Wall Engineering Info Analysis of l e l Rock wall "T �
In put l a
Project
Bart : MAX Vu"'ALL HT ', PARKING AREA ABOVE SEISMIC CHECK
Description TERE I RESIDENCE PARKING AREA WALL
uuatamer RE I-R CK WALLS OFNIEW ENGLAND
Author d E. MERLUZZI, RE.
Date 5,12112018i Nr
Project number : 2018-108
100 0 1 u
7 e r-y T7T a -� -7-7-7
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Settings
(input for current task)
Wall analysis
,fictive earth pressure caluulafion Coulbmb
Passive earth pres;s,ure calculation , Mazln,drani (Rankin)
Earthquake analys,is .. fWluwruonobe- 1<abe
Shape of earth wedge : Calculate ups skew
Allowable eccentricity 0"333
Re wtion,coeff, of contact first block - base: t1,70
Verifl ativn methodology , Safety factors (ASD)
Safety factor
Permanent design situation
Safety factor for overtuurnin
afety factor for slii,ding resistance :: SF
a;fet factor for beafin t �, 1750 ca acs "_,� _. .
C�
Block$
No. Des r pfion Height Width Unit weight
I hfe F11112c,.
1_ Block 28 18.00 , '27.75 _ 130.00,
Block 41 18,.00,% 40. 0 1 3G. 0,
Block; 0 18.00 i��N..i�i� 13D.00
,�.�,.- .- . a..
lop ticok 1 . 0 .00 1 .
IGIE05 Vu Rub RL li R�--k VdaH I rieRs,zn 19 6 01 Ceppngh'. F,W5s Enna"L.1 R.C.Al 'ReILe old�hw�vrxr,�rr_af9.dre�rmmau�:
JR e•RxY. I��J 1,2W-� 6.1 W1,101 m'!r�' er pfymP2n1�-.' o a^r:ww aim .srae&rit k
No
Heighlt Width Un it weight
I crwl rtll rr In w 1n
iPlan ter 41 1���.O 0.50 112lO
1o,
I
friar cusp. Max. shear crap. Fr�ict[On hes;i
ll Block 28, 1700,09j__9000- 1 7 .00
luck 41
1700-001 90010.001, 75-00 ..0
C�
Block 60 17 00'.0,0 1 9600,00 7 m0
4 Top block 4 1700,001 75.00 -0
;5. Planter 41 1700.001 9000.00, 75 00 0.0
Setbacks
Setback
lrr
0'.375
1.625
9.375
16,625,
Geometry
No, Description Count Setback
group E S 11n)
1 Nock 4 11 31 70-1
Block:28, 3 0.01
Base
Goometry
Upper seltback a,, 1.010 It
Lowen setback; a2 1.00 ft
Height b 1,00 ft
id4h b = 5.32 ft.
Material
1
Soil crl foundation - 314" CRUSHED STONE LEVrzLiNG PAD ��"
Soil be2ring Capaci + d =; 16000-0 pSf � .' 9r,.4" g`�� r � al,
Basic so[] parameters
No, Name Pattern q)Of YSU
°l
I SAND & GRAVEL WALL BACKFILL FILL ��. �.e� 34.00 0,0 130.00 72..50,
d"'alDY NATIVE 'SOILS 32.010 0'0 125.00 67,50 24.100
3 3-/4" �J H D T it LEVELINGPAD a""% 5 � '; 0-0 140.00 82 50, 30. 0
All,sails are considered as cohesionless for at rest pressure analysis-
Soil] parameters
SAND & GRAVELWALL SACKf1 L
lUnit weight ; yr = 130.0 prf
Skrss-sit Effective
2
JGE pot RCdi FGC.eiw,VIM[r vele en 5.%9.8.0 1 may,ig l�O 201 S Fi1w*P�t t r o dWW rd;�d qs PNrrar_��'w wa,furvrsM�FmC�� f
rf��vJi.rdaat�c.�aisi"i"rt'N�Edat�n°s C�'31�r 3(T_�J Liar�W1�yl.arw7, x+�-rr�'.�,c=,r�vre4r�mHr®cs,ctrrirvr
Angle of internal fticb0fi 34.00
Cohesion of soil , ce,f 0,0 Psf
Angle of fricUon struc.-soil a0 25,500
Saturated unit weight : 135.0 pf
SANDY NATIVE SOILS
Unit weight : 125.0 P'0
Stress-state effeotve
Angl,e of iMemal friction Ten = 32,00
Cohesion of soil : Ce f m0.0 pst
Ang[e of ffiction struc.-soil a = 24.00 a
Saturated unit vvelight: (sat 130,E pof
314,"' CRUSHED STONE LEVELING, PAD
Unit weight -. y � 140.0 W
Stress-state .- effective
Angle of internal Motion tPvf 45,00''a
Cohesion of soil : Cot 0,0 pst
Angle of friction strut.-soil a = 30.00 '
Saturated unitweight: ysat� 14 ,0 pcf
Geologicat profile and assigned soils
No. Layer Assigned soil Pattern
1 8,5ND & GRAVEL WALL BACKFILL
SANDY NATIVE SOILS
Terra,in, profile
TerrMn behind the structure is flat.
Water influence
GWT behind thestructure lies at a depth of 6.00,ft
G in front of the structure lies at a depth of 9-100 ft
Subgrade at the heell is permeable.
Hydraulic gradient = 1.00
Input,surfuesurtharges
SUrcharge nMag.1 Mag,. rd,x L ngthDep
;onterreirn
th
IneNo, rrhange n "Opctiozw, c [Ibflft� [ftj ft)1YES Leermanent 100-001 2.00 25,0,0
No. "I Name
1 1 PASSEN13EFS VEHICLE PARKING LOT LOADS
R esista n c F.- on f ront face of the structure
ReslsWnce on front face of the structure; not considered
Soil on front face of structure - SANDY NATIVE SOILS
,angle of Mction stru,c.-soil 0.00
Soil thickness in front of structure h I'r50 ft
Terrain in front of strUiCtUr8 is flat,
dGF.015peo Rvzli-R441 RW',Wal 1 im'cn C I D .101�Fr.Q ypvi 3 r.a,Adi Rsw-ved
jRea+-Kxk 1rftifnq1;Cr"31 1(Z31Y NO *.I X
Earthquake
Factor of horizontal acceferation Kh 0.0 50 L4 P"/Z- s—
Factor of vertical acceleration K, 0,0000
Waker blebw the GWT Is restrict
Se"Ings of the stage,of construction
Design situation, :: pefman,ent
Verification No. I
Forces acting,on, constructlon
Name Fhor App-Pt. F�vorf i pp.Pt. Design
[Tbfift] Z Ift] PURI x[111 Coefficient
We[ght-wall
0,0445 3640.9 150 11,J
Eadhq-constr, 1762 -4.15 ao 2-51 1.000
Y�eiqht-ear,th wedge 0� 4.169 1,000
Eart
hq2,�L�- sioH wed go 0.0i �4.69 1.000
"weight-earth wedge 0-0 -617 1,37 11.7 3,.617 1-- 1.000
Earthquake - 861 wedge 62 -6.17 10'0 7 1-000
.�LelLh L--�t—artnqq,! 0.0 -9-79 96.7 2,31 1.000
RarthquiaR,e- soill wedge, 4.4 -9.7 0.0 131 1,000
Active pressure 1655,31 -3.30 18 7,9 4 551 1.000
Water pressure 375 -1-67: -0.11 4,82, 1,000
Ea rthq act,presstj re 157�9 3.93 1.000
2pi, water preswre at the front �-0.40 0.0 3.101--- 1.,000
P'ASSENG,ER.VE'H[CLE P NG 183.41 152.5 4.22: 1-000
7L f
S,
Verification Of complete Wall
Check for overturning stablilty
Resisting rnornent Mees = 19988,9 WtUft,
Overturning moment Mow = 8,897.7 lbffVft
Safety factor= 2.25> 1,10
Waif for overturn1bg Is SATISFACTORY
Check for slip
ResistIng horizontal force, H,,, = 3837-79 lbf1ft
Active horizontal force H,,t = 2582.78 lbf/ft
Safety factor= 1,4 > 1,10
Waif fear slip Is SATISFACTORY
0 vu ra If check-WALL IsSATISFACTO RY
Bearing capacity foundation soil
Design load acting at the center of footing bottom
No. Moment Norm.force Shear Force Eccentrioity I Stress
I jIbffvftj' [Ibfift] flbfift] [PS
.f 1 5245.8 6141.,75 X582.78 a 161 170,0-5
Service load a0fing at the center of footing laottorn
PEW pro P ,.,.,'R96 PpoV1,111 I qqn�*R a 10 a 01 Chew ngbl 0 20$5 FimsPO ;r P,AM F4ghls Roorw�,d,I
rRadj-RoGk Irtsmat-mal I CZ311237-@EW amt3o1Q
No. foment Norm. force $tear Force
[IbfftJff 11bflft [ibfift]
5245.8 6141,,75 2582.78
pre, footing verification
Verification bio. I'
�Load case verification
r Rd Utilization
Name Rd Is satisfied,
(ft] [ft] 1 sf1 1PS 1%1
LC 1 1 -0.88 0.00 1671.7 67811,4' 3&981 Yi
Analysis married out with arutornattc selection of the most unfavourable vourable load uses.
Computed 'self weight of strip foundation G = 412,30 11bfift
ornfauted weight of G erburden 2 = 121.88 Ibl'Ift
Vertical bearing capacity check
Shape of contact stress rectangle
lost severe load case No, I (q_ 1)
Parameters of slip surface below fou deti n-
i epth of slip surface zsp = g.177' ft.
Length of slip surface lip = 28.8.3 ft
Des'igrr bearing capacity of fou nd.so!I Rd = 6781 4 psf
Extreme,contact stress 1671,7 Psf
Factor of safety =4.0 > 1.50
Searing capacity In the vertical direction is SATISFACTORY
Verificetlon of load e'ccentricit
Max. excentricity IR direction of baso length e, 0,166<0,333
Max- eccentricity in directi n of bass width ev = ().QGQ<Q,333
Max. overall eccentricity et = 0.166<0. '
Eccentricity of quad is SATISFACTORY
]Bearing capacity of foundation is TI FACTORY
Dimensioning No. 1
Forces acting on construction
Name Fho,r App.Pt. F,,rt App.Pt. Design
[i'bfi'ft] fb'fffik] x [ftj coefficient
Weight- ,ell 4951 3228.61 48 t.�..,�m...
,, � � �yyhrigkeh��7CV1��'re��x�(a# x �,�ll��oV+d p�wa,�rwpprJOw�a�'.drsuNa +rvnarm .�
'�f�➢hF��.V�lr�'uw'�;ran31 ���1F�d-'mu7�.mA;,�S��" �+�s�h�r^� :" "rrLvda,+�rvrrN % +.r,dr,*�'.�r,.ma'a,l
pbff ftp (lbf/M I x C I coefficient
EaOq,- constr, 145.1 . 0.01 1.48 1.000
Weight earth we4ge 0, 17 137,7 2.671 11.000
Eafthque e -spoil,wedge 6.2 -5.17 0.0 2,67' 1,00
Weight-eerthv wedge 0-0 -8.79 96.7 1.31 '1'000
Earthquake_'aeilwedge 4-4', .79 0.0 1,3.1 ` 1-000
Active preure 1274.0! -3.06, 967,6 '_—_ _— 11.000
Water preaure 281,2' --1„00, -01N 3,381.000
-hq et presswe -. 1;47.8! 5.62 14 2,7,2 _ 1.0100
pert � �.6
1� Ehi VEHICLE PkRKI l 1 1. 4 2.94 1,000
LOT LOAD
Verification of most stressed bleak No. I
Check for overtuuaii g stability
Resisting moment Mrer, = 90021 lbffttft
Overturning moment l ,,,, = 6395,5 llbtt/ft
afe ty,factor = 1,�4 1 > 1,1 0
Joint for ovettuarning st billt Is SATISFACTORY
Check fuer slip,
Resisting horizontal force H,,B,s 3284,44 101"t
,dive horizontal forre l`lac[ 2037,13 lbf1ft
safety factor= 1,01 > 1.10
Joint for verification Is SATISFACTORY
Verification of bearing capacity of soil,:
MaxiMjm,stress <7 = 4223.1 prsf
Bearing capacity of footing material Rd = 15'0010,0 p f
Safety factor 3.55 > 1,.50,
Footing bearing capacity is SATISFACTORY
Tabic: of utillizati?an of i!ndividUal TOWS oaf blocks
�umbe sleight Oyerturning, Slip
0l' Ql
block I
�
1 0..04 7815, 68,,23
2 1.50 11 .
33.00 41,23, 10-38
4 4.00 46:92 7.16
_00l 25.74 5..04
7'. 01 9.15 2.,L'
Slope stability analysis
Results (Stago of construrtion 1)
Analysis 1
Circular slip surface
y1;Or•��pima��Ja•Ik�MarXo Td��,L",VEVA 15�w� n'�1�� '� �b� d�Fr^a�cF'r°I a r a,h:??�Ri��E.s'B�;� rthxva �vraaw A%u°'^e�il�ar�rs �4a;�.
[Pd-S timRcck lnwnun msl[4231)ZV- eg Niq �www.reitlr,Iock wvti
Slip surface parameters
-� -2,76 [ ]i
Center: .7 ft
ft c�
14 [ft]
The sli surface after optimization,
tion,
StopStope stability verification (Bishop)
Suri of active forces, F,, = 160,601.7 lbf/t
Suri of passive forces FP = 8060.1 IbUft
Factor of,safes = 133 > 1,10
Stupe stabI14 ACCEPTABLE
w io.ej.All Rkd1115 RLL'Lrved ry wrAw Fne'?kmwa eua
b ra"hi�aa R�fl�lw a l i �C 3T *a? a a i ng@rroigQ k r,4co-fw;ff ,r r ee ani
Analysis of Redi Rock wall
it m
Input data
Froj'ect
Part NM WALL HT fir', PARl ll"G )kRE h ABOVE
Description TERES' RESIDENCE PARKING AREA .AL
Liatomer RED]-ROCK WALl S I' NEW ENGLAND
AND
Author E. MERLUZZI, P.E.
Date 512112018 "
Project number 018-108
1001110.� ry ^p
Y � I g � 16 i A ! �m
J.� y
Fa Y_.M.W
3ks,A Soft
I ^
,,._.
R1, sm
. .fl _
4.
v p
k ; ft
—
r
i pn� M
wkry _
o C
7`2
IA t 1.00 1
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±,
6
Settings
(Oput t far current task)
'M all-analysiis
Active earth pressure calculation . Coulomb
Passive earth Pressure cal>culafion : Mazindrani (Ranki«)
Earthquake analysis M'cwfiobe- kabe
Shape of earthy wedge Calculate as skew
llbwvable eccentricity : 10.333
Reduction coeff, o;f contact first blo<k-base ,, O„70,
Verification methodology : Safety factors,(ASD),
Safety facto _
Permanent ides nsit atlon
Safety factor for overturn 4nSFO„ � 1.50, 1-]
Safety factor for sliding resistance SFs
Safety factor for bearing capacity : SFS;= -04 H
Block
. I ascrP rtlarr Height Width Unit weight
w' h [in] W [Iri) y [pct
1 Elock 28 MOO 27.75
2 Block 41 1,8"00 40.60 130,00
Slick I)
18,,0,0 60.0 1i fl.ft�
'4 'Top block 1 ��0� .0 N3 ob
1
pmt dY.Fc¢xiIma3 rr 0. 17 9 3 .
STQ eA aO$ as d1 v a, z m p-Wr' a 7v WMi
No, De.s rMptlo � relgb�
Height i
� �1�� I LI1�VIt
h 1r lrr [1n] LI
laN r 41 18.00 40,50 '1'12.0"0
No. Shear Qap, Max.shear yap. rlct�6o�d �h���l �
as r pt�M�r a 0= lbfiftPretax JIbf1ft I f
Block ck I 17010,000001 00 76DO 0,0,'
Bl+aak 41 '1700.00
90100'.f, LJ,o
3 Block 50 . w 75,10 &0
4 Top bloc 1700.00- 9010
Setbacks
No. Setback
a [in]
0.010
0,375
4 9, '75
Geometry
No. Description 1.�aacrltln ar�r�rt
gre,u [In]
1 BIrack 41 3 0.01
1a .a
Geometry
Upper setback a 1.100 ft
Lower,setback 2 = 1,,00 fk
Height Ifs = 1.100, ft
Width b = 5.,32 ft
Material
Soil creating foundation -314" CRUSHED STONE LEVELING D
Soil bearing oa,pacily Fid = 165300.31 paf
L3aalc soil parameters
1 " 1"at i rrr e r r 7SLI
1 SAND & GRAVEL' LL BACKFILL 34.00.
0.0 -130.00 72.50' 25,50
' SANDY NMVE SOILS ._...._.___.._.__._., 32.f7,L� AGS, 125.00.. _
67-5 , 24,00
3 314"' CRUSHED, STONE LEVELING PAD 0-01 140.00 82.510 310.00
All aa�ils are considered as mhesibrile,5s for at rest pressure analysis.
Soil parameters
$AND& GRAVEL WALL BACKFILL
Unit weight : y = 130.0, p f
Stress-state : �tfec'ttva
�GZ,045 pm F{�i-Rr#ai RwkWWI I verhew SAle 5 Dr Ccpp�0 r.02015 Foo Crt4 a r.a KIMrgiotl s Rtsvvry d l w f"ror iyfr+ a a;l
jk-,U-FAA Olvaaimna^M 4'?, 31Y 237, am SaIGf,"a sN v YE. �o ur7 rg,,j~,y w,A, n
Angle of internal friction 34,00
Coliesion, of soil' : Cef 0.0, psf
Au g[e of friction struo,soil a 25.50,�
Saturated unftweight:: 135,0 pcf
SANDY NATIVE SOILS
Unit weight-1 y 125.0 p�rf:
Stress-state effective
Angle ofintern al friction q?,,f 32-00
Cohesion of soil I cef M psf
Angle of friction struc.-soll a X4,00 9
Saturated unit Weight : 'esat 13,0_0 pcf
3/4" CRUSHED STONE LEVELING PAD
Unit.weight : y = 140.0 pcf
Stress-state le!ff ective
Angle of internal friction rqof = 46.00
Cohesion of soll : of = 01,0 p
Angle of friction struc.-soil 6 = X00
Saturated unit weight 145.0 pcf
Geological profile and asslaned solls
No. Layer Assigned soil
1 8.50 SAND& GRAVEL WALL BACKFILL
2 SANDY NATIVE SOILS
Terrain profile
Terrain behInd the structure is flat..
Water,Influence,
GVVT behind the structure lies at a depth of 6.00 ft
G,WT in front of the structure lies at.a depth of 9,..00 ft Pr-7 7rtt-
Subigrade at the hee[is permeable.
Hydraulic gradient = 1.00 517ve."' 471Lv"r J)MZ7
Input surface surcharges
No. Surcharge Action Mag.1Miag'.2 Ord.x Longth Depth
w
nechanoe [Jbf1ft2] [Ibfjft2] x [ft] I Eft]: z Ift)
1 YES permanent I 100M ;1010.00,1 2.00 25-001 on terrain,
No�, I Nane
1 1PASSENGER VEHICLE PARKING LOT LOADS
Resistance on front face of thie structure
Resistance on front face of the structure:: fliot considered
Soff on front face of the structure -SANDY NATIVE SOILS
Angle of friction strut.-sail 6 = 0.00
Soili thickness in front of structure h =: 1 M ft
Terra i n in frontof structure is flet.
�5rQ5;Tp Rr*-Rro RWhVVV I Naevw 5 1560 Fz*f-'tjL u r.a.AM Rig MRe:cmcd I
�Rwi,kxk [2S I�237-9553&m 53�.C4 wwr*di�bckawmj
Settings of the stage of construction
Design sitoation „ '.permanent
Verification No., 1;
Forces acting on construction
Narne Fhor App.Pt. Fvrt AppP't. Deslgrt
_111bf/Ut z jftj [I bull x [ft] coefficient
'A�ei ht-wall0-01: -4.45 3641 2-60 1-1000
wei 9!11�� 0,0 -1.60 55,4 1-000
.)Nei;ght -earth�%yedge 0.01 -6�11 7 137�71 3- 1,000,
We[ earth�wedge 0.0mm. -9,79, 96.7 2,31 1�000
Ar.tive pressure 1655-5 -3-310, 7�5�.9F4 1.000
Water pressure 375-61 -1,67 —76-1 1.000
PASSENGER VEHICLE PARKING 183.1 4.90 152,5 4.22 j 1.000
-LOT LOADS
Verification of complete walf
Check,for overturning stability
Resisting n'ioment Mres = 19250A lbfftfft
Overtu,rnin,g rnoment M,,r = 6992,2 lb(ffft
S afe ty factor= 2-75 > 1.50
Wall for overturning Is,SATISFACTORY
Check for sllp
Resisting, horizontal force H,, 3720.39 IbUft
Active horizontal force Hatt 2213,77 Iblfft
Safety factor= 1.0;8 > 1,50
Wall!fuer slips Is SATISFACTORY
0 Y era 11 eh ec k-WALL I s S AT ISFACTORY
Bearing capacity of foundation soil
Desln load acting at the center offooting batt o ;; I
No., Moment Norrn,,,force Shear Force, Eccentri'Cits traaa
[lbfft/ft] jiblIft] [Ibfift) [,PSB
3579,4 9 2213.7'7 0.1,13 1445_9
Ser'vlee load acting at th.e centerof footing bottom
No. Moment Norm. force Shear Force
[Ibftf(I (IbUft] [lbf/ft]
3579.4 s9573 575 2,213.77
Spread footing', verification
Verification: No. 1
Load case verification
Nameex en Rd Utilization Is satisfied
T [ft] o [ft) IPS'U rp,sfl 1- 1/0]
LC _ m I
1 1 1411.6 7314,,6 38-60 Yes
Analysis carried out with automatic selection of the most unf�vourable 103(f cases.
41
Cornputed self weight of strip foundation G = 412,30 IbUft
Computed weight of overburden Z = 1.21.88 Ibf/ft
Vertical bearing caparity check
Shape of contact stress -. rectangle
Mo=st severe load case INo, 1. (LC 1
Parameters of shp surface below foundaUon�
Depth of stip surface z,.,p = 9 17 ft
Length of slip surface I,p = 2&83 ft
Design bearing capacity of fotind.soil Rd = 7314.6 psf
Extreme contact stress = 1411-6 psf
Factor of safety= 5.18 > 2,00
Bearing ca acuity In the verticall direction Is SATISFACTORY
Verification of load eccentricity
Max. excentridty in direction of base length e, D 117<0333
Max. eccentricity in direction of base width, ear 0-00'0<0.333
Max, overall eccentrioity r 0-117<0.333
Eccentricity of load is SATISFACTORY
Bearing capacity of foundatton is SATISFACTORY
Dimensioning No, I
Forces ac to on (,onstruction
Name, or AppYL Evert App.,Pt,, Design
[Ibf7ftj z Itt] jlb!�ftj [ft], coefficient
Wei'2ht-wall 0.0 -3,95, 3228,6 1-48, 1.000
"WeIgh't -earth wedge 0.0 -5.171 137.7 2,67 mm 1.000
Ight -earth edge -6,7g 1. 1 1-000
Active Pressure 12 0 -3.061 967-6, �3,108 1.000
Water pressur�e 281.2 -I.00i -0.1 3.381 1-000
PASSENGER VEHILE PARKING 178,,4 -4.18 121.0, 1.000
LOT LOA,DS
Verification of most stressed block No. 1
Check for overturning stability
Resisting momerit, Nt,e, 861,'9,.9 lbffVft
Overturning moment Mrvf = 4924.8 lbffVft
Safety factor= 1.75 > 1.50
JGE,05 pro RWJi-R6&flb;kV,14[wpr5i:;n 5�O 60 Cuplpgl-4 l' 1'5 fine spol.E 1.0.AT,Mq�ln Nuerved I
PP?f.%-kOC*h9lannavon3i f:�231)237-gall 36lq
Joint,for overturning staWlty Is SATISFACTORY'
Chook for slip
Resisting horizontal force Hr,,, = 3185,99 lb(fift
Active horizontal force Hact = 1733.64 lbf/ft
Safety,factor=: 1,64 > 1,50
JoN intfor,verificatlon Is SATISFACTORY
Verification of bearing capacAy of soil:
Ma4mum StTef's; a = 2803.0 p
Bearing capacity of foofing material Rd = 15000.0 psf
Safeb/factor=5,35 > 2,00
Footing bearing capacity Is SATISFACTORY
Table of utilization of Individual rows of blacks
OverturnIng Stip
qumb,eil Height
of INO I
block N
1 O.00 85.70 81.62
2 1.50 61951 1&,64
416 2 11.5-7
4 48.44 8,00
5 8.0,01 25.4151 5A2
6 7,501 8.
Slope stability analysis
Results (Stage of construction 1)
Analysis I
Circular slip surface
if surface parameters
Cent�er, -276! -4 1.6 51
0'78 Ift] U2 96.401Cad
RadiusR 12.42 eft
The, lip,surface after opflimization-
'Shape stabillty verifloation (Bishop)
Sum of active forces : F, = 5,75&9 IbUft
Sum of passive forces FP = 81619 lbr/ft
Slidingnioment Ma = 7148,8.6 lb,ffVft
Resisting rnQment: IMP = 10138&7 lbffVft
Factor of safety = 1 A2 1.30
Slope stabilltyACCEPTABLE
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TO; ShiaUll Carroll III - Redi-Rock Walls of M-w England
This met forwarded by e-mai.1 only unless othenvise requested
FROM: Eric Merluzzi, P.E.
184 Ro-weritown Road
Wentworth, NH 0,3282
Phone: (603) 786-2751
e-mail- =350earthlink.net
kL7/
SUBJECT: Wall Quantities
Teresi ResidenQo
3300 State Routt 9L
Qut,tmsbu i-y,,NY
Job No. 2018-108
Plan Date: 4/3118, no revisions
DATE: April 30, 2018
Wall 41,
WallArea: FOUOSF (k,-agri& Geogrid Not ReqUired
Wall Length. 127 LF
Block Count: Veitical Wall
Vz Top Comer- 3
Toll) Corner—6
Freostanding'Top—25,
Fre.estanding Middle—6
Fn�estanding Bottom - 1,
Middle Corner— 11
Bottom Corner- 3
28" Middle,—44
28"' Bottorn —3
41"' Middle.— 3,7
41" BoUorn— 18
6"'Caps- 2 sided — 4 sided - 9
RE,"DI ,,'ROCK
E,stilmate/Order
Wa11s of New Engilan,d
Redw-RockWalls of New England Dateu 4130(2013
fl Reeds ktfill',Read Take Off,2318-1,088
Newport, Nein Hampshire 03773 FOR: Wrwport,If41Hl
Shipping Method:Trailer
Salespersom Shaun P.Carroll III Freight: IDekvery By The Lead
rnaill: scarroll@carrollconcrate.us Terms: T'BD
Office Phone:603463-1000,ext 61137 Block Faace° Limestone or Cobble
Cell Phone::6103-372-7015 Estimated F: 10110
"mak` .f igrrq. rr r 't .„qmmr "maid liDeys
Customer, Project
Gregoa T'eresf Teresf Resldemee
175 Ottawa treet Clueemsbu hlY
Lake tiers e, New York
,Pofltact tire, o, Teresl
Pts-lane: 13 543.52'91
ail- greg 'lereeilittfe„cem,, Sheaf Drawing Quantities
Qty, les ra q p 14 1 5F TPMI
154 586 Preestandiug "28"or4M"'FullBloc; M11.00 $19.3)43 $17u09114X00
3 9 Ffeestandi m,28°"or 41”Half Sloot '35a5t7 1 ..3ta43 � 15.5
Sll"°!Full 100**
(r Half Bloch
Custom Full Bl k flnrn•relurnablel
Custom Hyatt MCdk(noxi-ratumable)
lnmgiaml Or Ta&al Color Option Full Mack
Inlegmral Or Tcpwcal Cola 091iorn 4HaY 81"k
Column Block
LF' � c�
34 in, Capstone:or Step Black $105.00 $3.,670.01,6
Column Caulone
m
It rarul kl kl rP > ith Pa1(0 7 1,
R RPLAN EriqInieierinq Fees 11"073.4
RR HA1hl Lifting Chain(Sold by tlrls each,,non-re:t"urnmadle�) $45d.i<l110
RR34J 6 J-Softs-3d14"(sold by the each with bcllt,nut&dip),
FZRTYIPE1A.T 1,2e 1AT Filer t-ass Cunneclfon P,ed
REPA,52 TwtalbcnrWll HD C nstuuction,Adhesive 28 oz,(4 capsper tutael $10,85 $198.55
,4P� il9sc° IPIwa '- "7 sy P714.aak �
Arid 3000lbslft UTS(T Ru14. 1 OG'SY�12'Flcif=200f Y)
Grid 5030fds UTs(5'RC1t= 100~x:Y1 12"IPalll�200,SY),, �
Grid KOGlt SM LITS,(0'RON= 100 SY.12m Rohl m 267' Y
Cmld 1tl!Ogtlltrsllt UTS(12`Roll-257 rSY)
rpt .. jl.6in.'f D` 0=a6h IP�fte Laid
F R,RDELVL ,ado- oCk EEatluhma "8;r Load VZ91 17 $5.,104.17
Estimate ate Total $2,6,033.22
Estimate Coes Not Include State Taxes or gather Applicable Fees,
Printed on,030/21113 9:19 Aft Page 1 Qt 3
R,EDi1 :R9CK
stim t /Order
Wali of New Engl'+and
edr rack iof New Ertilland (Date: 413042018
Reeds Milli Eked Talo Off:��mt 1t1'S"
lw# rpot'1;, New,Hampshire 03:773 Fly; Newport,W
Shipping I'wlelllo&Trailer
Salespersom Shaun R.Carroll illi Freight; Delivery By The Laded
Ernall:scarroll@,carrolll,conics'e'le.us Terms: TBD,
Office Ptlorle° 3-363-1000 ext 6137 t liocic Face Limestone or bobble
Gell)Phone: 603-372.7015 Estimated' F: 1010
l 011concrete.col Valid 301,Days
'urstornier Pros ect
Greggry TeresiTereM Residence
175 Ol Street Queensibu ,NY
La k 0,eo el,New York
eMact Qre2pry Tefesl
l"haroe; 1151 E3 543-5291
Email. [ginQteresillittle.ii Shop IDrawire Quarl
Notes S Special Conditions.
, Iemse eee eccommpmr imq engfters quaanbl.i shoal.dated 4,130018 by Efic Moduzzi P'.E.from custonmw pnnovided plans dated 414118 with,no noted
ravisionrs,.
•t,f lig cinein priced for Wiefenct.but nal.induded in estimate Intal.
-Sales,rax is not included Vin eariinaie,
-&ges tax will apply to 911 ddill mateidals,.
..'Pleas,e note emigimeel fees is listed but removed from Wal-lsn inedrdin g feats hawar'bocni Elaid for shvE drawings.
•Ttlirs evNmale is famed upon informaflcn awaile,ble at the lime of the eetimate. Engiineerimnpg„wall design and wall build changes may
affect the Ili project prilce,
-oral us bar.24 fru the mailerislIQ k5ted In the eslirn'atefnriter only.
«IFtnall wall design arid layojif Is The res'po%aiiylfll of the clrstorner.
liQurcted blocks are 4000 p"SII unless otheiviise foaled.
-Cu:slcrn product requires 't010%non-refundable deposit and includies but is not limited'to cuslcm colors. Cusrtom product is n ork-
returnable.
eAft engirteerin,�rewislcns wrrifl be considered a change warder,fees w+ailll apply,
-COD customers pay^ enl is,rvgdui�eo'for materi i services and Redl-Floc k produdat at done of det1weryr. F ay anent for engineering or,
engineering services are requirredi at rima of ender,
-For del ^tired product(s),,It.Is the custoarner'srespionsNlfty to unload the truck noir trailer at the projeet site. The cwuslomi
responsible'fair having equipment at the site,capable of safellvy c -lraadirl lac"egg pound blcrks.,Sf'xtyL ml ii hour)ca allowed
for offlloading the trailer. if additional lime Is,reclulffed,lhe'truuck awtlll be charged at$120.001 per hour.
-Only like new unopened material is,returnablle. The coustcmer is respersible for return freight ano a 20 resloc king fee vdIll apply lc
accepled metuirns-
,T'axes and fees are the respansiblifty of lha customer.
•Ffr�,r.fiuP.JRnirFi,rat ntA n fi ipli AurnhlamAnmeisnnnlw,llnnnantpmdill than 11hirtwrtewam,
-Thee will he a 4.6%escalator a ppi to the above quoted prices effeofive January lo 2�019, 'The ascalailtd pwrfednS shadll
remain In effectthrough,IDecerriber 31,2019.
Effidre emue warming;Allp concrete andl masonry materials can develop,efillcfescemcel fffcresceruce appears as a powdery while,
depeslt.and lis made up of salts and mivnerais from inside the concrete sorneliimea appearing as,a hazy white,fiInficr streaksof viiiii1te
salt. Efflorescence'tyrpicall,y dissipates after,thea salts lra�e evapmated nand the concrete has dried inside. Ccmicrete that is always In
contact with m-cisluare and inever completely Aries may carWittalllly have efflorescence, Efflorescence does net affect the structural
fntegrilyr or indicate a fau lly product. Please circlle and inItia,ll the,blanck toxtura of your choice.
BLOCK TEXTURE. COS LESTt NE LIMESTONE LED ESTt7NE eCUST'OM
Ac eplance Of E;stiimateiu3r-der—The above prices,specifications and conditions are satisfactory and hereby accepted„
Pagprm intwftplee made as oudined above.
!Date of Acceptance.,
Sirluaturr+a
Pis are Initial there.. ,to actkiaowtedge our escallatoir
pfollsesale above,formas and r ondlijens ford'eldds prrnled Naime
Please siogrtt,date and return pages I &2. Please circle block texture oaf your choice above and Initlall.
Version 1,.1.2
Printed on 4/310/2 018 919 AM, Page 2 of 2.