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NOTE:
SEE S2 FOR
ADDITIONAL INFO / RAILING,
CORNERSTONE
2 "' IF REQ'D, BY OTHERS
100 BLOCKS 1 MIN II
x ■ \, ; I
J 4
1 1 7
12 r REINFORCED BACKFILL
x ° CORNERSTONE I ■ I '? c;1 AND DRAINROCK (MIN
M 200 BLOCKS 111 6" WIDE) PER NOTES,
SEE S2 FOR INFO
° o GRADE IP
i 1 APPROX 'e' ■I;•,. RETAINED
-\
LEVEL SOIL
lid ■I[ :
!;l_tt;�l ig APPROXIMATE
PROVIDE •., - - �•'�•t••�'•'�r
MIN 6" EMBED EXCAVATION
LINE
MIN 4" COMPACTED 3" OR 4" PERF
LEVELING PAD DRAIN PIPE
(DRAIN TO DAYLIGHT)
5' -0w CORNERSTONE 200 AND 100
0 WALL WITH-LEVEL SLOPE ABOVE
3/8., 1 P/0(110 ' \ GOgweieSto,j " M4..v «rgcT44 $ 055D01
AeS T4l147,7we j1n>l/'kert0 4 5 oN_ S i Tc
NO. DATE PROJECT SHEET TITLE JOB NUMBER DATE
ALLEY REBDENCE SITE WALLS 95 -055 8/27/05
THEIS ENGINEERING, LLG 13788 8W WALNUT LANE 5 FT HIGH DRAWN BY CHECKED BY
T ' "°t'") t yr a ,, PF. PORTLAND, OREGON CORNER —
BOO TJT TJT
Hest L"^ Q1 B CLIENT STONE s H E
PhP41. WOO) 630 -4140 /�
FOo 509) 000-1140 ��1A AND BARRY( AI 1 FY WALL Si
E-mail. tWthoBled•cancoetnet 13788 SW WALNUT LANE
PORTLAND, OR 97223 055601 1 OF 2
4
DESIGN CRITERIA AND CORNERSTONE INSTALLATION NOTES:
1. CORNERSTONE 200 AND 100 BLOCKS ARE TO BE INSTALLED PER
MANUFACTURER'S INSTRUCTIONS.
2. DESIGN IS BASED ON THE FOLLOWING ASSUMPTIONS:
ALLOWABLE SOIL BEARING PRESSURE: 1 ,500 PSF
EQUIVALENT FLUID PRESSURE, EFP (LEVEL SLOPE): 35 PCF
(USE ACTIVE EARTH COEFFICIENT, ka = EFP / UNIT WT) 0.280
ka = 0.280 = 35 PCF / 125 PCF:
BASE COEFFICIENT OF FRICTION: 0.4
UNIT WEIGHT OF COMPACTED FILL: 125 PCF
INTERNAL ANGLE OF FRICTION FOR COMPACTED FILL: 30 DEGREES
3. DESIGN IS BASED ON COULOMB EARTH PRESSURE THEORY.
4. WALLS TO BE INSTALLED WITH A 12 TO 1 BATTER BY NATURE OF BLOCKS.
5. PROVIDE MINIMUM 6" EMBED, ASSUMING NEAR LEVEL SLOPE AT BASE OF WALL.
6. MINIMUM FACTOR OF SAFETY:
FACTOR OF SAFETY AGAINST SLIDING: 1.5
FACTOR OF SAFETY AGAINST OVERTURN: 2.0
7. BACKFILL MATERIAL (BEHIND DRAINROCK) MAY CONSIST OF ON —SITE MATERIAL,
PROVIDED IT CAN BE COMPACTED FIRM AND IS FREE OF ORGANICS.
8. DRAINROCK DIRECTLY BEHIND THE WALL (MIN 6" WIDE BEHIND 200 BLOCKS
AND 12" WIDE BEHIND 100 BLOCKS) SHALL BE WELL GRADED ANGULAR
GRAVEL WITH LESS THAN 5% PASSING THE NUMBER 200 SIEVE.
9. AS WALL DECREASES IN HEIGHT, REMOVE BLOCKS FROM THE BOTTOM UP
(I.E. FOR 4' -4" HIGH WALL, USE TOP 6 ROWS AND CAP OF DETAIL).
10. SEE OTHER DRAWINGS FOR LOCATION OF WALLS ON SITE.
110. DATE DEVON DRAMIZ= PROJECT SHEET TrTLE JOB NUMBER DATE
ALLEY RES ENCE SITE WALLS 05-055 6/27/05
THEIS &I
ENNEERIN6, LLC. 1 MJ
9788 SW WALT LADE DE DRAWN BY CHECKED BY
T TN70ty a Thais, PE. PORTLADD, ORON _ CRITERIA TJr T,lr
i� e. ee t v.Ne
R. LrnLYsc�or� 97068 CLIENT AND e'EE T
s'�orr (S 636-9190
R� 636 -1140 DUBTNA AND BARRY ALLEY NOTES
E �1 tw trbwccmcmt,rt OM 8W WAI.Mlr LADE
PORTLAND, OR 97223 035802 2 OF: 2
•
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TNEIS ENGINEERING, LLC "Structural Engineering You Can Understand"
Site Retaining Walls, 13788 SW Walnut Lane, Tigard, OR 05 -055
PROJECT: PROJECT N0:
SUBJECT: CornerStone Site Walls — Design Criteria DATE: 5/27/05 SHEET: f of 4-
I. PURPOSE OF CALCULATIONS:
To provide structural design for a 'ComerStone' 200 with 100 block for upper
portion of gravity site retaining wall.
II. ASSUMPTIONS:
1. Design is based on Coulomb Earth Pressure Theory.
2. Slope at top of ComerStone wall is approximately level.
3. Minimum of 6" embedment, assuming near level slope below the wall.
4. Wall to be installed with a 12 to 1 batter by nature of the block interlock.
5. Site conditions indicate maximum height of 5' -0 ", including embedment.
6. CornerStone blocks are to be installed as shown per manufacturer's instructions.
7. Provide minimum of 4" compacted gravel bed below wall. Over excavate as
required, to provide sound soil bearing capacity.
8. Fence or railing, if required, above wall, by others.
III. DESIGN CRITERIA:
1. Allowable Soil Properties are Based on the Following Assumptions:
Allowable Soil Bearing Pressure: 1,500 psf
Equivalent Fluid Pressure, EFP (level slope above): 35 pcf
(Use Active Earth Coefficient, ka = EFP / Unit Wt)
k = 0.280 = 35 pcf / 125 pcf:
Base Coefficient of Friction, µ: 0.4
Unit Weight of Compacted Fill, y: 125 pcf
Internal Angle of Friction for Compacted Fill, 4): 30 degrees
2. Factor of Safety:
Factor of Safety against Sliding (min): 1.5
Factor of Safety against Overturn (min): 2.0
IV. CALCULATIONS:
(see following pages)
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1500 Sunset Drive West Linn, OR 97068 Phone: (503) 638 -4140 E - mail: timtheis @comeastnet 1-ax: (502) 628 -1140
} TNE(S ENGINEERING, LLC "Structural E hgi nearing You Cah tlhde►sra
PROJECT: Site Retaining Walls, 13788 SW Walnut Lane, Tigard OR PROJECT No: 05 -055
SUBJECT: ComerStone Site Walls — 1 Transition Calc DM[: 5/27/05 SU T: Z of 4
Properties of wail: 1st Transition: Stability of Wall:
Batter = 12 to 1 batter of wall with respect to .I cal
= 4.8 degrees batter of wall with respect to vertical (must be less than n)
= 5.7 degrees backfill slope angle, from horizontal
g = 85 3 degrees back of wall angle, each level, u = 90 + o, - tan -t [(L base bot - Lbase top) / Hw]
6 = 20.0 degrees [Eq. 3 -17] = 24)/3 of soil friction angle
6' = 29.5 degrees angle from acting force to wall base, n = 6 + 90 - o + t ,,
y = 125 pcf unit weight of retained soil (assumed)
= 30 degrees Internal peak friction angle of retained soil (assumed)
= 0.4 coefficient of friction at base of wall (assumed)
.base = 22 degrees base friction angle (tan ( = it)
Soil Bearing = 1,500 psf allowable soil bearing pressure (assumed)
k = 0.280 k = SIn2(0+0)
(sin * [1 +[ {sin(4)+i,) *sin(4) -[i)} 1 {sin(0- 6) *sin(6 +13)}]' /2
Dimensional Properties:
Hw to this level = feet (height of wall face
Lbase = 1 uu feet length of base
H to this level = 3.07 feet vertically projected wall height, H = (H cos CO) + L base sin m
W = 415 lbs total weight of wall and soil above
Xc = 0.50 feet horz. distance to centroid of resistance
Yp = 1.50 feet vertical distance to centroid of resistance
Y = 1.02 feet (vertical distance to driving force) Y = H / 3
Xp = 0.79 feet (horz. distance to driving force) X = [ Lbase sin (90-0) - H/3 tan (90 -0)] cos n'
Surcharge:
qd.t = 0 psf total surcharge pressure (dead + live)
P = 0 lbs (force due to surcharge) P = q * k * H
Additional Horizontal Force on Wall:
Padd = lbs additional horizontal force on wall
hadd = feet height from bottom of this portion of wall to the additonal force
Active Pressure:
Ptotal = 165 lbs Ptotal = 0.5* 7 • k * H 2 + Ps + Padd
Fwall = 81 lbs F,,, = Pt sin6'
N = 495 lbs N = W cosy +
Sliding:
Fresisting = 232 lbs Fres,sbng = W sinm + N tan) base
Fdriving = 144 lbs Fdnvmg = Ptotal COS?
FSslidin = 1 61 FS > 1.5, OK FSslid,no = Fresisting / Fdrivmg
Overturning:
Mresisting = 323 ft-lb Mresisting = X W cosm + Y W sine + X p Ptota sink'
Mapplied = 147 ft-lb Mapphed = [Yo (Ptotal - Ps - Padd) + H/2 * P + hadd Padd]cosn'
FSoverturnin = 2 19 FS > 2.0, OK FSovertumin = Mres,sting / Mappl,ed
Soil Bearing:
e = 0 10 feet e = [(Mappt,ed - Mresisting) / N] + Lbase/
N / Lbase = 495 psf per lineal foot of wall
Q max = 777 Q <1500 , OK Qmax = (N / Lease) • (1 + 6e /L)
Qmin = 212 Q >0, OK Qmin = (N / Lbase)
ba e ) * (1 - 6e /L)
1.500 Sunset Drive West Linn, OR 9706' Phone: (503) 638 -4140 E -mail: timtheis @comcast.net Fax: (502) 628 -1140
TWOS ENGINEERING, LLe "St,uetural EngineeHngYou Can Understand"
Site Retaining Walls, 13788 SW Walnut Lane, Tigard, OR 05-055
PROJECT: PROJECT IJO:
SUBJECT: ComerStone Site Walls — 2 Transition Calc DATE 5/27/05 SHEET: 3 of A
Properties of wall: 2nd Transition: Stability of Wall:
Batter = 12 to 1 batter of wall with respect to vertical
= 4.8 degrees batter of wall with respect to vertical (must be less than zi)
= 5.7 degrees backfill slope angle, from horizontal
0 = 85 3 degrees back of wall angle, each level, u = 90 + ro - tan Loot - Lbase top ) / Hw]
8 = 20.0 degrees [Eq. 3 -17] = 24>/3 of soil friction angle
8' = 29 5 degrees angle from acting force to wall base, n' = r, + 90 - o +0)
y = 125 pcf unit weight of retained soil (assumed)
+= 30 degrees Internal peak friction angle of retained soil (assumed)
= 0.4 coefficient of friction at base of wall (assumed)
¢ fie = 22 degrees base friction angle (tan 4 = µ)
Soil Bearing = 1,500 psf allowable soil bearing pressure (assumed)
sin +4))
_
k = 0.280 ka (sin ~sin(0 -8) • [1 +[ {sin(¢ +6)•sin(4> -It)} / {sin(0- (3)•sin(e +8)}]
Dimensional Properties
Hw eo this two = 5 00 feet height of wall face
L = 1 83 feet length of base
H tDtnisteYai = 5 13 feet vertically projected wall height, H = (H cos ro) + Lasse sin m
W = 1078 lbs total weight of wall and soil above
xc = 0.81 feet horz. distance to centroid of resistance
Y, = 2.25 feet vertical distance to centroid of resistance
Y = 1.71 feet (vertical distance to driving force) Y, = H / 3
Xv = 1.47 feet (horz. distance to driving force) X = [ Lbsse sin (90 -00 - H/3 tan (90 -4t)] cos e'
Surcharge:,
q += 0 psf total surcharge pressure (dead + live)
P = 0 lbs (force due to surcharge) P = q 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:
P thsal = 461 lbs Ptota! = 0 . 5 *7* ka * H 2+ P + Padd
Fwas = 227 lbs F = Ptota, sineV
N = 1301 lbs N = W cosm + F,,,,
Sliding:
F wasting = 685 lbs Fres■st,nq = W sin t + N tan(l)
Fdrtrieg = 402 lbs Fdrmnq = PtotaI COSn'
FSsistimi = 1.70 FS > 1.5, OK FSsud,nq = Fres,st,nq / Fdr,vmq
Overturning:
Mresisting = 1528 ft-lb M resistmq = X W cos + Y, W sift!) + Xp P sine'
M apo11ed = 688 ft-lb M apptied = [ Y p (Ptotal • Ps • Padd) + H/2 ' P + hadd * Padd]COS S'
FSovertuming = 2.22 FS > 2.0, OK FSoverturnmq = M resisting / M apphed
Soil Bearing:
e = 0.12 feet e = [(Mappi,ed • M resisting ) / N] + Lbase
N / Lb = 710 psf per lineal foot of wall
Qmex = 990 Q <1500 , OK Q max = (N / Lbase)' ( + 6e /L)
Qatin = 430 Q >0, OK Qmin = (N I Lase) * (1 - 6e /L)
1.500 Sunset Drive West Linn, OR 97068 Phone: (503) 6384140 E -mail: ffmtheis @comeast net Fax: (503) 638 -1140
THEIS ENGINEERING, LLC "Structural Engineering You Can Understand"
T ___,..___.
Site Retaining Walls, 13788 SW Walnut Lane, Tigard, OR 05 -055
PROJECT: PROJECT MO:
ComerStone Site Walls — Wall Properties 5/27/05 4 of 4
SUBJECT: DATE: SHEET:
1st Transition: Centroid of Wall: I H feet I Width of Block = feet
x y Area Unit Wt
Block / Fill (ft) (ft) (ft "2) (pcf) A* Wt x'(A'1Nt) y*(A*Wt)
3lock Level 1 0.50 1.50 3.00 415 207 622
W
i -Aclit = 207 622
Xc Yc
2nd Transition: Centroid of Wall: I H 2.00 feet I Width of Block = feet
x y Area
Block Number (ft) (ft) (ft^2) (pcf) A * Wt x*(A*Wt) y "(A "Wt)
Block Level 1 0.50 3.50 3.00 138 415 207 1452
Soil Level 1 1.28 3.00 1.25 125 156 200 469
Block Level 2 0.92 1.00 3.67 138 507 465 507
W
Totals = 1078 872 2427
Xc Yc
Centroid = 0
1.500 Sunset Drive West Linn, OR 97068 Phone: (502) 628 -4140 E -mail: timtheis @comcast.net Fax: (503) 638 -1140