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Plans VANCHU YVER TRACT REOPIrel ` �` LOCATED IN THE SOUTHWEST 1/4 OF SECTION 33 r ` TOWNSHIP 1 SOUTH, RANGE 1 WEST FEB 2 4 2011 WILLAMETTE MERIDIAN, CITY OF TIGARD CITY OF :. ,''',D N WASHINGTON COUNTY, OREGON . p!� r1 • ° -' •'_ ' ,,' : ', N. '...:"; W iiir il 4 e_ 3 7 / >r> "r e- 4. ki, N4 '&4 ' '� ' ` v i � Sio,v c %���.�e s PPs� 7 1114 ' ■ 04/j 7 °N - 7yf f f (1/3 e Aix 9 • , „ • '. Go ��� /� M p,Q "- �� ref- l‘ M.d 1 t3b1'Oi't Q _ R fvav noY r � .7 . . CITY OF TIGARD W r 1,'4, Approved � 1.1-- -- t- [ 1.1 ' • • nditionally Approved [ 4V � 0 �''� i . S •tier to: Follow ,�.•,ft„ OFFICE COPY E s` Att h�ed ] . -� Permr. SC'r ;. 11— • *%. ir Address : it Nu e ' ` . ,r. By: .�.�.�. r Date: LT C J 7 , C SR* MAT 7Nt$•SURVEY WAS pRon 59btog. o PREPARED +o HP DRKSA ma f i ME 1 r 1.. !XEROX 0 • i>if0111Y COWS 12.31 -07 � J TRACT 'B' 176 Nm :.� :">x t was 42.44-.0 r 11(1.. o H.. moos 6,%44 • s V t . C T UR•9 ����-� PROF �� � I NE 4, /� # �& ' 6.71 ' Q 9 ∎ N .i VG4Y20.A994 N� � 0Tyy ' VN" I EXPIRES: 06/30/121 Z/Z s /// 1.0' MAX SLOPE ABOVE, MINI RAILING /FENCE, IF NOTE: REQ'D, BY OTHERS SEE S3 FOR 6 ADDITIONAL INFO 1 f ,� ff s? r ' ` LOCK - N , r r .!i ✓�`1f ,' x / » MIN 12 WIDE GRAVEL ,� LOAD �� '� BACKFILL, PER NOTES, BLOCKS SEE S2 X W/ 26" 1 N CF'S 10r • , - v MAX I 6.50' +/- (5.11' MIN) RETAINED SOIL Lri SLOPE .i 5 APPROXIMATE 1 1 -- ,' EXCAVATION LINE :t '! EXIST UNDERGROUND PROVIDE 'w.h Mt -� . 5.5 FT INSIDE DIA MIN 10" PROVIDE 2 DETENTION PIPE EMBED MIN 6" COMPACTED GRAVEL BED 4" PVC PERF DRAIN PIPE SLOPE TO DAYLIGHT 5.2 FT HIGH MODULAR LOCK —N —LOAD C Si WALL WITH MAX 6 TO 1 SLOPE ABOVE 3/8" = 1' -0" X008001 ..o. CA,i H-E,tSON - PROJECT - - HEE- - JOB NUMBER LATE THEIS ENGINEERING, LLC BARROWS ROAD ESTATES RD 06.-008 2/23/11 T Timothy J. Theis, P.E. REPLACEMENT WALL ON BARROWS RD 5.2 FT M AX ORAWN EN CHECKED By 15906 Noble Night TIGARD, OREGON LOCK -N -LOAD Son Antonio TX 78255 TJf TJT Phone: 210) 695 -4448 CLIENT MODULAR SHEET , — -n heir 695 -2179 FOSTER FINCH R WALL S1 E-mail TimThnisOTheWallFnginrer corn v ---k_ Web: www ThoWnIIFnnineer,co,, 7235 SW NEWTON PLACE - •■•■ PORTLAND, OR 97225 008801 1 OF: N. b 1.0' MAX SLOPE ABOVE, / MIN� RAILING /FENCE, IF NOTE: REQ'D, BY OTHERS SEE S3 FOR 6 ADDITIONAL INFO 1I -r''!i. :rim //`/ 's`'��1 `.^,�I::i LOCK —N i���``�'���� MIN 12" WIDE LOAD GRAVEL BACKFILL, • BLOCKS _ PER NOTES, �� Q W/ 26 1 . 7 :' SEE S2 CFS 10 �'1 j •�. /►l l ' [��✓� o ' `RETAINED nn N LOCK —N 1 8 ' 5 (°/31 x Q Ln LOAD am ,--1 SOIL BLOCKS '0 APPROXIMATE ( W/ 45" t Am EXCAVATION LINE ‘ .% a; o CF'S o MAX 6.50' +/— (5.0' MIN) SLOP E ti D --I EXISTING 1� UNDERGROUND /� '` 5.5 FT INSIDE . • DIAMETER ,,.. DETENTION PIPE .• ",.• . a:•7',• ,•.•.a!:.. ..,e•:•..f2..5?ea r1 PROVIDE ` - •-- •----- • .................... _ MIN 10" PROVIDE MIN 6" EMBED COMPACTED GRAVEL BED 4" PVC PERF DRAIN PIPE SLOPE TO DAYLIGHT 9.1 FT HIGH MODULAR LOCK -N -LOAD 0 WALL WITH MAX 6 TO 1 SLOPE ABOVE 3/8" = 1 ' - 0" X008D02 No. o.TC Rves,. , PROJECT - SHETt TITLE J08 NUMBER DATE ' - -- THEIS ENGINEERING, LLC BARROWS ROAD ESTATES PD 06 - 008 2/23rn -- Timothy J. Thais, P.E. REPLACEMENT WALL ON BARROWS RD 9.1 FT MAX DRAWN By CHECXEO BY -- 15906 Noble Night TIGARD, OREGON LOCK -N -LOAD TJT TJ T - - -- Son Antonio, TX 78255 Phone: (210) 695 -444 CUNT MODULAR SH ET w _ Em L 695 -2179 FOSTER FINCH SITE WALL S2 E E - marmTheis TheisOTheWnllFnyna . ccorrl Web: wew.TheWnIIFnpinner rnm 7235 SW NEWTON PLACE -∎ PORTLAND, OR 97225 008802 2 or 3 DESIGN CRITERIA AND LOCK —N —LOAD INSTALLATION NOTES: 1. LOCK —N —LOAD MODULAR BLOCKS ARE TO BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS. WALL IS TO REPLACE EXISTING 5 FT HIGH ULTRABLOCK WALL, RAISING TOP OF WALL BY ABOUT 4 FT. 2. DESIGN IS BASED ON THE FOLLOWING: (PER GEOTECH REPORT BY GEOPACIFIC ENGINEERING, INC., DATED 1/27/06) MAXIMUM SOIL BEARING PRESSURE: 2,000 PSF (INCREASE BY 1.33 FOR SEISMIC DESIGN) ACTIVE EARTH COEFFICIENT, ka (6 TO 1 SLOPE): 0.264 (EFP =33 PCF) (ka= EFP /UNIT WT= 33/125= 0.264) SEISMIC EARTH COEFFICIENT, kae (6 TO 1 SLOPE): 0.320 (EFP =40 PCF) (kae =EFP /UNIT WT= 40/125= 0.320) COEFFICIENT OF FRICTION AT BASE OF WALL: 0.40 UNIT WEIGHT OF ON —SITE MATERIAL: 125 PCF INTERNAL ANGLE OF ON —SITE MATERIAL: 28 DEGREES ROADWAY OR BUILDING FOUNDATION SURCHARGE: 0 PSF (ROADWAY IS ON LOW SIDE OF THE WALL, FOUNDATION IS BELOW 1 TO 1 LINE DRAWN FROM THE BOTTOM BACK OF THE WALL) 3. DESIGN IS BASED ON COULOMB /FHWA METHODOLOGY. 4. INSTALL WALLS W/ 10 TO 1 BATTER (5.7 DEGREES). ALIGN FRONT FACE OF UNIT ABOVE WITH BACK FACE OF UNIT BELOW. 5. PROVIDE MINIMUM 10" EMBEDMENT PER PLANS. 6. MINIMUM FACTOR OF SAFETY: (REDUCED BY 1.33 FOR SEISMIC DESIGN) FACTOR OF SAFETY AGAINST SLIDING: 1.5 FACTOR OF SAFETY AGAINST OVERTURN: 2.0 7. DRAINROCK MATERIAL (MIN 12" BEHIND WALL) SHALL BE CLEAN ANGULAR COMPACTED GRAVEL THAT MEETS THE PROPERTIES OUTLINED UNDER NOTE 2 ABOVE AND SHALL HAVE LESS THAN 5% PASSING THE NUMBER 200 SIEVE. GRAVEL BACKFILL AND LEVELING BED SHALL BE COMPACTED TO 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D -1557. OVER EXCAVATION MAY BE REQUIRED TO OBTAIN PROPER BEARING CAPACITY, VERIFY CONDITIONS WITH GEOTECH OF RECORD. PLANTING SOIL MAY BE USED FOR THE TOP 12" OF THE BACKFILL AREA. 8. CONTRACTOR SHALL CAREFULLY EXCAVATE NEAR THE EXISTING UNDERGROUND DETENTION PIPE. PARTIAL WALL EXCAVATION AND INSTALLATION MAY BE REQUIRED TO PROVIDE PROPER SUPPORT OF THE DETENTION PIPE. 9. SEE OTHER PLANS FOR PLAN VIEW OF WALL, RAILING REQUIREMENTS AND DETAILS AND ALL OTHER CIVIL INFORMATION. ra. DATE REVS PROJECT SHEET TITLE JOB NUMBER DATE -- -- THEIS ENGINEERING. LLC BARROWS ROAD ESTATES PD o6-0a8 2/23rn Timothy J Theis, P.E. REPLACEMENT WALL ON BARROWS RD DESIGN DRAWN By CHECKED BY 15906 Nobltonioe Ni TX ght 78255 TIGARD. OREGON CRITERIA TJr T.rr --- - - - - -, San An, ---- _ —_, -- —_ Phone: (210) 695 -4 'CLIENT AND SHEET 210 895 -2 FOSTER FINCH NOTES S- { E-mail: -mil: TirnfinisOfieWUIlFnyneer corn FOSTER Web: rew TheWalIFr,gmeer.com 7235 SW NEWTON PLACE �► PORTLAND. OR 97225 006S03 3 OF 3 THEIS ENGINEERING, LLC . 2y 0 tr " PROJECT: Barrows Road Estates PD, Site Retaining Wall, Tigard, OR PROJECT NO: 06 -008 SUBJECT: 9 ft Lock -N -Load Wall - Design Criteria DATE: 2/23/11 SHEET: I of a I. PURPOSE OF CALCULATIONS: To provide structural design for a 9 ft Lock -N -Load block modular retaining wall to replace existing 5 ft Ultrablock wall between Barrows road and underground detention pipe. II. ASSUMPTIONS: 1. Design is based on Coulomb & FHWA Methodology. 2. Lock -N -Load blocks were used for all of the wall. 3. Install wall w/ 10 to 1 batter (5.7 degrees). 4. Contractor to carefully excavate near the existing underground detention pipe. 5. Lock -N -Load blocks are to be installed per manufacturer's instructions. 6. Railing or fence at top of wall, if required, by others (locate a min of 12" behind wall). 7. Maximum total wall height, including embedment, does not exceed 9.1 feet. 8. These calculations do not include Slope Stability Analysis. A geotech should perform this analysis, if required, due to their familiarity with the on -site soils and conditions. III. DESIGN CRITERIA: 1. Allowable Soil Properties Based on the Following: (per geotechnical report by GeoPacific Engineering, Inc., dated 1/27/06) Allowable Soil Bearing Pressure: 2,000 psf (increase by 1.33 for seismic design) Active Earth Coefficient, ka (max 6 to 1 slope): 0.264 (EFP =33 pcf) (ka =EFP /Unit Wt= 33/125= 0.264) Seismic Earth Coefficient, kae (max 6 to 1 slope): 0.320 (EFP =40 pcf) (kae = EFP /Unit Wt= 40/125= 0.320) Unit Weight of On -Site Soils, y: 125 pcf Internal Angle of Friction for On -Site Soils, (I): 28 degrees Coefficient of Friction at Base of Wall: 0.40 Roadway or Building Foundation Surcharge: 0 psf (roadway is on low side of the wall, foundation is below 1 to 1 line drawn from the bottom back of the wall) 2. Factor of Safety: (reduced by 1.33 for seismic loading) Factor of Safety against (min): 1.5 Factor of Safety against Overturn (min): 2.0 IV. CALCULATIONS: (see following pages) , gU C T UR c PROres V S �G I NEB' 16,716 ' '4/ `/I •E N i, 20 � 2/z 3/0 EXPIRES: 06/30/121 15906 Noble Night, San Antonio, TX 78255 Phone: 210.695.4448 Fax: 210.695.2179 E -mail: TimTheis @TheWallEngineer.com Web: www.TheWallEngineer.com TREIS ENGINEERING, LLC ° � Wall 9 2. Ow, �~ '' _ T ....,___ ,. PROJECT: Barrows Road Estates PD, Site Retaining Wall, Tigard, OR PROJECT NO: 06 -008 °` SUBJECT: Diagram & Equations used to Determine ka DATE: 2/23/11 SHEET: -' of 9 DIAGRAM # EQUAT Io&S vSED To DETERMINE KA: (PER FHw4 • NNI-oo -o+3) e ,� , ,i • .. i . . • , yI gib' . IL . . H . . Q + k y' H • 8 . . y , H z _ grii ' 'a P - 2 k 3 _ = 8 + 90 -8 + g.t• N 5 +90— (90 +146 +w = S sin a (8 +0 k i s sin s e sin (8 1+1/ sin (V+ 8) sin OP sin (8 - 8) sin (8 +0) Y' - EFFECTIVE UNIT WEIGHT 4 0' - EFFECTIVE ANGLE OF INTERNAL FRICTION 8 - ANGLE OF WALL FRICTION . 23 0 (RLSo EauAL To REQ'D INI•16.1-g To TRANSS.AT'e AU. ANGLES ARE POSITIVE ( +) AS SHOWN FoRcES PEAPEoptcvnd4R 8 = 90 + w TO FRoWr FACE of wAc L) Figure 22. Computational procedures for active earth pressures (Coulomb analysis). -88- 15906 Noble Night, San Antonio, TX 78255 Phone: 210.695.4448 Fax: 210.695.2179 E- mail: TimTheis0TheWallEngineer.com Web: www.TheWallEngineer.com • THEIS ENGINEERING, LLC " wag avt, a " PROJECT: Barrows Road Estates PD, Site Retaining Wall, Tigard, OR 06 -008 PROJECT NO: SUBJECT: Diagram & Equations used to Determine kae DATE: 2/23/11 SHEET: 3 of 8 DIA6QAM A EQVATtoNs (SAD To bEIrEEMINE x4e(5E ism �Gj: (PER FHWA NHI- oo - 04t) a — — - - - -- h -H � RETAINED F ILL L i •If K 'e NOTE ; b IS REB'b ANO-LE Tp RE ',FORC SOIL MASS 0111" T'R ANS/.ATE FOQGES PECIEI"cv/Ak r Y r K r T O FRaNT FgGE OF WALL. ' h F 64.1 = WALL NITER) h/3 0 _ U ._t_ cos 4- 90 +0) KAE 12 cos i cos 0) cos (1 + f 90 -0 -) I1 + sin (cp I) sin (cp - -!) (37a) ) where: I = the backfill slope angle = 13 (See Figures 24 and 25) = arc tan (K /1 - K, ) cp = the soil angle of friction 0 = the slope angle of the face (See Figure 22) Figure 24. External analysis: earth pressure /eccentricity: sloping backtill case. -90- 15906 Noble Night, San Antonio, TX 78255 Phone: 210.695.4448 Fax: 210.695.2179 E- mail: TimTheis ©TheWallEngineer.com Web: www.TheWallEngineer.com TNEIS ENGINEERING, LLC Ivan PROJECT: Barrows Road Estates PD, Site Retaining Wall, Tigard, OR PROJECT NO: 06 -008 SUBJECT: 5.2 ft Lock -N -Load Wall with Max 6 to 1 Slope DATE: 2/23/11 SHEET: 4 of 9 Properties of wall: 1st Transition: Stability of Wall: Batter = 10 to 1 batter of wall with respect to vertical 0) = 5.7 degrees batter of wall with respect to vertical (must be less than S) = 9.5 degrees backfill slope angle, from horizontal S = 18.7 degrees [Eq. 3 -17] = 20/3 of soil friction angle (angle to get perpendicular to face) y = 125 pcf unit weight of retained soil (per geotech) = 28 degrees Internal peak friction angle of retained soil (per geotech) = 0.4 coefficient of friction at base of wall (per geotech) Ohse = 22 degrees base friction angle (tan 4) = µ) Soil Bearing = 2,000 psf allowable soil bearing pressure (per geotech) k = 0.264 k = sin2(90 +w +(b) (sin +w)) *sin(90 +w -S) *[1 +[ {sin(4)+S)* sin( 0-[ 3 )} / {sin(90 +w- 8) *sin(90 +w +[3)}] /2]2 Dimensional Properties: Hw to this level = 5.20 feet height of wall face Lipase = 2.42 feet length of base H to this level = 5.41 feet vertically projected wall height, H = (H cos CO) + L ase sin w W = 1737 lbs total weight of wall and soil above X = 1.21 feet horz. distance to centroid of resistance Y, = 2.60 feet vertical distance to centroid of resistance Y = 1.80 feet (vertical distance to driving force) Y, = H / 3 X, = 2.11 feet (horz. distance to driving force) X = [L be£e sin (90-w) - H/3 tan (w)] cos S Surcharge: go+ = 0 psf vehicle live load surcharge due to roadway above P = 0 lbs (force due to surcharge) P = qd. * k * H Additional Horizontal Force on Wall: Padd = 0 lbs additional horizontal force on wall hadd = 0 feet height from bottom of this portion of wall to the additonal force Active Pressure: Ptaal = 483 lbs Ptotal = 0.5 *7* k * H 2+ P + Pam Fwatt = 155 lbs F wau = Ptotal sins N= 1883 lbs N= Wcosw +F„ Sliding: Fresisting = 926 lbs Fresistinq = W sines + N tan4base Fdriving = 458 lbs Fd,i i n g = Ptotat COSS FS = 2.02 FS > 1.5, OK FSspoing = Fresisbng / Paving Overturning: Mresisting = 2864 ft-lb M fess ng = X W cosw + Y W sines + X P tote i sins M = 826 ft-lb Mapwied =[Yp (Ptotal - Ps - Paw) + H/2 * P + hadd * P FSovertuming = 3.47 FS > 2.0, OK FSovertuming = Mresising / Mappred Soil Bearing: e = 0.13 feet e = [Mooed - Mresisting) / N] + Lbase/ N / L baSe = 551 psf per lineal foot of wall Qmax = 673 Q <2000 , OK Qmax = (N / L ) * (1 + 6e /L) Qmin = 429 Q >0, OK Q rrtir , = (N / L " (1 - 6e /L) 15906 Noble Night, San Antonio, TX 78255 Phone: 210.695.4448 Fax: 210.695.2179 E -mail: TimTheis ©TheWallEngineer.com Web: www.TheWallEngineer.com THEIS ENCINEERINC, LLC "'et Dom, ?a o S eri. Barrows Road Estates PD, Site Retaining Wall, Tigard, OR 06 -008 PROJECT: PROJECT NO: SUBJECT: 9 . 1 ft Lock -N -Load Wall with Max 6 to 1 Slope DATE: 2/23 SHEET: S of B Properties of wall: 2nd Transition: Stability of Wall: Batter = 10 to 1 batter of wall with respect to vertical w = 5.7 degrees batter of wall with respect to vertical (must be less than 6) = 9.5 degrees backfill slope angle, from horizontal 6 = 18.7 degrees [Eq. 3 -17] = 20/3 of soil friction angle (angle to get perpendicular to face) y = 125 pcf unit weight of retained soil (per geotech) 4)— 28 degrees Internal peak friction angle of retained soil (per geotech) = 0.4 coefficient of friction at base of wall (per geotech) Chris = 22 degrees base friction angle (tan m = µ) Soil Bearing = 2,000 psf allowable soil bearing pressure (per geotech) k = 0.264 k = sin2(90 +w +b) (sin +w))'sin(90 +w -6)'[1 +[ {sin(4) +6)• sin( 4)- 0)}/(sin(90 +w- 6)`sin(90 +w +[3) }]n Dimensional Properties: HW to this level = 9.10 feet height of wall face Lease = 4.25 feet length of base H to this level = 9.48 feet vertically projected wall height, H = (H cos (0) + Ltase sin w W = 5255 lbs total weight of wall and soil above X = 2.10 feet horz. distance to centroid of resistance Y = 4.53 feet vertical distance to centroid of resistance Y = 3.16 feet (vertical distance to driving force) Y = H / 3 X, = 3.71 feet (horz. distance to driving force) X = [Lhasa sin (90-0)) - H/3 tan (w)] cos 6 Surcharge: 4d* = 0 psf vehicle live load surcharge due to roadway above P = 0 lbs (force due to surcharge) P = qd * k * H Additional Horizontal Force on Wall: Pads = 0 lbs additional horizontal force on wall h = 0 feet height from bottom of this portion of wall to the additonal force Active Pressure: Ptotat = 1480 lbs Ptotat = 0.5 * y * ka * H 2 + P + P F, = 474 lbs Fvras = Ptaai sin6 N = 5703 lbs N = W Cosw + F Naw Sliding: F resiong = 2804 lbs F resisenq = W sinw + N tane F drtving = 1403 lbs Fd = Ptotat cOS6 FS = 2.00 FS > 1.5, OK FS i;ng = PreS1stin / Fdrtving Overturning: Mresisttng = 15130 ft -lb M,asist,.c = X W cos0) + Y W sines + X Ptotat sin6 Mappuad = 4431 ft -lb M =[Y (Ptotaf - P P + H/2 * P + h P FSoverturntng = 3.41 FS > 2.0, OK FS averta , ntng = Mreststtng / Mapptted Soil Bearing: e = 0.25 feet e = [(M appt , ad - M stt / NJ + L N / Lhasa = 1086 psf per lineal foot of wall Qmax = 1395 Q <2000 , OK Qmax = (N / Lease) • (1 + 6e /L) Qmm = 777 Q >0, OK Qmm = (N / Lhasa) • (1 - 6e /L) 15906 Noble Night, San Antonio, TX 78255 Phone: 210.695.4448 Fax: 210.695.2179 E- mail: TimTheis@@TheWallEngineer.com Web: www.TheWallEngineer.com TIEIS ENGINEERING, LLC waie at " PROJECT: Barrows Road Estates PD, Site Retaining Wall, Tigard, OR PROJECT NO: 06 -008 SUBJECT: 5.2 ft Lock -N -Load Wall with 6:1 Slope & Seismic DATE 2/23/11 SHEET: 6 of 8 Properties of wall: 1st Transition: Stability of Wall (seismic): Batter = 10 to 1 batter of wall with respect to vertical co = 5.7 degrees batter of wall with respect to vertical (must be less than e)) p= 9.5 degrees backfill slope angle, from horizontal 6 = 15.2 degrees 6 = li + co (angle to get perpendicular to face) y = 125 pcf unit weight of retained soil (per geotech) = 28 degrees Internal peak friction angle of retained soil (per geotech) = 0.40 coefficient of friction at base of wall (per geotech) = 22 degrees base friction angle (tan 1= µ) A = 0.3 seismic acceleration coefficient k„ = A , = 0.195 A (1.45 -A) ' A, use 50% of A due to flexibility of wall 5 = 11.0 degrees = tan -1[k,, / (1 -k„)], kv = 0 Soil Bearing = 2,660 psf allowable soil bearing pressure (per geotech), increased for seismic cos +w) kae = 0.320 kae = cos(D( cos (- (u)'cos(11-w+ *[1 +[ (sin4 +R)' sin( m- S- 8)) / {cos(p- (6+Vcos(R+0))]' Dimensional Pro. =rties: H to this level = 5.20 feet height of wall face Lbase = 2.42 feet length of base H to mss levet = 5.67 feet H = H, + [(tan [i ' 0.5H / (1 - 0.5tan8)] W = 1737 lbs total weight of wall and soil above X = 1.21 feet horz. distance to centroid of resistance Y = 2.60 feet vertical distance to centroid of resistance Y = 1.89 feet (vertical distance to driving force) Y = H / 3 Xp = 2.14 feet (horz. distance to driving force) X = [Luse sin (90-o) - H/3 tan (o )] cos 6 Active Pressure: P totai = 644 lbs P tota , =0.5 *y *k *H = 169 lbs F, = Pt sins N = 1898 lbs N = W cosco + F,,,, Slidinu: F fB$13fif1g = 932 lbs F re$1 t = W sine) + N tanp F = 622 lbs Fdnvmo = P, cos/ FS = 1.50 FS >1.12, OK FS = F f8SiS1 , r , g / F (Reduced by 1/3 for seismic) Overtumina: M fesi , t , r , g = 2899 ft -lb M feStSt , r , a = X W cos e) + Y, W sine) + X, P, sine) Mapp ed = 1176 ft -lb Maooued= [Yo (Pima' ))cos y FS ov , r ,,, rn;ng = 2.47 FS >1.5, OK FSovertum,r,q = / M (Reduced by 1/3 for seismic) Soil Bearina: e = 0.30 feet e = [(Mapo, - M fBS1st , r , g ) / N] + L N / L„ = 555 psf per lineal foot of wall Q. = 848 Q <2660, OK Q. = (N / Lone) ' ( + 6e /L) Qrrun = 263 Q >0, OK Q = (N / L„ 8Se * (1 - 6e /L) 15906 Noble Night, San Antonio, TX 78255 Phone: 210.695.4448 Fax: 210.695.2179 E- mail: TimTheis ©TheWallEngineer.com Web: www.TheWallEngineer.com TNEIS ENGINEERING, LLC Watt y tt " PROJECT: Barrows Road Estates PD, Site Retaining Wall, Tigard, OR PROJECT NO: 06 -008 SUBJECT: 9 . 1 ft Lock -N -Load Wall with 6:1 Slope & Seismic DATE: 2/23/11 SHEET: 7 of g Properties of wall: 2nd Transition: Stability of Wall (seismic): Batter = 10 to 1 batter of wall with respect to vertical w = 5.7 degrees batter of wall with respect to vertical (must be less than 6) = 9.5 degrees backfill slope angle, from horizontal 6 = 15.2 degrees 6 =13 + co (angle to get perpendicular to face) y = 125 pcf unit weight of retained soil (per geotech) 4.= 28 degrees Internal peak friction angle of retained soil (per geotech) 4 = 0.40 coefficient of friction at base of wall (per geotech) Obase = 22 degrees base friction angle (tan 4 =1.1) A = 0.3 seismic acceleration coefficient = A = 0.195 A (1.45 -A) * A, use 50% of A due to flexibility of wall = 11.0 degrees 5 = tan -1[k,, / (1 -k,)], kv = 0 Soil Bearing = 2,660 psf allowable soil bearing pressure (per geotech), increased for seismic k = 0.320 k = cos2(0 -,+o) cos(5)(cos co)•cos(l3- w +)•[1 +[ {sin(0 +P)• sin (0-,-R)}/ {cos(p)•cos(p+w))] Dimensional Pro•erties: Hw to this level = 9.10 feet height of wall face L baSe = 4.25 feet length of base H to thus revel = 9.93 feet H = H„ + [(tan 0* 0.5H) / (1 - 0.5tanf3)] W = 5255 lbs total weight of wall and soil above X� = 2.10 feet horz. distance to centroid of resistance Y = 4.53 feet vertical distance to centroid of resistance Y = 3.31 feet (vertical distance to driving force) Y = H / 3 X, = 3.76 feet (horz. distance to driving force) X = [fie sin (90-w) - H/3 tan (co)] cos 6 Active Pressure: Ptotal = 1972 lbs P,, = 0.5 * y * k8e * H 2 F = 518 lbs F = P, sine) N = 5747 lbs N = W cosw + F Sliding: Freston, = 2822 lbs F = W sinw + N tan4bese = 1903 lbs F dr; „ np = Ptota, cosh FS = 1.48 FS >1.12, OK FS = F ras;stn g / F „ (Reduced by 1/3 for seismic) Overturning: Mres,sun = 15320 ft -lb M resietmo = X W cos + Y W sine) + X P tota , sin6 Mapoi;ed = 6301 ft-lb Maodred =[Yo (Ptaal )]cosy FSovertummg = 2.43 FS >1.5, OK FSovertuming = M rss;sung / M a ,; a d (Reduced by 1/3 for seismic) Soil Bearing: e = 0.56 feet e = [(M - M, ng ) / N] + Lbase/2 N / L = 1095 psf per lineal foot of wall Q max = 1790 Q <2660, OK Q, , = (N / L b8S8 ) * (1 + 6e /L) Qmm = 400 Q >0, OK Qmm = (N / Lasse) * ( - 6e /L) 15906 Noble Night, San Antonio, TX 78255 Phone: 210.695.4448 Fax: 210.695.2179 E- mail: TimTheisCaTheWallEngineer.com Web: www.TheWallEngineer.com THEIS ENGINEERING, LLC "K w ?y o tr PROJECT: Barrows Road Estates PD, Site Retaining Wall, Tigard, OR PROJECT NO: 06 -008 ti • SUBJECT: 5.2 ft & 9.11 ft Lock -N -Load Wall Properties DATE: 2 SHEET: g of 8 1st Transition: Centroid of Wall: I H, = 5.20 feet I Width of Block = 2.42 feet x y Area Unit Wt Block / Fill (ft) (ft) (ft ^2) (pcf) A * Wt x *(A *Wt) y *(A *Wt) Block Level 1 1.21 2.60 12.57 138 1737 2099 4517 W Totals = 1737 2099 4517 Xc Yc Centroid = 1.21 2.60 2nd Transition: Centroid of Wall: ( H2 = 3.90 feet I Width of Block = 4.25 feet x y Area Block Number (ft) (ft) (ftA2) (pcf) A * Wt x *(A *Wt) y *(A *Wt) Block Level 1 1.21 6.50 12.57 138 1737 2099 11292 Soil Level 1 3.33 6.58 9.81 125 1227 4089 8068 Block Level 2 2.13 1.95 16.58 138 2291 4869 4468 W Totals = 5255 11058 23828 Xc Yc Centroid = 2.10 4.53 15906 Noble Night, San Antonio, TX 78255 Phone: 210.695.4448 Fax: 210.695.2179 E- mail: TimTheis(aTheWallEngineer.com Web: www.TheWallEnclineer.com "'Syy'YYY1... : • j.. !! ." - 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