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Atkach ............ : ..... ., ........ . d 1:‘ - 1 A ----.. •••• . ,--‘ t.; . .._ Job Acklresst a ,..,.• Sn -N .1 .. •I D a te :. __ Dte:_111-..45, _ _____ _ . . . . 7 - ----- - . c . : . . • N.: . . . . . . . . . . • . . . Sit Pl e , an ----L - . • I . North I. , —i. --.----7----- 9 -10 -1998 2:21PM FROM WDY INC . S03 +7683929 P.2 �1 Z # 4 • ,I i �� I I 8 " Masw / #5 @16.ino/c I Solid Grout N§ .4 1 / 2'-0" • 1 �: It+e 16 U \ (.47 4' -8° 2 3/4 la GRIT 8' -0" 1'- O "Masw / #5 @8.ino/c � :1 " -- 3 j \ I 6' - 0• Solid Grout, S . . LAZ #'.S 1. 01 3'-4' Q _ 5 _ �2 � - rr I 1' � A • 5 j / � l �� 4' -8' 1' -4', �Q PROf 6' -p" e � �� r 12219 4 � , a9 • V � y ' q �- � O 1 F W , (0\-' • JOB P11 G U'T I L: ! t e. L) 1 " • DATE /-101S _ CUENT 4' F c SHEET ri WALKER /DILORETO /YOUNIE; INC. \\7]j CONSULTING STRUCTURAL ENGINEERS SK 6420 SW Macadam Avenue, Suite 360 - Portland, Oregon 97201 (503) 768 -3930 * (503) 768- 39291FA1 OF .9 -10 -1998 2 :22PM FROM VIDY INC. 503 +7683929 P.3 Title : PACIFIC UTILITY lob # : 9K2O2 Dsgttr: wwY Date: SIP 10.19911 Description.... EFP, MASONRY CANTILEVERED RETAINING WALL DESIGN Page i of 2 CEN I:RAI, 1 SOIL DATA _ ! L. Regained Height 6.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above retained soil 2.00 ft Equivalent Fluid Pressure Method j Slope Behind Wall 1.00 ! 1 Active Soil Pressure - Heel Side = 55,0psf Height of Soil over Toe 12.00 in Active Soil Pressure - Toe Side = 55.0 pcf Passive Pressure _ 300.0 pct Soil Density = 120.00 pcf Water table height over heel = 0.011 FFIX)TI v� DATA tdl) t sING DATA Toe Width - 4.6'7 ft . Friction Factor p Footing & Soil 0.400 Heel Width = 1.33 ...neglect ht. fur passive 12.00in Total Footing Width = - - - -- 6.00 Footing Thickness = 14.00 in Lateral Sliding Force I .416141bs less Passive Pressure Force = - 554.2 lbs LKE'Y DATA _ I less Friction Force = - 1,688.8lbs Distance from Toe = 0.00 ft Add Restraint Force Required = 0.0 lbs Width -= 0.00 in Depth = 0.00 in FOOTING I)J SICN RESULTS f'c = 3,000 psi Minimum Footing Rebar Options Pv = 60,000 psi Toe Skit Heel Side.... Minimum A54 % = 0.0018 Rebar Cover e Top = 2.00 in Not req'd Not req'd Rebar Cover a Bottom = 3.00 in Mu < S +' Fr Mu < S * Fr Toe Heel AC1 Factored Soil Pressure = 314 1,762 psf Mu' : From Upward Loads = 0 0 ft -# • Mu' : From Downward Loads = 0 1,080 ft -# Mu: Used For .Desna •= 2,591 1,080 ft-# Actual One -Way Shear 17.2 22.10 psi Key Reinforcement: Not Req'd = Mu<S *Fr Allowable One-Way Shear 93.11 93.11 psi LOF.SIGN SUMMARY - -..__. __..._.. . i Total Bearing Load . = 4,222 lbs Summary of Stem Section Designs.... ...resultant ece. = 8.37 in Top: 8 in Mas, #5016.00 inpEdgc, From 8.0 ft to 3,3 ft Soil Prrxxttre ® Toe -- 213 < = 2,000 p 2nd: 12 in Mas. #5CZ 8.00 in ©Edge, From 3.3 ft to 0.5 ft Soil Pressure p Heel = 1,195 < = 2.000 psf ACI Factored Press @ Toe = 314 psf ACI Factored Press ®Heel = 1,762 psf. . Footing Shear •ZO Toe 17.2 93,1 psi • Footing Shear ® Heel = 22.1 < = 93.1 psi ` PRO[�r_ WALL STABILITY RATIOS �� , 1 N . b Overturning Stability Ratio = 5.14. /� 12219 'P '� Sliding Ratio Ratio 1.58 9 /(, Y , r ,46 6i Retain['n V4.Lh -____ ( 1989- 96I,t'1EECALC 9 - 1 0 - 1998 2:22PM FROM WDY INC_ 503 +7683929 P.4 • Title : PACIFIC UTILITY Job # : 98202 Dsgnr: WWY Date: Ur 10,1998 Description.... EFP. MASONRY . CANTILEVERED RETAINING WALL DESIGN Pose 2 o1 2 SUMMARY OF OVERTURNING & RESISTING FORCES & MOMENTS OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs fl ft-ft lbs ft ft -t1 Heel Active Pressure = 1,545.5 2.50 3,862.0 - Soil Over Heel 237.6 5,84 1,386.4 Sloped Soil Over Heel = 6.5 5.89 38.5 Surcharge Over Heel = : Adjacent Footing Load = . Axial Dead Load on Stem = 0.00 Toe Active Pressure = -129.1 0.72 . -93.2 Soil Over Toe . 560.4 2,34 1.308.5 Surcharge Over Toe = Stem Weight(s) , - . 715.3 5.09 3,637.6 Earth 0 Stein Transitions = 106.7 5.50 587.0 Pouting Weight = 1,050.0 3.00 3,150,0 Key Weight = Vert. Component = 1,545.5 6.00 9,273.0 Added Lateral Load = Load 0 Stem Above Soil = TOTALS = 1,416.4 O.T.M = 3,768 4,222.0 R.M. = 19,381.0 Vertical component of active pressure used for soil pressure Toe Surcharge Used To Resist Overturning Resisting/Overturning Ratio 5,1 Heel Surcharge Used To Resist Overturning I STEM CONS"TRUcTION & DESIGN . Top Stem__ 2nd Stem Stem OK Stem OK Design at this height above ftg 3.33ft 0.50 ft • Wall Material Above ''Hr' Masonry Masonry Thickness • 8.00ia 12.00 in • Rebar Size , N 5 N 5 Rebar Spacing 16.00 in 8.00 in ' Rebar Placed at Edge Edge l)esign Data ._ . _ _ 11-1/P13 + fa /Fa 0.164 0.465 Total Force 0 Section 195.61hs 825.0 lbs Moinent....Actual 173.8 ft -N , 1,524.0 ft-N ' Moment Allowable 1,058.0 ft-N 3,274.4 ft -N Shear Actual . :3.49psi 8.68 psi Shear Allowable 19.36 psi 19.36 psi Bar Embed ABOVE Ht. 30.OQin 12.00 in �" • Bar Embed BELOW Ht. 30.00in 6.W in F ^4 Pr` 1, Wall Weight 78.Opsf 124,0 psf `r u f; Rebar Depth 'd' . 5.25in 9.00 iu _Y. i �2i . n •. ; ' Masonry Data Pm 1,500psi 1,500 psi i , Fs = 24,000psi 2,4,000 psi Ur, :. OH Solid Grouting Yes Yes 'ill .' • SpucixlInspoe . Inspection = No No h- �: 1 �a Modular Ratio 'n' 25.78 25 -78 Short Terrn Factor 1.000 1.000 W. W y0 - Equiv. Solid Thick. 7.60in 11.60 in Concrete Data • V • by RetainPro V4.4d c) 1989 -96 I NI'.RCAI.,C s . . . ,.- 0 . ..:- ' FP-0126CE0 1 .fsl& / --?• ist I I D AP" I U.1 ."75-49a - 1 i HA-4. - ---------4 4 tt.f. C- - CATC : 1) E J. CASE = „-1 k 2 EP:35 k"k .1— • (... • ,•,- Stis - --- - ;.,-.,.-------L.,..2.-,=.:_-:-..,..-:-:.--7;,a-----_.--4-•-..-t_zit-._-,-..-9=---;,------=Aot ..--,3 -6,, ,.-. t-- ... 00 I 0 I i Mop , 2.. ..., / :••.-:::,. . - (1>_,i, ...c: • • . . • . • _...________._....._______. -i4-, <•:•‘ ei.c6. . . . . z.ovsg- , I / .s44 ,•• ' • • OF C'Yv . 4 ,„ • . r . _—,T, I _ / /Skear -- _91-19.1) - . • • / _ _. I 1 5)4 leoTI Klr P..1-1•41.- I a , i ( 1 orFle-e• Rgfria:te L. ! _ ) / r•01 / 0,CI .-- I / ji / / -9 v ■ :.-;..-ii.:f., [4.=,..4. (5) ie-i=■-•1 e,L, AI _v • ti-I' , i 1\\ ,- ,,, 3 1 . — . 0 • , / . . : v d i (s) PAale-it-lel • (C)G•Ir ; TT - --• T e Y : Ccies.--kel e C6.se. •ci : -,--,-- , 5t 3 t 1* 4, _ . 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