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HomeMy WebLinkAboutCT 01-09; La Costa Town Square Commercial; Retaining Wall Calculations; 2013-09-26J WISEMANIROHY STRUCTURAL ENGINEERS SUPPLEMENTAL STRUCTURAL CALCULATIONS FOR LA COSTA TOWN SQUARE ^CTO\ -O^) Sitework—Headlight Wall Carlsbad, CA September 26, 2013 W+ R JOB#l 2-008 9915 Mira Mesa Blvd. TEL (858) 536-5166 Suite 200 WRENGINEERS.COM San Diego, CA 92131 FAX. (858) 536-5163 WISEMAN + ROHY STRUCTURAL ENGINEERS iY .9^ mn JML PRom [Xf S t^mm.- »M(iHf U\HI sum NO. 01 0411 ma\ La Costa Town Square Masonry Anchorage (Per ACI 530-08) Eyebolt Anchorage @ Headlight Wall Gen Info Masonry Wall Thk: Special Insp? (Y/N); Jin Y P„: 1500 psi ("Quality Assurance Program" per 3.1.6.2) Anchor Spc. (H) Anchor Spc. (V) Anch. Num (H) Anch. Num (V) Vert Distance to edge Anch. Dia Anch. Area Anch. Fy(ksi) Anch. Config (Headed or bent) Embed Length (to inside surface of head or bend) Eff. Embed Lenglh 1^ 48.00in 48.00in 2 2 le.OOin .63in .31in^2 36 Headed S.OOin S.OOin Capacity Apt" 79in'*2 Apy— 91in'^2 Reduction--> 0.00 Horiz. 0.00 Reduction--> 0.00 Vert. Reduction--> 0.00 Vert. 121671b 60S4lb <P= 0.5 (Masonry Breakout) 110451b 99401b <p= 0.9 (Anchor Yielding-Tension) <t«anp= (p= 0.65 (Anchor Straightening) 60841b Spacing= 77 Diameters (H) 77 Diameters (V) 141481b 70741b cp= 0.5 (Masonry Shear) 48631b 24321b 05= 0.5 (Masonry Crushing) Bypfy— 243351b 158181b 0= 0.65 (Anchor Pryout) 66271b 0Bvns~ 59641b 0= 0.9 (Anchor Yielding-Shear) 24321b Forged Eye Bolts SEE APPLICATION AND WARNING INFORMATION Para Espa.W; www.thecrosbygroup.com See Pages 7 72-173 G-291 Forged Steel - Quenched and Tempered. Fatigue rated at 1-1/2 times the Working Load Limit at 20,000 cycles. Ail Bolts Hot Dip galvanized after threading (UNC). Furnished with standard Hot Dip galvanized hex nuts. Recommended for in-line pull. Crcjsbv products meet or exceed all requirements of ASME B30.26 including identification, ductility, design factor, proof load and temperature requirements. Importantly, Crosby products meet other crifical performance requirements including fatigue life, impact properties ano material traceability, not addressed by ASME B30.26. I± L„,,J' G-291 Regular Nut Eye Bolts Sh»f* Length m G-29i - • Slock 1*0. Working ' (lo^ . Limit: (lte.Jt Weight PftrlOO {lb».> Dimi lin-) Sh»f* Length m G-29i - • Slock 1*0. Working ' (lo^ . Limit: (lte.Jt Weight PftrlOO {lb».> A : 8 c . 0 e F G H 1Mx2 1043230 650 8,20 ,25 ,50 1,00 ,25 1,50 2.00 3-06 .56 1/4x4 1043258 550 11 70 25 50 1-00 25 2 50 4,00 SOB ,56 5/18x2-1/4 1043276 1200 13 30 ,31 ,62 1.25 31 1,50 2-25 3 56 -69 5/16x4-1.M 1043294 1200 25,00 ,31 ,62 1,25 ,31 2,50 4.25 5-56 -69 3/8 X Z-1/2 1043310 1550 23,30 38 -75 1,50 38 150 2,SO 4,12 .88 3/8 X 4-1/2 1043338 1550 29 50 ,38 75 1-50 ,38 2,50 450 6-12 as 3/81*6 1043356 1550 35 20 .38 .75 1,50 .38 2,50 6.00 76Z .88 1/7x3-1/4 1043374 2600 50,30 ,50 1 00 2,00 SO 1-50 3-25 5-38 1-12 1/2x6 1043392 2600 66,10 .50 1 00 ZOO -50 3.00 6.00 8-12 1 12 1/2x8 104>Htr*™ 82,00 ,50 1,00 2,00 50 3,00 800 tO-12 1-12 1^443436 ^2600 \ 88,00 ,50 1,00 2-00 .50 300 10,00 12-12 1-12 "'"'MZ X l5 1043454 2600 fM,20 50 1 00 2,00 -50 3,00 1200 14-12 1-12 5/8x4 1043472 5200 ip.10 ,62 1,25 2-50 .62 2,00 4,00 6 69 1 44 5/8x8 1043490 5200 18-20 62 1 25 2,S0 62 300 8,00 869 1.44 5/8x8 ^ 10435IS 5200 13510 62 1 25 2,50 .62 3,00 8,00 1089 1.44 —1tJf3i»3 1^—i53 60 ,62 1-25 2 50 -52 3,00 10,00 12-69 1-44 5/8x12 1Q43551 5200 167,10 62 1-25 2,50 ,62 4,00 12,00 14,69 1-44 3/4 X 4-1/2 1043579 7200 168,60 ,75 1.50 3 00 75 2 00 4,50 7-69 1-63 3/4 X S 1043597 7200 184.50 75 1 50 3 00 .75 300 6 00 9 19 1 69 3/4x8 1043613 7200 207,90 ,75 1 50 3 00 75 300 8 00 1119 1.69 3/4x10 1043631 7200 235,00 75 1 50 3 00 ,75 3 00 1000 13 19 1-69 3/4 X 12 1043659 7200 257,50 75 1 50 3 00 ,75 400 12,00 15 19 1-69 3/4 X 15 104367? 7200 Z98 00 .75 1,50 3,00 ,75 500 15,00 1819 1 69 11% X 5 1043695 10600 270,00 ,88 1 75 3 50 ,88 2,50 5 00 8 75 1 00 7/8 X 8 1043711 10600 308,00 ,88 1,75 3,50 ,88 4 00 8,00 11 75 2-DD 7/8 X 12 1043739 10600 400 00 88 1,75 3,50 as _4_00J 12 00 15 7S 2 00 1 X 6 1043757 13300 421,00 1 00 2,00 4 00 1,00 3 00 6 00 1031 ? 31 1 X 9 104377.') 13300 468,50 1,00 2-00 4 00 100 4 00 9,00 13 31 2 31 1 X 12 1043793 13300 .540 00 1 00 2,00 4 00 1 00 4 00 12,00 16 31 2-31 1 X 18 1043819 13300 B50 00 1,00 200 400 1 00 /OO 1800 22-31 2 31 1-1/4 X 8 1043837 21000 750,00 1-25 2-60 500 1 25 4.00 8,00 13 38 2 88 1-1,'4 X 12 1043855 21000 900,00 1,25 2 50 5,00 1 25 4 00 12,00 17 38 2 88 1-1/4 X 20 1043873 21000 1210 00 1 25 2 50 5 00 1 25 6 00 20 00 25-38 2 88 Ultimate I Maximum ,oad is 5 fimes Prooi !,,ofld is the Worki™ 2 times the^ ; Load Limit. .-Vorking Load Workii (.-.irnii lg Load Limit sliown is fur in-line pull. 142 Copyright •© 2008 The Crosby Group, Inc. WISEMAN+ROHY Structural Engineers PROJECT: La Costa Town Square == SCREEN WALL DESIGN == LOCATION; Headlight Wall (Toe slopes away - 2:1) August 2011 JOB NO: 12-008 9/2&'2013 11:43 AlSowabIg bearing = 2500 psf Bearing with 1/3 increase = 3325 psf DSA/OSHPD? N (Y/N| Masonry or Concrete? M (M / Q Nonninal Thickness = 8 in Actual Thickness = 7.625 in Wail Weight = 84 psf f m •= ISOO psi fy = 60000 psi f c = 3000 psi (footing) Seismic Point 1.03d = 0 lb (,ASD) Wind Point Load = 0 ib {ASO) Height ta point toads = 0 ft (above ground) Height above ground = 4.00 ft Length of wail = 100.0 ft Length of return wall = 0.0 ft Depth to T.O.F. = 2.00 ft Footing width =^ 2.75 ft Footing thickness = 2.5 ft USE: 8 inch CMU wall with #4 (v) @ 24 inches o.c. at center (ds3.812S in.) Tran^rse Ftg Reinf.= Osm ii^Jft , , •v.lMilfe,: ;;ff:i" iti : longittKitoalFtgRdrrf.- 1.07 in?f t Seismic: (ASCE 7-05 5«ct»on 133) F =((0.4apSDS Wp))/aRJl S-=5 = 2.5 2.S 1.00 0.786 (1.0 or 1.5) 0.314 xW (LRFD) 0.225 xWSASO) 18.86 psf (ASD) Wind: (ASCE 7-05 Section 6.5.14 and Figure 6-20) Exposure - K« = Ka = V = 1 = c. = C 0.85 1.00 0.85 85 1.00 1.30 3.20 Case A CaseC s/h = B/s = 1.00 25.00 Check: Cases A & C qh= 0.002S6K,K„K<iV^I qK* 13.35 psf Case A = 14.75 psf Case C (max) = 36.30 psf Wind Load = 36.30 psf (ASO) Footing Design: Wall Design: Wall Weight = Soil above footing = Footing Weight = 504 465 619 Total Weight -1588 Ib Ib lb ™tJrEo-41S 82S 2183 ft-lb (ASD) ft-lb (ASO) ft-lb 340 610 ft-lb (ASD) ft-lb (ASD) (fMj-MoTj/fProT !ft) a = L/2-X (ft) isem = L/6 m Kern? «^« (PSfS q„,„(psfl Bearing OX? Vertical Bars = # 4 O.S in. dia. EQ+0.9 OL; 1.08 0.29 0.46 y 849 190 OK Vertical Bar Spacing = 24 In. o.c. EQ-i-l.O DL; 1.11 0.26 0.46 Y 907 248 OK Steel in center or at face? C (C/F) 0.10 in' steet/ft W + 0.6 DL: 0.51 0.87 0.46 n 1255 0 OK 0.10 in' steet/ft W-fl.OOL 0,85 0.52 0.46 H 1240 0 OK ci = 3.813 in ciear to bar-Cents.' DSA & OSHPD Only: 2.0Ea + 0.3DL: !n Kern -----OK 976 ft-lb (LRFD) {Wind Governs) ' 2.0EQ-fl,0DL: in Kern ~ --OK phl-M, = 1522 Ib-ft (LRFD) OK If the basic Seismic load case is not in the kern, OSHPO & DSA require an additional stability load case where the seismic overturning moment Is doubled and compared to tv^lce aliowable bearing pressure. f--0.90 for seismic f = 0.60 for wind Note; if controlled by Wind Case C, the reinforcing may be reduced away from the end of the wall Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : LCTS - Headlight Wall 3WIND Job# ; 12-008 Dsgnr; S Crook Descr: Headlight Wall w/Retaining Page: 5 Date: 26 SEP 2013 lis Wall in Fiie: f:\proiects\12\12-008 ia costa town square\calcs\civil s RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: Kw-06055776 Cafitilevered Retaining Wail Design )ode: CBC 2010,ACI 318-08.ACI 530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS Criteria Retained Height ~ Wall height above soi! = Slope Behind Wall Height of Soil over Toe = Water height over heel = Soil Data 2.00 fl Allow Soil Bearing = 2,500.0 psf 4.00 ft 0.00: 1 Equivalent Fluid Pressure Method 4.00 ft 0.00: 1 Heel Active Pressure 40-0 psf/ft 24.00 in Passive Pressure 300.0 psf/ft 0.0 fl Soil Density, Heel = 110.00 pcf Soil Density. Toe = 110.00 pcf FootingllSoil Friction 0.300 Soil height to ignore for passive pressure = 24.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning ^AjdaHjjoa^^ Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in I I iSSliSS!^^ Adjacent Footing Load Dj^lgn^Stmuna^ Wall Stability Ratios Overtuming Sliding Total Bearing Load .resultant ecc. 1.96 OK 3.97 OK 1.545 Ibs 8.42 in Soil Pressure (@ Toe = 1,530 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable 1.836 psf 0 psf 4.4 psi 2,8 psi 82.2 psi OK OK ACI Factored @ Toe ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heei = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 390.2 Ibs less 100% Passive Force = - 1,237.6 Ibs less 67 % Friction Force = - 310,6 ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 :1 Stability = 0.0 Ibs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral toad has been increased 1.00 by a factor of Wind on Exposed Stem = 36.3 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 0.0 Ibs OOOfl: 0,00 in OOOft Line Load 0.0 ft 0.300 Stem Construction • Top stem^ 'immi^m^mmmmmmmmmmmmmmmM stem OK Design Height Above Ftj ft = 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #4 Rebar Spacing = 24.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa = 0.634 Total Force @ Section ibs = 360.3 Moment.... Actual ft-#= 1,014.6 Moment Allowable = 1,599.3 Shear Actual psi = 8.0 Shear Aliowable psi = 69.7 Wail Weight = 78.0 Rebar Depth'd' in= 3.75 LAP SPLICE IF ABOVE in = 36.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 6.00 Masonry Data f m psi = Fy psi = Solid Grouting = Use Half Stresses = Modular Ratio 'n' = Equiv. Solid Thick. in = Masonry Block Type = Masonry Design Method Concrete Data f c psi = Fy psi = Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio 1,500 60,000 Yes = n/a 21.48 1= 7.60 = Medium Weight = LRFD Use menu item Settings > Printing & Titte Block to set these five lines of information for your program. Title : LCTS - Headlight Wall 3WiN0 Job# : 12-008 Dsgnr: S Crook Descr: Headlight Wall w/Retaining Page:. Date: 26 SEP 2013 lis Wall in File: f:\projects\12\12^08 la costa town square\calcs\civil s RetainPro 10 (c) 1987-2012, Built) 10.13.8.31 Ucense: Kw-0605sm Cantilevered Retaining Wail Design License To : WISEMAN ROHY STRUCTURAL ENGINEERS :ode: CBC 2010.ACI 318-08.ACI 530-08 Footin^DIi^^ Toe Width = 1.04 ft Heel Width = l ,7i Total Footing Width = 2.75 Footing Thickness = 18.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 3,000 psi Fy = Footing Concrete Density = Min. As % = Cover @ Top 2,00 & 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Footing Design Results Toe Factored Pressure = 1,836 Mu': Upward = 25 Mu': Downward = 7 Mu: Design = 17 Actual 1-Way Shear = 4 43 Allow 1-Way Shear = 82 16 Toe Reinforcing = #5 @ 18.00 in Heel Reinforcing = # 5 (g 18.00 in Key Reinforcing = # 5 @ 11.00 in Other Acxeptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel; Not req'd, Mu < S ' Fr Key: No key defined Heel 0 psf 0 ft-* 7 ft-# 7ft-# 2.75 psi 82.16 psi Summary of Overturning & Resisting Forces & Moments Item OVERTURNING..... Force Distance Moment ibs ft ft-# Heel Active Pressure • Surcharge over Heel Surcharge Over Toe Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 245,0 145.2 1.17 5-50 285.8 798.6 Total 390.2 O.T.M. 1,084.4 Resisting/Overturning Ratio = 1.96 Vertical Loads used for Soil Pressure = 1,545.1 Ibs DESIGNER NOTES: Soil Over Heel = Sloped Soil Over Heei = 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 Weighl = Key Weight = Vert. Component = .....RESISTING Force Distance Moment lbs ft ft-# 229.1 2.23 510.7 229.2 0,52 119.4 468.0 1.38 643-7 618.8 1,38 850.8 Total = 1.545.1 Ibs R.M.= 2,124.6 * Axial live load NOT included in total displayed, or used for overturninq resistance, but is included for soil pressure calculation. 7 36.3psf 390.2# 1S30,1psf 0 i.in Mas w/#4 @ 24. in o/c Solid Grout Special Insp Ji 2'-0" #5@18.in@Toe #5(g18.in@Heel Designer select ail horiz. reinf See Appendix A I'-O 1/2" 1'-81/2" •41 In* 2'-9" Use menu item Settings > Printing & Title Block to set these five tines of information for your program. Title : LCTS - Headlight Wall 1 WIND Job# : 12-008 Dsgnr. S Crook Descr; Headlight Wall w/Retaining Page: Date: 26 SEP 2013 lis Wall in File: f:\proieds\12\12-008 la costa town square\calcs\civil s RetainPro 10 (c) 1887-2012, Build 18.13.8.31 Snle^fSAN ROHYsTRucTURALigG".il^r^ Retaining wall Design :ode: CBC 20IO.ACI 3i8.08.ACt 530-O8 Criteria 1 Soil Data Retained Height ~ 3.33 ft Wall height above soil = 4.00 ft Slope Behind Wall = 0.00 ; 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Allow Soil Bearing = 2.500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Passive Pressure Soil Density, Heel Soil Density. Toe FootingllSoil Friction Soil height to ignore for passive pressure 40.0 psf/ft 300.0 psf/ft 110.00 pcf 110.00 pcf 0.300 0.00 in Surcharge Loads Surcharge Over Heel = o 0 psf NOT Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overtuming I i i-ateral Load Applied to Stem | [ Adjacent Footing Load Axial Load Applied to Stem 1 Axiai Dead Load = 0.0 ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary | Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 36.3 psf Adjacent Footing Load Footing Width Eccentricity Wail to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0,300 Stem Construction Top Stem Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc 1,92 OK 1.13 Ratio < 1,777 Ibs 8.65 in 1,5! Soil Pressure @ Toe = 1,310 psf OK Soil Pressure @ Heel = o psf OK Allowable = 2.500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,572 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 6.9 psi OK Footing Shear @ Heei = 4.0 psi OK Allowable = 82.2 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 612.4 ibs less 100% Passive Force = - 337,5 Ibs less 67 % Friction Force = - 357.1 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 223,9 Ibs NG Design Height Above Ftj Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment-...Actual Moment.....Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW HOOK EMBED INTO FTG in Stem OK 0.00 Masonry 8.00 # 4 24.00 Edge lbs = «-# = psi = psi = in = in = in = 0.718 587.8 1,633.9 2,274.3 9.3 69.7 78.0 5.25 36.00 6.00 Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic. E CBC 2010.ACI 1.200 600 600 600 000 Masonry Data fm Fy Solid Grouting Use Half Stresses Modular Ratio "n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio psi= 1,500 psi = 60,000 Yes = n/a 21,48 in = 7.60 = Medium Weight = LRFD psi = psi = Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title ; LCTS - Headlight Wall 1WIND Job# : 12-008 Dsgnr: S Crook Descr: Headlight Wall w/Retaining Page: \0 Date; 26 SEP 2013 lis Wall in File: f:\proiects\12\12-008 la costa town squafe\caics\civil s RetainPro 10 {c) 1987-2012, Build 10.13.8.31 License: Kw-osossrro Cantilevercd Retaining Wall Design :ode: CBC 20io,ACi 318-08,ACI 530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS Footii^^ [^JFooti^^ Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 3,000 psi Fy Footing Concrete Density = Min. As % Cover @ Top 2.00 I 1.29 ft 3.25 18.00 in 0.00 in 0.00 In 0.00 ft 60,000 psi 150.00 pcf 0.0018 ! Btm.= 3.00 in Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S " Fr Heel; Not req'd, Mu < S * Fr Key: No key defined Toe 1,572 21 4 18 6.89 82.16 = #5ig18.00in = #5® 18.00 in = #5(@11.00in Heel 0 psf 0 ft-# 10ft-# 10ft-# 4.04 psi 82.16 psi ^umrr^^ Item .....OVERTURNING.... Force Distance Moment Ibs ft ft-# Heel Active Pressure = Surcharge over Heei = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 467,2 145.2 1.61 6,83 752.6 992.2 612.4 O.T.M. 1,744.7 Resisting/Overturning Ratio = 1.92 Vertical Loads used for Soil Pressure = 1,776.8 lbs Soil Over Heel = Sloped Soil Over Hee = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= * Axial Live Load on Slem = Soil Over Toe = Surcharge Over Toe = Stem Weights) = Earth @ Stem Transitions = Footing Weigh! = Key Weight = Vert. Component = RESISTING Force Distance Moment Ibs ft ft.# 473.6 572,0 731.3 260 1.63 1.63 1,233.2 929 5 1.188,3 Total» 1,776.8 Ibs R.M.= 3,351.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES; 36 3psf| A Pp= 337.5# Hi 221., 612 36# 1310,3psf 1^ l.in Mas w/#4 @ 24 in o/c Solid Grout Special Insp #5@18.in @ Toe #5@18.in@Heel Designer select all horiz reinf, See Appendix A 1'-31/2" 1'-111/2" # i>» «< 3'-3" Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Titte LCTS - Headlight Wall 1 Job# ; 12-008 Dsgnr: S Crook Descr; Headlight Wail w/Retaining Page:, Date: 26 SEP 2013 lis Wall in File; f;\pfoiectsM2\12-008 la costa town squaretoalcs\civil s RetainPro 10 (c) 1987-2012, BuiW 10.13 8.31 ... . „ License: KW.06055776 Cantilcvered Retaining Wall Design ^ode: CBC 2010,ACI 318-08,ACI 530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS Criteria Retained Height = 3.33 ft Wall height above soil = 4.00 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft j I Soil Data Allow Soil Bearing = 2,600.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 40,0 psf/ft Passive Pressure 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction 0.300 Soil height to ignore for passive pressure 0.00 in Surctiarge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overtuming i i i^lliSISii^Si^ ' Adjacent Footing Load Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0,0 Ibs Axial Load Eccentricity = 0 0 in Lateral Load = 100,0#/ft ...Height to To;: = 7.00 ft ...Height to Bottom = 6,00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Adjacent Footing Load Footing WWth Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Wall Stability Ratios Overtuming Sliding Total Bearing Load ...resultant ecc. 2.16 OK 1 22 Ratio < 1 1,777 Ibs 7,35 in Soil Pressure @ Toe = 1,170 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable 1.404 psf 0 psf 6.2 psi OK 3.5 psi OK 82.2 psi ACI Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 567.2 Ibs less 100% Passive Force = - 337 5 lbs less 67 % Friction Force = - 357.1 ibs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 156,1 Ibs NG Load Factors Stem Construction Design Height Above Ftj Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data ft>/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW HOOK EMBED INTO FTG Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC2010.ACI 1.200 1.600 1.600 1.600 1.000 ft = Top Stem Stem OK 0.00 Masonry 8.00 # 4 24,00 Edge lbs = ft-# = psi = psi = n = 0.4S9 455.5 1.044.9 2,274.3 7,2 69.7 78.0 5.25 36.00 6.00 Masonry Data f m psi = Fy psi = Solid Grouting = Use Half Stresses = Modular Ratio 'n' = Equiv. Solid Thick, in = Masonry Block Type = Masonry Design Method = Concrete Data - - - • f c psi = Fy psi = Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio 1.500 60,000 Yes n/a 21.48 7.60 Medium Weight LRFD Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : LCTS - Headlight Wall 1 Job# : 12-008 Dsgnr S Crook Descr: Headlight Wall w/Retaining Page: Date; 26 SEP 2013 lis Wall in File: f :\proiects\t2\12-008 la costa town squaretoalcsteivil s RetainPro 10 (c) 1387-2012, Build 10.13.8.31 Ucense: Kw^s5776 Cantilevered Retaining Wall Design License To : WISEMAN ROHY STRUCTURAL ENGINEERS :ode: CBC 2010,ACI 318-08,ACI 530-08 Footing Dimensions & Strengths Toe Width 1.29 ft Heel Width 1.96 Total Footing Width = 3.25 Footing Thickness = 18.00 in Key Width 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 3.000 psi Fy = 60.000 psi Footing Concrete Density = 150.00 pcf Min. As % 0,0018 Cover @ Top 2.00 ( 1 Btm = 3 00 in Footing Design Results Factored Pressure Mu'; Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd. Mu < S * Fr Key: No key defined Toe 1.404 19 4 15 6,20 82.16 = #5 @ 18.00 in = #5® 18,00 in = #5® 11,00 In Heel 0 psf ons 10 ft-# 10ft-# 3.49 psi 82 16 psi Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure •• Surcharge over Heel • Surcharge Over Toe - Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 467.2 100.0 1.61 8.00 762.6 800.0 Total 567.2 O.T.M. 1,552.6 Resisting/Overturning Ratio = 2.16 Vertical Loads used for Soil Pressure = 1,776,8 Ibs Soil Over Heel = Sloped Soil Over Heei = 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 = RESISTING..... Force Distance _^ lbs ft _^ 2.60" 473.6 672.0 731.3 1.63 1.63 Moment ft-# 1.233.2 929.5 1,188.3 Total = 1,776.8 Ibs R.M.= 3,351,0 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES. IS 100.ps; 567.16# 1170,3psf i.in Mas w/ #4 @ 24.in o/c Solid Grout Special Insp #5@18,in@Toe #5@18.in@ Heel Designer select all horiz. reinf. See Appendix A 1'-31/2" iggil 1'-11 1/2" 3'-3" Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : LCTS - Headlight Wall 2 WIND Job# : 12-008 Dsgnr S Crook Descr: Headlight Wall @ Bioswale Page: Date; 26 SEP 2013 lis Wall in File; f:\proiects\12\12-008 la costa town square\cales\civil s RetainPro 10 (c) 1987-2012, BuiW 10.13.8.31 License: KW.060S5776 Cantilevered Retaining Wall Design ;ode: CBC 2010,ACI 318-08,ACI 530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS ^ Criteria 1 Soil Data "]| Retained Height ~ Wall height above soil = Slope Behind Wall Height of Soi! over Toe = Water height over heel = 5.25 ft 5.25 ft 0.00: 1 24.00 in 0.0 ft Allow Soil Bearing = 3,333.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heei = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 24.00 in Surcharge Loads Lateral Load Applied to Stem I Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0,0 psf NOT Used for SlWing & Overtuming Axial Load Applied to Stem 'l Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0 0 in Design Summary | Wall Stability Ratios Overtuming Sliding Total Bearing Load ...resultant ecc. 1 57 OK 1 65 OK 2,893 Ibs 13.39 in Soil Pressure @ Toe = 2.540 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,333 psf Soil Pressure Less Than Ailowable 3,048 psf 0 psf 12.4 psi OK 8.0 psi OK 82.2 psi ACI Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heei = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,101,8 Ibs less 100% Passive Force = - 1,237.5 Ibs less 67 % Friction Force = - 581.4 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 :1 Stability = 0.0 ibs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010.ACI 1.200 1.600 1.600 1,600 1,000 Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above iaterai load has been increased 1.00 by a factor of Wind on Exposed Stem = 36.3 psf I Adjacent Footing Load Adjacent Footing Load - Footing WkJth = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem Construction Design Height Above Ftj ft = Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data to/FB -f- fa/Fa Total Force @ Section Moment...Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth *d' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW in HOOK EMBED INTO FTG in Top Stem Stem OK 0,00 Masonry 8.00 # 5 16,00 Edge lbs = ft-# = psi = psi = in: in = 0.786 1,186.9 3,944,7 5,015,8 18.8 69.7 78,0 5.25 45.00 6.00 Masonry Data fm Fy Solid Grouting Use Half Stresses Modular Ratio *n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio psi = 1,500 psi = 60,000 Yes = n/a 21.48 in = 7 60 = Medium Weighl = LRFD psi = psi = Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : LCTS - Headlight Wall 2 WIND Job# : 12-008 Dsgnr; S Crook Descr; Headlight Wall @ Bioswale Page:. Date: 26 SEP 2013 lis Wall in File: f:\proiects\12\12-008 la costa town square\calcs\civil s RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KWf-o6os5776 Cantilevered Retaining Wall Design iode; CBC 2010.ACI 318-08,ACI 530-O8 License To : WISEMAN ROHY STRUCTURAL ENGINEERS » » Toe Width = 1.54 ft Heel Width = 2,21 Total Footing Width = 3T75 Footing Thickness = 18.00 in Key Width Key Depth = Key Distance from Toe = fc = 3,000 psi Fy = Footing Concrete Density = Min. As % = Cover @ Top 2.00 § 0.00 in O.CWin 0.00 ft 60.000 psi wo.mpd 0.0018 Btm.= 3.00 in Footing Design Results Factored Pressure Mu': Upward Mu': Downward Mu; Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Other Acceptable Sizes & Spacings Toe; Not req'd, Mu < S * Fr Heel; Not req'd, Mu < S * Fr Key: No key defined Toe 3,048 41 7 34 12.36 82.16 = #5 @ 18.00 in = #5@ 18.00 in = #5 @ 11.00 in Heel 0 psf Oft-# 13ft-# 13ft-# 7.97 psi 82.16 psi Summary of Overtuming & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 911.3 2.25 190.6 9,38 2,050.3 1,786.6 Total 1,101,8 O.T.M. 3,837.0 Resisting/Overturning Ratio = 1.57 Vertical Loads used for Soil Pressure = 2,892.5 Ibs DESIGNER NOTES; Force .....RESISTING.. Soil Over Heel = Sloped Soil Over Heei = 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 Weighl = Key Weight = Vert. Component = Distance Moment bs ft ft-# 890,5 2,98 2,653.2 339 2 077 261.5 819.0 1.88 1,535,8 843.9 1.88 1.582.5 Totals 2,892.5 lbs R.M.= 6,033.0 ' Axial live load NOT included in total displayed, or used for overtuming resistance, but is included for soil pressure calculation. 36.3p Pp= 1237,5# 1101.8# 2540.psf 8.in Mas w/ #5 @ 16.in o/c SolidGrout Special Insp 2'-0" #5(@18.in@Toe #5@18.in @ Heel Designer select all horiz. reinf. See Appendix A Use menu item Settings > Printing & Title Block to set these five lines of Information for your program. Title : LCTS - Headlight Wall 2 Job# : 12-008 Dsgnr: S Crook Descr: Headlight Wall @ Bioswale Page: Date: 26 SEP 2013 lis Wall in File: f:\proiects\12\12-008 la costa town squaretoalcstoivil s RetainPro 10 (c) 1987-2012, Build 10.13.8.31 ucense: Kw-06055778 Cantilevsred Retaining Wall Design Jode: CBC 2010,ACI 31 B-08.ACI 530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS " Criteria Soil Data Retained Height = 5.25 ft Wall height above soil = 5.25 ft Slope Behind Wall = 0.00; 1 Height of Soil over Toe = 24,00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = o.O psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0,0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overtuming Sliding Total Bearing Load ...resultant ecc. 1 92 OK 1,80 OK 2,893 Ibs 10,54 in Soil Pressure @ Toe = 1.935 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable 2.322 psf 0 psf 9.8 psi OK 6.7 psi OK 82.2 psi ACI Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heei = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,011 3 Ibs less 100% Passive Force = - 1,237.5 Ibs less 67 % Friction Force = - 581.4 Ibs Added Force Req'd = 0.0 lbs OK ..-.for 1.5 : 1 Sfabiiily = 0,0 lbs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC2010.ACI 1.200 600 600 600 000 Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 40.0 psf/ft 300,0 psf/ft 110.00 pcf 110.00 pcf 0.300 24,00 in I L,Lat^^ [Adjacent Footing Loa^^^ Lateral Load = 100.0 m ...Height to Top = 10.00 ft ...Height lo Bottom = 9.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 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 = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem Construction Design Height Above Ft£ Wail Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data - ft5/FB -t- fa/Fa Total Force @ Section Top Stem Stem OK 0.00 Masonry 8.00 # 5 16.00 Edge Moment....Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW i HOOK EMBED INTO FTG i lbs = ft-# = psi = psi = in = in: 0.497 982.0 2,493.5 5,015.8 15.6 69.7 78.0 5.25 45.00 6.00 Masonry Data fm Fy Solid Grouting Use Half Stresses Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio psi = psi = 1,500 60,000 Yes n/a 21.48 7.60 Medium Weight LRFD psi = psi = Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Titte : LCTS - Headlight Wall 2 Job* : 12-008 Dsgnr; SCrook Descr: Headlight Wall @ Bioswale Date; 26 SEP 2013 lis Wall in File: f:\proiects\l2\12-008 la costa town squareteatcstoivil i RetainPro 10 (c) 1987-2012, Build 10.13.8.31 Sse '^fSMAN ROHY STRUCTURALig"lSf^'^ Retaining Wall Design :ode: CBC 2010.ACI 318-08.ACI 530-08 I Footing Dimensions & Strengths I Toe Width = 1.54 ft Heel Width = 2.21 Total Footing Width = " --^-^g Footing Thickness = 18,00 in Footing Design Results If ''I'^'iiiiiiii^iimmmmmmmmmmmmmmm Key Width Key Depth = Key Distance from Toe = fc = 3.000 psi Fy Footing Concrete Density = Min. As % = Cover @ Top 2,00 0.00 in 0.00 in 0.00 ft 60,000 psi 150.00 pcf 0.0018 @ Btm,= 3,00 in Toe Factored Pressure = 2,322 Mu': Upward = 32 Mu': Downward = 7 Mu: Design = 24 Actual 1-Way Shear = 9.76 Allow 1 -Way Shear = 82.16 Toe Reinforcing = #5ig18.00in Heel Reinforcing = #5 @ 18.00 in Key Reinforcing = #5 @ 11.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S *Fr Key; No key defined Heel 0 psf 0ft-# 13 ft-# 13ft-# 671 psi 82.16 psi Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Slem Above Soil = RESISTING Force Distance Moment lbs ft f}-# 911 3 225 2,050.3 100.0 11.00 1,100.0 890.S 2,98 2,653.2 Total 1.011.3 O.T.M. 3.150.3 Resisting/Overturning Ratio = 1.92 Vertical Loads used for Soil Pressure = 2,892.5 Ibs DESIGNER NOTES: Soil Over Heei Sloped Soi! Over Hee = 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 = Total = 2.892.5 Ibs R.M.= 6,033.'o Axial live load NOT included in total displayed, or used for overtumina resistance, but is included for soil pressure cafculation "''^""'^"'"9 339.2 0.77 261.5 819.0 1.88 1,535.8 843.9 1.88 1,582.5 Z3 lOO.ps^ Pp= 1237 5# 1011.3# 1935. psf 1J\ 8 in Mas w/#5 @ 16,in o/c SolidGrout Special Insp 2'-0" #5@18.in igToe #5@18,in @ Heel Designer select all horiz. reinf. See Appendix A