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Specifications 0 � . . • . PrA1 rAlgaWA . : , • RETAINING WALL 14795 S. W. 72n Tualatin, Oregon For - Delta Fire, Inc. ' - • • II f g i •,•:::,.. ar. . • , ...,, GEHLEN .•.. ...,.., 1 ....,,, ,. •, __."_ . KRAM i ASSOCIATES ^,ansuiting g nears! StrJ tra6 CMI . 1 J 400 Columbia St, Suite 240 Vancouver. WA 98660-3117 I no 1683-1621 - SO3 / 266 • ti Roc 360/ 699-457 ,~ KGA STRUCTURAL CALCULATIONS RETAINING WALL 14795 S. W. 72nd Tualatin, Oregon For Delta Fire, Inc. May 9, 2000 ALL COMPUTATION AND STRUCTURAL ENGINEERING FOR THIS PROJECT HAVE BEEN PERFORMED 1 BY MYSELF OR UNDER MY DIRECT SUPERVISION. 1 1 k Ep PRtAIN • • 1 7 'lam �. ' 9 C. 1 EXPIRES: 6-30-2W/ 1 1 KRAMER GEHLEN & ASSOCIATES, INC. CONSULTING ENGINEERS 400 Columbia Street, Suite 240 Vancouver, Washington 98660 -3117 (360) 693 -1621 (503) 289 -2661 1 2.03 - ECi Y E L ra rl e 4 M • E r>4,1/4)1 ,... yv'I*LL 1`n27 . bFL + / 1 LAC - P. o - ( 40/ o "TUALAT! OO,. 6 )70(>:Z- U0 / t� 1 Li 7 S r,J �2,uD 1 , O t . 97ZZV -7 . b ESC'.4.t 7A� /J : P2,D v 0rtLa vul. t.. k; : 1 r & .E`r LE 7)9 C.V LCS i tt,O vl4 ,c0 O/`' St7 Q- I TH R.4>LXit•I �- S LET'1 L rQoLlce� Serif 7 S K KEAN PROJECT INIlVC W la LL • CLIENT p� EL cE KRAM CONSULTING ENGINEERS STRUCTURAUCIVIL DATE DESIGN • GEHLEN Suite 400 Columbia St 360 / 699 -1821 5/44 /( rLt � 240 503 / 289.2661 PROJECT NO. SHEET A Vancouver, WA Fax: ASSOCIATES 98660.3117 360 /696.7572 C 1 1 • IJt.SI(rN e AJ )LEVE, Z WALL NE IL ' USSuWl.E rtCrivE = 3S Re_ P Asst ur_ = 2 Sr' peA = 1Sti0 Fs# CZ E F>: I O/ ,E J T ES IOW ke.Tri 5 S v2alirt+2o-c = 125 pt. 1 U SoLurlc - n : SEE f+rrr ectEr OJT PQT' 1 1 PROJECT ( 11' Ik.)IM.i c: WALL CLIENT tE LT -A I 1 2t KRAMER CONSULTING ENGINEERS— STRUCTURAU DATE DESIGN CIVIL EN/00 IGN G E H LE N 400 Columbia St 360 ! 893 -1621 Suite 240 503 / 289 -2661 PROJECT NO. SHEET Vancouver, WA Fax: / ASSOCIATES 98660-3117 360/696 -1572 OU— 14S _ C -1 • • Title : Job # Dsgnr. Date: ' Description : • Scope : • I Rev: 510303 er )CW 2535.VH5.1.3.22.,u1.1 .NM32 Cantilevered Retaining Wall Design Page 1 i (c) 19e3•99 ENERC.IC klmattcldelta fire.ecw:Calculations Description Cantilevered Retaining Wall 1 Criteria 1 1 Soil Data I Footing Strengths & Dimensions Allow Soil Bearing = 1,500.0 psf Pc = 3,000 psi Fy = 60,000 Retained Height 5.00 ft 9 P p y psi p Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method . Min. As % = 0.0018 Heel Active Pressure = 35.0 Toe Width Heel 0.50 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 Teel Width = 4.00 Total Footing Widt = 4.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootinglfSoil Friction = 0.350 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in . . for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft ' Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads • • Surcharge Over Heel = 125.0 psf Surcharge Over Toe = 0.0 psf NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning Design Summary ii Stem Construction Top Stem -. Stem OK Total Bearing Load = 3,047 Ibs Design height ft = 0.00 ...resultant ecc. = 6.70 in Wall Material Above "Ht" = Concrete Sod Pressure @ Toe = 1,181 psf OK Thickness = 8.04 # 4 Soil Pressure @ Heel = 173 psf OK Rebar Size = Allowable = 1,500 psf Rebar Spacing 16.00 r Data Soil Pressure Less Than Allowable Rebar ACI Factored @ Toe = 1,654 psf Design Do at = Edge ACI Factored @ Heel = 242 psf fb /FB + fa /Fa = 0.551 Total Force @ Section Ibs= 1,081.8 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 2,084.8 Footing Shear @ Heel = 39.0 psi OK Moment Allowable = 3,781.7 Allowable = 93.1 psi Shear Actual psi = 15.7 Wall Stability Ratios Overturning = 3.61 OK Shear Allowable psi = 93.1 Sliding = 1.52 OK Bar Develop ABOVE Ht. in = 17.09 Sliding Calcs (Vertical Component NOT Used) Bar Lap /Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 868.6 Ibs Wall Weight = 96.7 i less 50 % Passive Force= - 250.0 Ibs Rebar Depth 'd' in = 5.75 less 100% Friction Force= - 1,066.3 Ibs Masonry Data p si - fm Added Force Req'd = 0.0 Ibs OK Fs psi = ....for 1.5:1 Stability = 0.0 Ibs OK Solid Grouting = Footing Design Results Special Inspection = Modular Ratio 'n' Toe eel Short Term Factor = Factored Pressure = 1,654 242 psf Equiv. Solid Thick. = I Mu' : Upward 0 ft-# Masonry Block Type = Medium Weight Mu' : Downward 46 0 ft-# Concrete Data Mu: Design 155 2,085 ft-# fc psi = 3,000.0 Actual 1 -Way Shear = 0.00 38.97 psi Fy psi= 60,000.0 II Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 5 @ 0.00 in Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = # 5 @ 16.00 in Heel: Not req'd, Mu < S ' Fr Key Reinforcing = None Spec'd Key: No key defined 1 1 1 1 1 lute . JODS • Dsgnr. Date: Description : Scope : • I Rev 510303 u:e�535.�e.51.3.�,►1>�. Cantilevered Retaining Wall Design Page 2 I 19e3.00ENERCALC k rnattcldelta lire.ecwCalculations Description Cantilevered Retaining Wall j Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment .. Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 868.6 2.27 1,975.9 Soil Over Hee = 1,833.3 2.83 5,194.4 Toe Active Pressure = Sloped Soil Over Hee = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Ste = 0.00 Load @ Stem Above Soi = Soil Over To = 55.0 0.25 13.8 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 483.3 0.83 402.8 Total = 868.6 O.T.M. = 1,975.9 Earth (a) Stem Transition = Resisting/Overtuming Ratio 3.61 Footing Weigh = 675.0 2.25 1,518.7 Vertical Loads used for Soil Pressure = 3,046.7 Ibs Key Weight = Vert. Component = Vertical component of active pressure NOT used for soil pressure Total = 3,046.7 Ibs R.M. 7,129.7 I ; II 1 1 1 1 1 125.psf + Lt- Pp= 250.# 868.64# 172.98psf 1181.1psf 8 .in Conc w/ #4 @ In o/c • i - I 2 1/4" 5' -0" 5' -0" 5' -0" I. fi x: dirVide 6 sede_95a a3@.1 Solid Grout, 5pc Insp i s • ax" ` I #5 @O.in A @Toe Designer select 1 #5© 1 6.In all horiz. reinf. I --±4 4' -0" a•. © Heel 4' -6 ,� r • (2 # 5 X C .1T, 4 _ 4 w Io" • Q' _5 N z x CoNiT I5 o.c, x , - 2" CLR • Orr►o►J : COOCeF� E o q 1 • . C," MIN I=t�Un.7R710N Da.) �, / t'eeE DR!}IiUiNcr- A') r}TIL .. • I - -2." -- 1 „iv. �r 10, 5 ' 5 x COr�T 1 o . c _ 0 , , r ; , EACH WA y - f -.,/ -- rt— I LiNE __` la g 3 " p R ' � ' �C j? I jE) j u 1 i II ESE , - C I c. = 3,000 ?.5.=. S TEEL ) Fi = (oO K5r ( how. FREE - LP.141 oINCr MM - T►E2It L. PlyCF 3ETWN .ErE EA. no Zonnviet&Jrr1L L3Ce... i RE-7 - WALL lF Pj..00K USEV CQ JQ ETE RE'nquoik.)6- W4LL PROJECT 7-) Tri N(N(,- W ALL :LIENT DEL I ~ ./'4 Faze , _Tioc. CONSULTING ENGINEERS- STRUCTURAL/CIVIL OATE �/ `�1 DESIGN 400 Columbia St. 360 / 693 -1821 s1 L l 100 MT 1 r Suite 240 503 / 289 - 2661 _