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HomeMy WebLinkAboutAdministrative Permit APX2009015 - PlansITT P D u wNL Ix)vprm Y Y pl awes aac (i}I O tuW x)tP Vm.W p)Twartx ([)57a TD AEww ixwum Im,aax >AapEAo pgfl (TMl s*¢roPSxux InPI Asu9 TD nE (5)570 TOPS x - CJ b x STEEL COLUMNS MD AND POST p ).a 5 m mvlm HOIDOWN @ FOUNDATION corxBETE PAD -INN Q (m rffm.Ir me 57W IxH. DVn wAvryxopsuwlxc) ©ytsH.Saerdx w.sTK57O (uxcurlwlxa) ©I0 MH.NO S llwwrrsc HO o(N)mx574roPS)x05 FOUNDATION NOTES FOR NEW ADDIDUOTMW ps vn oeruuc e wxLlsun xGw5wE55UPE maim SlLLp/.n ATxLxeW ViM w4L5. 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(x1,.57 W o1pEBEaxx.EaA FOUNDATION PLAN (5N)i TUW (m.O4 rtxff 0Alx (m l `xHrpxi wxi CFM le wx ,LSxNE.n xmPS ) (tfa ceP[n ruirt ;wnv (=}x5m: xYSa O MO I.AAVame-SexxErv awmm,.ro xSU505I ES..o-E,un wxsP- -Nis05 o :"°a)° a.a.Ew5weAwx pmaxx e5p®x55xw EmawSm xNPur 5 rmxxxs uamxu eore wxuw mall raimpePweu vpu ruT E ussnw n oa nrnmrw[P sASrtxm Tounu W Ix}Ixa i xr oc0)5mal.mp m,E,AaxATE))w,xxxm..E..xe,blx..=aiw.nxWxS=xx..=<,rPea.,Pmpm=,xAnwNxmwsxT.Sx.xA,<,mxmTwexaiPST NATPWA41mNpwmROTO5eDI1001NLaxa.,ED*IwAw,DTT0.UPTONI. .1 m'e'w E nAWSPD NSwi . (i6 Aa'SEIVePm vi wun'[ un,xe lur. s"DItD 0.1 S2.2 Engineering PROJECT: Muska Residence PAGE: Alignment ADDITION AND RENOVATION DESIGN BY: SHL Systems, Inc. CLIENT: DATE: REV.: *** Seismic Load for Fence Wall Allowable Stress Design: V CSW=SDS /1.4W=1.113 /1.4W=0.371W=0.265W V 1.4 1.4 (R/I) (3.0/1.0) 1.4 Where SDS =1.113 R=3.0 I=1.0 S' =0.613 If S1 >_ 0.6g, CS (min) =0'8S' _ (0.8)(0.613)= 0.163 < 0.371 .'. O.K.(R / I) (3.0/1.0) 4 See Attached Calc 6" CMU FENCE WALL ------- fm = 1,500 psi CONC. FTG. ------------------ f C=3,000 psi REINFORCING BAR --------- FY=60,000 psi A FIRST INSPECTION IS REQUIRED WHEN TRENCHES ARE READY FOR CONCRETE AND ALL REQUIRED STEEL IS TIED IN PLACE. A SECOND INSPECTION IS REQUIRED WHEN FIRST HORIZONTAL BAR AND VERTICAL BARS ARE IN PLACE BUT NOT GROUTED. PROVIDE EXPANSION JOINTS EVERY 10'-0" FROM THE CORNER OF WALL. d) 1/2" EXPANSION FILLER CONC. WALKWAY 8341 ELMCREST LN. BRICK @ TOP TO MATCH W/ NEIGHBORING WALL PRORERTY LINE & CENTER OF FENCE NEIGHBORING PROPERTY TOP OF EXISTING NEIGHBORING WALL #4 @ TOP (CONT.) JJ W/ SOLID GROUT 0 O w-x-.x DET. '3A' ONLY PAVEMENT & LAWN AREA (N) 6" CMU WALL CONC. 12" 24" PLANTER BEN ALT. 2'-6" WIDE CONT. FTG. (N) 6" CMU WALL w/ w/ #4 VERT. @ 24" O.C. #4 HORIZ. @ 24" O.C. @ CENTERED WALL SOLID GROUT WHERE REBARS OCCUR ONLY SOLID GROUT ALL CELLS BELOW GRADE #4 DOWELS TO MATCH W/ VERT. REINF. ' PAVEMENT & LAWN AREA (2)-#4 SPACER SECT. D ET.SCALE 3 3A 1/211 _1 1_011(N) CMU FENCE WALL .1 6. in Mas w/ #4 @ 24. in o/c Solid Grout, 6'-6" 7'-6" 7'-6" 6.in-Mas w/ #4 3"1'-0" 1'-0" Designer select all horiz. reinf. See Appendix A 1'-1 " 2'-6" 1'-5" 3" To specify your own special title block here, use the "Settings" screen and enter your title block information. Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration #: RP-1168605 2007013 Criteria Retained Height 1.00 ft Wall height above soil 6.50 ft Slope Behind Wall 0.00: 1 Height of Soil over Toe 12.00 in Water height over heel 0.0 ft Wind on Stem 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load *Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1,223 lbs 4.66 in Soil Pressure @ Toe = 945 psf OK Soil Pressure @ Heel = 34 psf OK Allowable = 1,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,116 psf ACI Factored @ Heel = 40 psf Footing Shear @ Toe = 5.6 psi OK Footing Shear @ Heel = 3.1 psi OK Allowable = 82.2 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = less 100% Passive Force = - less 100% Friction Force = - 114.6 lbs 200.0 lbs 305.7 lbs Title : Martin Res. psi = psi = Job # : Dsgnr: SHL Date: FEB 28,2008 Description.... 6' CMU Fence Wall (H=6'-6" Max.) This Wall in File: c:lprogram files1rp20071sunhee.rp5 Cantilevered Retaining Wall Design Code: CBC 2007 Soil Data Footing Dimensions & Strengths Allow Soil Bearing = 1,000.0 psf Toe Width 1.08 ft Equivalent Fluid Pressure Method Heel Width 1.42 Heel Active Pressure =30.0 psf/ft Total Footing Width 2.50 Toe Active Pressure 30.0 psf/ft Footing Thickness 12.00 inPassive Pressure 100.0 psf/ft Key Width 0 00 inSoil Density Heel 110 00 pcf .,.Key Depth 0.00 inSoil Density, Toe 110.00 pcf Key Distance from Toe 1.08 ftFootingI[Soil Friction 0.250 i ht t iSil h fc = 3,000 psi Fy =60,000 psigognoreoeFooting Concrete Density =15000 pcffor passive pressure =00 in0 ..Min. As % =0.0140 Cover @ Top = 3.00 in @ Btm.= 3.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Fp / Wp Weight Multiplier Stem Construction Design Height Above Ftc 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 ft= Ibs = ft-# = psi = psi = Rebar Depth 'd' in = LAP SPLICE IF ABOVE In= LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in =J Added Force Req'd ....for 1.5:1 Stability 0.0lbs OK 0.0 lbs OK Load Factors Building Code CBC 2007 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.300 Seismic, E 1.000 2.94 OK 4.41 OK Masonry Data fm Fs Solid Grouting Use Full Stresses Modular Ratio'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy Top Stem Stem OK0.00 Masonry 6.00 # 4 24.00 Center Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Page: 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft = 0.000 Added seismic base force 114.6 lbs 0.877 114.6 429.7 489.7 3.1 25.8 81.2 2.75 24.00 24.00 1,500 24,000 Yes No ###.## 1.330 in = 5.60 = Medium Weight = ASD psi = psi = To specify your own special title block here, use the "Settings" screen and enter your title block information. Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration #: RP-1168605 2007013 Footing Design Results Title : Martin Res. Page: Job # : Dsgnr: SHL Date: FEB 28,2008 Description.... 6' CMU Fence Wall (H=6'-6" Max.) This Wall in File: c:lprogram filesXrp2007lsunhee.rp5 Cantilevered Retaining Wall Design Code: CBC 2007 Toe Heel Factored Pressure =1,116 40 psf Mu': Upward =688 0 ft-# Mu': Downward =228 197 ft-# Mu: Design =460 197 ft-# Actual 1-Way Shear =5.60 3.10 psi Allow 1-Way Shear =82.16 82.16 psi Other Acceptable Sizes & Spacings -Lp i7 Toe Reinforcing =None Spec'd Toe: Not req'd, Mu < S * Fr 0 L1p I A Heel Reinforcing =None Spec'd Mu < S * FrHeel: Not req'd Key Reinforcing =None Spec'd , Key: No key defined DI/- Summa of Overturnin & Resistin Forces & Moments .....OVERTURNING..... Item Force lbs Distance ft Heel Active Pressure =60.0 0.67 Toe Active Pressure =-60.0 0.67 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt =114.6 4.75 Total =114.6 O.T.M. = Moment ft-# .....RESISTING .....Force Distance Moment lbs ft ft-# 40.0 Soil Over Heel 100.9 2.04 206.0 -40.0 Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem =0.00 Soil Over Toe Surcharge Over Toe 119.2 0.54 64.5 544.3 Stem Weight(s)_ Earth @ Stem Transitions 609.0 1.33 812.0 544.3 Footing Weighi =375.1 1.25 468.9Key Weight 1.08Vert. Component 18.8 2.50 47.1 Total =1,222.9 lbs R.M.=1,598.5 ResistinglOverturning Ratio = 2.94 Vertical Loads used for Soil Pressure = 1,222.9 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Pp= 200.# 33.556psf 944.65psf 114.58# 6" CMU FENCE WALL ------- fm = 1,500 psi CONC. FIG. ------------------ fc=3,000 psi REINFORCING BAR --------- Fy=60,000 psi A FIRST INSPECTION IS REQUIRED WHEN TRENCHES ARE READY FOR CONCRETE AND ALL REQUIRED STEEL IS TIED IN PLACE. A SECOND INSPECTION IS REQUIRED WHEN FIRST HORIZONTAL BAR AND VERTICAL BARS ARE IN PLACE BUT NOT GROUTED. PROVIDE EXPANSION JOINTS EVERY 10'-0" FROM THE CORNER OF WALL. PRORERTY LINE & CENTER OF FENCE 8341 ELMCREST LN. NEIGHBORING PROPERTY BRICK @ TOP TO MATCH W/ NEIGHBORING WALL TOP OF EXISTING NEIGHBORING WALL #4 @ TOP (CONT.) w/ SOLID GROUT (N) 6" CMU WALL w/ w/ #4 VERT. @ 24" O.C. #4 HORIZ. @ 24" O.C. @ CENTERED WALL SOLID GROUT WHERE REBARS OCCUR ONLY PAVEMENT & LAWN AREA N I 1I I I1 1 1I I Ed1 1I I I1 1 1I I 1 1 1I I-I #4 DOWELS TO MATCH w/ VERT. REINF. (2)-#4 SPACER SOLID GROUT ALL CELLS WHERE EARTH IS RETAINED AND BELOW GRADE CL d-:5N w >;o t PAVEMENT & LAWN AREA I=1 I I=1 I1=1 11== FIN- m I =J11= E2 c BENT ALT. 2'-6" WIDE CONT. FTG. 6 SECT. DEf'. (N) CMU FENCE WALL I- 3" CLR. 1/211=11-011 6.in Mas w/ #4 @ 24.in o/c Solid Grout, 6'-6" 7'-6" T-6-- 2'-0" n Mas w/ #4 3"1'-0" 1'-0" Designer select all horiz. reinf. See Appendix A 1'-1" 1'-5" 2'-6" 3" To specify your own special title block here, use the "Settings" screen and enter your title block Information. Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration # : RP-1168605 2007013 Title : Martin Res Job # ...New... Description.... Page: Dsgnr: Date: AUG 21,2009 This Wall in File: c:lprogram filesXrp2007lsunhee.rp5 Cantilevered Retaining Wall Design Code: CBC 2007 Criteria Soil Data Footing Dimensions & Strengths Retained Height 1.00 ft Allow Soil Bearing = 1,000.0 psf Toe Width =1.08 ft i ilWl h h b 6 50 ft Equivalent Fluid Pressure Method Heel Width 1.42galet a ove so .Heel Active Pressure 30.0 psf/ft Total Footing Width 2.50Slope Behind Wall 0.00: 1 Toe Active Pressure 30.0 psf/ft Footing Thickness 12.00 inHeight of Soil over Toe 24.00 in Passive Pressure =100.0 psf/ft Key Width =0 00 inWater height over heel 0 0 ft Soil Density Heel 110.00 pcf ..,Key Depth =0.00 inSoil Density, Toe 110:00 pcf Key Distance from Toe =1.08 ft Wind on Stem =0.0 psf FootingIlSoil Friction 0.250 fc = 3 000 si F =60 000 si Vertical component of active Soil height to ignore ,p y Footing Concrete Density = ,p 15000 pcflateral soil pressure options:for passive pressure =0.00 in Min. As % = . 0.0140 USED for Soil Pressure.Cover @ Top = 3.00 in @ Btm.= 3.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft Fp / Wp Weight Multiplier Adjacent Footing Load Adjacent Footing Load 0.0 lbs 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 0 0 ftat Back of Wall Poisson's Ratio . 0.000 Added seismic base force 114.6 lbs *Design Summary Stem Construction Top Stem Stem OKWall Stability Ratios Design Height Above Ftc ft=0.00 Overturning =3.70 OK Wall Material Above "Ht"Masonry Sliding =19.84 OK Thickness 6.00 Rebar Size # 4 Total Bearing Load 1,342 lbs Rebar Spacing 24.00 ...resultant ecc.4.15 in Rebar Placed at Design Data Center Soil Pressure @ Toe = Soil Pressure @ Heel = 982 psf OK 91 psf OK fb/FB + fa/Fa =0.806 Total Force @ Section Ibs=69.6Allowable =1,000 psf Moment Actual ft-#=3947....Soil Pressure Less Than Allowable . ACI Factored @ Toe =1,162 psf Moment..... Allowable =489.7 ACI Factored @ Heel =108 psf Shear..... Actual psi =1.3 Footing Shear @ Toe =4.3 psi OK Shear..... Allowable psi =25.8 Footing Shear @ Heel =3.1 psi OK Wall Weight =81.2 Allowable =82.2 psi Rebar Depth 'd' B V in =2.75 24 00LAP SPLICE IF A O ESliding Calcs (Vertical Component Used)LAP SPLICE IF BELOW in = i = . L l Slidi Ft nerangorce =a 39.6 lbs HOOK EMBED INTO FTG in =24.00less 100% Passive Force = - i ti Force = -l 100% F 450.0 lbs 335 5 lbs Masonry Dataonessrc.fm psi=1,500 Added Force Req'd =0.0 lbs OK Fs psi=24,000 ....for 1.5 : 1 Stability =0.0 lbs OK Solid Grouting =Yes Load Factors Use Full Stresses =No Building Code CBC 2007 Modular Ratio'n'###•## Dead Load 1.200 Short Term Factor = 1.330 Live Load 1.600 Equiv. Solid Thick.in = 5.60 Earth, H 1.600 Masonry Block Type = Medium Weight Wind, W 1.300 Masonry Design Method = ASD Seismic, E 1.000 Concrete Data fc Fy psi= psi = To specify your own special title block here, use the "Settings" screen and enter your title block information. Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration # : RP-1168605 2007013 Title : Martin Res Job # ..New... Description.... Page: Dsgnr: Date: AUG 21,2009 This Wall in File: c:lprogram files1rp20071sunhee.rp5 Cantilevered Retaining Wall Design Moment ft-# Footing Design Results Toe Heel Factored Pressure =1,162 108 psf Mu' : Upward =0 0 ft-# Mu': Downward =0 0 ft-# Mu: Design =56 56 ft-# Actual 1-Way Shear =4.27 3.10 psi Allow 1-Way Shear =82.16 82.16 psi Other Acceptable Sizes & Spacings Toe Reinforcing =None Spec'd Toe: Not req'd, Mu < S * Fr 'IA-ill ` 7otir O KHeel Reinforcing =None Spec'd Heel: Not req'd, Mu < S * Fr .. Key Reinforcing =None Spec'd Key: No key defined Summa of Overturnin & Resistin Forces & Moments .....OVERTURNING..... Item Force lbs Distance ft Heel Active Pressure 60.0 0.67 Toe Active Pressure -135.0 1.00 Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Seismic Stem Self Wt =114.6 4.75 Total =39.6 O.T.M. = Resisting/Overturning Ratio = 3.70 Vertical Loads used for Soil Pressure = 1,342.1 lbs Vertical component of active pressure used for soil pressure Code: CBC 2007 .....RESISTING..... Force Distance Moment lbs ft ft-# 40.0 Soil Over Heel 100.9 2.04 206.0 -135.0 Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem =0.00 Soil Over Toe Surcharge Over Toe 238.3 0.54 129.1 544.3 Stem Weight(s)_ Earth @ Stem Transitions=609.0 1.33 812.0 449.3 Footing Weight Key Weight 375.1 1.25 468.9 1.08Vert. Component 18.8 2.50 47.1 Total =1,342.1 lbs R.M.=1,663.0 DESIGNER NOTES: 39.583# 982.16psf