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HomeMy WebLinkAboutCT 05-10; POINSETTIA PROPERTIES THE TIDES; STRUCTURAL CALCULATIONS FOR RETAINING WALL UNDERPIN; 2013-02-19Gro5- I o ijji.i,. E S I / F M E INC STRUCTURAL ENGINEERS PR03ECT: Structural calculations for Retaining wall underpin THE TIDES CARLSBAD, CA (PER 2010 CBC) 'I a 0 Date: 2-19-13 KHOV Revisions: I Client Job No. Shipped: Job No. C683 cs 1800 E. 16th Street, Unit B, Santa Ana, CA 92701 / Tel: (714) 835-2800 I Fax: (714) 835-2819 E S I / F M E Inc. STRUCTURAL ENGINEERS Client: Project Name:LA MAREA SITE WALL UNDERPIN Plan Page: Date: 2-18-13 Job #:C683 K HOV LOAD CONDITIONS: ROOF: Wd.Shake Rock Tile FLOOR: III 121 lI _____ _____ 1 4 1 (5J Slope <5:12 <5:12 <5:12 w/o Conc. W/ 1- 1/2" LtwtConc. & 1" gyperete Live Load 20.0 psf 20.0 psf 20.0 psf Live Load 40.0 psf 40.0 psf Roof'g MtI 4.0 - - 12.0 D.L. of F.F. 5.0 15.0 Built-Up - - 6.0 - - Miscellaneous 1.0 2.0 Sheathing 1.5 1.5 1.5 Sheathing 2.5 2.5 Roof Rafters 1.5 1.5 1.5 Floor Joists 3.0 3.0 Ceiling Joist 1.5 1.5 1.5 Drywall 2.5 2.5 Drywall 2.5 2.5 2.5 Total D.L. 14.0 psf 25.0 psf Miscellaneous 3.0 3.0 3.0 Total Load 54.0 psf 65.0 psf Total D.L. 14.0 psf 16.0 psf 22.0 psf Total Load 340 pet 36.0 pet 42.0 psf LOAD CONDITIONS: I 0 I I 0 I I I STANDARD SPECIFICATIONS FOR PROJECT DESCRIPTION: STRUCTURAL CALCULATIONS Job Name LA MAREA SITE WALL UNDERPIN City CARLSBAD, CA Sketches of details in calculations are not Client K HOV to scale and may not represent true PROJECT ENGINEER: OF conditions on plans. Architect or designer CALCS BY: BB DATE: 2-18-13 is responsible for drawing details in plans ASSOC. CHECK: DATE: which represent true framing conditions BACK CHECK: DATE: and scale. Enclosed details are intended to ROOF TRUSS Rev.: DATE: complement standard construction practice FLR. TRUSS Rev.: DATE: to be used by experienced and qualified PIT FOUND. Rev.: DATE: contractors. PLAN CHECK: DATE: REVISIONS: The structural calculations included here are for the analysis and design of primary A SHTS: DATE: structural system. The attachment of non- Init.: structural elements is the responsibility of ICB > SHTS: DATE: the architect or designer, unless specifically Init.: shown otherwise. <C> SHTS: . DATE: Init.: L The drawings, calculations, specifications 0 SHTS: DATE: and reproductions are instruments of service to be used only for the specific. E SHTS: DATE: project covered by agreement and cover sheet. Any other use is solely prohibited. F SHTS: DATE: Init.: L All Changes made to the subject project SHTS: . <3> DATE: shall be submitted to E S I / F M E, Inc. nit.: in writing for their review and comment. E S I! F M E, Inc. -Structural Engineers These calculations are meant to be used (This signature is to be a by a design professional, omissions are wet signature, not a copy.) intended. APPROVED BY: - - Copyright © - 1994 by E S I / F M E, Inc. Structural Engineers. All rights reserved. This material may not be reproduced in whole or part without written permission of E S I I F M E, Inc. DATE: 2 Page: 3 E S I I F M E Inc. Date: 2-19-13 STRUCTURAL ENGINEERS 3bb#:C683 Client: K HOV Project Name: CARLSBAD Plan DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE: 2010 CALIFORNIA BUILDING CODE REV. 1222I2010 In all cases calculations will supersede this design criteria sheet TIMBER Douglas Fir-Larch - 19% max. moisture content 448 #21#1: Fb = 1170/1300 psi; fv=180 psi; E=1.6/1.7 2x4 #2: Fb= 1315/1552 psi; fv=180 psi; E1.6 4x10 #21#1: Fb= 1080/1200 psi; fv=180 psi; E=1.6/1.7 2x6 #2: Fb = 1170/1345 psi; fv=180 psi; E=1.6 412 #241: Fb = 990/1100 psi; fv=180 psi; E=1.611.7 2x8 #2: Fb= 1080/1242 psi; fv180 psi; E1.6 414 #241: Fb= 900/1000 psi; fv=180 psi; E=1.6/1.7 2x10 #2: Fb = 990/1138 psi; fv=180 psi; E1.6 416 #2/#1: Fb = 900/1000 psi; fv=180 psi; E=1.6/1.7 2x12 #2: Fb = 900/1150 psi; 1v180 psi; E1.6 6x10 #I/SS: Fb = 1350/1600 psi; fv=170 psi; E=1.6 2x14 #2: Fb = 810/931 psi; fv=180 psi; E1.6 6x12 #1/SS: Fb = 1350/1600 psi; fv=170 psi; E=1.6 It is recommended that lumber be free of heart center. PARALLAM PSL 2.0E Glued Laminated Beams: Douglas Fir-Larch fb=2900.psi; fv=290.psi; E=2.0 Ind. App. Grade: Fb=2400 psi;Fv240 psi;E=1.8E6 psi MICROLLAM LVL: Fb=2600p5i;Fv=285psi;E=1.9 CONCRETE Drypack shall be composed of one part Portland Cement to not more than three parts sand. All structural concrete .........................................................................fc = 3000 psi W/ inspection. All slab-on-grade/continuous footings/pads .............................f'c = 2500 psi w/o inspection. All concrete shall reach minimum compressive strength at 28 days. REINFORCING STEEL All reinforcing shall be A.S.T.M. A-615-40 for #4 bars and smaller, A-615-60 for #5 bars and larger. Welded wire fabric to be A.S.T.M. A-i 85, lap 1-1/2 spaces, 9" mm. Development length of Tension Bars shall be calculated per AC1318-08 Section 12.2.2.. Class B Splice = 1.B,x Splice Lengths for 2500 psi concrete is: #4 Bars (40K) = 21", #5 Bars (60K) = 39", #6 Bars (60K) = 47" (30 dia. for compression). Masonry reinforcement shall have lappings of 48 dia. or 2'-O". This is in all cases U.N.O. All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting masonry. Concrete protection for reinforcement shall be at least equal to the diameter of the bars. Cover for cast-in-place concrete shall be as follows, U.N.O.: Concrete cast against & permanently exposed to earth......................................3" Concrete exposed to earth or weather < = #5 Bars...........................................1 1/2" #6 => #18 Bars 2" Ctncrete not exposed to weather or in contact with ground Slabs, walls, joists, <= #11 Bars ....................................................3/4" Beams & Columns: Primary reinforcement, ties, stirups, spirals ....................... 1 1/2 STRUCTURAL STEEL Fabrication and erection of structural steel shall be in accordance with "Specifications for the Design, Fabrication and Erection of Structural Steel Buildings", AISC, current edition. Steel to conform to ASTM A992. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel tubes ASTM A500, Grade B. All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops or otherwise approved by the Bldg. Dept Continuous inspection required for all field welding. All steel exposed to weather shall be hot-dip galvanized after fabrication, or other approved weatherproofing method. Where finish is attached to structural steel, provide 1/20 bolt holes @ 4'-0" o.c. for attachment of nailers, U.N.O. See architectural drawings for finishes (Nelson studs 1/2" x 3" CPL may replace bolts). MASONRY Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM C-90-09, grade A normal weight units with max. linear shrinkage of 0.06% All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall (U.N.O.), retaining walls are to be as shown in details. All cells with steel are to be sod grouted (except retaining walls where all cells are to be solid grouted). VER 2011.1 c63 DESIGN CONCRETE COLUMNS TO SUPPORT RETAINING WALLS Max. soil pressure = 4000 psf at the toe (max allowable per soils report) At 10' on centers, load on column = 4000 x 10 = 40 kips See column design by errcalc Maximum SERVICE Load Deflections... Along Y-Y 0.0in at 0.0 ft above base for load combination: 'Along X-X 0.01n at 0.0ft above base for load combination: General Section Information. = 0.70 p =0.850 p : % Reinforcing 1.096 % Rebar % Ok Reinforcing Area 1 .240 inA2 Concrete Area 113.097 mnA2 0 = 0.850 5 '-a Description: COLUMNS TO SUPPORT WALL Calculations per ACI 318-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used: ASCE 7-05 -- Gtira1lIfflãtioi ?c: Concrete 28 day strength = 3.0 ksi Overall Column Height = 10.0 ft E = = 3,122.0 ksi End Fixity Top & Bottom Pinned Density = 145.0 pd Brace condition for deflection (buckling) along columns: = 0.850 X-X (width) axis: fy - Main Rebar = 60.0 ksi Fully braced against buckling along X-X Axis E - Main Rebar = 29,000.0 ksi yy Identhl axis: Allow. Reinforcing Limits ASTMA6I5 Bars Used Fully braced against buckling along Y-Y Axis Mm. Reinf. = 1.0% Max. Reinf. = 8.0% Load Combination: ASCE 7-05 CoIum Cross Setion ______ Column Dimensions :12.0in Diameter, Column Edge to Rebar Edge Cover = 2.Oin Column Reinforcing :4.0 - #5 bars lied Entered loads are factored per load combinations specified by user. Column self weight included: 1,138.83 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 10.0 ft above base, D = 40.0 k DESIGN SVkM Load Combination +1.40D Maximum SERVICE Load Reactions.. Location of max.above base 9.933 ft Top along Y-Y 0.0k Bottom along Y-Y 0.0 k Maximum Stress Ratio 0.269: 1 Top along X-X 0.0k Bottom along X-X 0.0 k Ratio = (Pu2'+MuA2)A.5 I (PhiPn2+PhiMnA2)%,5 Pu= 57.594k ( *p= 213.984k * Mn-x = Mu-x = 0.0 k-ft T 0-0k-ft Mu-y = 0.0 k-ft * Mn-y = 0.0 k-ft Mu Angle = 0.0 deg Mu at Angle = 0.0 k-ft pMn at Angle = 0.0 k-ft Pn & Mn values located at Pu-Mu vector intersection with capacity curie Column Capacities... Pnmax: Nominal Max. Compressive Axial Capacity 359.636 k Pnmin : Nominal Mm. Tension Axial Capacity -74.40 k (p Pn, max: Usable Compressive Axial Capacity 213.984 k (p Pn, mm: Usable Tension Axial Capacity -52.080 k [omentSource[ist. Worn Axial Load Ic . Bending Analysis k-ft Utilization Load Combinaon ft Pu *Pn SX Sx Mux f y* MU Alpha (deg) Mi (p Mn Ratio +1.40D 9.93 57,59 213.98 0.000 0.269 Description: COLUMNS TO SUPPORT WALL Governing Load Governing Fatored 1. roment Source Dist from Axial Load k Bending Analysis k ft Utilization Load Combinaon J X X V V * Pn ox OX Mux OY Oy * base ft Pi:r q Muy Alpha (deg) 8 Mu Mn Ratio - ip +1.20D+50l+160L+160H 9.93 49.37 213.98 0.000 0.231 +1.20D+160L-s..505-s.1.60H 9.93 49.37 213.98 0.000 0.231 +1.20D+1.601j--+0.50L 9.93 49.37 213.98 0.000 0.231 +1,20D+1601j-.43,80W 9.93 49.37 213.98 0.000 0.231 +1,20D-+0.50L+1.60S 9.93 49.37 213.98 0.000 0.231 -i-1,20D+1.60S-i.,80W 9.93 49.37 213.98 0.000 0.231 +1.20D.5O-.50L+1.60W 9.93 49.37 213.98 0.000 0.231 +1.200+0.50L+0.505+1.60W 9.93 49.37 213.98 0.000 0.231 +1.20D+0,50L+0,20S+E 9.93 49.37 213.98 0.000 0.231 +0.90D+1,60W+1.60H 9.93 37.02 213.98 0.000 0.173 +0.90D+E+1.60H 9.93 37.02 213.98 0.000 0.173 Maximum Reactions Unfactored Note Only non zero reactions are listed Reaction along X-X Axis Reaction along Y.Y Axis Axial Reaction Load Combination @ Base @ Top @ Base 0 Top Base Maximum Défledtiôfls ft'Load Combinations :.Uñfatored Load Combination Max. X.X Deflection Distance Max. Y-Y Deflection Distance - D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches X 115 / - 120 in J L-k* g X-XA Interaction DIagra.ni1..:' - Concrete column P-M Interaction Diagram concrete Column P.M interaction Diagram Concrete Column P.M interaction Diagram 250.0 Phi • Mn @ Alpha (k-it) 250.0 Phi * Mn @ Alpha (k-ft) 250.0 Phi Mn © Alpha (k.fl) 225O - - I 22501 - - 22501_ - - 200.0 -' ._ - 200.0 - . ..--- 200.O - 175.0J - 175.0 - - - --- -- 175.0, - - -. 150.0 - . '-. - 150.0 - N ---- 150.01 125.0 c 125.0 - - 125.0a. ----- 100.0 100.0 - - --- - -- ---- ----- - IL 100.0 75.0 a. 75.0 I 0. 75.0.1 ------ - --------- I 0. 50.0y / 50.0 I 50.0 25.0 - 25.0 -/ 25.0 .i 0u uou . 2 p.I 11.b141(.44U.4.iLb.,1 Description: COLUMNS TO SUPPORT WALL Concrete Column P-U Interaction Diagram 250.0 Phi • Mn © Alpha (k-fl) 225.0 200.0 175.0 150.0 1 L: 125.0 -. 100.0 75.0 ., 50.0 . I 25.01:1 0.' 95.U..7..11..U14.517.42U42i2b22t.1 Concrete Column P-M Interaction Diagram 250.0 Phi • Mn C AJpha (k-fl) 225.0 200.0 175.0 150.0 I 125.0 r N 100.0 75.0 50.0 26.0 ii Concrete Column P-M Interaction Diagram 250.0 Phi * Mn © Alpha (k-fl) 225.0 200.0 175.0 . 150.0 125.0 \_CL 100.0 \ 75.0 0- 50.0. 25.0:i UU L b. b.1 -7 II Concrete Column P-M Interaction Diagram 250.0 Phi • Mn @ Alpha (k-fl) 225.0 ------------------- 200.0 175.0 150.0 -- -- 125.0 -- 100.0 75.0 - - . 50.0 25.0c ii.0 z.0 o.8 u flT1.b14. Tr4U.4s.b.2g.1 Concrete Column P-M Interaction Diagram 250.0 Phi • Mn @ Alpha (k-fl) 225.0 200.0 1750 . 1500 125.0 100.0 750 CL - - - 50.0 25.Q .. - B. 11.b 14.b 1 — II 1•I H - Pu,point d+c' Mu,coI Pu ccl ES I/F M E, Inc. 1800E. 10 St. Santa Ana, CA 92101 Phone (1(4)835-2800 Fax (114)835.2919 C gr PROJECT:- PAGE: CLIENT: k hov DESIGN BY: BB JOB NO.: DATE: 2-1.-13 REVIEW BY: CHECK LOAD ON EXISTING RET WALL FOOTING INPUT DATA COLUMN WIDTH c1 = in COLUMN DEPTH c, = In SLAB CONCRETE STRENGTH t' = ksi SLAB THICKNESS N = in DROP CAP! PANEL THICKNESS Td = I in BAR SIZE AT TOP SLAB # TRUSS BARS , 9 V. j each way FACTORED AXIAL LOAD P, = 49. kips FACTORED BENDING LOAD MI. col = •IJ ft-kips FACTORED POINT LOAD Pu, point =kips THE PUNCHING DESIGN IS ADEQUATE. ANALYSIS CHECK PUNCHING CAPACITY FOR COLUMN (ACI 318-08 SEC.1 1.4.7.4, 11.11,1.2, 11.11.6 & 13.5.3.2) vc(P)(2+Y)\I.(Avfy)1Ap , 154 ksi > vu(PSI) = Pu,col0.57A'Iu,co1bi AP 93 ksi where = 0.75 (ACI 318-08, Section 9.3.2.3) [Satisfactory] = ratio of long side to short side of concentrated load = 1.00 d = T + T0 -2 (0.5 db) - 2 ' cover = 9.5 in b1 = (c1+d) = 11.27 in b2 = (c2+d)= 11.27 in b0 = 2b1 + 2b2 = 2(c1 + d) + 2(c2 + d) = 45.1 in 1 - 20.4 1+ 3 rb 2 = d 2(bl 0.51 ft4 6 JL ,,bi) I...biJj 0.0 (if truss bars used, y must be zero per ACI 11.11.3.1) fi b( = b0 d = 428 in2 = 0.8 in2, total 4 sides = 45• 0 fy = 60 ksi PUNCHING CAPACITY FOR POINT LOAD (ACI 318-08 SEC.11.11.1.2, & 11.1 1. On, point 40Ff A = 42.5 kips > Pu, point 40 kips (Satisfactory] where $ = 0.75 (ACI 318-08, Section 9.3.2.3) d = I - 2" cover - 2 (0.5 dhj = 9.5 In b0 = d n = 29.8 in A.,, = b0 d = 284 in2 F F ESI/FME, Inc. S THUG TURAL ENGINEERS Sheet Date JN. isii11 ESI/FME, Inc. Sheet S TRUCTURAL ENGINEERS Date JN.C3 JL PI• y'I ph5T -r OA V ESI/FME, Inc. Sheet I, STRUCTURAL ENGINEERS Date rJ N. CC '70 4f 7 5-77e IL(lilt-, October 15, 2013 Building Official City of Carlsbad Department of Building and Safety 1635 Faraday Ave Carlsbad, California 92008 ) SPECIAL INSPECTOR'S FINAL PROJECT REPORT Project Name: The Tides, Phase 50 Address: SaUte Court, Carlsbad Owner: K. Hovnanian Homes Re: Perimeter Retaining Wall Permit #C13130647 This is to certify that.Southwest Inspection and Testing, Inc. was employed to perform special inspection on the above mentioned project at the above address, which required continuous inspection per section 1701 of 2007 California Building Code. Bill Bowen - Reinforced Concrete, SD#541 Based upon special inspection and materials testing written reports of this work, it is our judgment that the inspected work was performed to the best of our knowledge, in accordance with the approved plans, specifications and applicable workmanship provision of the Cayfornia Building Code Sinc el V, Steven L. Go evy President SLG/IRW: amc Reviewed By: Ian R. Waddell, P.E. Principal Engineer expressed or implied. ESILFM E, Inc. Sheet Cl STRUCTURAL ENGINEERS Date JI3 !JN. E'cL I CIVIL APR 11209 ESI/ FM. E, Inc. STRUCTURAL ENGINEERS Sheet Date I JC63 to - -__________ ___- L 4-• 4D1) L' t.I APR 112013 - ESJ/FME, Inc. Sheet I, STRUCTURAL ENGINEERS Date JN. CC6- 1 i-• w-4R ' ...c1 MM1 ! (otC. p (,OL.-Vtf8(f f10 -o'c- - vot.UEt APR 1 1 2013 t:31t&j e/u-oc 4)iLc vr. !3,s OA'