Specifications 1
/ 3/65 SID E55oc,Dr'
R CITY OF TIGARD - SITE PLAN REVIEW 1 r
BUILDING PERMIT NO.: LS -1)&G _ 006o— 9,"
PLANNING DIVISION: xre;r74LL'Ait K: "_— _._._)r -- °
Required Setbas ks: ❑ Approved ❑ Not Approved 12 7 ,A p AUG 0 2 1O b
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Side: Street Side: d '
Front. (5 Garage Rear: /_>___ [ ; _- =`_ C;1T Ut'fu -if
Visual Clearance: ❑ Approved ❑ Not Approved y,,�r 1 8 1 111 1 ' -y
Maximum Building Height' 3�feet 'l .0 -kI
� ,,/ Yes ❑ No
.FPRY5 WtW se. LAemea R' L'tww FpeYati.'y dente
CWS Service Provider Letter Required: IQ ' " — ���� rR u a P� - we 5 mm w �s lor
❑ Received
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• ENGINEE INC DEPARTMENT: O✓\ l., be. G 6o r /t . "
Actual l0 30 % b Approved 0 Not Approved :r.';_rriinrvo rifts —Y
Site P y ® Approved �j -N Approved —
By: `�I Date: Y! D6 _ wok, vc_ _Q .g 5 575 r7Vr.el lirtlor Vnu0
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OFFICE COPY
1
STRUCTURAL CALCULATIONS
B165 ESSEX DRIVE ptEcENED
RETAINING WALL 2006
UG
Tigard, Oregon p o ISIOS
1 For BUtLO
Matt Sander Landscaping
August 1,2006
ALL COMPUTATION AND STRUCTURAL ENGINEERING
FOR THIS PROJECT HAVE BEEN PERFORMED
BY MYSELF OR UNDER MY DIRECT SUPERVISION.
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c4i 8 : 0 0-
!RENEWAL JUNE 30, 20 0 1
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KRAMER GEHLEN & ASSOCIATES, INC.
CONSULTING ENGINEERS
400 Columbia Street, Suite 240
Vancouver, Washington 98660 -3413
(360) 693 -1621 (503) 289 -2661
Fax: (360) 696 -1572
1
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THE F7AZ&o `FSI2EINM c LoCNrE IP-3 T / /2O j %ata
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12. rioUFl A r3r) tae pLAceo T3 Y 4 SI K)&LE. R.S TALL
W ALL ,. THE Is To QE CoNSrO era P
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PROJEC
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hot ' r-, CLIENT
MI477 CPAsfoe GAmoscrit /At
KRAIVIER CONSULTING ENGINEERS - STRUCTURAL/CIVIL DATE / { DESIGN
• G E H L E N 400 Columbia St
Suite 240 360 / 693 -1621! �`3
p p 5031289 -2661 PROJECT NO SHEET I 0
ASSOCIATES 98660- 3413 F www kga com 6-1572 �'f ✓� /
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4 L = 2
DESIGO 0 S16 /O `/z F' 5Grn Far cp EsrA- PS.z - 'wa€.k. LIr =
THE f eovE C gtrazJki
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(MIS aoleeD Y1S�t3 OF I-Ot
M Sliette. en Se try EET Eij F'I 00 PLock,S = 97Z /vriti/
SMEAR. ell Qrna&J 144u24Ge/0 ?X7 ' Fie = 133'1 - N taa lo°
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PROJECT RFS/PElocE 2Er,f,u /IIKK W�Lc-
' CLIENT h
{1-, err sie+i.Jas_fa CA-Man MA-1‘-
KRAMER CONSULTING ENGINEERS — STRUCTURAL/CIVIL DATE DESIGN
10
GEHLEN 400 Columbia St
240 3601693 -1621 7 / 2 y /O �'
Suite 503 / 289 -2661 PROJECT NO SHEET
Vancouver. WA Fax 360/696 -1572 06-27 Q S.-- _
ASSOCIAT 98660 -3413 www kga com
we a a a a a a a a S a a a a a a a a a
Project Fargo Residence ay JO rT
Location , 9, 5: -FT. EXPOSED WALL NEIGH/3 = I 0 3' FT. DESIGN WALL HEIGHT Job No 06 -297 kic
Client Matt Sander Landscaping
REINFORCED SEGMENTAL RETAINING WALL Last Update 12 Sep - 05
DESIGNED PER NCMA DESIGN MANUAL FOR SEGMENTAL RETAINING WALLS, SECOND EDITION
WALL PROPERTIES _ SOIL PROPERTIES
BLOCK (pcf) ( °) (psf) REQUIRED FACTORS OF SAFETY
Anchor Wall "Anchor Pro' y, 1 I 0 @, 30 0 c, - FS, 15 FS„ 15
H' 9 50 ft N 10 3 ft Yr 120 O 30 0 e - F5 41 2 0 Fs I 0
Hemb 0 83 ft FI I 0 3 ft Yd 120 IN 25 0 c - FS 2 0 FS., 1 5
y° 1 1 5 5 pcf W • 1,790 pIf yI 105 w, 28 0 c, - FS„ 15
llu 8 0 in LI 6,5 it Q,,, psi N 25 80 CALCULATED FACTORS OF SAFETY
Wu 18 O In L - 6 5 ft S ' 20 0 ° N '''14 72 F5 2 6 FS„ 4 1
Gu 6 O In h - - ft S 30 0 ° N - 16,72 Mat 8 4 F5 - 19
au 972 pIf SURCHARGE LOAD a, - 54 2 ° a. 52 8 ° F5 7 0 FS., 1 8
T - ° Gil - psf
lu 4 70 ° ga - psf
Backslope
He, - 1
p 00 °
GEO -GRID PROPERTIES
GEO -GRID Layer LIDS (pIf) FSuac T, (pIf) E (ft) Bwfm
Miragrld 3XT N, 6,705 I5 1,137 - I 33 1
L 8 00 ft N2 ° '1,705 1 S •'1,137 -, '333 I
C 070 N3 - 1,705 1 5 1,-137 '- 600 I
C, 0 70 N4 - .1 ,705 1 5 1, 137 8 00 1
a 2,171 pIf N, % 1,705 1 5 , 1,I37 - - I
) °I 10 ° N6 ' "I ,705 15 11"I 37 • 1
a..°z 2,170 pIf N —.1,705 1 5 1,137 - I
) 10 ° N e I ,705' 1 5 ' 1,137
a - „„ 1,334 pIf N - -1,705 1 5 '1;137 - 1
7,' 12 ° N, - '1,705 5 -1,137 I
a 1,334 pIf
X :z 12 °
LTDS I 705 pIf
7/26/2006 2 31 PM
miragnd 3xtL xls \Reinforced SRW
lim MI - MI a a a MO a IN I a MI - NMI - MO - I
7
EXTERNAL STABILITY V )
CALCULATIONS OVERTURNING BEARING CAPACITY BASE SLIDING
K 0 203 M 40,235 lb -ft Q, 1, 160 7 psf R 5 9 lbs
F9M/ I 394 plf M 4,801 lb it Om. 8, 129 psf R, 4,834 9 lbs
Pg411 - pIf Y, 3 44 ft O,,, NA - psf R, 4,834 9 lbs
P.m ' 1,394 plf Y ° 5 17 ft ,. 0 - 10 ft W 9,0930 lbs
7 9m/ ' 059 plf X4 4 42 ft B - 7 79 ft Wgpl - lbs
P303 - plf Xnb) 6 08 ft FS 7 0 OK R 4, 834 9 lbs
P4101 - - 059 plf Xglbl 5 60 ft F5, 3 5 ' OK
FS „, 8 4 '^ OK
INTERNAL STABILITY
CALCULATIONS TENSILE OVER STRESS PULL OUT OF REINFORCEMENT INTERNAL SLIDING RE5 TO BULGING
Ka s 0 205 Layer P (plf) FS Chk PStos Layer AC„ FS Chk F5 Layer FS,„„ Chk FS „ FS„ Chk FS„ „
H, 9 50 It N, ' 601 ` 1 9 ' OK'' N, 4,520 ` ' 7 5 OK ' N, 2 0 OK 410 OK
W 1,710 pll N, - 449 25 OK N, 2,724 61 ° OK ` ' N, 37 OK '410 OK
P SINI 1; 502 pll N, _ x-'296 - -3,8 ' -OK N, 1,028 - 3 5 - OK N, 7 3 OK '' 900 OK
/DIM) -- pll N, ' t 156 ,' = 7 3 ' - OK N, ' 289 ' ' ' 18 OK - N 19 5 OK N /A' OK
Pa(nl ” 1,502 p11 N, WA= -' - OK' N - WA - - OK N WA ” 'OK N/A OK
AL - - 1 51 ft N - ^ N/A' '* ` ' OK N6 N/A - - 'OK N N/A OK ` N/A OK
L', 499 it N, ° - WA” - C- OK 3 ' N, - N/A . OK N, N/A OK N /A" OK
Lp 499 ft N - WA - - OK N - N/A ' - OK N N/A OK ' N/A OK
FL, - It N, -' - N/A 5 OK N, - - WA - OK Na N/A - OK NIA'' OK
N,, - WA OK • N, - WA ' ' OK - N, N/A OK N/A OK
LIMITING FACING CONNECTION STRENGTHS CALCULATIONS
Layer T T T5,„ gf „ 1 < = Tge, Acfal DIN Lam) d„ WA.„) Wrfb „1 K519) V „ 1 „ 1 WW1,) 'sIN „) F4210) For 01
N, 1,137 1,137 1,137 OK 233 917 - 505 900 4,937 - 1,995 972 1,559 1,139 - 1, 139
N, 1, 137 1,137 1,137 OK °” 2'33 683 '437 700 - 3,842 ' - ' 1,553 972 1,213 ' 690 - 690
N, 1 , 1 3 7 1 , 1 3 7 1 , 1 3 7 ` OK '234 ' 450 207 ' 4 33 ” 2,377 - 901 972 751 204 - 264
N I , 137 ' 1 137 1 , 137 OK 3'33 ' 167 1 39 ' 2 33 1 280 517 972 404 77 - 77
N, - - r - OK - - - WA N/A -
N 6 _ - _ OK _ _ _ _ _ N/A N/A
N_ _ _ _ OK _ _ _ _ _ N/A N/A _ _ _ _ _
Ne - - _ OK - - - - N/A N/A - - - - -
N - - - OK - - - - - N/A N/A - - - - -
N _ _ _ OK _ _ _ - N/A N/A - - -
7/26/2006 2 31 PM
mlragnd 3xtL xis \Reinforced SRW
I
' This spreadsheet uses definitions and notsoOn from the 2nd EEmon of the "NOMA Design Manual except where noted Detminbons and notation from the'UNeblock Design Manual' are noted below when
different from NCMA
conPEN,nde mr area a a m
. Ionse load n n layer of remlorcemem (0) eM ,. fn but wM1
I AC, w.dln
AC" anm ca
.ape capacity for n ^ mendmamem Ayer (an
yprent mnmum ultimate ccnrenon sve"pm nelereen aeasymmebc 'enforcement
,tad segmental sins (p10
apparent mnlmam service state comeNan sde"gt between eoo00 nebc
m renforcemem ama aepnnrar units (pol
' 4 erdnaton of Coulomb failure surface for eeemal stab.* (deg) p ' of Coulomb have surface for external stability (deg)
wawa of Coulomb tabue surface for d enw stabalry (deg)
a, apparent mnmun pitman, shear saoamr bebeeen s•a0emal arm mm
' e wp"rent e same. stab shear =spools/ bssveen segment& sort Inn
B baekuope angle nom horleon W at fop of veal
waken aobg eider of eocentca#y loaded mutdeban Nse at nth remloraed
B SRW (t0
I
_ B., („) No of modular block 'index abm m nm 'n
o end below wail nne of geognd Layer
Se ( "Peso s er drwge M (Pal)
G coefficient of deed olden (SO }23)
' Cr Cohesion or tundaoon sod (pd) C Soil of l cohesion slog tet)
s
G oenlmrd or nrerachen for pullout IEC 1221
n, emrcwn of riff, (reinforced) nor lles°
S cohesion etremee0 sm(pan
O dopes to mid poet or eoYbutory are M A ., en' reinforcement layer (m
s wad to sail loosen angle for external dabet anmyss
0 vex to col mm"n mope for enema stably marries
' AL ooduwen n reasMo broth of the aeasya reinforcement so
forcement for emng
hall's or remrortednW SRW (R) Mm
gel of overburden of n layer of remlpcement over the anchorage length
d ^ Lee
e eacemmpry of resultant nears beamg cart, m)
I Eve) elevation of pin lam of reinforcement once. bane of well (n)
4 rtgl. er .tamaI loosen for arena.. a (deg)
4, !Ral of eternal ncton for tuaoNm eel )deg) 4 ape or inert friction for kmtYbon d Idea)
' F force n n^ aeoanwew reinforcement laver Ipl)
a angle of nerve fitter for note (reinforced) sW (deal 4 angle of nderrm hewn for remarced see (deal
4, angle of sternal lemon let rearmed am Ideal 4r wk of enamel mom for remind soil (deg)
I FS„ factor or suety hewing capacity
Fs, actor of safety oomecbon Nenpo.
FS actor of safety o.emaeeg
FS, met. of safety puke
' FS,,, actor Of Safely Nefe capacity
FS,, fade of salary giena
FS,, f.tor or safety tenser neeraoen
I FS, factor of safety them resmtence
FS er are m lx0wrd "send) ✓eenenaov
re mod umwmantet drainage Pt (pop
I y most one weight of retmemn sad (Ml 1. nod wt weight offouaeeon spa (lop
Y. weight aode(reenprzed)walpol yr reenore.d sM.ot weight of ORS
y moist amwmpa of metered cad (urn ro sal uit leerfor comma becks] or w belied and .bore reo(meed eel mess tan
' y, Segment WO Weramadh
G upnad center 0 grney nom amt race el
H marl wad rrogm H 0000 eel 000W
h &mum rego a backslaps above reinforced Zone Oh!
I h naeaSed height due lc beckm)ape he)
H exposed wall might
H.m0 well embedment
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this spreadsheet uses defiunons and notation tooter the 2nd Edrsn of the'NOMA Design Manual' except where noted Defiranbons and notation from the 'U bablock Design Mannar are noted below when
afferent nom NCMA
H heat height
H segment UM height
K. zee matt pressure treaoue Kaf active earth pressure enelrmem for rmaered sea
L total length of eeogm reinforcement meaw.ed from Pont of oval
I LIDS Long term design strength of geonnd«Mwcemem Lr05 =T. /(11,' SF. 'RF Eq 3-20 L Length N teeond renfortemeT [eyond Side [rdxla(n)
L' length n reinforced zone at west of oral
Sane anchorage length for on reedomement layer let)
o .ppmeoanb'I* of nlcnonlw Ws connector sdmam of segments et to
aeosynteto remrwumem deg)
) , 6 apparertanlh of lrcWn for service state canteen stepN on segmenW Mhb
geesynmeX rerdotmmem (deg)
I ) apparent ere of Frith between segmental ones for peak shear strength
)' anparet rope of Croton between sngerem.d inns too service state shear strength
)y [oetnoem N Medan Inchon for segmental one slang m soh
iii M wain; moment lbrvltr
M, ressaq moment lb-fMt
NOMA NetmW Concrete Mosorry Assoeabon
N. beating cepzdy factor
' N., rg ca s
carnets last
b e
N meta capacity tamer
6., la) No Of meddle bdt eacas Stowe and Mentor gasped Intern at
' p. total homartal acne earth pressure lath Fl 0 FT Restate ochre lateral ...di pressure force Marl
P.p reeeao normonem component of active earn pressure n Myer (pt)
P ing r nm¢onal force due m care earth gesture fromsurcarge top F2 Resultant ewnpreaswefwce lox to mntrw�maudwge lkdl
p nl re ewd,ee hoz force awe to .Me s cene Mean from om ash ec Brae l (P O(plf l
p. tote x- ..egIa 1N1
nnnrm M tal torte doe to Scene ea pressure hem soil senwepm et n" layer
Pearte )pm
I 0 aped beamg mess msn
Cl aioaaue awe beer.; (psg gall
ql qa umorm sueherne lowing q mbuoa e.enansn bade (loll)
' Qs uromate bearng capeeM or Ionmror sots loan)
R. quit
. sliding a n re.r soli rent cooed SRw toff)
R' base sating reargue—weber reemal snag wedge (M)
I n , allowable strength alb* t reinforcement layer (pot (St 321 T.= LT05 /FS, =T "sF °RF Ta eieabletee a bad et sorreeaeenoeettknl
' Tu,v bng- temt.gawade connect. aronan of are n" renforcemem layer loth Tonto e Two.rmr FS.. c= TAN Eq 5-57
Tao) bno-termiey fpd)
aeoanaene eeseu,. strength of men"eer Layer based en Tat= Tm„ryetnl e-Tyv Eq 5-56
rx eeb E d
Tuaan um ak wmecW Nath betreebetween pedantic and Uwe wltN nn T_mnln) and Ww111 tar() Eq 5-59 T T4 Peaktees e load )MIN
m) .e mc..r pe rodn ton n sdgl <n
' y aev mcervbe su t)leq team strength between petite ve ma ewe uannth Tmw . a
+aly = = a W ww fan( ca) Eq 5-60 T, T, Tattle Sad at era Sadacemem inn
T. a,v r laver fpm lee sew
V atady bnMeen aamema mats Info IEP 4 251
a facing bativ.nail Meg)
' Wham supra or elope above ,enforced erne fpm
WyeA wuar°freaseed sdm nth teyer(PS
W"
t r eat width
I Wy) tight or the column at saw tarts (pm
Ww11 °sign of the column of SRW Iris al oe latent)Ml N Sonnet Lead
VI we0M at reedwced al mass =lading fang drtks
I V2 wegm at slope above re.xereed zone tam wewm of sloping surcharge on top of
re.eerced soil mm (Mg
R smarm( on amcel fences OM
y e1yl moment arm for w, IN
)S,q moment arm tor w, CO
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Ines spreadsheet uses dermas and notation nom the 2nd Edthe of the'NCMA Design Manner ercegr xfie1e noted
moment um tor W rfr)
moment arm lm P. CM
moment arm for P. dR)
Dermmtons and notation from the 'NIdadlock Design Mentor are noted below when
different from NDMA
712620002 32 PM
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I W n fl L L! TECHNICAL DATA SHEET
I Miragrid 3XT
I Miragrid 3XT is composed of high molecular weight, high tenacity polyester multifilament
yams which are woven in tension and finished with a PVC coating. Miragrid 3XT is inert to
biological degradation and resistant to naturally encountered chemicals, alkalis, and acids.
I Minimum Average
Mechanical Properties Test Method Unit Roll Value
I
Machine Direction
Tensile Strength (at ultimate) ASTM D 6637 -01 kN /m (lbs /ft) 46 (3150)
I Tensile Strength (at 5% strain) ASTM D 6637 -01 kN /m (lbs/ft) 15.4 (1056)
Creep Reduced Strength ASTMD 5262 -02a kN /m (lbs/ft 28.7 (196'
Long Term Allowable Design Load* GRI GG -4 24. 705)
I * NOTE: Long Term Allowable Design values are for sand, silt and clay.
Physical Properties Test Method Unit Typical Value
M
Grid Aperture Size mm (in) 22 (0.875)
(machine direction)
Grid Aperture Size (in) 25 (1 0)
(cross machine direction)
Mass/Unit Area ASTM D 5261 -91 g /m (oz/yd 277 (8.2)
I Roll Dimensions (width x length) -- m (ft) 3.6 (12) x 45.7 (150)
I Roll Area m (yd 164.5 (200)
Estimated Roll Weight - -- kg (Ibs) 59 (130)
I Disclaimer: MIRAFI® Construction Products assumes no liability for the accuracy or completeness of this information or for the
ultimate use by the purchaser MIRAFI® disclaims any and all express, implied, or statutory standards, warranties or guarantees,
mcludmg without limitation any implied warranty as to merchantability or fitness for a particular purpose or arising from a course of
I
dealing or usage of trade as to any equipment materials, or information furnished herewith This document should not be construed
as engineering advice
I
I
Ten Cate Nicolon
CJPSS000006
ETQRS
I S -g
I CornerStone R200T - Miragrid 3XT Project # 24052
Series # BCGT1356
CornerStone R200T / Mirafi 3XT
I • peak ♦ capacity @ 3/4 inch
' 3500
I 3000- •
• • •
• a •
— 2500-
__ •
U •
Q. 2000 - •
as A
C
C
O
M i 1500 -
c peak capacity
c
o T„= 2171 +N tan 12°
1000- 3/4 inch displacement
I T'„ 1334 +N tan 10°
1 500 -
1 0
0 1000 2000 3000 4000
I
normal load (lb/ft)
Figure 3: CornerStone R200T block / Miragrid 3XT
I connection capacity test results
I Bathurst, Clarabut Geotechnical Testing, Inc.
11 February 2005 g of 10
I S -9
' CornerStone MOOT - Miragrid 10XT Project # 24051
Series # BCGT1355
' CornerStone R100 and R100T / Mirafi geogrids
I
4000
peak capacity R100T M1
1 3500-
, E 3000- peak capacity R100T M7XT
I
a
v 2500 -
crs
a
: 1 :::: �
o peak capacity R100 M8XT
U
1000- peak capacity R100 M5XT
I
peak capacity R100 M3XT
I 500 -
1 0,
0 500 1000 1500 2000 2500 3000 3500
I normal load (lb/ft)
I Figure 1: Comparison of connection capacities with
CornerStone R100 and R100T blocks and
I various Miragrids
' Bathurst, Clarabut Geotechnical Testing, Inc.
15 November 2004 1 of 1
S
I
I
I TABLE 1
SUMMARY OF TEST RESULTS
Cornerstone SRW Unit to Cornerstone SRW Unit
I TEST NORMAL APPROXIMATE PEAK SERVICEABILITY
NUMBER LOAD WALL HEIGHT SHEAR SHEAR
(Ib /ft) (ft) STRENGTH STRENGTH
1 (lb /ft) (lb /ft)
1 147 133 972 972
2 473 4 67 18 550
3 1270 12 00 3489 3061
4 1273 12 00 3139 2798
5 1266 12.00 3416 2243
1 6 2078 19 33 3988 3988
TABLE 2
I SUMMARY OF TEST RESULTS
Cornerstone SRW Unit to Cornerstone SRW Unit with SI Geosolutions GG 45
1 TEST NORMAL APPROXIMATE PEAK SERVICEABILITY
NUMBER LOAD WALL HEIGHT SHEAR SHEAR
(]b /ft) (ft) STRENGTH STRENGTH
(lb /ft) (1b /ft)
M 7 147 1 33 825 825
8 471 4 67 2035 2035
9 1268 12 00 2630 2123
,�
10 1275 12 00 2501 2501
I1 1276 12 00 2842 2842
12 2070 19.33 4132 4132
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"zit PROJE 1RW 1 SID a ReHtebuL- /NALL
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I KRAMER DATE DESIGN
CONSULTING ENGINEERS - STRUCTURAUCIVIL 7 � /3
G E H L E N Suit 240 St 503 / 289 -2661
PROJECT NO SHEET
pp T p Vancouver, WA Fax 360/696 -1572
I A c(0-27 S-2._
ASSOCIATES O n A I E J gg660 -3413 www kga com GG
„ . :-.. , tm.746"a:
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` i v 1' I i _ ) h TREE MINTING MAIL
' sf K
z
, NOTES.
N Only top two layers of geogrid should
10-0• (sm) MIN
co
' be cut to allow planting of tree ball.
I 6 -0 a SmI MIN s f Uniform geogrid layers may be
' ° u —� SMALL TREE LARGE TREE interrupted periodically with openings
u
I ,, 1 - _ for trees If trees are spaced closely
I . i �� together and cutting of geogrid
� '�I —�� I �0 � ' ; ' , - I becomes excessive, consult with
v l I r I I ' �' � r „Q 1.-x-,--,,,,.„'t ` y your Keystone representative. N Cut holes cleanly in geogrid d for root
� '' I I_a • ” F ball
'` rLI I V l f ��fklF " `*3 ` "3 .i, F�n `r^ ..
! 1 1 - 1 L . I - - __ , ' 1 d , N This process can work for small
.' r- d ) 7'-) ['I� shrubs as well In most cases, shrub
7 i t r , - r . ..1 , j - a root balls typically will not be deep
( 1 - r, , I ! , - T enough to affect the first layer of
ii L2 _ l -, I _ - - geogrd.
I. 1- _"
�ly.l (r s
[ Fri Lit �.� ._ ___ -
MAXIMUM 1.--
-
� �� � -��� ' I 6'-0" (1 8m) DIAMETER
- ..
,.. .'s
•
Planting trees or shrubs behind the Keystone wall can LARGE TREE
be accomplished with a few simple considerations --
.... .•,.
h Plant small ornamental trees approximately 51.0" ..................... ""'°"'
".......
I (1 5m)minimum from face of wall to avoid root
•••'•.
growth into drainage zone or surcharge loading ,
developed by wind load acting on the tree. SMALL TREE
••+ WI we e ,r (ORNAMENTAL)
worm I r Plant large trees approximately 10' -0" (3m) +.. M AXIMUM :Lima ;
•
minimum from face of wall ' 3' -0" (09m) DIA i :170.27,01//111// TO ALLOW
:::: .....
.. • PLACEMENT OF
r Utilize a root control barrier as required to avoid D ann." :'6 TREE BALL
' root pressures or growth thru the Keystone z 1�p����1�iI
concrete units. E - . •• ROOT CONTROL
NOTE If root growth pushes on Keystone wall dunng growth Me of ., i memnilli ma
gm
FABRIC PLACED
tree, Keystone units can be dismantled and relocated if property rop e •• ' ' • • • BEHIND WALL
+ • • "BIOBARRIE�"
I
limits permit + • :.. OR EQUAL
5 ... ; .... ;
f` If permit
design includes irrigation lines, locate these D
• • ' ° ' s.. • UNIT FILL
lines directly behind wall units In this location, if N ' Ia:: : :.a r ZONE
there is a break in the line, the water will be noticed - •, a • • a KEYSTONE
on the wall face and the path of excess water id ) En W • � +•• •• : °• •• STANDARD
.. , • ' �T . UNITS
be draining through the wall versus saturating the � i an , • - t „a rct
,-- reinforced fill zone and adding hydrostatic load to `'�` -t2cisk * f- « ' g °' " ktJ 1
' the wall.
� - - - — -- -- - - Mon nl 0 r mWK r mr aced Y van y b __
=PAM by
Kemtoor Felamng Wel Synlems NC and to the best dour
knowledge accurately represents Sr Keystone product use in Ile
apommma which WE duetrated Fuel materminaFar al me suit
I - anal) lar to use Dante:n *lad and AS manner m use are me
sole respensltlm of the user Spur nl assign and anaesIs
anal be Wormed by a qualified engineer
Mlramapofs Mo em A' h (6 2G 97 1040 16121
1
1
I STRUCTURAL NOTES
THE GOVERNING CODE IS THE 2003 INTERNATIONAL BUILDING CODE (I B C) WITH THE WASHINGTON REVISIONS.
I SEGMENTAL RETAIN /NG WALLS
1. CONCRETE BLOCK ASSEMBLY
THE CONCRETE BLOCK SPECIFIED IN THE DRAWINGS AND SKETCHES SHALL NOT BE SUBSTITUTED WITH OTHER
I BRANDS AND /OR TYPES OF BLOCK WITHOUT PRIOR WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER OF
RECORD
2. SUB —GRADE
SUB —GRADE EXCAVATED DOWN TO NATIVE UNDISTURBED SOIL SHALL BE INSPECTED BY THE GEOTECHNICAL
I
ENGINEER PRIOR TO PLACEMENT OF THE BASE PAD
3 COMPACTON.
A. GRANULAR BACK FILL MATERIAL SHALL BE COMPACTED PER GEOTECHNICAL REPORT.
B. COMPACTION TESTS SHALL BE TAKEN AT
e. BASE PAD
n FIRST THREE (3) LIFTS ABOVE THE BASE PAD
'
di EVERY THIRD LIFT THEREAFTER
PROVIDE ONE (1) TEST MINIMUM FOR EVERY ONE HUNDRED (100) LINEAR FEET OF WALL SPECIAL
INSPECTOR
SHALL PROVIDE COPIES OF THE INSPECTION REPORTS TO THE STRUCTURAL ENGINEER, GENERAL
CONTRACTOR,
PROJECT CIVIL ENGINEER, OWNER AND PERMITTING AUTHORITY
C DO NOT USE COMPACTION EQUIPMENT WITHIN 3 " -0 " OF INTERIOR FACE OF WALL
M 4. FILL MATERIALS'
A DO NOT USF PEA GRAVEL OR ROUNDED ROCK IN BACK FILL OR BASE PAD USE ANGULAR CRUSHED
ROCK, ONLY
B. USE 3/4" MINUS CLEAN, ANGULAR CRUSHED ROCK WITH MINIMUM FINES, AT 1'-0" HORIZONTAL DRAINAGE
LAYER AT BACK FACE OF CONCRETE BLOCK
C SWEEP TOPS OF BLOCKS PRIOR TO PLACEMENT OF COURSE ABOVE ALL SOIL AND ROCK DEBRIS SHALL
BE REMOVED FROM THE INTERFACE BETWEEN BLOCK —TO— BLOCK.
I BACK FILL SHALL BE PLACED IN A MAXIMUM OF 8" LOOSE LIFTS
5 TOP MAT OF REINFORCING TO BE A MINIMUM OF 2— COURSES BELOW FINISH GRADE OF RETAINED SOIL
FOR UTILITIES AND IRRIGATION
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