HomeMy WebLinkAbout225 BUCKLAND RD At
Letter^0f Transmittal j
Company Name KG.`-� -T`t"�`a/ rc:i� t'J U._L-f2- ..
Address
` F4—I.-
Cit , State Z -" t�t1 ,79Llpa;c e: ";1• ,
_ c; NO: OL.
Phone y7 ' 3 C`Sj 71-71 Z
ro. JrN W1,,3Cre
r
We are sending you: 1 AttacheC Uncer se ar� p ate corer via __..r_�_____,—_._._—_ the'cDo .mc•
K 1 Crx. -gs D Pans ' Prints -�
'`-�� ;J �Sarr>>es L Spec.`icatrons
Leger O,dc' !j p:her
Copies Date Number ,Descriptlow-:.,
1? i 04A 10 l WA L.C..
D(�W11J� $
------------
j
Transmitted as Checked below:I ^^^���
J For approv3i 1 Rcsubni t ------
L Approved as-oted u cc;.ic,for 3pprU•.•at
t��I yo..• u%e ' Ap.ro. s S-tmitted
•eC ai �Subrr•: r o:m�s`Or dial nbul�rpr
As requested ( urne lo correct ens
(lam-'_ Returned J �Return r_orectCd Co:.,irs
UFor revie1:
Remarks:
copy to: Signed:
http://www.sample-templates123.com/wp-content/uploads/2016/03/Letter-of-Transmittal-... 4/17/2017
I
MSE\V—Mechanically Stabilized Earth Walls Evergreen Run Retaining Wall
Present DakRme'Mon Aug 29 10.52.43 2017 T.V4xk747YCakulatrons\Working\747.001 Everv=Ruo South Wt dsor Remming Wall-12 7R.BEN
NCMA DESIGN METHOD
Evergreen Run Retaining Wall
MSEW(3.0): Update# 14.96
PROJECT IDENTIFICATION
Title: Evergreen Run Retaining Wall
Project Number: 747.001 001
Client: Jolley Concrete,Inc.
Designer: JWK
Station Number: 0+00 to 1+67
Description:
Segmental Retaining Wall li=12.7 ft
Company's information:
Name: Siefert Associates,LLC
Street: I80 Church Street
Naugatuck,CT 06770
Telephone#: 203-723-1477
Fax#:
E-Mail:
Original file path and name: T:\74x\747\Calculations\Working\747.001 Evergreen Run S.....
.....ng Wall-12.7ft.BEN
Original date and time of creating this file: Wedn Jul 20 14:16:34 2016
PROGRAM MODE: ANALYSIS
of a SIMPLE STRUCTURE
using GEOGRID as reinforcing material.
Evergreen Run Retaining Wall Page I of 10
Copyright®1998-2016 ADAMA Engineering,Inc. License number MSEW-302875
MSEW—Mpchanically Stabilized Earth Walls Evergreen Run Retaining Wall
' s�...nt mc::t.o A8—..._...432017 r... .. ...�....--....._,.....c..�ur.:.�,.........�....��..eat.n��...:.. ..01Evere...�.,_...thWmd.r Ra..�ng Wall....7ft BE_
Racm Uatelrime:Man Au 28 10:52 43 2017 T:\Nx\7471CakulauonslWohin\747.001 E o Run South Windsor Rua�m Wall•12.7ft BEN i
SOIL DATA
REINFORCED SOIL
Unit weight, y 130.0 lh/ft 3
Design value of internal angle of friction, 34.00
RETAINED SOIL
Unit weight, y 120.0 Ih/ft I
Design value of internal angle of friction, 32.00
FOUNDATION SOIL(Considered as an equivalent uniform soil)
Equivalent unit weight, y ww.. 120.0 Ib/ft 3
Equivalent internal angle of friction, oequiv. 32.00
Equivalent cohesion, c Dui,,. 0.0 lb/ft 2
Water table does not affect bearing capacity
LATERAL EARTH PRESSURE COEFFICIENTS
Ka(internal stability)=0.2080
Inclination of internal slip plane, y=55.69a.
Ka(external stability)=0.2266
BEARING CAPACITY
Bearing capacity coefficients(calculated by MSEW): Nc=35.49 N y=30.21
SEISMICITY
Not Applicable
Evergreen Run Retaining Wall Page 2 of 10
Copyright®1998-2016 ADAMA Engineering,Inc. License number MSEW-302875
MSEW--Mechanically Stabilized Earth Walls Evergreen Run Retaining Wall
Pmunt DawMme:Mon Aug 29 10.52.43 2017 T:\74s\7471Gkulaaana\Working\747.001 Evergreen Run South Windsor Rctaming Wall.12.7ft.BEN
_-wreje.r�..,...Y•�...R�...s.+..ie....�a..a�•i�....e>_=_zr......—�—_...._.a.�_��—_—r—..--.�.sz�...,e.z�.s•,�.�.�..�n.q.�r�.s..�r_.—...+E._x...,....
INPUT DATA: Geogrids
(Analysis)
D A T A Geogrid Geogrid Geogrid Geogrid Geogrid
type#1 type#2 tvne#3 type#4 type#5
Tult [lb/ft] 3500.0
Durability reduction factor,RFd 1.10
Installation-damage reduction factor,RFid 1.15
Creep reduction factor,RFc 1.67 N/A N/A N/A N/A
Fs-overall for strength N/A
Coverage ratio,Re 1.000
Cds=tan(ro)/tan(Phi.reinforced) 0.58
Ci 0.80 N/A N/A N/A N/A
Variation of Lateral Earth Pressure Coefficient With Depth
Z K/Ka K/Ka
0.0 1.0 2.0 3.0
0 ft 1.00 0
3.3 ft 1.00 Z[ft] —�
6.6 ft 1.00 6.6 L
9.8 ft 1.00 9 8
13.1 ft 1.00
16.4 ft 1.00 16.4
19.7 ft 1.00
26.2 t
32.8
Evergreen Run Retaining Wall Page 3 of 10
Copyright 0 1998-2016 ADAMA Engineering.Inc. License number MSEW-302875
.. ...... ....... ..,.._..�.._,.., ._..... .
MSEW-Mechanically Stabilized Earth Walls Evergreen Run Retaining Wall
Pmwnt DateMme:Moo Aug 28 10 52.43 2017 T:k74xV471Cakulauom\Workmg\747 001 Evergreen Run South Windsor Rewning Wall-12.7ft BEN
----`�'-
INPUT DATA: Facia and Connection (according to revised Demo 82)
(Analysis)
FACIA type: Facing enabling frictional connection of reinforcement(e.g.,modular concrete blocks,gabions)
Depth/height of block is 1.00/0.67 P. Horizontal distance to Center of Gravity of block is 0.50 ft.
Average unit weight of block is yf=97.00 lb/ft 3
Top of wall
Z/Hd To-static/Tmax Z/Hd 0.00
0.25
0.00 1.00 0.50
0.25 1.00
0.50 1.00 0.75
0.75 1.00 1.00
1.00 1.00 1.00 0.90 0.80 0.70 0.60 0.50
To-static/Tmax
Peak Strength Criterion
Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5
Weight(1) (2) Weight Weight Weight Weight
of Tultconn of Tultconn of Tultconn of Tultconn of Tultconn
blocks blocks blocks blocks blocks
0.0 991.00
1889.0 1880.00 N/A N/A N/A N/A
5000.0 1880.00
Service Strength Criterion @ 3/4"
Geogrid Type#1 (3) Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5
Weight Tconn Weight Tconn Weight Tconn Weight Tconn Weight Tconn
of @ 3/4" of @ 3/4" of @ 3/4" of @ 3/4" of @ 3/4"
blocks blocks blocks blocks blocks
0.0 991.00
1889.0 1880.00 N/A N/A N/A N/A
5000.0 1880.00
Ultimate Strength Criterion Service Strength Criterion
Weight Weight
of Vu (4) of Vu' (5)
blocks blocks
0.0 1100.00 0.0 1100.00
5505.0 4540.00 5505.0 4540.00
10000.0 4540.00 10000.0 4540.00
(1)(2)(3)141(5) Weight of blocks,Tultconn.,Tconn@3/4",Vu and Vtf are in[lb/ft]
D A T A (for connection only) Type#1 Type#2 Type#3 Type#4 Type#5
Product Name Miragrid N/A N/A N/A N/A
Connection strength reduction factor,RFd 1.00 N/A N/A N/A N/A
Creep reduction factor,RFe 1.00 N/A N/A N/A N/A
Y Evergreen Run Retaining Wall ,•...v_......._...�.._......._,......_,....._.......-......_,......_......._,.....,_,......_,....._,..a.._,....._.••••Page 4 of 10
Copyright 0 1998-2016 ADAMA Engineering,Inc. License number MSEW-302875
MSEW—Mechanically Stabilized Earth Walls Evergreen Run Retaining Wall
Pr t DoWruno: Mon Aug 28 10:52:43 2017 T:\74x\747\Calculalions\Wodeing\747.001 Evergoen Run South Windsor Reaming Wall-12.7ft,DEN
.tee_,r���..�. .�•,s....� ss•,� .s. ... ..was. __ .�.., ._ .s.�.,r .... .s.w. s �,..�..�.>..v.,�....v
INPUT DATA: Geometry and Surcharge loads (of a SAVLE STRUCTURE)
Design height,Hd 12.67 [ft] { Embedded depth is E=0.67 ft,and height above top of finished
bottom grade is H= 12.00 ft}
Batter, w 7.0 [deg]
Backslope, R 0.0 [deg]
Backslope rise 0.0 [ft] Broken back equivalent angle,I=0.00'
UNIFORM SURCHARGE
Uniformly distributed dead load is 0.0[lb/ft'],and live load is 250.0[lb/ft']
ANALYZED REINFORCEMENT LAYOUT:
MENOMONEE"
SCALE,
0 2 4 6 8 10 [ft]
Evergreen Run Retaining Wall .....,.e..,....�,.«:..,....,,...r.,.,...,�.......su,e..,.r,.....�..,v.,.�..r.......,....r.,.,v.._,.....r......,...,.,v.....,....Page 5 of 10
Copyright®1998-2016 ADAMA Engineering,Inc. License number MSEW-302875
II
MSEW--Mcchanically Stabilized Earth Walls Evergreen Run Retaining Wall
Present Deue/fime:Mon Aug 29 10.32 43 2017 T:\74x\747\Cakulatims\Working\747.001 Evergreen Run South Windsor Retaining Wall-12.7ft BEN
_cwLR�!}yti��wsr.vr„rgwrr r•r r.wgvvwwLswrr r�y_mrrr ___y�i wv rraq„�Miwrrr.wwrr.gn n.rrr •r�jZ�rf_v.�.i,uwer.r�w�rrurn i�
ANALYSIS:CALCULATED FACTORS(Static conditions)
Bearing capacity,Fs=8.85,Meyerhof stress=1942 lb/ft2.
Foundation Interface:Direct sliding,Fs=3.424,Eccentricity, e/L=-0.0031,Fs-overtuming=6.23
GEOGRID CONNECTION
Fs P 3/4" Fs-peak Fs-overall Geogrid Pullout Direct Eccentricity Product
# Elevation Length Type [service [failure [geogrid strength resistance sliding e/L name
[ft] [ft] # criterion] criterion] strength] Fs Fs Fs
1 1.33 9.00 1 1.67 1.67 2.03 2.034 13.874 2.860 -0.0094 Miragrid 3XT
2 3.33 9.00 1 2.32 2.32 2.83 2.825 13.705 3.465 -0.0162 Miragrid 3XT
3 5.33 9.00 1 2.75 2.75 3.44 3.435 10.711 4.348 -0.0198 Miragrid 3XT
4 7.33 9.00 1 3.27 3.27 4.38 4.381 7.719 5.742 -0.0202 Miragrid 3XT
5 9.33 9.00 1 4.17 4.17 6.05 6.046 4.753 8.605 -0.0174 Miragrid 3XT
6 11.33 9.00 1 5.58 5.58 8.79 8.793 1.655 18.974 -0.0114 Miragrid 3XT
Evergreen Run Retaining Wall Page 6 of 10
Copyright 0 1998-2016 ADAMA Engineering,Inc. License number MSEW-302875
MSEW--Mechanically Stabilized Earth Walls Evergreen Run Retaining Wall
Present Daw ime.Mon Aug 29 10:52:43 2017 T:174a\7471CaLutatLms\Working\747.001 Evergreen Run South Windwr Retaining Wall-12.7RBEN
.r ,• . • . ,�.a_ ..._.,,...,eur., .u.a., .us...rus.,,�.,rQ.�....v.v�...—
BEARING CAPACITY for GIVEN LAYOUT
STATIC SEISMIC UNITS
(Water table does not affect bearing capacity)
Ultimate bearing capacity,q-ult 17182 N/A [lb/ft Z]
Meyerhof stress, 6v 1941.5 N/A [lb/ft Z]
Eccentricity, e -0.28 N/A [ft]
Eccentricity, e/L -0.031 N/A
Fs calculated 8.85 N/A
Base length 9.00 N/A [ft]
SCALE:
0 2 4 6 8 10 [ft]
Evergreen Run Retaining Wall Page 7 of 10
Copyright 0 1998-2016 ADAMA Engineering,Inc. License number MSEW-302875
MSEW--Mechanically Stabilized Earth Walls Evergreen Run Retaining Wall
Present Date aw Mon Aug 28 10 52.43 2017 T.174xV47\CakuhtumslWorkingk747.001 Evergreen Run South Windsor Rebutting Wall-12.7ft BEN
DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements)
Along reinforced and foundation soils interface: Fs-static=3.424
# Geogrid Geogrid Fs Fs Geogrid
Elevation Length Static Seismic Type # Product name
[ft] [ft]
1 1.33 9.00 2.860 N/A 1 Miragrid 3XT
2 3.33 9.00 3.465 N/A 1 Miragrid 3XT
3 5.33 9.00 4.348 N/A i Miragrid 3XT
4 7.33 9.00 5.742 N/A 1 Miragrid 3XT
5 9.33 9.00 8.605 N/A 1 Miragrid 3XT
6 11.33 9.00 18.974 N/A 1 Miragrid 3XT
ECCENTRICITY for GIVEN LAYOUT
At interface with foundation: e/L static=-0.0031;Overturning:Fs-static=6.23
# Geogrid Geogrid e/L e/L Geogrid
Elevation Length Static Seismic Type # Product name
[ft] [ft]
1 1.33 9.00 -0.0094 N/A 1 Miragrid 3XT
2 3.33 9.00 -0.0162 N/A 1 Miragrid 3XT
3 5.33 9.00 -0.0198 N/A 1 Miragrid 3XT
4 7.33 9.00 -0.0202 N/A 1 Miragrid 3XT
5 9.33 9.00 -0.0174 N/A 1 Miragrid 3XT
6 11.33 9.00 -0.0114 N/A 1 Miragrid 3XT
Evergreen Run Retaining Wall Page 8 of 10
Copyright 0 1998-2016 ADAMA Engineering,Inc. License number MSEW-302875
MSEW--Mechanically Stabilized Earth Walls Evergreen Run Retaining Wall
Present Datdnmo:Mon Aug 29 10 52 43 2017 T.\74x\747"culanms\Working\747.001 Evergreen Run South Windsor Rcummg Wall-12.7ft BEN
.e�.eswn_..n,_:.�.>�. .v�ute,s.....s,,i=�t•w.-aae�ws�._�..1.�..�..,.-----."-.�.r_�.�.,.4.• x�._t•......,..w..r,.e_wr r�e-�--=�.•�teer"�..s.-s_
RESULTS for STRENGTH
Live Load included in calculating Tmax
# Geogrid Tavailable Tmax Tmd Specified Actual Specified Actual
Elevation [lb/ft] [lb/ft] [Ib/ft] minimum calculated minimum calculated Product
[ft] Fs-overall Fs-overall Fs-overall Fs-overall name
static static seismic seismic
1 1.33 1657 814.49 N/A N/A 2.034 N/A N/A Miragrid 3XT
2 3.33 1657 586.41 N/A N/A 2.825 N/A N/A Miragrid 3XT
3 5.33 1657 482.28 N/A N/A 3.435 N/A N/A Miragrid 3XT
4 7.33 1657 378.15 N/A N/A 4.381 N/A N/A Miragrid 3XT
5 9.33 1657 274.02 N/A N/A 6.046 N/A N/A Miragrid 3XT
6 11.33 1657 188.42 N/A N/A 8.793 N/A N/A Miragrid 3XT
RESULTS for PULLOUT Live Load included in calculating Tmax
NOTE:Live load is not included in calculating the overburden pressure used to assess pullout resistance.
# Geogrid Coverage Tmax Tmd Le La Avail.Static Specified Actual Avail.Seism. Specified Actual
Elevation Ratio phift] [lb/ft] [ft] [ft] Pullout,Pr Static Static Pullout,Pr Seismic Seismic
[ft] (see NOTE) [lb/ft] Fs Fs [lb/ft] Fs Fs
1 1.33 1.000 814.5 N/A 7.26 0.74 11300.3 N/A 13.874 N/A N/A N/A
2 3.33 1.000 586.4 N/A 6.14 1.86 8036.7 N/A 13.705 N/A N/A N/A
3 5.33 1.000 482.3 N/A 5.02 2.98 5165.9 N/A 10.711 N/A N/A N/A
4 7.33 1.000 378.2 N/A 3.90 4.10 2918.9 N/A 7.719 N/A N/A N/A
5 9.33 1.000 274.0 N/A 2.78 5.22 1302.4 N/A 4.753 N/A N/A N/A
6 11.33 1.000 188.4 N/A 1.66 6.34 311.9 N/A 1.655 N/A N/A N/A
Evergreen Run Retaining Wall Page 9 of 10
Copyright 0 1998-2016 ADAMA Engineering,Inc. License number MSEW-302875
MSEW-Mechanically Stabilized Earth Walls Evergreen Run Retaining Wall
Pm nt DaWrunc Mon Aug 28 10 52 43 2017 T:\74x\747\Cakulatio \Wodcing\747.001 Evefgm Run South Windwr Retwung Wall-12 711 BEN
y����r�.rNsrrwr)!YML�iLwRrr�_ri �i �Jrws�r.�.Le�sr_va.r trr�v���r.�r v_��v._raL M�rv� u ar_v._�s_rs�_vr �_
RESULTS for CONNECTION(static conditions)
Live Load included in calculating Tmax
# Geogrid Connection FS-Bulging Available Available Available Fs-overall Fsoveran Fs-overall
Elevation force,To connection connection Geogrid connection connection Geogrid Product
[11] pblft] Peak Deformation strength, strength, strength, peak service strength name
Td-failure Tcs-service Tavailable
criterion criterion pb/tt] Specified Actual Specified Actual Specified Ada
(Ibfflj lib/t]
1 1.33 814 4.80 4.80 1363 1363 1657 N/A 1.67 N/A 1.67 N/A 2.03 Miragrid 3XT
2 3.33 586 5.69 5.69 1363 1363 1657 N/A 2.32 N/A 2.32 N/A 2.83 Miragrid 3XT
3 5.33 482 6.77 6.77 1326 1326 1657 N/A 2.75 N/A 2.75 N/A 3.44 Miragrid 3XT
4 7.33 379 8.09 8.09 1235 1235 1657 N/A 3.27 N/A 3.27 N/A 4.38 Miragrid 3XT
5 9.33 274 10.50 10.50 1143 1143 1657 N/A 4.17 N/A 4.17 N/A 6.05 Miragrid 3XT
6 11.33 188 13.06 13.06 1052 1052 1657 N/A 5.58 N/A 5.58 N/A 8.79 Miragrid 3XT
Evergreen Run Retaining Wall Page 10 of 10
Copyright 0 1998-2016 ADAMA Engineering,Inc. License number MSEW-302875
APPENDIX A
MANUFACTURER'S REFERENCE
INFORMATION
9 VENCA rE
0 C3 ,
SaA
saintarc.a.ar
Mira rid° 3XT
g �
Miragrido 3XT geogrid is composed of high molecular weight, high tenacity polyester
multifilament yams which are woven in tension and finished with a PVC coating.
Miragrid® 3XT geogrid is inert to biological degradation and resistant to naturally
encountered chemicals,alkalis,and acids.
Minimum Average
Mechanical Properties Test Method Unit Roll Value
Machine Direction
Tensile Strength at ultimate ASTM D 6637 kN/m Ibs/ft 51.1 3500
Tensile Strength at 5%strain ASTM D 6637 kN/m Ibs/ft 15.4 1056
Creep Reduced Strength ASTM D 5262 kN/m Ibs/ft 32.3 2215
Long Term Allowable Design GRI GG-4(b) kN/m(Ibs/ft) 28.0(1918)
Load
' NOTE: Long Term Allowable Design values are for sand, silt and clay
Physical Properties Test Method Unit Typical Value
Grid Aperture Size _ mm(in) 22.2(0.875)
machine direction
Grid Aperture Size _ mm(in) 25.4(1.0)
cross machine direction
Mass/Unit Area ASTM D 5261 /m2 oz/ d2 278.0 8.2
Roll Dimensions width x length — m ft 3.6 12 x 45.7 150
Roll Area — m2 d2 164.5 200
Estimated Roll Weight -- k Ibs 59 130
Disclaimer., TenCate assumes no liability for the accuracy or completeness of this information or for the ultimate use by
the purchaser. TenCate disclaims any and all express, implied, or statutory standards, warranties or guarantees,
including without limitation any Implied warranty as to merchantability or fitness for a particular purpose or arising from a
course of dealing or usage of trade as to any equipment,materials,or information furnished herewith. This document
should not be construed as engineering advice.
TEHCATE
materials that make a c irference
FG5000005
ETOR15
Retaining Wall Systems
Solid solutions: Testing
6348 Hwy.36,Suite I Oakdale.MIN 55128 - (651)770-3166 (800)770A525 (651)770-4089 fax
FACIAL STABILITY
VERSA-LOK SQUARE FOOT with Miragrid Geogrids
Connection Strength:Test Method-ASTM D 66381
Ultimate
(Peak) Testing Labe
Intercept slope max
(Ib/ft) (degrees) (lb/ft)
Miragrid 3XT 991 25 1880 SGI
Miragrid 5XT 1225 19 2175 SGI
Miragrid 7XT 1625 16 2585 SGI
Miragrid 8XT 1565 23 3210 SGI
Miragrid IOXT 2090 23 4250 SGI
Shear Strength:Test Method—ASTM D 69161
Ultimate
(Peak) Testing Labe
intercept slope max
(Ib/ft) (degrees) (lb/ft)
Miragrid 3XT3 1100 32 4540 SGI
Miragrid 5)W 1100 32 4540 SGI
Miragrid 7)W 1100 32 4540 SGI
Miragrid 8XT' 1100 32 4540 SGI
Miragrid 10XT' 1100 32 4540 SGI
1 Tests were performed with Standard VERSA-LOK Square Foot units(87 pounds,1-inch
setback,8-inch-high)with two VERSA Tuff pins in each unit, in accordance with the
ASTM test methods noted.Full reports available upon request.
2 Testing Laboratories:SGI—SGI Testing Services,Norcross,GA
3 Results presented are from test of VERSA-LOK Square Foot with VERSA-Grid VG 5.0,
a polyester geogrid similar to that listed.
Version 5.0,612009
VERSA-LOK RETAINING WALL SYSTEMS
BLOCK SHEAR TESTING
TEST SERIES NO. I:Versa-Lok Square Foot Block Unit against Versa-Lok Square foot Block Units with Two Versa-TuITPins and Gravel
3500 3500
—0—IA �
3m —0—113
3000 .0/
—6 Ic
2500 '" 2500
2000 2000
S1
a �
1500 re 1500
u y '
O ,I
to 1000 = 1000
rn O 0.75-in.
300 Moak
500 ———Linear(03S-in.)
——Linear(Peak)
011 0
0.0 0.4 0.8 1.2 1.6 2.0 0 500 1000 1500 2000 2500 3000 3500
Displacement(fin.) Applied Normal Load(N)(lb/ft)
'fast Test Test Equivalant Approx. Approx. 0.73•in. peak Shear Strength Equations
No. Specimen Normal Normal No.of Wall Strength Stre118th
Width Stress Load Blacks Might �)
(in.) (psi) (Ib111) (I1) (Iblfl) (16IR)
IA 18.0 3.5 502 7 S IS13 1513 .S'au4. 1275 + (M feat( 24°)
lt3 18.0 8.5 1220 1 I8 1 12 1781 1 1990 .Sir 1J45 + (rV fan(JS°)
IC 18.0 ILIA 2510 36 2.1 2380 2933
DATE TESTED: I rebrunry 2000
�o FMURE NO. B-1
®� CTEO S"YNTEC CONSULTANTS PROJECT NO. GLI1132
DOCUMENTNO. S0100092
SOIL-GEOSYNTHETIC INTERACTION TESTING LABORATORY FILE NO.
GENERAL NOTES:
.1 ELEVATIONS BASED ON SHEET NO. C-GD1 ENTITLED"GRADING AND DRAINAGE PLAN"DATED JULY 13, 2017 BY DESIGN PROFESSIONALS, INC.WALL DESIGN BASED ON NCMA DESIGN PROCEDURES.THE DESIGN HEREIN IS BASED UPON INFORMATION
PROVIDED BY THE REFERENCE DRAWING AND MANUFACTURER'S INFORMATION. ON THE BASIS OF THAT INFORMATION,SIEFERT ASSOCIATES, LLC HAS DESIGNED THE INTERNAL STABILITY OF THE WALL ONLY. EXTERNAL STABILITY INCLUDING FOUNDATION
AND GLOBAL STABILITY IS THE RESPONSIBILITY OF OTHERS.
2. 'STRIP ALL VEGETATION, ORGANIC SOILS AND UNSUITABLE FILL SOILS FROM THE WALL AND GRID ALIGNMENT AREAS. BENCH CUT ALL EXCAVATED SLOPES.
3. THE OWNER'S SITE REPRESENTATIVE SHALL VERIFY EXISTING SITE CONDITIONS AND THAT FOUNDATION SOILS SATISFY THE DESIGN STANDARDS AND PARAMETERS SHOWN.THE OWNER'S SITE REPRESENTATIVE SHALL VERIFY ALLOWABLE BEARING CAPACITY OF
SOILS OF 4 KSF. DO NOT OVEREXCAVATE UNLESS DIRECTED TO DO SO BY THE OWNERS SITE REPRESENTATIVE IN ORDER TO REMOVE UNSUITABLE SOIL. IF OVEREXCAVATING IN ORDER TO IMPROVE BEARING CAPACITY,THE EXCAVATION SHALL EXTEND AT
1 H:1 V [FROM THE WALL BASE UNIT] IN FRONT OF THE WALL FACE AND AT LEAST AS FAR BEHIND THE WALL AT LONGEST GEOGRID LENGTH.
4. THE LEVELING PAD SHALL BE A MINIMUM OF 24 INCHES WIDE AND CONSIST OF EITHER 6 INCHES THICK UNREINFORCED CONCRETE [eg 2,000 PSI],3'.CRUSHED STONE, OR COMPACTED GRANULAR FILL THAT CONFORMS TO THE REQUIREMENTS OF CT DOT
FORM 817 SECTION M.05, ARTICLE M.05.01
5. MINIMUM EMBEDMENT OF WALL BELOW FINISHED GRADE SHALL BE 8 INCHES (1 BLOCK) AS INDICATED ON THE MODULAR BLOCK RETAINING WALL ELEVATION.
6. FOLLOW APPLICABLE PROVISION OF THE MANUFACTURER'S INSTALLATION AND WRITTEN SPECIFICATIONS, ESPECIALLY WITH REGARDS TO LEVELING BLOCKS AND BASE.
7. SEGMENTAL RETAINING WALL BLOCKS SHALL BE VERSA-LOK SQUARE FOOT UNITS.
8. GEOGRID REINFORCEMENT,WHERE REQUIRED,SHALL BE MIRAFI MIRAGRID 3XT OR EQUAL.
9. DRAINAGE FILL 12 INCHES THICK SHALL BE INSTALLED BEHIND THE WALL AND AT LEAST 4 INCHES AROUND STRUCTURE UNDERDRAINS.THIS MATERIAL SHALL BE CLEAN 8 INCH CRUSHED STONE. REINFORCED [INFILL] SOIL SHALL CONFORM TO THE GRADATION
REQUIREMENTS OF CT DOT FORM 817 SECTIONS M.02.05 AND M.02.06 TYPE C.
10. PLACE AND COMPACT FILL MATERIAL BEHIND THE WALL AS THE WALL IS INSTALLED. LIFTS SHALL NOT EXCEED 12 INCHES. FIELD DENSITY TESTS SHALL BE PERFORMED AS THE WALL IS INSTALLED.THE MINIMUM NUMBER OF TESTS SHALL BE DETERMINED BY THE
OWNER'S SITE REPRESENTATIVE.COMPACTION OF BACKFILL MATERIALS SHALL BE TO 95%OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D1557.
11 THE GEOGRID REINFORCEMENT SHALL BE LAID HORIZONTALLY ON THE COMPACTED SOIL FILL AND PLACED ON THE VERSA-LOK UNITS AT THE ELEVATIONS AND TO THE LENGTH SHOWN. CORRECT ORIENTATION [ROLL DIRECTION] OF THE GEOGRID
REINFORCEMENT SHALL BE VERIFIED BY THE OWNER'S SITE REPRESENTATIVE TO BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.THE GEOGRID REINFORCEMENT SHALL BE IN TENSION AND FREE OF WRINKLES PRIOR TO PLACEMENT OF
SOIL FILL ABOVE.NOMINAL TENSION SHALL BE APPLIED TO THE GEOGRID REINFORCEMENT AND SECURED IN PLACE WITH STAPLES,STAKES, OR BY HAND TENSIONING UNTIL THE GEOGRID REINFORCEMENT IS COVERED BY AT LEAST 6 INCHES OF SOIL.
12. PROVIDE LATERAL DRAINAGE SWALES TO DIRECT FLOWS AROUND THE ENDS OF THE WALL AND AWAY FROM THE WALL DURING CONSTRUCTION.
13. TURF, OR SOME ACCEPTABLE FORM OF SOIL EROSION PROTECTION,SHOULD BE ESTABLISHED AT THE TOP OF THE WALL [WHERE REQUIRED] BY THE CONTRACTOR AS SOON THE WALL IS COMPLETED.
14. FINAL WALL ALIGNMENTS SHALL BE LOCATED IN THE FIELD BASED ON PROJECT DOCUMENTS.
15. RECOMMENDED COMPACTION EQUIPMENT INCLUDES HAND TAMP OR VIBRATORY PLATE COMPACTOR WITHIN 4 FEET OF THE FACE OF THE WALL, AND NOTHING LARGER THAN A DOUBLE-DRUM OR WALK-BEHIND COMPACTOR GREATER THAN 4 FEET
BEHIND THE WALL.
16. IF CONDITIONS ARE DIFFERENT THAN THOSE STATED IN THESE DRAWINGS AND/OR IN THE PROJECT DOCUMENTS,THE CONTRACTOR MUST CONTACT THE DESIGN ENGINEER PRIOR TO PROCEEDING WITH THE CONSTRUCTION.
17. GENERAL NOTES FOR CAPPING:
CAPS SHALL BE PLACED AS REQUIRED BY CONTRACT.
CAPS SHALL BE ADHERED TO WALL USING VERSA-LOK CONCRETE ADHESIVE.
WHEN CUTTING CAP UNIT FOR WALL END, DO NOT USE A CAP SECTION LESS THAN 6 INCHES.
CAPS MAY BE PLACED FLUSH OR WITH A 2 TO 4 INCH OVERHANG ON TOP.
•18. WALL CAPPING WILL REQUIRE THE USE OF'TYPE A'AND'TYPE B' UNITS.
NOTES:
1 THE LENGTHS OF GEOGRID REINFORCEMENT SHOWN ARE THE MINIMUM LENGTHS TO BE USED.THE CONTRACTOR MAY USE LONGER LENGTHS WHERE THEY MAY EASE INSTALLATION.
2. CARE SHOULD BE TAKEN TO REMOVE ALL ORGANIC MATERIAL FROM THE BASE OF THE EXCAVATION FOR THE RETAINING WALL. DESIGN ASSUMPTIONS
3. GEOGRID REINFORCEMENT LENGTHS ARE MEASURED PERPENDICULAR FROM THE FRONT FACE OF THE WALL. ALL GEOGRID IS TO BE PLACED PERPENDICULAR TO THE WALL FACE, I.E. REINFORCED FILL 130 PCF
THE GRID ROLL IS PLACED ON THE WALL, ROLLED OUT BEHIND THE WALL, AND CUT TO LENGTH.
4. ANY UTILITY PIPES HAVING A DIAMETER GREATER THAN 4 INCHES AND PASSING UNDER RETAINING WALL MUST HAVE A MINIMUM CLEARANCE OF 24 INCHES BETWEEN THE WALL BASE RETAINED EARTH 120 PCF
COURSE AND THE CROWN OF THE UTILITY PIPE. WHERE THIS MINIMUM CLEARANCE CANNOT BE ACHIEVED, A GRANITE OR CONCRETE HEADER SHALL BE INSTALLED OVER THE PIPE.THIS
HEADER SHALL EXTEND AT LEAST 24 INCHES BEYOND BOTH SIDES OF THE PIPE, RUNNING ALONG THE WALL BASE.THE HEADER SHALL MATCH THE VERSA-LOK UNIT HEIGHT AND DEPTH APPLIED 75 PSF
AND BE CENTERED BENEATH THE WALL BASE. SURCHARGE LOAD
5. VEHICLE GUIDE RAIL IS ANTICIPATED TO BE WITHIN THE LENGTH OF THE GEOGRID REINFORCEMENT.THE FOLLOWING PROCEDURE SHOULD BE FOLLOWED FOR POST INSTALLATION IN MAX BEARING 4 KSF
THESE LOCATIONS AND WHERE GEOGRID REINFORCEMENT IS LESS THAN 18 INCHES FROM THE SURFACE. EVALUATION OF THE STRUCTURAL CAPABILITIES OF THE VEHICLE GUIDE RAIL PRESSURE
SYSTEM INSTALLED AT THE SITE IS NOT PART OF THIS DESIGN.
5.1 THE SOIL ABOVE THE FIRST GEOGRID REINFORCEMENT IS TO BE EXCAVATED AND THE GEOGRID REINFORCEMENT HAND CUT.THE HOLE CUT IS TO BE JUST LARGE ENOUGH FOR THE
POST INSTALLATION. IF THE POST EXTENDS THROUGH FURTHER GEOGRID REINFORCEMENT LAYERS, IT MAY BE DRIVEN THROUGH ADDITIONAL LAYERS, PROVIDED THE DRIVEN END IS
TAPERED IN SOME FORM TO PROVIDE A POINT.SQUARE-EDGE POSTS SHALL NOT BE DRIVEN THROUGH GEOGRID REINFORCEMENT LAYERS, DRIVING WOOD POSTS IN CLOSE
PROXIMITY TO THE REAR OF THE WALL MAY PUSH THE WALL FACE OUTWARD DUE TO DISPLACED SOIL.
5.2. AUGERING OF POST HOLES IS ACCEPTABLE, PROVIDED GEOGRID REINFORCEMENT LAYERS WITHIN 18 INCHES OF THE SURFACE ARE HAND-CUT PRIOR TO AUGERING THE HOLE. 3
5.3. IF THE POSTS ARE TO BE SLEEVED AND SET IN CONCRETE, ALL GEOGRID REINFORCEMENT LAYERS MUST BE HAND CUT, WITH THE CUT HOLES JUST LARGE ENOUGH TO PROVIDE ROOM
FOR THE SLEEVE. USE OF A HAND-OPERATED POST-HOLE SHOVEL TO CUT THROUGH GEOGRID REINFORCEMENT IS ACCEPTABLE FOR LAYERS DEEPER THAN 18 INCHES FROM THE 8
CON/VFc'%, SURFACE OR UTILITY LESS THAN OR EQUAL TO 6 INCHES IN DIAMETER.
0
' - PARKING LOT EXPANSION
,a t No.2414 N
90�kz I E� :•���,; 2 EVERGREEN RUN o
•.,•ENS,.••�� `�. <
THESE DRAWINGS SHALL NOT BE UNLESS UNDER THE DRAFTER M.DUTILLY , SOUTH WINDSOR, CONNECTICUT
NALENG�`�\` DIRECTION OF A LICENSED PROF SSSIIONALL EONGIINEER.IF ANY ALTERATIONS OR JOLLEY CONCRETE, INC. SIEFERT
I 111111111��� MODIFICATIONS ARE MADE,THE ALTERING ENGINEER SHALL AFFIX HIS/HER 42 JUNIOR AVENUE CHECKER J.KIDD 0 08/30/2017 MODULAR BLOCK RETAINING WALL DWG No. K
SEAL AND THE NOTATION'ALTERED BY'FOLLOWED BY HIS/HER SIGNATURE,THE DANIELSON CT 06239 ASSOCIATES
DATE OF ALTERATION AND A SPECIFIC ,DESCRIPTION OF THE ALTERATION. MANAGER 1.KIDD No. DATE NOTES 747.001-1
I6
�\G 1+2
161
• . \k Ac %8O
I62 O PROPOSED MODULAR
163 BLOCK WALL
164
0+70
y .
8
b�
0+60
M #
PARKING LOT
•. '��• .yam
` � 1
0+50
— — 24 0f
EXISTING�� � CHAIN LINK FENCE [TYP]
BUILDING � 'ry
.7. 0+40
:. 0+30
4
18' 0„
• t✓J 9
0+20
VEHICLE GUIDE
RAIL [TYP]
0+10
BOLLARD f y
[TYP]
0+00
PLAN �� 3
* • -4 * = 0 5' 10' 15' PARKING LOT EXPANSION o
No.2 14 '2, 1' = 10'-0"
3 - EVERGREEN RUN
••.CENSE•
i / Q'� Z.
2 �
NG�� ` THESE DRAWINGS SHALL NOT BE MODIFIED OR ALTERED,UNLESS UNDER THE SOUTH WINDSOR, CONNECTICUT
IONA1 E JOLLEY CONCRETE, INC. DRAFTER M.DUTILLY I
MODIFICATIONS
MADE.
ENGINEERS ALL ALTERATIONS SIEFERT CHECKER J.KIDD 0 08/30/2017 MODULAR BLOCK RETAINING WALL DWG No. %
'''�ffflflflflff���� \ MODIFICATIONS ARE MADE.THE ALTERING ENGINEER SHALL AFFIX HIS/HER 42 JUNIOR AVENUE x
SEAL AND THE NOTATION'ALTERED BY'FOLLOWED BY HIS/HER SIGNATURE.THE DANIELSON, CT 06239 ASSOCIATES MANAGER J.KIDD No. DATE PLAN 747.001'2 DATE OF ALTERATION AND A SPECIFIC DESCRIPTION OF THE ALTERATION.
' � OUTSIDE
PROPOSED TOP OF CAP EL.172.6- ORNE
PROPOSED GRADE BEHIND WALL
• [TYP] PROPOSED TOP OF WALL EL.172.3'
177
i
175 MIRAFI. MIRAGRID 3XT OR EQUAL L= 9'-0"
173 3 MEASURED FROM WALL FACE
P 171 O
Z 169 Z
O z
,= 167
> 165 ENERGY DISSIPATER
w 6"PVC INV. EL.162.5
w 163 Z PROPOSED GRADE
161 n AT FACE OF WALL
159 w
157
0+00 0+05 0+10 0+15 0+20 0+25 0+30 0+35 0+40 0+45 0+50 0+55 0+60 0+65 0+70 0+75 0+80 0+85
STATION [FT]
PROPOSED TOP OF CAP EL. 172.0'
OUTSIDE OUTSIDE PROPOSED TOP OF WALL EL. 171.7'
PROPOSED GRADE ORNE ORNE
BEHIND WALL [TYP] PROPOSED GRADE
AT FACE OF WALL
177
MIRAFI.MIRAGRID 3XT OR EQUAL L=9'-0" 175
MEASURED FROM WALL FACE 173
Z 171 �:7
169 Z
m 167 O
z 165 j
w
N 163 w
x
`" 161
159
157
0+90 0+95 1+00 1+05 1+10 1+15 1+20 1+25 1+30 1+35 1+40 1+45 1+50 1+55 1+60 1+65
1+67
STATION [FT]
ELEVATION
0 5' 10' 15'
1"= 10'-0"
41
.a No 2ga�a :{Q = PARKING LOT EXPANSION o
;90•. ��� t �o ;��,,; 2 EVERGREEN RUN o
S+.•......��``� THESE DRAWINGS SHALL NOT BE MODIFIED OR ALTERED,UNLESS UNDER THE DRAFTER M.DUTILLY 1 i
s SOUTH WINDSOR CONNECTICUT n
DIRECTION OF A LICENSED PROFESSIONAL ENGINEER.IF ANY ALTERATIONS OR JOLLEY CONCRETE, INC. SIEFERT v
//ITIIIIIIIW"',, MODIFICATIONS ARE MADE,THE ALTERING ENGINEER SHALL AFFIX HIS/HER 42 JUNIOR AVENUE CHECKER J.KIDD 0 08/30/2017 MODULAR BLOCK RETAINING WALL DWG No. K
SEAL AND THE NOTATION'ALTERED BY'FOLLOWED BY HIS/HER SIGNATURE,THE DANIELSON, CT 06239 ASSOCIATES v
DATE OF ALTERATION AND A SPECIFIC DESCRIPTION OF THE ALTERATION. MANAGER J.KIDD No. DATE ELEVATION 747.001-3
CAP UNIT ADHERE TO TOP
UNIT W/VERSA-LOK FINISHED GRADE
CONCRETE ADHESIVE I GEOSYNTHETIC REINFORCEMENT
• DRAINAGE FILL 12"THICK MIN I MIRAFI MIRAGRID 3XT OR EQUAL.
[SEE GENERAL NOTE 9] I [SEE NOTE 3 AND GENERAL NOTE 8]
VERSA-TUFF PIN 2 PER UNIT I
00 I REINFORCED [INFILL]SOIL
VERSA-LOK SQUAREFOOT [SEE GENERAL NOTES 9 & 10]
1
MODULAR CONCRETE UNITS I
Lu i SETBACK 3.,PER BLOCK I APPROXIMATE LIMIT OF
x 4 I.� EXCAVATION [PER OSHA]
Q
8" 11 FILTER FABRIC MIRAFI 146N OR
[MIN] EQUAL OVERLAP GEOGRID 12
INCHES [MIN]
I r--_ EXISTING EARTH OR
J RETAINED BACKFILL
UNDISTURBED SOIL
LEVELING PAD [SEE 3 ( 5 ) 2 5 $ 7 ( + ' 3 ( & $ 3 3 ( ' $ 7 ( 1 6 7 + $ 7 ' 6 & + $ 5 * ( 6
GENERAL NOTE 4] TO WEEP HOLES AT MAXIMUM 40 FEET ON CENTER
TYPICAL MODULAR BLOCK RETAINING WALL SECTION
NTS
Y-2" PIN HOLES AND SLOTS
FOR 1"SETBACK WALL
CONSTRUTION PIN HOLES FOR 4" RANDOMLY
SETBACKS WALLS STAGGER
0 0 O FINISHED GRADE VERTICAL JOINTS
6"LEVELING
STRAIGHT SPLIT FACE PAD
UNDISTURBED
1, 6„ SOIL
NOTES:
A. LIMIT CHANGES IN BASE ELEVATION PER STEP TO 8"FOR VERSA-LOK
• ° ' • SQUARE FOOT UNITS TO AVOID DIFFERENTIAL SETTLEMENT.
f 00 i i i i 00 B. STEP AS NEEDED TO MINIMIZE BURIED UNITS AND MAINTAIN
a
MINIMUM REQUIRED EMBEDMENT.
VERSA-LOK SQUARE FOOT UNIT STEPPING BASE DETAIL
NTS NTS
F CONNFC
�. T % m
4 PARKING LOT EXPANSION s
No.2► 10:� 2 EVERGREEN RUN
•.,,ENS,,.•' a
NAI.E�C?``��� THESE DRAWINGS SHALL NOT PROFESSIONAL MODIFIED N ALTERED,UNLESS UNDER THE JOLLEY CONCRETE, INC. s/EFERT DRAFTER M.DUTILLY 1
SOUTH WINDSOR, CONNECTICUT ;
�r ��� MODIFDIRECTI N OF AATIONS REMAD ,THEALTERINENGINEER. ALL ALTERATIONS OR
CHECKER J.KIDD 0 08/30/2017 MODULAR BLOCK RETAINING WALL DWG No. x
rrrrrlllllllT�T�� MODIFICATIONS ARE MADE,THE ALTERING ENGINEER SHALL AFFIX HIS/HER 42 JUNIOR AVENUE �+�+ /� T �+SEAL OF ALTERATION
E ATION A NOTATION'ALTERED IC DES LOWED BY HIS/HER
ALTIGNATURE,THE DANIELSON, CT 06239 ASSOCIATES E MANAGER J.KIDD No. DATE DETAILS 747.001-4
DATE OF ALTERATION AND A SPECIFIC DESCRIPTION OF THE ALTERATION.
FOR STRAIGHT WALLS, ALTERNATE A-CAP & B-CAP
B-CAP A-CAP CUT REINFORCEMENT AROUND
•Q CURVE TO APPROXIMATELY 1"
w •O FORM FACE OF UNITS
N SPLIT SIDE OF CAP UNIT Q
00
wZ OD
- s •t•. . .. O O
af
� � 0
CAPPING DETAIL-PROFILE
SQUARE FOOT UNIT-STEP AT TOP OF WALL
NTS ,' O
3'-0„ [MIN]
PLACE 3"OF SOIL FILL BETWEEN
OVERLAPPING REINFORCEMENT
FOR PROPER ANCHORAGE
j
• GUARD RAIL NOTES:
• INSTALL H-PILE OR WOOD POST AS PER
• ?il MANUFACTURE'S RECOMMENDATIONS 0
• POST MAY PIERCE UPPER LAYER OF O
_ GEOSYNTHETIC AS PER WALL DESIGN
ENGINEER'S SPECIFICATIONS [SEE NOTE 7] GEOSYNTHETIC PLACEMENT
SQUARE FOOT UNIT-CONVEX CURVES F S�REN�'�N
AND OUTSIDE CORNERS G�\pr1 O ECS\ONE
GUARD RAIL DETAIL NTS
SQUARE FOOT UNIT-TYPICAL GUARD RAIL
NTS
FILTER FABRIC MIRAFI 140N OR EQUAL
OVERLAP EXISTING STRUCTURE 12 INCHES [MIN]
DRAINAGE FILLS ,• ,.
EXISTING STRUCTURE
0 D � Q NOTES:
�, • AT EXISTING STRUCTURE, ALTERNATE FULL $
CONNtC %,, UNIT WITH HALF UNIT EVERY OTHER COURSE
START AT FIXED POINTS AND WORK INTO
```� �PN•►1!• 'l/C� SEE NOTE
cam: ,.,,.r •� •.�� MIDDLE PART OF WALL 3
1• ` k� = WALL ABUTMENT DETAIL ' DO NOT ATTACH VERSA-LOK UNITS TO OTHER
STRUCTURES PARKING LOT EXPANSION
,a -,No.2 414 Z = SQUARE FOOT UNIT 3 <
ti<, E �o:��`� NTS 2 EVERGREEN RUN
c s•.•• THESE DRAWINGS SHALL NOT BE SOUTH WINDSOR CONNECTICUT
M ENG�?`\ DIRECT ON OF A L CENSED ROFESSOIONALDEONGANEEREIDF ANY ALTERA UNLESS DTIONS OR ER THEDRAFTER M.DUTILLY 1 '
JOLLEY CONCRETE, INC. SIEFER
MODIFICATIONS ARE MADE,THE ALTERING ENGINEER SHALL AFFIX HIS/HER 42 JUNIOR AVENUE TCHECKER J.KIDD 0 08/30/2017 MODULAR BLOCK RETAINING WALL DWG No.
SEAL AND THE NOTATION'ALTERED BY'FOLLOWED BY HIS/HER SIGNATURE,THE DANIELSON, CT 06239 2aASSOCIATES
DATE OF ALTERATION AND A SPECIFIC DESCRIPTION OF THE ALTERATION. MANAGER J.KIDD No. DATE DETAILS T-747.001-5
1.
c
REC D
SEP 0 8 2011
q South Windsor
Buildin De artment
f
U it* YUiLM%i DWI. TOWN OF SOUTH y*iljj66
'his Certified that this plan and specifications are trw
- •Iry of the proposed bWkUM or attarstions to oft
ted at
fiZZ�' eyic KL,A vO 1 '� >ietrcat
amend-ents stated In application anc
I 1 ,9r,a to comply with all zoning.
I: 1-,vs and such orders as shall bo
:-1 .g Uepartmvnt during pendency
li_w. and lipal,tssuanOe of at builwas
•.�r.v,.d subject to the condition thJille•
.-• !,Zes regulating bufldkts sAall 111111111
..-�t� /=— WtaN aM III �I
�aldmg Inspectw
� 7 N� t 7op5o