 3.49 ft q,3 = 2.72 ksf 3) required = 0.60 in2 I ft < As. 3 [Satisfactory] CHECK TOE FLEXURE CAPACITY, A, FOR FOOTING (ACI 318-02 SEC. 15.4.2, 10.2, 10.3.5,10.5.4,7.12.2, 12.2, & 12.5) = 0.013 = 0.000 = 0.04 ft-kips where d = 12.69 in q,4 = 3.24 ksf = 0.000 As. 4) required = 0.00 in / ft < A S,4 [Satisfactory] CHECK KEY CAPACITY FOR FOOTING 1.5 (Hb + He + HLat) = 2.85 kips < Hp + t = 4.17 kips [Satisfactory]