Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
CDP 15-25; 4394 Yuki Lane; STRUCTURAL RETAINING WALL AND DEBRI FENCE CALCULATIONS; 2016-04-04
STRUCTURAL CALCULATIONS PROJECT: ___ y(,j ~_j?t?-61 (}f: tJ c_e... ---~----· ·---- (l;?/f"?r]t-1 lAJl_y ~J.KJ...L rr} Ot::6 f?-·D FFJV re I --=---- DESIGN ASSUMPTIONS: CONCRETE STRENGTH AT TWENTY EIGHT DAYS: MASONRY: GRADE "N" CONCRETE BLOCK F 1 M = MORTAR: TYPE S 1,800 PSI GROUT: 2000 PSI REINFORCING STEEL: A-615 STRUCTURAL STEEL: A-36 LUMBER: DOUGLAS FIR-LARCH JOISTS GRADE40: GRADE 60: #2 #2 2-So\..J PSI )5 DO PSI #4 AND LESS (U.O.N.) #5 AND LARGER BEAMS AND POSTS STUDS STUD OR BETTER rJfl STRUCTURAL SEISMIC FORCE: {JI? fL "5o J{S fhi-?\)a-r REPORT BY: ~tJf91.)J~Jf~-1,.d_r--(}f?s)(.y,r) ~ .p I WIND FORCE: f f 1 b f'5P" REPORTNO.: ]~SZ..ZCf-1 £ SOIL PRESSURE: ~L) fr- DESIGN LOADS: ROOF DEAD LOAD SLOPING ROOFING PLYWOOD JOISTS JNSUL. & CLG. MISC: TOTAL= ROOF LIVE LOAD SLOPING= FLAT= f>'\P DE-f\)1} '-1 ~ 5 FLOOR DEAD LOAD INT. FLOORING PLYWOOD JOISTS INSUL. & CLG. MISC. TOTAL = ____ _ FLOOR LIVE LOAD INTERIOR BALCONY EXIT WALKWAY 40 PSF 60 PSF (U.O.N.) 100 PSF WALL DEAD LOAD INTERIOR EXTERIOR 10PSF 16 PSF G 2 6 20"i6 These calculations are limited only to the items included herein, selected by the client and do not imply approval of any other portion of the structure by this office. These calculations are not valid if altered in any way, or not accompanied by a wet stamp and signature of the Engineer of Record. S•n Diego-14288 Danielson Street, S11lte I 200, Poway, CA 92064, (858) 679-8989, Fa"x (858) &79-8959 las Vegas (702} 505-8225 Bay Area (5101 759·9~99 Los Angelu [424} 703-5485 5.6.3 Earth Pressure. Water Pressure and Surcbarp Loadings Lateral earth pressure loading on rigid gravity and semi·gravity retainingwaii51s a function of the type and condition of soil backfill, the slope of the ground surface sulface behind the wall, the friction between the wall and soil, and the ability oftb.e wall to translate or rotate about its base. For walls with footing keys ofdepth.Dk, which :1$ greater than the distance, Bk, from the back face of the fooUngkeyto the backface or heel of the waU footing, the lateral earth pressure loading shall extend to the level of the bottom ofthefoottngkey. Refer to Articles 5.5.5.1- 5.5.5.5 for determination of appropriate design lateral earth pressures. No vertical wall structure shall be desf8Jled for less than an equivalent fluid with a unltweightof36 pounds per cubic foot, except that the maximum foundation pressure or maximum pile reactions acting on the heels of wall footings shall be determined by using an equivalent fluid with a unU weight of 27 pounds per cubic foot. In developing the total design lateral pressures, the lateral pressure due to traffic, permanent point and line surcharge loads, backfill compaction, or other types of surcharge loads :.hall be added to the design lateral earth pressure. Refer to Article 5.5 .5 .I 0 for the detenninatton of design lateral pressures due to surcharge loads. The resistance due to passive lateral earth pressure In frontofthe wall shall be neglected unless the wall extends well below the depth of frost penetration, scour or other types of disturbance. Development of passive lateral earth pressure in the soil Jn front of a rigid wall requires an outward rotation of the wall about its toe or other movement of the wall into the soH. The magnitude of movement required to mobtlize passive pressure Js a funcl.ion of the soil type and condition in front of the wall as defined in Table C5.5.1-1. The provisiol13 of Article 5.5.3 shaH apply. When groundwater levels may exist above the bottom ofwall footing elevation, consideration shall be given to the instalJation of a drainage blanket and piping at the wall excavation face to intercept the groundwater before it saturates the wall backfill. In general, all wall designs should provide fur the thorough drainage of the back-filling material. 5.6.4 Structure Dimemlions and External Stabllity Gravity and semi-gravity waJlls shall be proportioned to ensure stabi1Jty against possible failure modes by satisfying the following stab111ty criiterfa: • Sliding-Factor ofsafety, FSst ~ 1.5 • OvertuminB-Maximum ec:centdcfty of the result· ant forte acting on footin8: base B Wall footing on soil, ~.x ~-6 B Wall footing on rock, e,uoz 5 -4 • Bearing capacity - Wall fooUngonsoil, FS :~3.0 seeAtt1c1e 4.4.7 Wall footing on rock, FS ~ 3.0 see Article4.4.8 5.6.4.1 SHdlng Stablli~y In the determination of the, FSSil , the effect of passive lateral earth pressure resi5tence Jn fnmt of a wall footing or a wall footing key shall only be considered when competent soil or rock exim which w:lll not be removed or eroded during the structure lift!, Not more than 50 percent of the available passive l:ateral earth pressure shall be consJdered Jn determinJne: the, FSsL. Refer to Figure 5.6.4.1-1 for pr<liCedures to deter- mine the factor of safety agairlst sHdlng. For wall footings With a footing key. both horizontal and inclined sliding planes should be c:onsidered to determine the minimum factor of safety against sliding. For waiJs wnh sloping footings procedures similar to those shown in Figure 5.1B.4J-l should be used to determine the factor of safE;ty against sliding. SliCTION 5 RETAINING WAJJ.S 5-47 - / .. . • w:n "'; $6iL W t>·f~k t/ ~r~ier tht:.. c4epth D.f ike I<'~ 1 -l:he. ~ H flei ~:J~ ve pres,Sii.t~ .frt~m ike. re~;neJ L i5 priiiCiple. 4 refereA~ ii'l -ike. Br.·J~e. 'De S.l~i\ SfleLi.fJ<:Ait tlfi.SI rei'e:re-Me ~iiDtl '3. AJ.J.; tttJ(I;tl} !J I i-~e-~ ~ .prJ ~-.pte eapplie~ io .surc::.hAtge l~s, ott re:iA: neJ H' ihe-s.ttrt..~t'!JC::. U.at~ A ike o~t &ur'"h&~~rfe ~~.t:N':tl,r=. 'ie , ~ssa I\!". ~V]~/ ~~IYJfw~ 4 Jtt f ~ 4lt-/ L~.l~ C;w,t,s ~~ CJ)r 1-H-A-1/Vtrl'lr WhL JfN/Iftq <!> 0 12-S" p~ AJt/' tJ h ·fft b ~~ fPtiJ!VIl L-~~ 0 P (.)~(ZI.S mvc;E._ /' P =-14, ' c c;) / _ 1 b l.f!-~ (.!,.. ) n / -S~ {?~,JV'fDlA;r ~ .. (l_ W Prz..L /?G-SI~ 1) ~ h~«.)/jti&- (O;U P rt) ~ .;'\.6. 0o rt'5e C..f(') e '()~/ ~ 5 HovJA,.) 'f"7) rt.. j>(U_ t.-o.kO ( {)h ¥) 1'17t~>.. w /fU.. /7P!;J&N '::::» J>rO~~ -f=bt'L j)rtL ~0>NJ0\'11JVV~ f fi.op"~Q ~C-l£.- ( OJ...C1 fh,twl {Wit Af, r.Jf!:s/b-,.-0) MWFRS Wind Loads Job No: ~flHTK ASC£7·10 Designer: Enclosed & Partially Enclosed Low Rise Buildings Checker: STRUCTURAL ENGINEERS, LL.P Notes: Yuki Retaining Wall Date: 7/18/2016 Basic Paramj!ters Risk Category II Table 1.5·1 Basic Wind Speed, V llOmph Figure 26.5-1A Wind Directionality Factor, Kd 0.85 Table 26.6·1 Exposure category B Secti<on 26.7 Topographic Factor, K.t 1.00 Secti<on 26.8 Enclosure Classification Enclosed Section 26.10 Internal Pressure Coefficient, GCp; +/-0.18 Table 26.11·1 Pressure Co!<lfficlents Roof Slope 0/12 0.0 degrees Wall External Pressure Coefficient, GCpt 0.54 Table 28.4-1, Surface 1 Roof External Pressure Coefficient, GCpt .0.61 Table 28.4-1, Surface 2 Roof External Pressure Coefficient, GCpt .0.47 TablE! 28.4-1, Surface 3 Wall External Pressure Coefficient, GCp1 ·0.42 Table 28.4-1, Surface 4 Structure Pre11ure Sum maD; (Add Internal Pressure g,G"'1 "' gbGCp1 as NecessaD;) Walls Roofs Camp & Cladding Height,z K, q, Windward leeward Totai*0.6 Windward leeward Totai*0.6 A Pnet*0.6 -.. 15ft 0.70 18.4 psf 13.3 psf -11.1 psf 14.6psf -14.6 psf ·11.1 psf 0.0 psf 1 14.:1 psf I/ 20ft 0.70 18.4psf 13.3 psf -11.1 psf 14.6 psf ·14.6 psf -11.1 psf O.Opsf 1 14.:1 psf 25ft 0.70 18.4psf 13.3 psf ·11.1 psf 14.6psf ·14.6 psf -11.1 psf O.Opsf 1 14.:1 psf 30ft 0.70 18.4 psf 13.3 psf -11.1 psf 14.6psf ·14.6 psf ·11.1 psf O.Opsf 1 14.3 psf 40ft 0.76 20.0 psf 14.4 psf -12.0 psf 15.8psf -15.8 psf -12.0 psf 0.0 psf 1.09 15.6 psf 50ft 0.81 21.3 psf 15.4 psf ·12.8 psf 16.9 psf ·16.8 psf ·12.8 psf O.Opsf 1.16 16.6 psf 60ft 0.85 22.4 psf 16.1 psf -13.4 psi 17.7 psf -17.7 psf ·13.4 psf O.Opsf 1.22 17.4 psf (Roofarea can be ignored if total pressure is negative) Page 1 ofl 14288 Danielson St Sulte#200 Poway, CA 92064 Retain Pro 9 © 1989 • 2011 Ver: 9.24 8167 Registration#: RP-1168495 RP9.24 Licensed to: HTK Structural Engineers [Criteria Retained Height = 4.67 ft Wall height above soil ;::: 2.00 ft Slope Behind Wall 2.00:1 Height of Soil over Toe = 6.00in Water height over heel = 0.0 ft I Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in - Title : Yuki Retaining Walls Job# : 15·158 Dsg1nr: RT Page: __ Date: • APR 412016 Description .... 4'-8" Retaining Wall wHh seismic loading This Wall in File: \\server01\d\engineering_files\rt2\comp st Cantilevered Retaining Wall Design !Soil Data I Allow Soil Bearing = 2,660.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psf/ft Toe Active Pressure = 50.0 psflft Passive Pressure 300.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingUSoil Friction "' 0.330 Soil height to ignore for passive pressure "' 12.00 in Code: CBC 2010 __ _j Thumbnail --------···-·-····-·~ . ---·· I Adjacen1t Footing Load -o.oibs 0.00 ft O.OOin O.OOft • Lateral Load =- .... Height to T OJ= = ... Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem = 1.00 o.o psf Adjacent F'ooting Load = Footing Width = Eccentricity Wall to F~J CL Dist Footing Type Base Abo,•e/Below Soil at Back .of Wall = = Poisson's l~atio = Line Load 0.0 ft 0.300 I Earth Pressure Seismic Load • Kag for seismic earth pressure = 'lo!!llesllll!llig~n.,K'-'h----~=~111111!!0"".2~5!1J!!0•g--• ,!!.for static earth pressure Retain Pro Sofuvare © 2009 l'iBA Publications. Inc. All Rights Reserved Difference: Kae • Ka = 0.629 fl'2vW\ ~C.-$ DIV ~_,...... p~ • ~~15 D~sc ~t'f,KJN·~p-o '15 ,PrpPL'fiJJ ~ 'f??SWII L /...0 K(.) I '11-115 0# ~,.., MfUJ ~ 1'=> W\A PIAAL 1 Jv'fVJr br L~~.kJ~~ Licensed to: HTK Structural Engineers Poway, CA 92064 www.RetainPro.com 14288 Danielson St Sulte#200 Title : Yuki Retaining Walls Page: __ Job# : 15-158 Dsgnr: RT Date: APR 4,2016 Description .... P~ay, CA 92064 4'-8" Retaining Wall with seismic loading This Wall in File: \\server01\d\engineering files\rt2\comp st Retain Pro 9 © 1989 • 2011 Ver: 9.24 8167 Registration#: RP-1168495 RP9.24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design 1 CalcTrac is a condensed trace of calculation procedures 2 for the designer's review. To verify a questioned 3 result we recomend an independent calculation. 4 Beginning ofTrace 7/181201616:34:00 RP9.24 5 Retained Height = 4.6670 ft 6 Selected CBC Load Factors: DL~1.2000, ll=1 .6000, H=1.6000, W=1.6000, E=1.0000 7 Noted that EFP Method being used 8 Heel active pressure= 50.0000 pet Code: CBC 2010 9 Back-solving internal friction angle from density and EFP, angle = 33.6000 deg 10 Actua1Hee1Width(pastbackofstem)=1.6700ft ~-ovrr'-OM :;ol~ ~f""rv;r-(,(-2ovNb 11 Soil Height for Stability wall+footing+bslope) = 7.0020 ft A-«.J~~ ~ v' ./Yl-VJts:-4;;:. o .1$ a, 12 a cu n ertumin Values J 13 Arm = 2.3340 ft, Moment= ,860.78 ft-# 14 Seismic Earth Lateral Force calcs .... 15 ~eralion factor'K' == 0.2500 ~ ~ 171!1ml L 'f't>'f1C.F-OrJ W kl..L ( 1'/bt"' "])+l>IV~ 16 ~(Kae-Ka) Force -0.6293 "0.8333 • 84.0240"2/2.0 = 1,314.461bs t> 1J (Lf/TJn~"f' fJ.o () )/Jr(;t(l.l:.(rr'l) 17 ~Force Height= Retained Height* 0.6 = 84.0240 * 0.6000 = 50.4144 18 Overturning Moment= 1,314.46 * 50.4144/12 = 5,522.29 ft-# 19 Active Pressure@ Toe: [(6.0000 + 18.0000)/12]"2 • 50.0000/2.0::::-100.0000 lbs 20 Arm = (6.0000 + 18.0000) /3/12 = 0.6667 ft, Moment = -66.6667 ft-# 21 Toe Active Pressure Used To Resist Sliding, so ADD Soil over toe= -100.0000 lbs to Total Overturning Loads 22 Calculating Resisting Moments 23 Soil Wt Over Heel = 1.6700 * 4.6670 *120.000 = 935.2671bs 24 Arm = 5.6700 -1.6700 /2.0 = 4.8350 ft, Moment = 935.267 • 4.8350 = 4,522.01 ft-# (o~ 561!-V~I,f£, 'fv~ 1l.f'£ ~'\0 (;Jy ~~ 0,1-.)j 25 Soil Wt Over Toe= 3.0000 * 0.5000 "120.000 = 180.000 lbs 26 Arm= 3.0000/2.0 = 1.5000 ft, Moment= 180.000 * 1.5000 = 270.000 ft-# 27 Sloped Soil Behind Wall, Force= 1.6700 *1.6700 /2.0000 *120.000 /2.0 = 83.6670 lbs 28 Arm= 5.6700-1.6700/3.0 = 5.1133 ft, Moment= 83.6670 * 5.1133 = 427.817 ft-# 5o\ f...?~-Pr:~ >!~ ~A-~rwz.. 29 Top Stem Weight== 826.7081bs, Arm= (3.0000 + 1.0000 /2.0) = 3.5000 ft 30 Stem Avg. Arm== 42.0000 ft, Total Moment= 34,721.74 ft-# 31 Avg. Arm = 0.0000 ft, Moment= 0.0000 ft-# 32 Footing Weight= 5.6700 *18.0000 *150.000 = 1,275.751bs, Arm== 5.6700/2.0 = 2.8350 ft, Moment= 3,616.75 ft-# ~ ·;;b (I.~>L)Ut ~ (4P1)'t. :;; JtP/ lb -? IA5£ (}-~ rA '"' p p.v futt-c.E 33 Key Weight = 2.2500 * 1.0000 * 150.000 = 1 ,275.751bs, Arm = 2.0000 + 1.0000 /2.0 = 2.5000 ft, Moment= 843.750 ft.-# 34 Total Resis. Wt == 3,638.891bs, Moment= 12,573.81 ft.-# 35 Calculated Stem Forces for Preliminary Checks 36 Cantilevered Stem Calculations 37 Top Stem Section: Shear= 1,122.22 lbs, Moment= 2,481.24 ft-# 38 Calcualting Actual Shear Stress 39 Top Masonry Stem, fm = fm * STI = 1,500.00 * 1.3330 ::: 1,999.50 psi 40 'd' to rebar = 9.0000 in 41 Shear Area= 108.000 in2 42 Unit Shear Stress= 1,122.22/108.000 = 10.3910 psi 43 Determine Allowable Moments 44 Top Masonry Stem Capacity= 33,396.58 in-# 45 Top Masonry Stem Shear Capacity= 1.3330 * fmin(sqrt(1 ,500.00}, 50.0) = 51.6269 psi 46 Calculating Soli Pressure 47 Toe Bar Depth= 18.0000-3.0000-0.5 = 14.5000 in, Heel Bar Depth= 18.0000-2.0000 • 0.5 = 15.5000 in 48 Service Load Soil Pressures ..... 49 P = 3,638.891bs, Ecc = -19.9803 in, Toe Pressure= 2,073.49 psf, Heel Pressure= 0.0000 psf 50 Calculating Factored Load Shear in Footing: 51 P = 5,094.451bs, Ecc = -19.9803 in, Toe Pressure= 2,902.89 psf, Heel Pressure= 0.0000 psf 52 Shear@ Toe= {21.5743-1.4000 * (18.0000 * 1.0417 + 6.0000 *0.8333 + 0.0000) • 36.0000)/ (12.0 * 14.5000) = 21.5743 p~ 53 Shear@ Heel"' (21.5743-1,835.42-0.0000 • 0.0000 -117.134) I (12.0 * 15.5000) = 10.4976 psi 54 Shear Distances from Edge; Toe = 39.0000 in, Heel = 23.0400 in 55 Toe Upward Moment= 10,599.01 tt-# 56 Toe Downward Moment= 1.4000 * (18.0000 * 1.0417 + 6.0000 * 0.8333 + 0.0000) * 39.0000A2/2.0 /12.0 = 2,107.22 ft-# 57 Toe Design Moment= 10,599.01-2,107.22 = 8,491.79 ft-# 58 Heel Upward Moment= 0.0000 ft-# 59 Heel Downward Moment= 1.4000 * (18.0000 * 1.0417 + 56.0040 * 0.8333 + 0.0000 + 0.0000) * 23.0400A2/2.0 /12.0 "'2,025.781 60 Soil is sloped, so add moment = 1.4000 * (20.0400 /2.0000) * 20.0400 .. 0.8333 * 0.5000 * 20.0400 * 2.0 /3.0 /12.0 = 130.40 61 Add moment due to vertical soil component = 1.6000 * 0.0000 * 20.0400 = 0.0000 ft-# Retain Pro Software© 2009 HBA Publications, Inc. All Rights Reserved l icensed to: HTK Structural Engineers Poway, CA 92064 www.RetainPro.com 14288 Danielson St Suite #200 Title : Yuki Retaining Wallis Page: __ Job# : 15-158 Dsgnr. RT Date:< APR 4;2016 Description .... Poway, CA 92064 4'·8· Retaining Wall with seismic loading This Wall in File: \\ser~r01\d\engineering_files\rt2\comp st Retain Pro 9 © 1989 • 2011 Ver; 9.24 8167 Registration#: RP-1168495 RP9.24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design 62 Heel Design Moment = -2,156.19 ft.-# 63 Design Heel Moment <= 6.5 ... d"2 '" SQRT(fc) --» No Reinforcing Used 64 Soil Height for Passive Pressure= 27.0000 + 18.0000 + 6.0000 = 51.0000 in 65 Sliding Resistance due to Friction = 3,638.89 * 0.3300 = 1,200.83 lbs 66 Friction Resistance adjusted for Specified '%' = 1.0000 * 1 ,200.83 = 1 ,200.83 lbs 67 Sliding Passive Pressure= (51.0000-12.0000) .. 2.0833 * (51.0000-12.0000)/2.0) 68 + (12.0000 * 2.0833 * (51.0000-12.0000)) = 2,559.38 lbs 69 Passive Resistance adjusted for Specified '%' = 1.0000 '" 1 ,200.83 = 2,559.38 Jbs 70 Sliding Factor of Safety= (2,559.38 + 1 ,200.83) /2,440.16 = 1.5410 lbs 71 Calculating Footing Rebar Requirements 72 Rho:Balanced = 0.8500 * 2,500.00/60,000.00 * 0.8500 * (87000.0 I (87000.0 + 60,000.00)) = 0.0'178 73 Ru :Toe= ABS(101,901.51 "6.0 /12.0 I 14.5000"2/ (0.9 * 1.2)) = 224.383 psi 74 Required Steel % = 0.0008% 75 Required Steel Area = 0.0261 in2 76 Key : Required Steel o/o = O.OOOOOk 77 Required Steel Area = 0.0162 in2 78 Calculated Stem Forces for Final Checks 79 Cantilevered Stem Calculations 80 Top Stem Section: Shear = 1,122.22 lbs, Moment = 2,481.24 ft.-# 81 Calcualting Actual Shear Stress 82 Top Masonry Stem, fm = fm * STI = 1,500.00 .. 1.3330 = 1,999.50 psi 83 'd' to rebar = 9.0000 in 84 Shear Area = 108.000 in2 85 Unit Shear Stress = 1,122.22/108.000 = 10.3910 psi 86 Determine Allowable Moments 87 Top Masonry Stem Capacity= 33,396.58 in-# 88 Top Masonry Stem Shear Capacity= 1.3330 * fmin(sqrt(1,500.00), 50.0) = 51.6269 psi Retain Pro Software © 2009 HBA Publications, Inc. All Rights Reserved Licensed to: HTK Structural Engineers Poway, CA 92064 Code: CBC 2010 www.RetainPro.com 14288 Danielson St Suite #200 Poway, CA 92064 Title : Yuki Retaining Walls Job# : 15·158 Dsgnr: RT Description .... Page: __ Date: APR 4,2016 4'·8· Retaining Wall with seismic loading This Wall in File: \\server01\d\englneering_files\rt2\comp st Retain Pro 9@ 1989 • 2011 Ver: 9.24 8167 Registration#: RP-1168495 RP9.24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design Code: CBC 2010 I Design Summary I Wall Stability Ratios Overturning = 1.51 OK Sliding = 1.54 OK Total Bearing Load = 3,639 lbs ... resultant ecc. 19.9Bin Soil Pressure @ Toe = 2,073 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,660 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 2,903 psf ACI Factored@ Heel = 0 psf Footing Shear @ Toe = 21.6 psi OK Footing Shear@ Heel = 10.5 psi OK Allowable 75.0 psi Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force = 2,440.2 lbs less 100% Passive Force= -2,559.41bs less 100% Friction Force = -1,200.81bs Added Force Req'd = 0.0 lbs OK .... for 1.5 : 1 Stability 0.0 lbs OK ~~ s.t.e~m·C~on~s~t.ru~d~·~·o.n~~··-T~o~p~s~te=m~--------------------------• -StemOK Design Height Above Fts; ft = 0.00 Wall Material Above "Hf' Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Moment .... Actual Moment ..... AIIowable = Masonry 12.00 # 4 16.00 Edge = = = lbs= ft-# = = 0.892 1,122.2 2,481.2 2,783.0 Shear ..... Actual psi= 10.4 Shear ..... AIIowable psi = Wall Weight "' Rebar Depth 'd' in = LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in = 51.6 124.0 9.00 36.00 HOOK EMBED INTO FTG in= 6.00 Masonry Data fm Fs Solid Grouting Lap splice above base reduced by stress ratio psi= 1,500 psi= 20,000 Yes = Load Factors ------------Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method = 21.48 1.333 11.60 Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 I Footing Dimensions & Strengths I Toe Width = 3.00 ft Heel Width 2.67 Total Footing Width = 5.67 Footing Thickness 18.00 in Key Width : 12.00 in Key Depth "' 27.00 in Key Distance from Toe = 2.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pet Min. As% = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Retain Pro Software© 2009 HBA Publications, Inc. All Rights Reserved in= = Medium Weight = ASD Concrete Data fc psi= Fy psi= Footing Design Results • ....I2!_ Heel Factored Pressure = 2,903 0 psf Mu' : Upward = 10,599 0 ft-# Mu': Downward = 2,107 2,156 ft-# Mu: Design = 8,492 2,156 ft-# Actuai1-Way Shear = 21.57 10.50 psi Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = # 5@ 12.00 in Heel Reinforcing = None Spec'd Key Reinforcing = # 5@ 19.25 in Other Acceptable Sizes & Spacings Toe: #4@ 7.75 in, #5@ 12.00 in, #6@ 17.00 in, #7@ 23.00 in, #8@ 30.50 in, #9@ 38 Heel: Not req'd, Mu < S • Fr Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in, Licensed to: HTK Structural Engineers Poway. CA 92064 www.RetainPro.com 14288 Danielson St Suite#200 Poway, CA 92064 Title : Yuki Retaining Wall~s Page: __ _ Job# : 15-158 Dsgnr: RT Date: , APR 4,2016 Description .... 4'-8" Retaining Wall wi1th seismic loading This Wallin File: \\sel"!!!!l1\d\engineering files\rt2\comp st Retain Pro 9 © 1989 • 2011 Ver: 9.24 8167 Registration#: RP-1168495 RP9.24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design Code: CBC 2010 I Summary of Overturning & Resisting Forces & Moments -..••. OVERTURNING ..... Force Distance Moment Item lbs ft ft-41 Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 1,225.7 2.33 2,860.8 ·100.0 0.67 -66.7 1,314.5 4.20 5,522.3 Total = 2,440.2 O.T.M. = 8,316.4 Resisting/Overturning Ratio = 1.51 Vertical Loads used for Soil Pressure = 3,638.9 lbs Vertical component of active pressure NOT used for soil pressure If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. DESIGNER NOTES: Soil Over Heel = Sloped Soil Over Heel ::: Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions= Footing Weigh1 = Key Weight = Vert. Component = • •••. RESISTING ••••• Fc1rce Distance llils ft 935.3 83.7 180.0 826.7 1,275.8 337.5 4.84 5.11 1.50 3.50 2.84 2.50 Moment ft-# 4,522.0 427.8 270.0 2,893.5 3,616.8 843.8 Total= 3,638.9 lbs R.M.= 12,573.8 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pr·essure calculation. • Retain Pro Software© 2009 HBA Publications, Inc. All Rights Reserved Licensed to: HTK Structural Engineers Poway, CA 92064 www.RetainPro.com 12.in Mas w/#4@ 16.in ole Solid Grout Special Jnsp ·--~------------~· #5@12.in @Toe Designer select all horiz. reinf See Appendix A 2'-0" 3'-0" ...- I I 1'-0" -~ - .. ... 5'-8" 2'-8" 2'-8" .... l l i 6'-8" 4'-8" l I ··I------·· .T 1'-6" i ··········1· 2'-3" I Pp=2559.4# 2073.5psf 2440.2# If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 14288 Danielson St Suite #200 Title : Yuki Retaining Walls Job# : 15-158 Dsgnr: RT Description .... Date: Page: __ APR 4,2016 Peway, CA 92064 4'-8" Retaining Wall with wind load on debris fence This Wall in File: \\server01\d\engineering files\rt2\comp st Retain Pro 9@ 1989-2011 Ver: 9.24 8167 Registration#: RP-1168495 RP9.24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design Code: CBC 2010 I Criteria ..._ _________ •• I Soil Data I Retained Height = 4.67 ft Wall height above soil :: 2.00 ft Slope Behind Wall = 2.00:1 Height of Soil over Toe = 6.00in Water height over heel = 0.0 ft Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 50.0 psf/ft Toe Active Pressure 50.0 psflft Passive Pressure "' 300.0 psf/ft Soil Density, Heel 120.00 pcf Soil Density, Toe = 120.00 pcf FootingiiSoil Friction :: 0.330 Soil height to ignore for passive pressure = 12.00 in Thumbnail ~~ S!lu•l'll!llch•a•rij!ge~LII!I!oa.dlll!ls __ ~~~ .. • I Lateral Load Applied to Stem • I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 73.0 #/ft Used To Resist Sliding & Overturning ... Height to To):: = 6.67 ft Surcharge Over Toe = 0.0 psf ... Height to Bottom = 4.67 ft Used for Sliding & Overturning The above lateral load I Axial Load Applied to Stem : has been increased 1.00 _ ! by a factor of Axial Dead Load Axial Live Load = = Axial Load Eccentricity = 0.0 lbs Wind on Exposed Stem = 0.0 lbs 0.0 in 0.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio [ Design Summary I I Stem Construction I Top Stem Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. = = = 3.27 OK 2.96 OK 3,639 lbs 5.22 in Soil Pressure@ Toe ""' 937 psf OK Soil Pressure @ Heel 346 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @Toe 1,312 psf ACI Factored @ Heel = 485 psf Footing Shear@ Toe 11.8 psi OK Footing Shear @ Heel 5.1 psi OK Allowable = 75.0 psi Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force = 1,271. 7 lbs less 100% Passive Force= -2,559.4 lbs less 100% Friction Force == -1,200.8 lbs Added Force Req'd = 0.0 lbs OK ... .for 1.5: 1 Stability 0.0 lbs OK Load Factors ------------- Building Code Dead Load Live Load Earth,H Wind, W Seismic, E CBC 2010 1.200 1.600 1.600 1.600 1.000 Retain Pro Software© 2009 HBA Publications, Inc. All Rights Reserved Design Height Above Fts; Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Moment... .Actual Moment... .. AIIowable Shear ..... Actual ft= = : "" ; .: lbs= ft-#= = psi= Shear ..... AIIowable psi = WaiiWeight = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in = Stem OK 0.00 Masonry 12.00 # 4 16.00 Edge 0.802 684.3 1,673.9 2,087.8 6.3 38.7 124.0 9.00 36.00 HOOK EMBED INTO FTG in = 6.00 Lap splice above base reduced by stress ratio Masonry Data fm Fs Solid Grouting Modular Ratio 'n' psi= psi= = = :: in= 1,500 20,000 Yes 21.48 1.000 11.60 Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method = Medium Weight ASD Concrete Data _______ , ____ _ fc psi= Fy psi= Ucensed to: HTK Structural Engineers Poway. CA 92064 ------------- = = O.Oibs O.OOft O.OOin 0.00 ft Line Load O.Oft 0.300 www.RetainPro.com 14288 Danielson St Suite#200 Title : Yuki Retaining Walh; Job# : 15·158 Dsgnr: RT Page: __ Date: , APR 4,2016 Poway, CA 92064 Description .... 4'·8" Retaining Wall with wind load on debris fence This Wall in File: \\senrer01\d\englneering__files\rt2\comp st Retain Pro 9@ 1989-2011 Ver: 9.24 8167 Registration#: RP-1168495 RP9.24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design Code: CBC 2010 I Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width = = 3.00 ft 2.67 5.67 Fooling Thickness = 18.00 in Key Width = 12.00 in Key Depth 27.00 in Key Distance from Toe = 2.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in • Footing Design Results ....!2:!.... Factored Pressure = 1,312 Mu' : Upward -= 6,095 Mu' : Downward = 2,107 Mu: Design 3,988 Actuai1-Way Shear = 11.76 Allow 1-Way Shear = 75.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = # 5@ 18.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: Not req'd, Mu < S • Fr Heel 485 psf 1,066 ft-# 2,156 ft-# 1,090 ft-# 5.05 psi 75.00 psi Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in, I Summacy of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 1,225.7 2.33 2,860.8 Surcharge over Heel = Toe Active Pressure = -100.0 0.67 -66.7 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 146.0 7.17 1,046.8 Load @ Stem Above Soil = Total = 1,271.7 O.T.M. = 3,840.9 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 3~27 3,638.9 lbs Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions= Footing Weight = KeyWeight = Vert. Component = -..... RESISTING ..... Fo1rce Distance lbs ft !935.3 4.84 83.7 5.11 '180.0 IJ26.7 1,.175.8 ~137.5 1.50 3.50 2.84 2.50 Moment ft-# 4,522.0 427.8 270.0 2,893.5 3,616.8 843.8 Vertical component of active pressure NOT used for soil pressure Total= 3,Ei38.9 lbs R.M.= 12,573.8 DESIGNER NOTES: • Axial live load NOT included in total displayed! or used for overturning resistance, but is included for soil pn3Ssure ca culation. • Retain Pro Software© 2009 IIBA Publications, Inc. All Rights Reserved Licensed to; IITK Structural Er~gineers Poway, CA 92064 www.Retair~Pro.com 6" #4@ 16.in ole 12.in Mas w~olid Grout Designer select all horiz. reinf. See Appendix A Speciallnsp 2'-0" 2'-8" 2'-8" 5'-8" l l 2'-0'" 4'-8" l r.£· j ... .. .. .. I I ! 2'-3" 6'-8" 1271.7# Pp=2559.4# 346.27psf 937.29psf 14288 Danielson St Suite #200 P.,way, CA 92064 Title : Yuki Retaining Walls Page: __ Job# : 15-158 Dsgnr: RT Date: APR 4,2016 Description .... 4'·8" Retaining Wall with equivalent fluid pressure This Wallin File: \\server01\d\englneering files\rt2\comp st Retain Pro 9© 1989 ·2011 Ver; 9.24 8167 Registration#; RP-1168495 RP9.24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design Code: CBC 2010 [Criteria I jsoil Data I Retained Height = 4.67 ft Wall height above soil = 2.00 ft Slope Behind Wall "' 2.00:1 Allow Soil Bearing -. 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psf/ft Toe Active Pressure 50.0 psf/ft Height of Soil over Toe = 6.00in Passive Pressure 300.0 psffft Water height over heel = O.Oft Soil Density, Heel "" 120.00 pcf Soil Density, Toe = 120.00 pcf FootingiiSoil Friction -: 0.330 Soil height to ignore for passive pressure "' 12.00 in '--.[ S!lu•rll!lc•ha•rlli!g!lle•LIIII!Io!llladlll!ls ____ lllllll!ll_.l [ Lateral Load Applied to Stem Surcharge Over Heel = 0.0 psf I I Adjacent Footing Load I Adjacent Footing Load O.Oibs O.OOft O.OOin 0.00 ft Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load Axial Live Load = Axial Load Eccentricity = I Design Summary O.Oibs 0.0 lbs 0.0 in I Wall Stability Ratios Overturning Sliding = 3.31 OK 3.01 OK Total Bearing Load ... resultant ecc. 3,6391bs 5.07 in Soil Pressure @ Toe "'-929 psf OK Soil Pressure @ Heel -355 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe = 1,300 psf ACI Factored @ Heel = 497 psf Footing Shear@ Toe 11.7 psi OK Footing Shear @ Heel = 5.0 psi OK Allowable = 75.0 psi Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force = 1,250. 7 lbs less 100% Passive Force= • 2,559.41bs less 100% Friction Force = • 1,200.81bs Added Force Req'd = 0.0 lbs OK .... for 1.5 : 1 Stability = 0.0 lbs OK Lateral Load :::: 125.0 #/ft ... Height to TO!= ::0 ... Height to Bottom ::: The above lateral load has been increased by a factor of Wind on Exposed Stem = I Stem Construction Design Height Above Fts; Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at 7.00 ft 6.00 ft 1.00 0.0 psf I Top Stem Stem OK ft= 0.00 = Masonry = 12.00 = # 4 16.00 Edge Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = = = - Line Load O.Oft 0.300 Design Data ------------------------- fb/FB +fa/Fa Total Force @ Section lbs = Moment....Actual ft-# = Moment. .... AIIowable Shear ..... Actual psi= Shear ..... AIIowable psi= Wall Weight Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = 0.794 663.3 1,658.6 2,087.8 6.1 38.7 124.0 9.00 24.00 HOOK EMBED INTO FTGin = 6.00 Masonry Data fm Fs Solid Grouting Lap splice above base reduced by stress ratio psi= 1,500 psi= 20,000 = Yes Load Factors ------------Modular Ratio 'n' = 21.48 ShortTermFactor = 1.000 Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2010 1.200 1.600 1.600 1.600 1.000 Retain Pro Software© 2009 HBA Publications. Inc. All Rights Reserved Equiv. Solid Thick. in= 11.60 Masonry Block Type = Medium Weight Masonry Design Method ASD Concrete Data --------------------------~-------------------------------------------------------------- fc psi= Fy psi= licensed to: HTK Structural Engineers Poway. CA 92064 www.RetainPro.com 14288 Danielson St Suite#200 Title : Yuki Retaining Wall:s Page: __ Job# : 15·158 Dsgnr: RT Date:, APR 412016 Poway, CA 92064 Description .... 4'·8" Retaining Wall wilth equivalent fluid pressure This Wall in File: \\ser'll8r01\d\engineering files\rt2\comp st Retain Pro 9 © 1989 • 2011 Ver: 9.24 8167 Registration#: RP-1168495 RP9.24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design Code: CBC 2010 I Footing Dimensions & Strengths • Toe Width = 3.00 ft Heel Width = 2.67 Total Footing Width = 5.67 Footing Thickness = 18.00 in Key Width = 12.00 in Key Depth = 27.00 in Key Distance from Toe = 2.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in Footing Design Results __!2!.... Factored Pressure = 1,300 Mu' : Upward = 6,055 Mu': Downward = 2,107 Mu: Design 3,948 Actuai1-Way Shear = 11.66 Allow 1-Way Shear = 75.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing # 5@ 18.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr • Heel 497 psf 1,083 ft-# 2,156 ft-# 1,073 ft-# 4.97 psi 75.00 psi Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in, J Summary of Overturning & Resisting Forces & Moments -..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# Heel Active Pressure ;:: 1,225.7 2.33 2,860.8 Surcharge over Heel ;:: Toe Active Pressure ;:: -100.0 0.67 -66.7 Surcharge Over Toe ;:: Adjacent Footing Load ;:: Added Lateral Load = 125.0 8.00 1,000.0 Load @ Stem Above Soil = Total = 1,250.7 O.T.M. = 3,794.1 Resisting/Overturning Ratio = 3.31 Vertical Loads used for Soil Pressure = 3,638.9 lbs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load Axial Dead Load on Stem= * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = Earth@ Stem Transitions= Footing Weigh! = Key Weight • .... RESISTING ..... Force Distance lbs ft 935.3 83.7 180.0 826.7 1,:275.8 :337.5 4.84 5.11 1.50 3.50 2.84 2.50 Vert. Component _= __ _ Moment ft-# 4,522.0 427.8 270.0 2,893.5 3,616.8 843.8 Vertical component of active pressure NOT used for soil pressure Total= 3,1538.9 lbs R.M.= 12,573.8 DESIGNER NOTES: • Axial live load NOT included in total displaye<11 or used for overturning resistance, but is included for soil pressure GaJculation. • Retain Pro Software© 2009 HBA Publications. Inc. All Rights Reserved I icensed tO: HTK Structural Engineers Poway, CA 92064 www.RetainPro.cam @ 16 in ole 12.in Mas w~~d Gro~t Designer select all horiz. reinf. See Appendix A Speciallnsp ... ! z-o·' I 6'-8" 4'-8" i I i I 1'-6'' I 1250.7# Pp= 2559.4# 355.01psf 928.55psf 14288 Danielson St Suite#200 Pclway, CA 92064 Retain Pro 9 ® 1989 • 2D11 Ver: 9.24 8167 Registration#: RP-1168495 RP9.24 Licensed to: HTK Structural Engineers Title : Yuki Retaining Walls Job# : 15-158 Dsgnr: RT Description .... 3'-4" Retaining Wall with seismic load Page: __ Date: APR 4,2016 This Wall in File: \\server01\d\engineerlng files\rt2\comp st Cantilevered Retaining Wall Design Code: CBC 2010 l Criteria ...._ _________ _.. I Soil Data • Retained Height = 3.33 ft Wall height above soil = 2.00ft Slope Behind Wall ""' 2.00:1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Allow Soil Bearing = 2,660.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psflft Toe Active Pressure = 50.0 psflft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingiiSoil Friction " 0.330 Soil height to ignore for passive pressure Z< 12.00 in Thumbnail ---···---···-· -. . ------ '"11 Sl!!llu•l111!11c•ha•rg~e•LIIII!Io!lladl!ls ____ ~ .. ~ I Lateral Load Applied to Stem Surcharge Over Heel = 0.0 psf 1 I Adjacent Footing Load I Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Lateral Load = .... Height to TOJ= = ... Height to Bottom = The above lateral load has been increased by a factor of Wind on Exposed Stem = 0.0 #/ft 0.00 ft O.OOft 1.00 0.0 psf I Earth Pressure Seismic Load ~ Kae for seismic earth pressure = Design kh = 0 .. 250 9 Ka for static earth pressure = 1.020 0.391 0.629 Difference: Kae -Ka Using Mononobe-Okabe I Seed-Whitman procedure Retain Pro Software © 2009 HBA Publications, Inc. All Rights Reserved licensed to: liTK Structural Engineers Poway. CA 92064 Footing Width 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = Poisson's Ratio = Added seismic base force 0.0 ft 0.300 691.91bs www.RetainPro.com 14288 Danielson St Sulte#200 Poway, CA 92064 Title : Yuki Retaining Walhs Job# : 15-158 Dsgnr: RT Description .... 3'-4" Retaining Wall with seismic load Page: __ Date: , APR 4,.2016 This Wall in File: \\senrer01\d\engineering__files\rt2\comp st Retain Pro 9 ® 1989-2011 Ver: 9.24 8167 Registration#: RP-1168495 RP9.24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design I Design Summary I Wall Stability Ratios Overturning = 1.61 OK Sliding "' 1.52 OK Total Bearing Load = 2,068 lbs ... resultant ecc. = 12.90 in Soil Pressure@ Toe = 1,490 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,660 psf Soil Pressure Less Than Allowable ACI Factored@ Toe = 2,086 psf ACI Factored @ Heel = 0 psf Footing Shear@ Toe = 10.6 psi OK Footing Shear @ Heel = 2.4 psi OK Allowable = 75.0 psi Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force = 1,237.0 lbs less 100% Passive Force = -1,200.0 lbs less 100% Friction Force = -682.5 lbs Added Force Req'd 0.0 lbs OK n.Jor 1.5 : 1 Stability = 0.0 lbs OK I Stem Construction ) Top Stem ~~~--~~~ .. ~---· SremOK Design Haight Above Fts; tt = 0.00 Wall Material Above "Hf' = Masonry Thickness 12.00 Rebar Size = # 4 Rebar Spacing = 24.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment. .... AIIowable lbs= ft-#= Shear ....• Actual psi = Shear ..... AIIowable psi = WaiiWeight = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in= 0.479 568.3 900.7 1,879.2 5.3 51.6 124.0 9.00 24.00 HOOK EMBED INTO FTG in = 6.00 Masonry Data fm Fs Solid Grouting Lap splice above base reduced by str,ess ratio psi= 1,500 psi= 20,000 = Yes Load Factors --,--.---~----· ---·---··-Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method = 21.48 1.333 11.60 Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 I Footing Dimensions & Strengths I Toe Width = 2.50 ft Heel Width 1.50 Totaf'Footing Width a 4.00 Footing Thickness = 18.00 in Key Width = 12.00 in Key Depth = 12.00 in Key Distance from Toe = 1.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in Retain Pro Software© 2009 HBA Publications, Inc. All Rights Reserved in= = Medium Weight = ASD Concrete Data fc psi= Fy psi= Footing Design Results ....I2L Factored Pressure 2,086 Mu' : Upward ::: 5,284 Mu' : Downward = 1,509 Mu: Design = 3, 775 Actuai1-Way Shear = 10.57 Allow 1-Way Shear 75.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd • Heel --0-psf 0 ft-# 249 ft-# 249 ft-# 2.41 psi 75.00 psi Key Reinforcing = # 5 @ 19.25 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S" Fr Heel: Not req'd, Mu < S • Fr Key: Not req'd, Mu < S • Fr Licensed to: HTK Structural Engineers Poway, CA 92064 Code: esc 2010 www.RetainPro.com 14288 Danielson St Sulte#200 Pc)way, CA 92064 Title : Yuki Retaining Walls Job# : 1S.158 Dsgnr: RT Description .... 3'-4• Retaining Wall with seismic load Page: __ Date: APR 4,2016 This Wall in File: \\server01\d\engineering files\rt2\comp st Retain Pro 9@ 1989-2011 Ver: 9.24 8167 Registration#: RP-1168495 RP9.24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design Code: CBC 2010 [ Summary of Overturning & Resisting Forces & Moments ••••• OVERTURNING ••.•• Force Distance Moment Item Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load = = = Load @ Stem Above Soil "' Seismic Earth Load = Total = Resisting/Overturning Ratio lbs ft ft-# 645.2 1.69 1,092.5 -100.0 0.67 -66.7 691.9 3.05 2,108.8 1,237.0 O.T.M. = 3,134.6 = 1.81 Vertical Loads used for Soil Pressure = 2,068.2 lbs Vertical component of active pressure NOT used for soil pressure If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. DESIGNER NOTES: Soil Over Heel = Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = " Axial Live Load on Stem " Soil Over Toe ;:: Surcharge Over Toe = Stem Weight{s) "' Earth @ Stem Transitions= Footing Weight = Key Weight ::::: Vert. Component = .. ... RESISnNG ..... Force Distance lbs ft 199.8 3.75 7.5 3.83 150.0 1.25 660.9 3.00 900.0 2.00 150.0 2.00 Moment ft-# 749.3 28.8 187.5 1,982.8 1,800.0 300.0 Total= 2,068.2 lbs R.M.= 5,048.3 * Axial live load NOT included in total displayed! or used for overturning resistance, but is included for soil pressure ca culation. • Retain Pro Software© 2009 HBA Publications, Inc, All Rights Reserved Licensed to: HTK Structural Engineers Poway, CA 92064 v.ww.RetainPro.com 12.in Mas w/#4@ 24.in ole Solid Grout Speciallnsp Designer select all horiz. reinf. See Appendix A -1'-6" .. _1·-o· ... -. .... .. 2'-6" ---..... 4'-0" --- -- -... 1'-6" -.. 1'-6" .. --- ---- ' i 2'-0" 1 -~I I 3'-4" ! ---1 I 1'-6" I t ' 5'-4" l ' i ! l Pp= 1200.# 1490.2psf 1237.# If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 14288 Danielson St Suite #200 Poway, CA 92064 Title : Yuki Retaining Walh1 Job# : 15-158 Dsgr,Jr: RT Description .... 3"-4" Retaining Wall with wind load Page: __ Date:, APR 4,2016 -~'"!!!"""""'!"'=""!'=~~":"!""-"!!"!"~~---------------....;.T.;.;hi;:s;.;W~a;:;l::..l ·:.;;m;.;F..;i;:le::..: .;.;\\se;;.;;.;.;n~1\d\engineerin&-files\rt2\comp st Retain Pro 9@ 1989-2011 Ver: 9.24 8167 Registration#: RP-1168495 RP9.24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design Code: CBC 2010 I Criteria Retained Height = 3.33 ft Wall height above soil = 2.00 ft Slope Behind Wall ; 2.00:1 Height of Soil over Toe = 6.00in Water height over heel = 0.0 ft I !Soil Data • Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psflft Toe Active Pressure = 50.0 psflft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 120.00 pd Soil Density, Toe = 120.00 pd Footingi!Soil Friction = 0.330 Soil height to ignore for passive pressure = 12.00 in Thumbnail __ .. ____________ .... ···-· ·-·-···· .....••.. ---------------I, Sl!!lu•I1IJ!IIch•a•rgi!-e•L111o~ad111s ____ JIIIII!II .. I I Lateral Load Applied to Stem Surcharge Over Heel 0.0 psf 1 I Adjacentfooting Load J Adjacent F~ing Load = O.Oibs 0.00 ft O.OOin 0.00 ft Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load Axial Live Load = = Axial Load Eccentricity = I Design Summacy O.Oibs O.Oibs 0.0 in • Wall Stability Ratios Overturning Sliding = 2.69 OK 2.72 OK Total Bearing Load ... resultant ecc. = 2,0681bs 5.60 in Soil Pressure@ Toe = 879 psf OK Soil Pressure@ Heel = 155 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe = 1,231 psf ACI Factored@ Heel "' 217 psf Footing Shear@ Toe = 7.2 psi OK Footing Shear @ Heel = 1. 7 psi OK Allowable = 75.0 psi Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force = 5g1.2 lbs less 100% Passive Force= -1,200.0 lbs less 100% Friction Force = -682.51bs Added Force Req'd = 0.0 lbs OK ... .for 1.5 : 1 Stability = 0.0 lbs OK Lateral Load ••. Height to Tor:: .•. Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem = 73.0 #Itt 5.33 ft 3.33 ft 1.00 0.0 psf Footing Width = Eccentrici~f = Wall to Ftg CL. Dist = Footing Ty1pe Base Above/Below Soil at Back 1:>f Wall Poisson's l~tio = Line Load O.Oft 0.300 I~ s.t.e.m .. c.o.ns.t.r.uc.t.io." ...... •-T~o~p~S~w~m~--------------------------• -StemOK Design Height Above FtE ft = 0.00 Wall Material Above "Hf' Thickness Rebar Size Rebar Spacing Rebar Placed at = Masonry 12.00 # 4 24.00 Edge = = = = Design Data fb/FB + fa/Fa Total Force@ Section Moment. .•. Actual Moment. ..•. AIIowable = lbs= ft-41 = = Shear ..... Actual psi = Shear •... .Allowable psi = Wall Weight = Rebar Depth 'd' in= LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in= 0.500 417.0 938.9 1,879.2 3.9 51.6 124.0 9.00 24.00 HOOK EMBED INTO FTG in= 6.00 Masonry Data fm Fs Solid Grouting Lap splice above base reduced by strEJSS ratio psi= 1,500 psi= 20,000 = Yes 21.48 Load Factors ------------Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method = 1.333 Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC2010 1.200 1.600 1.600 1.600 1.000 Retain Pro Software© 2009 HBA Publications, Inc. All Rights Reserved in= 11.60 Medium Weight = ASD Concrete Data ------------------·--·-----------------------·- fc psi= Fy psi= licensed to: HTK Structural Engineers Poway, CA 92064 www. RetainPro.com 14288 Danielson St Suite #200 Poway, CA 92064 Title : Yuki Retaining Walls Job # : 15-158 Dsgnr: RT Description .... 3'-4• Retaining Wall with wind load Page: __ Date: APR 4,2016 This Wall in File: \\server01\d\engineering_files\rt2\comp st Retain Pro 9 ® 1989-2011 Ver: 9.24 8167 Registration#: RP-1168495 RP9.24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design Code: CBC 2010 I Footing Dimensions & Strengths I Footing Design Results I Toe Width = 2.50 ft ...l2L Heel Heel Width = 1.50 Factored Pressure 1,231 217 psf To1al Footing Width = 4.00 Mu': Upward "' 3,775 79ft-# Footing Thickness 18.00 in KeyWidth = 12.00in Key Depth = 12.00 in Key Distance from Toe = 1.50 ft Mu' : Downward -1,509 249ft-# Mu: Design ::. 2,266 171 ft-# Actuai1-Way Shear = 7.23 1.65 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = NoneSpec'd fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Heel Reinforcing = NoneSpec'd Key Reinforcing = #5@ 19.25 in Min. As% = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: Not req'd, Mu < S • Fr Key: Not req'd, Mu < S • Fr l Summary of Overturning & Resisting Forces & Moments .•••• OVERTURNING ..... Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 645.2 1.69 1,092.5 Soil Over Heel "' Surcharge over Heel ; Sloped Soil Over Heel "' Toe Active Pressure ::: -100.0 0.67 -66.7 Surcharge Over Heel "' Surcharge OverT oe = Adjacent Footing Load "' Adjacent Footing Load r Axial Dead Load on Stem= Added Lateral Load ::; 146.0 5.83 851.2 • Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions= Total = 691.2 O.T.M. = 1,877.0 Footing Weigh1 = Resisting/OVerturning Ratio KeyWeight = .. ... RESISTING ..... Force Distance Moment lbs ft ft-# 199.8 7.5 150.0 660.9 900.0 150.0 3.75 3.83 1.25 3.00 2.00 2.00 749.3 28.8 187.5 1,982.8 1,800.0 300.0 Vertical Loads used for Soil Pressure = = 2.69 2,068.2 lbs Vert. Component _= ____ _ Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: Total = 2,068.2 llbs R.M.= 5,048.3 • Axial live load NOT included in total displayedi or used for overturning resistance, but is included for soil pressure ca culation. • Retain Pro Software© 2009 HBA Publications. Inc. All Rights Reserved l icer~sed to: HTK Structural Engineers Poway, CA 92064 www.RetainPro.com 12.in Mas w/ #4@ 24.in o/c Solid Grout Designer select all horiz. reinf. See Appendix A ~ r f I I Special lnsp [ ____ l 1'-6" --..- 2'-6" --- .... - ... 1'-0". - .. ... 4'-0" 2'-0" i i .. --~--~----1 I 5'-4" 3'-4" I I ' ! 1'-6w I ---t J'-0" i ' 1'-6" -h ... 1'-6" -.. .... ... .. ... 691.16# Pp= 1200.# 155.12psf 878.99psf 14288 Danielson St Suite#200 Poway, CA 92064 Title : Yuki Retaining Wallis Page: __ Job# : 15-158 Dsunr: RT Date:, APR 412016 Description .... 3'-4" Retaining Wall with equivalent fluid pressure This Wall in File: \\seO!_er01\d\engineering files\rt2\comp st Retain Pro 9 © 1989 • 2011 Ver: 9.24 8167 Registration#: RP-1168495 RP9..24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design Code: CBC 2010 1'--Jc.n.·te.r.ia ________ ... I Soil Data • Retained Height 3.33ft Wall height above soil = 2.00 ft Slope Behind Wall 2.00:1 Height of Soil over Toe = 6.00in Water height over heel = 0.0 ft Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psflft Toe Active Pressure = 50.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf Footingi!Soil Friction = 0.330 Soil height to ignore for passive pressure = 12.00 in Thumbnail ····---·-----~ I '--J S!llu•!'11!11ch•a•r~g~e•LIII!I!oad~s----lll!!ll .. l j Lateral Load Applied to Stem I J Adjace1r1t footing Load I Adjacent lr:ting Load = Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem p Axial Dead Load Axial Live Load = = Axial Load Eccentricity = I Design Summary O.Oibs O.Oibs O.Oin • Wall Stability Ratios Overturning Sliding = = 2.71 OK 2.81 OK Total Bearing Load ... resultant ecc. 2,068lbs 5.50 in Soil Pressure @ Toe "" 872 psf OK Soil Pressure@ Heel "'" 162 psf OK Allowable "' 2,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 1,221 psf ACI Factored @ Heel = 226 psf Footing Shear@ Toe 7.2 psi OK Footing Shear @ Heel •, 1.6 psi OK Allowable = 75.0 psi Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force = 670.2 Jbs less 100% Passive Force= • 1,200.0 lbs less 100% Friction Force = -682.51bs Added Force Req'd = 0.0 lbs OK ..... for 1.5 : 1 Stability = 0.0 lbs OK Lateral Load = ... Height to To~ = ... Height to Bottom = The above lateral load has been increased by a factor of Wind on Exposed Stem = 125.0 #1ft 5.67ft 4.67 ft 1.00 0.0 psf Footing Width = Eccentricity "' Wall to Ftg CL Dist = Footing T;vee Base Above/Below Soil at Back of Wall = Poisson's Ratio = I Stem Construction I Top Stem Stem OK Design Height Above Fts; ft= 0.00 Wall Material Above "Hf' = Masonry Thickness -12.00 Rebar Size # 4 Rebar Spacing : 24.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.507 Total Force @ Section lbs= 396.0 Moment. ... Actual ft-#= 952.9 Moment ..... AIIowable 1,879.2 Shear ..... Actual psi= 3.7 Shear ..•.. AIIowable psi= 51.6 Wall Weight = 124.0 Rebar Depth 'd' in= 9.00 LAP SPLICE IF ABOVE in= 24.00 LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 Lap splice above base reduced by stness ratio Masonry Data frn psi= 1,500 Fs psi= 20,000 Solid Grouting "' Yes = Loadfaaors ------------------------- Modular Ratio 'n' 21.48 Short Term Factor = 1.333 Building Code Dead Load Live Load Earth,H Wind, W Seismic, E CBC2010 1.200 1.600 1.600 1.600 1.000 Retain Pro Software© 2009 HBA Publications. Inc. All Rights Reserved Equiv. Solid Thick. in= 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi= Fy psi= licensed to: HTK Structural Engineers Poway, CA 92064 O.Oibs 0.00 ft O.OOin 0.00 ft Line Load O.Oft 0.300 www.RetainPro.com 14288 Danielson St Suite#200 Title : Yuki Retaining Walls Page: __ Job# : 15-158 Dsgnr: RT Date: APR 4,2016 Poway, CA 92064 Description .... 3'-4" Retaining Wall with equivalent fluid pressure This Wall In File: \\server01\d\englneering_files\rt2\comp st Retain Pro 9 ® 1989-2011 Ver: 9.24 8167 Registration#: RP-1168495 RP9.24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design Code: CBC 2010 I Footing Dimensions & Strengths • Footing Design Results I Toe Width = 2.50 ft ....IS!!.... J!!!L Heel Width = 1.50 Factored Pressure :: 1,221 226 psf Total Footing Width = 4.00 Mu': Upward 3,756 81 ft-# Footing Thickness = 18.00 in Key Width = 12.00 in Key Depth = 12.00 in Key Distance from Toe = 1.50 ft Mu' : Downward = 1,509 249ft-# Mu: Design = 2,248 168ft-# Actuai1-Way Shear = 7.18 1.63 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = NoneSpec'd fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Heel Reinforcing = NoneSpec'd Key Reinforcing #5@ 19.25 in Min. As% = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S • Fr I Summary of Overturning & Resisting Forces & Moments ••... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# Heel Active Pressure 645.2 1.69 1,092.5 Soil Over Heel Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure ; -100.0 0.67 -66.7 Surcharge Over Heel "" Surcharge Over Toe "" Adjacent Footing Load = Adjacent Footing Load "" Axial Dead Load on Stem= Added Lateral Load = 125.0 6.67 833.8 * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transition5 = Total = 670.2 O.T.M. = 1,859.6 Footing Weigh1 = Resisting/Overturning Ratio KeyWeight = • •..• RESISTING ..... Force Distance lbs ft 199.8 3.75 7.5 3.83 150.0 660.9 900.0 150.0 1.25 3.00 2.00 2.00 Vertical Loads used for Soil Pressure = 2.71 2,068.2 lbs Vert. Component _= ____ _ Moment ft-# 749.3 28.8 187.5 1,982.8 1,800.0 300.0 Vertical component of active pressure NOT used for soil pressure Total= 2,068.2 lbs R.M.= 5,048.3 DESIGNER NOTES: • Axial live load NOT included in total displayed1 or used for overturning resistance, but is included for soil pressure ca1culation. • Retain Pro Software© 2009 HBA Publications, Inc. All Rights Reserved l.icensed to: HTK Structural Engineers Poway, CA 92064 www. RetainPro.com 6'' 12.in Mas w/ #4 @ 24.in o/c Solid Grout Special lnsp Designer select all horiz. reinf. See Appendix A --1'-6" .. ... 1 ·-o· .. -.. ... 2'-6" -... .. 4'-0" -- I -~~-----' 1'-6" ... -.. 1'-6" .... ... -... .. .. 2'-0" 3'-4" 1',.6" i ] --I-··-o· l j 5'-4" I ' 670.16# Pp= 1200.# 161.65psf 872.46psf 14288 Danielson St Suite#200 Poway, CA 92064 Retain Pro 9 © 1989-2011 Ver: 9.24 8167 Registration#: RP-1168495 RP9.24 Licensed to: HTK Structural Engineers I Criteria Retained Height "' 2.00 ft Wall height above soil = 2.00 ft Slope Behind Wall ; 2.00:1 Height of Soil over Toe = 6.00in Water height over heel :. 0.0 ft I Title : Yuki Retaining Wallis Job# : 15-158 Ds1~nr: RT Page: __ Date: APR 4)2016 Description .... 2'-0" Retaining Wall w'ith seismic load This Wall in File: \\server01\d\eogineerinLfiles\rt2\comp st Cantilevered Retaining Wall Design !soil Data I Allow Soil Bearing = 2,660.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psf/ft Toe Active Pressure = 50.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingiJSoiJ Friction = 0.330 Soil height to ignore for passive pressure = 12.00 in Code: CBC 2010 Thumbnail ····--·-------·-·' ,I S!!lu•l'lll!lch .. a•rii!g!!lle•L~o!lladllll!ls---~~_.• I Lateral Load Applied to Stem Surcharge Over Heel = 0.0 psf I I Adjace•!!_footing Load I Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning J Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Lateral Load .... Height to Tot: = ... Height to Bottom = The above lateral load has been increased by a factor of Wind on Exposed Stem = 0.0#/ft 0.00 ft O.OOft 1.00 0.0 psf I Earth Pressure Seismic Load ~ Kae for seismic earth pressure = lD~e--s~ig~ni!!KI!IIh----... =-lll!!o!1!1.2!!!5!!0~g--• Ka for static earth pressure = Difference: Kae -Ka 1.020 0.391 0.629 Using Mononobe-Okabe I Seed-Whitman procedure Retain Pro Software © 2009 HBA Publications. Inc. All Rights Reserved = Licensed to: HTK Structural Engineers Poway, CA 92064 Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to F~iJ CL Oist = 0.00 ft Footing TJrpe Line Load Base Abo•ve/Below Soil at Back of Wall = Poisson's Ratio = Added sei:smic base force 0.0 ft 0.300 377.0 lbs www. RetainPro.com 14288 Danielson St Suite#200 Pdway,_ CA 92064 Title : Yuki Retaining Walls Page: __ Job# : 15-158 Dsgnr: RT Date: APR 4,2016 Description .... 2'-0" Retaining Wall with seismic load This Wallin File: \\server01\d\engineering flles\rt2\comp st Retain Pro 9 ® 1989-2011 Ver: 9.24 8167 Registration#: RP-1168495 RP9.24 licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design Code: CBC 2010 I Design Summary I I Stem Construction • Top Stem Wall Stability Ratios Overtuming ; 2.02 OK Sliding = 1.72 OK Total Bearing Load = 1.426 lbs ... resultant ecc. = 7.57 in Soil Pressure@ Toe = 1,094 psf OK Soil Pressure@ Heel = 0 psf OK Allowable = 2,660 psf Soil Pressure Less Than Allowable ACI Factored@ Toe " 1,531 psf ACI Factored@ Heel = 0 psf Footing Shear@ Toe ,. 5.9 psi OK Footing Shear @ Heel "' 1.8 psi OK Allowable 75.0 psi Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force = 628.6 lbs less 100% Passive Force = -609.4 lbs less 100% Friction Force = • 470.61bs Added Force Req'd = 0.0 lbs OK .... .for 1.5 : 1 Stability = 0 .. 0 lbs OK Load Factors ------------ Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 [ Footing Dimensions & Strengths I ToeWidth = 1.50ft Heel Width 1.50 Total Footing Width = 3.00 Footing Thickness = 18.00 in Key Width = 12.00 in Key Depth 3.00 in Key Distance from Toe = 0.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in Retain Pro Software© 2009 HBA Publications, Inc. All Rights Reserved Design Height Above Ftl< Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Moment.. .. Actual Moment .... AIIowable ft= = = = lbs= ft-#= = Shear ...•. Actual psi = Shear •...• AIIowable psi= WaiiWeight = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in= Stem OK 0.00 Masonry 12.00 # 4 24.00 Edge 0.103 201.0 194.3 1,879.2 1.9 51.6 124.0 9.00 24.00 HOOK EMBED INTO FTG in= 6.00 Lap splice above base reduced by stress ratio Masonry Data ·-···-~·· fm psi= Fs psi= Solid Grouting = Modular Ratio 'n' = Short Term Factor in= 1,500 20,000 Yes 21.48 1.333 11.60 Equiv. Solid Thick. Masonry Block Type Masonry Design Method = Medium Weight ASD Concrete Data fc psi= Fy psi= Footing Design Results ....!2!.... Factored Pressure = 1,531 Mu': Upward "' 1,820 Mu': Downward "' 611 Mu: Design "' 1,209 Actua11-Way Shear = 5.86 Allow 1-Way Shear = 75.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing # 5@ 19.25 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S" Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr licensed to: HTK Structural Engineers Poway. CA 92064 Heel 0 psf 4ft-# 187 ft-# 182 ft-# 1.79 psi 75.00 psi www.RetainPro.com 14288 Danielson St Suite #200 Poway, CA 92064 Title : Yuki Retaining Walls Page: __ _ Job # : 15-158 Ds~1nr: RT Date: ' APR 4,2016 Description .... 2'-0" Retaining Wall with seismic load This Wall in File: \\sel~ir01\d\engineering files\rt2\comp st Retain Pro 9 © 1989-2011 Ver: 9.24 8167 Registration#: RP-1168495 RP9.24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design Code: CBC 2010 I Summary of Overturning & Resisting Forces & Moments -..••. OVERTURNING ..... Force Distance Moment Item lbs ft ft-# Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load 351.6 1.25 439.5 = = Load @ Stem Above Soil = Seismic Earth Load = Total = Resisting/Overturning Ratio -100.0 377.0 628.6 Vertical Loads used for Soil Pressure = 0.67 -66.7 2.25 848.3 O.T.M. = 1,221.1 = 2 .. 02 1,426.0 lbs Vertical component of active pressure NOT used for soil pressure If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. DESIGNER NOTES: Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) = = Earth@ Stem Transitions= Footing Weigh! = KeyWeight = • •••• RESISTING ••... Force Distance lbs ft 120.0 2.75 7.5 2.83 90.0 0.75 496.0 2.00 675.0 1.50 37.5 1.00 Vert. Component -=----'--- Moment ft-# 330.0 21.3 67.5 992.0 1,012.5 37.5 Total= 1 ,426.0 lbs R.M.= 2,460.8 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. • Retain Pro Software© 2009 HBA Publications, Inc. All Rights Reserved l icensed to: HTK Structural Engineers Poway, CA 92064 www.RetainPro.com ® 24.in ole 12.in Masw/S~ioGrout Speciallnsp Designer select all horiz. reinf. See Appendix A 4'-0" Pp= 609.38# 628.58# 1093.6psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 14288 Danielson St Suite#200 PO\Vay, CA 92064 Title : Yuki Retaining Walls Job# : 15-158 Dsgnr: RT Description .... 2'..0" Retaining Wall with wind load Page: __ Date: APR 4,2016 This Wallin File: \\server01\d\engineering files\rt2\comp st Retain Pro 9© 1989 • 2011 Ver: 9.24 8167 Registration#: RP-1168495 RP9.24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design Code: CBC 2010 I Criteria Retained Height = 2.00ft Wall height above soil = 2.00ft Slope Behind Wall = 2.00:1 Height of Soil over Toe = 6.00in Water height over heel = 0.0 ft I !son Data I Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 50.0 psflft Toe Active Pressure == 50.0 psflft Passive Pressure == 300.0 psf/ft Soil Density, Heel == 120.00 pcf Soil Density, Toe n 120.00 pcf FootingUSoil Friction = 0.330 Soil height to ignore for passive pressure = 12.00 in Thumbnail -·---·-------· ···-··--··--·· ··-· ----·-··-· .,1 S!lu•r;ll!lc•ha.r~g~e·L~o!llladll!ls ___ ~..,. .. ~ I Lateral Load Applied to Stem Surcharge Over Heel 0.0 psf I I Adjacent Footing Load I Adjacent Footing Load = O.Oibs O.OOft O.OOin O.OOft Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = I Design Summary 0.0 lbs O.Oibs 0.0 in I Wall Stability Ratios Overturning Sliding = = 2.07 OK 2.44 OK Total Bearing Load ... resultant ecc. = 1,3351bs 7.47 in Soil Pressure@ Toe = 1,014 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe "' 1,420 psf ACI Factored@ Heel "' 0 psf Footing Shear @Toe "' 5.2 psi OK Footing Shear @ Heel = 2.8 psi OK Allowable "' 75.0 psi Sliding Cales (Vertical Component NOT Used) lateral Sliding Force 429.5 lbs less 100% Passive Force= -609.41bs less 100% Friction Force = -440.71bs Added Force Req'd 0.0 lbs OK ... .for 1.5 : 1 Stability 0.0 lbs OK Lateral Load = 73.0#/ft ... Height to Toj: = 4.00 ft ... Height to Bottom = 2.00ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = O.Opsf j Stem Construction • Top Stem Design Height Above Fts: Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Moment. ... Actual Moment.. ... AIIowable Shear ..... Actual Shear .... .Allowable Wall Weight ft= = = = = = = lbs= ft-#= = psi= psi= Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = Stem OK 0.00 Masonry 8.00 # 4 24.00 Edge 0.468 239.8 503.6 1,077.2 3.8 51.6 78.0 5.25 24.00 HOOK EMBED INTO FTG in= 6.00 Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Lap splice above base reduced by stress ratio Masonry Data -· fm Fs Solid Grouting psi= 1,500 psi= 20,000 "' Yes = :::. = = = Line Load O.Oft 0.300 Load Factors ------------Modular Ratio 'n' "" 21.48 ShortTennFactor == 1.333 Building Code Dead Load Live Load Earth,H Wind,W Seismic. E CBC2010 1.200 1.600 1.600 1.600 1.000 Retain Pro Software© 2009 HBA Publications, Inc. All Rights Reserved Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data ---------------------------·-·-------------------------------·--· fc psi= Fy psi= Licensed to: HTK Structural Engineers Poway. CA 92064 WWVoJ.RetainPro.com 14288 Danielson St Suite#200 Poway, CA 92064 TiUe : Yuki Retaining Wallis Job# : 15·158 Ds1~nr: RT Description .... 2'-0" Retaining Wall with wind load Page: __ Date: · APR 4;2016 ~~-==-~~~~~~~~~'=="' _______________ ...,;;,T,;,;h;.;;is;..;W;.;.;;;al;;..l-.in;..;F;..;i;.;;le..,:.,;,;\\s;;.;;.e~r01\d\engineering files\rt2\comp st Retain Pro 9 ® 1989 • 2011 Ver: 9.24 8167 Registration#: RP-1168495 RP9.24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design . Code: CBC 2010 I Footing Dimensions & Strengths • Footing Design Results I Toe Width 1.50 ft _!!!L Heel Heel Width "' 1.50 Factored Pressure = 1,420 0 psf Total Footing Width = 3.00 Mu': Upward = 1,556 23ft-# Mu' : Downward 554 342ft-# Mu: Design = 1,002 319ft-# Actuai1-Way Shear = 5.21 2.76 psi Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing :: None Spec'd Footing Thickness = 18.00 in Key Width ; 12.00 in Key Depth "' 3.00 in Key Distance from Toe = 0.50 ft Heel Reinforcing = None Spec'd Key Reinforcing = #5@19.25in fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Other Acceptable Sizes & Spacings Min. As% = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd, Mu < S • Fr Heel: Not req'd, Mu < S • Fr Key: Not req'd, Mu < S • Fr I Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load = = Load @ Stem Above Soil = ..... OVERTURNING •••.. Force Distance Moment lbs ft ft-# 383.5 1.31 500.7 -100.0 0.67 -66.7 146.0 4.50 657.0 Total = 429.5 O.T.M. = 1,091.0 Resisting/Overturning Ratio = 2.07 Vertical Loads used for Soil Pressure = 1,335.3 lbs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel ,. Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem Soil Over Toe = Surcharge Over Toe Stem Weight(s) = Earth @ Stem Transitions= Footing Welgh1 Key Weight = Vert. Component ::: -•.••. RESISTING ••••. Fc~rce Distance llbs ft 200.0 2.58 20.8 2.72 90.0 0.75 312.0 1.83 675.0 1.50 37.5 1.00 Moment ft-# 516.7 56.7 67.5 572.0 1,012.5 37.5 Vertical component of active pressure NOT used for soil pressure Total= 1,:335.3 lbs R.M.= 2,262.9 DESIGNER NOTES: * Axial nve load NOT included in total displayed{ or used for overturning resistance, but is inCluded for soil pressure ca culation. • Retain Pro Software© 2009 HBA Publications. Inc. All Rights Reserved Licensed to: IITK Structural Engineers Poway. CA 92064 WWifoi.RetainPro.com (til24 in ole 8.in Mas w/ foticGrout Special lnsp Designer select all horiz. reinf. See Appendix A t 4'-0" l Pp=609.38# 429.51# 1014.4psf 14288 Danielson St Suite#200 Pbway, CA 92064 Title : Yuki Retaining Walls Page: __ Job# : 15-158 Dsgnr: RT Date: APR 4,2016 Description .... 2'-0" Retaining Wall with equivalent fluid pressure This Wallin File: \\server01\d\engineering_files\rt2\comp st Retain Pro 9 ® 1989 • 2011 Ver: 9.24 8167 Registration#: RP-1168495 RP9.24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design Code: CBC 2010 I Criteria I !Soil Data I Retained Height = 2.00ft Wall height above soil = 2.00 ft Slope Behind Wall = 2.00:1 Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psflft Toe Active Pressure = 50.0 psf/ft Height of Soil over Toe = 6.00in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 120.00 pcf Soil Density, Toe 120.00 pcf Footingl!Soil Friction 0.330 Soil height to ignore for passive pressure = 12.00 in Thumbnail ------· ·-···-· , .. --·--·· ···--·-~·------l,s~u•rll!llch•a·r~ge~LII!I!oa.dllll!ls _____ ~ .. • I Lateral Load Applied to Stem Surcharge Over Heel = 0.0 psf • I Adjacent Footing Load I Adjacent Footing Load O.Oibs Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem I Axlal Dead Load = Axial Live Load = Axial Load Eccentricity = J Design Summary O.Oibs . 0.0 lbs O.Oin I Wall Stability Ratios Overturning Sliding 2.37 OK 2.87 OK Total Bearing Load ..• resultant ecc. 1,426 lbs 6.04 in Soil Pressure @Toe s 954 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @Toe = 1,335 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe 5.1 psi OK Footing Shear @ Heel = 1.5 psi OK Allowable "" 75.0 psi Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force = 376.6 lbs less 100% Passive Force= -609.41bs less 100% Friction Force = -470.61bs Added Force Req'd = 0.0 lbs OK gu.for 1.5 : 1 Stability = 0.0 lbs OK Lateral Load = ... Height to Top ... Height to Bottom " 125.0#/ft 4.33 ft Footing Width 3.33 ft Eccentricity The above lateral load Wall to Ftg CL Dist has been increased by a factor of Wind on Exposed Stem = 1.00 0.0 psf Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio I Stem Construction Design Height Above Ft, Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Moment. ... Actual Moment... .• AIIowable Shear ..... Actual I ft= = = = = lbs= ft-#= = psi= Shear ..... AIIowable psi= WaiiWeight = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in= Top Stem Stem OK 0.00 Masonry 12.00 # 4 24.00 Edge 0.290 218.8 544.4 1,879.2 2.0 51.6 124.0 9.00 24.00 HOOK EMBED INTO FTG in = 6.00 Lap splice above base reduced by stress ratio Masonry Data ·· f'm Fs Solid Grouting psi= 1,500 psi= 20,000 "' Yes = = 0.00 ft = O.OOin = 0.00 ft Line Load = 0.0 ft 0.300 Load Factors ~ .. ~-····· --··· ----------······-Modular Ratio 'n' = 21.48 Short Term Factor = 1.333 Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Retain Pro Software © 2009 HBA Publications, lncc All Rights ReseNed Equiv. Solid Thick. in = 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data -·-----·-·---·--~-----··--·-·--····-···---·---··----------- f'c psi= Fy psi= licensed to: HTK Structural Engineers Poway, CA 92064 www.RetainPro.com 14288 Danielson St Sulte#200 Poway, CA 92064 Retain Pro 9 ® 1989 • 2011 Ver: 9.24 8167 Registration#: RP-1168495 RP9.24 Licensed to: HTK Structural Engineers I Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width 1.50 ft 1.50 3.00 Footing Thickness = 18.00 in Key Width : 12.00 in Key Depth "' 3.00 in Key Distance from Toe = 0.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pet Min. As% = 0.0018 Title : Yuki Retaining Walls Page: __ _ Job# : 15-158 Dst~nr: RT Date: · APR 412016 Description .... 2'-0" Retaining Wall with equivalent fluid pressure This Wall in File; \\se~r01\d\engineering,files\rt2\comp st Cantilevered Retaining Wall Design Code: CBC 201 D I Footing Design Results I --I2L Heel Factored Pressure = 1,335 0 psf Mu': Upward = 1,645 30ft-# Mu' : Downward = 611 187ft-# Mu: Design = 1,034 156ft-# Actua11-Way Shear = 5.08 1.52 psi Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = NoneSpec'd Heel Reinforcing = None Spec'd Key Reinforcing = #5@ 19.25 in other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Cover@ Top 2.00 @ Btm.= 3.00 in Heel: Not req'd, Mu < S • Fr Key: Not req'd, Mu < S • Fr l~s._um._m•a•ry._o•f•O•v•e•rt•u•r•n•in•g._&•R•e•s•i•s•ti•n•g•F•o•~.__.&.M._o•m•e•n•w-. .................. ~--------------------•1 ..... OVERTURNING..... • .... RESISTING ..... Force Distance Moment Fc•rce Distance Item Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = Total Resisting/Overturning Ratio lbs ft ft-# fl)s ft ----- 351.6 1.25 439.5 Soil Over Heel = 120.0 2.75 Sloped Soil Over Heel = 7.5 2.83 -100.0 0.67 -66.7 Surcharge Over Heel : Adjacent Footing Load "' Axial Dead Load on Stem= 125.0 5.33 666.3 • Axial Live Load on Stem "' Soil Over Toe = 90.0 0.75 Surcharge Over Toe = Stem Weight(s) • 496.0 2.00 376.6 O.T.M. = 1,039.0 Earth@ Stem Transitions= Footing Weight = 1675.0 1.50 KeyWeight = 37.5 1.00 Vertical Loads used for Soil Pressure = = 2.37 1,426.0 lbs Vert. Component _= __ _ Moment ft-# 330.0 21.3 67.5 992.0 1,012.5 37.5 Vertical component of active pressure NOT used for soil pressure Total= 1,426.0 lbs R.M.= 2,460.8 DESIGNER NOTES: Retain Pro Software© 2009 HBA Publications, Jnc. All Rights Reserved * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pr,essure calculation. licensed to: HTK Structural Engineers Poway, CA 92064 www.RetainPro.com @ 24.in o/c 12.in Mas wlfotiaGrout Speciallnsp 6'L_ Designer select all horiz. reinf. See Appendix A 4'-0" 3'-0" 376.56# 953.53psf 14288 Danielson Street Suite200 Pow; CA 92064 Description : Debris Fence Post@ 5' o.c. Code References .. ····-···"•.. ·····--····· ·-- Project Title: En9ineer: ProJeCt Oeser: ProjectiD: Printe<l: 4 APR 2016, 2:16PM File-\\Server01\d\ENGINE-1\RT2\YUKIFE-1EC6 ENERCALC, INC 1983-2015, Build:6.1512.9, Ver:615.12.9 ,1 Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used: ASCE 7-05 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : Applied Loads Pipe3Std Allowable Strength 36.0 ksi 29,000.0 ksi ASCE 7-05 Overall Column Height 2.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 2.0 ft, K = 2.1 Y-Y {depth) axis: Unbraoed Length for Y-Y Axis buckling = 2.0 ft. K = 2.1 Service loads entered. Load Factors will be applied for calculations. Column self weight included : 14.144 lbs * Dead Load Factor BENDING LOADS ... Fluid Pressue Load {Worse Case): Lat. Point Load at 1.330 ft creating Mx-x, D = 0.6250, E = 0.6250 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial-tBending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa: Axial Pn I Omega : Allowable Ma-x: Applied Mn-x I Omega : Allowable Ma-y : Applied Mn-y I Omega :Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base At maximum location values are •.• Va:Applied Vn I Omega : Allowable Load Combination Results ····-·· ··---- Load Combination DOnlv +D+L+H +D+Lr+H +D+S+H +Dof{).750Lrof{).750L+H +0-+{).750L of{).750S+H +D+W+H +0-+{).70E+H +0-+{).750Lrof{).750L of{), 750W+H +0-+{),75QL-+{).750S+0.750W+H +D+0.750lrof{).750L of{),5250E+H +0-+{).750L of{).750S-t0.5250E+H of{).60D+W+H +0.600-+{).70E+H 0.3594 ; 1 +D+0.70E+H 0.0 ft 0.01414 k 40.665 k -1.413 k-ft 3.934 k-ft 0.0 k-ft 3.934 k-ft 0.07899 :1 +D+0.70E+H 0.0 ft 1.063 k 13.452 k Maximum SERVICE Load Reactions •• Top along X-X Bottom along X-X TopalongY-Y Bottom along Y -Y Maximum SERVICE Load Deflections ••• Along Y-Y 0.03045 in at for load combination : +D+O. 70E+H Along X-X O.Oin at for load combination : O.Ok O.Ok O.Ok 1.063k 2.0ft above base O.Oft above base ------~----------------- Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status location 0.211 PASS 0.00 ft 0.046 PASS 0.00 ft 0.211 PASS 0.00 ft 0.046 PASS 0.00 ft 0.211 PASS 0.00 ft 0.046 PASS 0.00 ft 0.211 PASS 0.00 ft 0.046 PASS 0.00 ft 0.211 PASS 0.00 ft 0.046 PASS 0.00 ft 0.211 PASS 0.00 ft 0.046 PASS 0.00 ft 0.211 PASS 0.00 ft 0.046 PASS 0.00 ft 0.359 PASS 0.00 ft 0.079 PASS 0.00 ft 0.211 PASS 0.00 ft 0.046 PASS 0.00 ft 0.211 PASS 0.00 ft 0.046 PASS 0.00 ft 0.322 PASS 0.00 ft 0.071 PASS 0.00 ft 0.322 PASS 0.00 ft 0.071 PASS 0.00 ft 0.127 PASS 0.00 ft 0.028 PASS 0.00 ft 0.275 PASS 0.00 ft 0.060 PASS 0.00 ft 14288 Danielson Street Suite200 Description : Debris Fence Post @ 5' o.c. Maximum Reactions X-X Axis Reaction Load Combination @Base @Top DO~ k -+0-+l...+H k ~~~ ~ ~~+H k ~+0.750Lr+0.750L +H k ~+0.750L+0.750S+H k ~~+H k ~+0.70E-+H k -+0-1{).750Lr+0.750L -+{).750W+H k -+0+0.750L+0.750S+0.750W+H k -+0-1{).750Lr+0.750L +0.5250E-+H k -+0+0.750L +0.750S+0.5250E+H k -1{),600-+W+H k +0.60D+0.70E+H k D~ ' LrOn~ k LO~ k SOnly k w~ k E~~ k H~ k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance DOnly 0.0000 in 0.000 +D+L+H 0.0000 in 0.000 -+D+Lr+H 0.0000 in 0.000 -+0-+S+H 0.0000 in 0.000 ~-1{).750Lr+0.750L -+H 0.0000 in 0.000 ..0+0.750L +0. 750S+H 0.0000 in 0.000 +D+W+H 0.0000 in 0.000 -+0+0.70E+H 0.0000 in 0.000 -+0+0.750Lr-1{).750L +0.750W+H 0.0000 in 0.000 ~+0.750L +0.750S+0.750W+H 0.0000 in 0.000 ..0-1{).750Lr+0.750L +0.5250E+H 0.0000 in 0.000 -+0+0.750L +0.750S-+0.5250E+H 0.0000 in 0.000 -+0.60D+W+H 0.0000 in 0.000 +0.600-1{).70E+H 0.0000 in 0.000 COnly 0.0000 in 0.000 LrOnly 0.0000 in 0.000 LOnly 0.0000 in 0.000 SOnly 0.0000 in 0.000 WOnly 0.0000 in 0.000 EOnly 0.0000 in 0.000 HOnly 0.0000 in 0.000 Steel Section Properties : Pipe3 Std ft ft It ft ft ft ft ft ft ft n ft ft ft ft ft ft II ft ft ft Project TiUe: En~ineer: ProJect Oeser: Proiect)D: 1\iote: Only non-zero reactions are listed. Y-Y Axis Reactlon Axial Reactlon @Base @Top @Base -0.625 k 0.014 k -0.625 ~ 0.014 k -0.625 k 0.014 k -0.625 k 0.014 k -0.625 k 0.014 k -0.625 k 0.014 k -0.625 k 0.014 k -1.063 k 0.014 k -0.625 k 0.014 k -0.625 k 0.014 k -0.953 k 0.014 k -0.953 k 0.014 k -0.375 ~ 0.008 k -0.813 k 0.008 k -0.625 ~ 0.014 k k k k k k k k k -0.625 k k k k Max. Y-Y Deflection Distan,:;e 0.018 in 2.000 fl. 0.018 in 2.000 II 0.018 in 2.000 ft O.D18 in 2.000 ft O.D18 in 2.000 ft O.Q18 in 2.000 ft 0.018 in 2.000 ft 0.030 in 2.000 ft 0.018 in 2.000 fl O.Q18 in 2.000 ft 0.027 in 2.000 ft 0.027 in 2.000 ft 0.011 in 2.000 fl 0.023 in 2.000 It 0.018 in 2.000 It 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 It 0.018 in 2.000 ft 0.000 in 0.000 fl. 14288 Danielson Street Suite 200 Powa CA 92064 Steel Column •••• Description : Debris Fence Post@ 5' O.C. Steel Section Properties Depth "' Diameter Wall Thick Area Weight Ycg 3.50in Pipe3 Std 3.500 in 3.500 in 0.216 in 2.080 in"2 7.072 plf 0.000 in lxx Sxx Rxx zx lyy Syy Ryy ;; Project Title: En~ineer: ProJect Oeser: 2.85 inA4 1.63 in"3 1.170 in 2.190 in"3 2.850 in"4 1.630 in"3 1.170 in Project ID: Printed: 4 APR 2016, 2:16PM Rle = \\Server01'd\ENGINE-1\RT2\YUKIFE-1.EC6 ENERCALC, INC 1983-2015, Build:615.12.9, 'Jer6.15.12.9 J 5.690 in~4 M-xLoads Loads are total entered value. Arrows do not reflect absolute direcllon.