HomeMy WebLinkAbout1000 Upsala Rd (3)1 CITY OF SANFa a , 11 g61CATION
®
Permit # : ``y� I Date:
Job Address: ODS,9-14 I?'DA)) gi p, fiL•
Description of Work: &7,f+) All Rj�, IIVAI "
Historic District: Zoning: Value of Work: $ S . px
Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole
Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required)
Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial
Occupancy Type: Residential Commercial Industrial Total Square Footage:
Construction 7Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X)
Parcel #: Oto — �f� � �r%O �� b dDCi(� (Attach Proof of Ownership & Legal Description)
Owners Name & �Address: //L J✓
61 VIAIEZ AAeb PD4b STF S'DO djQL/{,✓Jalj A 3,111 Phone: 0 AMP
IAI
Contractor Name & Address: Sod )P—`'T 1.6
l - 5 �✓
5 C LIAZlate License Number:
Phone & Fax Contact Person: bt%A6 3651V Phone:
Bonding Company: Ly A
Address: r
Mortgage Lender:
•Address:
Arch itect/Engineer: Phone:
Address: Fax:
Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the
issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate
permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and
AIR CONDITIONERS, etc.
OWNER'S AFFIDAVIT: I cenifythat all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating
construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN
ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
E: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of
A this co nty, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies.
C
O
u %ep ce o e h is ver fication that I ill notify the owner of the property of the requirements of Florida Lien aw FS 713.
o _
o M C? It 2,! o
o 4 ture o Owne Agent Date Signature of Contra for/Agent Date
0'5 Mo
cl-N .� r c elc r � . LOW
_� Eo
v .n Pri caner/Age is Nam Print Contractor/Agent's Name
Zw
S' a of Notary-EVate of Florida'--L"Date Signat of Notary -State of Florida Date
q
4 t °��Y pu,4 Notary Public State of Florida
• / : Leighsah Jones
Owner/Agent is _ Personally Known to Me or Contractor/Agent is PenowlSriSSIQn DD408858
Produced ID _ Produced ID tm° Expires 03/25/2009
APPLICATION APPROVED BY: Bldg: Zoning. (ZOS Utilities: FD:
(Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date)
Special Conditions:
PiRtiyil c numb►tj LLtm t!i>` L1KLU11 UAWI
THIS INSTRUMENT PREPARED BY: SENME CaKrY
BK' 058'Eck, PIG 0595
NAME L OTICE OF COI\4MENCEMEN L{yER�yKI.50(y epi#}ry
�,44:k�5���� 512:4��d65� 3
SH.
Permit No. ADDR. rJl Vi S SCP jfg"WgES 10.00
State of Florida RSI; BY holden
County of Seminole
The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with
Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement.
1. Description of property: (legal description of the property and street address if available)
A -12 C i,b - DODO Vf','M.,A PbAD - SAS ep PL
2. General description of improvement: kef4fNlE4 HAU6
3. Owner information
a. Name and address
b. Interest in property Ittl,
c. Name and address of fee simple titleholder (if other than Owner)
4. Contractor
a. Name and address k5,yj,4erV's •2 MA AZ
4�2-5552- G 2-L
b. Phone number 1 75 Fax number
5. Surety
a. Name and address
6.
b. Phone number _
c. Amount of bond
Lender
a. Name and address
A
Fax number
b. Phone number Fax number
7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as
provided by Section 713.13(1) a)7., Florida Statutes:
a. Name and address I U a ir'uuro o e-
b. Phone number G+7 0� Fax number 07l/5� -
8. In addition to himself or herself, Owner designates of
to receive a copy of the Lienor's Notice as provided in Section
713.13(1)(b), Florida Statutes.
a. Phone number Fax number
9. Expiration date of notice of commencement (the expiration date is 1 yearfFe4p theWtj
ing unless a different
date is specified)
GG f Owner
Som to(or affirm d) and subscribed before me this (�- day of (J ff)+cm �✓ , 20 05 , by
la � tot
Personally Known W/ OR Produced Identification CERTIFIED COPY
Type of Identification Produced WA VANNI_
M®R51�
jSE
OF CI ;CUIT COURT
I
ep ogxY Pc,4 Notary Public State of Florida 0 FLORIDA
t ure`ofNota Public rida _ Joanna Ruiz g � My Commission DD453961AEP TY CLCommission Expires: !zp �oFM1d'Expires 07124/2009 �RO�
l
Associated Construction Products, Inc.
SUBMITTAL INFORMATION FOR
Regency Oaks- Change Order 2
ACP Project # 250103
Retaining Wall System
September 7, 2005
Phone 813-973-4425 Fax 813-973-0485
PATLI v
CONSULTANTS z
'Service -through "Excellence
'. September 3; 2.005
To: Pulte Homes_
'. 4901 Vineland Road suite# 500
Orlando; Florida 32811
Attn: Mr. Doug" Hoffman
Subject: _ Regency Oaks, City of Sanford, Seminole, County, Florida -
Segmental,Retaining walls # 7 through.#_9 '
PCI project # 5107
Gentlemen
In accordance' with request- 'frorri- Associated Construction Products; we have prepared drawings and ,
design calculations for above"segmentalretaining walls.
This design is, based on' National -Concrete Masonry Association hypothesis for SR walls., Surcharge
loading (live Toad) used for the reinforced wall;design, vanes from 40 to 100 pounds per -square foot (based -
on the location of the wall); at the top of the wall. Materials for this application are Anchor Wall Systems
7 1/2" Vertiea units" and Synteen SF" 35 by Synteen Technologies: SF 35 may be substituted with
Miragrid 3 "XT by Nicolon Miraf Group.Handrail (if required), isnot shown in cross section, as. is not '
" in our present scope..If installed, it should be at least 2".clear from the back face of the wall.,_
The calculations and -construction specifications are_ submitted with this for your use. If you require any
additional information, pleasedo not hesitate to contact us.
Very truly yours,.
Florida Registration No., 20941
cc: Mr.,Larry Falls, ACP
c:\w\acp\5107-letter.doc
2826 Safe Harbor,Drive Ph: 813-933-8162" _ em ail':-babupatel@aolLcom
/;-
Tampa, Florida. 33618 Fx: 813.-933=9062
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EQUAL (DESIGN BY OTHERS)
HANDRAIL TO BE 37"
HIGH PER FDOT INDEX 520
15' vHK�L�
{; 6' 36'
BERM
4• PX
15:1 M
53._0
52.0
3.0 46 0 SECTION C C
NTS
11.5'±
18' PARKING SOD
,,,6"x16" VERTICAL 2' VARIES
CURB 2z
r
\':EXISTING 3:1 MAX
' GROUND 1% MIN
SECTION D1 -D1
NTS
SOD
15'
BERM
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`F 1 MAX
EXISTING
GROUND
ks
In
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18' PARKING
6"x16" VERTICAL
CURB
2%
VARIES
GRADE BREAK AT 2' BELOW NWL
50'
pp 'L
'L 100' BLDG SETBACK
10'
BLDG FF
l
KEYSTONE BLOCK WALL
WITH -HANDRAIL OR
ENGINEER APPROVED
EQUAL (DESIGN BY OTHER`_
HANDRAIL TO BE 37"
HIGH PER FDOT INDEX 52C
...j 8 R 1'-0
11.5'±
SOD
2' VARIES 2'
r
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3:1 MAX
1% MIN
SECTI ON D 2- D 2
NTS
SILT
FENC
EXIST
GROUND
EXISTING
GROUND
GRADE PROPOSED FEXISTING
GROUND I
SCREEN
SECTION H -H WALL
NTS
SLL I I V IV c.—
NTS
SOD
VARIES 15'
VARIES BERM
VARIES
(4' MIN)
DESIGN HIGH WATER EL (L)HWi-1 I
NORMAL WATER EL (NWL)
21 12' MAX
2. BELOW NWL
5' MIN.
12' MAX.
TYPICAL SMA SECTION
NTS
VARIES
� 1 �: 1 2• , i yr -
1 MAX
EXISTING T
GROUND
c,'1 o ti v. S
V HKIL.7
(5' MIN)
12' MAX)
TO CLEANOUT
HEAVY DUTY SCREENED
DRAIN W/ SEDIMENT Bt
BY GLATTING/JACKSON
c 2 r -y To S t -d A.
2t� Dt 2 S CS 3 1�5� �v. �
V4 G. .
45.12'
44.87'
F/GR 44.00'--//'-
42.37' ---
O.A.L. 240'-0"
0
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6'-0" 1 5'-3" 15'-9" 75'-0"
9 VERTICA DESIGN
ELEVATION OF RETAINING . WALL #7
AT FACE OF WALL
O.A.L. 240'-0"
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102'-0
Q m
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42'-0" -I- 15'-9" - 11'-3" -
9 VERTICA DESIGN
ELEVATION OF RETAINING WALL #7
AT FACE OF WALL
ALL CAPS TO BE 3" CAP UNITS.
ALL BLOCKS TO BE VERTICA WALL UNITS.
o REFER TO ENGINEERING CROSS-SECTION
o FOR INFORMATION NOT SHOWN.
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18'-9"
O.A.L. 240'-0"
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43.62' �— 44.25'
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c
3'-0"
U
9 VERTICA DESIGN m
ELEVATION OF RETAINING WALL #7
AT FACE OF WALL
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ALL CAPS TO BE 3" CAP UNITS. ASSOCIATED REGENCY OAKS N
ALL BLOCKS TO BE VERTICA WALL UNITS. SEMINOLE COUNTY, FLORIDA z
REFER TO ENGINEERING CROSS-SECTION 1�lp
m FOR INFORMATION NOT SHOWN. CONSTRUCTION
DRAWING ELEVATION OF RETAINING WALL #7
PRODUCTS, INC. TILE, D5-D84
= A 9-1-05 MPP JRS CHANGE ORDER #2 - ADD WALLS 7, 8, 9 I I I I I DRAWN: MPP DATE: 09-07-OS REV. DWG. NO. Z
a 25352 S. R. 54 PH: (813) 973-4425 cHCr o: DATE:
N0. DATE: 8Y: APRVD: LUTZ, FL 33549 FX: (813) 973-0485 SCA W. 8 = �ATOE. Q RW-7-2
¢ REVISION DESCRIPTION:
52.00'
51.75'
50.50'
O.A.L. 90'--0"
ELEVATION OF RETANING WALL #8
AT FACE OF WALL
ALL CAPS TO BE 3" CAP UNITS.
ALL BLOCKS TO BE VERTICA WALL UNITS.
REFER TO ENGINEERING CROSS—SECTION
FOR INFORMATION NOT SHOWN.
52.00'
51.75'
50.50'
f: F(1(, Rin
53.12'
F/GR 53.00'
52-871
F/GR 52.00'
51.00
O.A.L. 412'-0"
52'-0"
12'-9" 12'-9"
- 7 VERTICA DESIGN
ELEVATION OF RETAINING WALL #9
AT FACE OF WALL
O.A.L. 412'-D"
I
6'-9" — 5'-3" 12'-6"
9 VERTICA DESIGN 7 VERTICA DESIGN
0 0
o
N C
O
IGN
ALL CAPS TO BE 3" CAP UNITS.
ALL BLOCKS TO BE VERTICA WALL UNITS.
REFER TO ENGINEERING CROSS-SECTION
o FOR INFORMATION NOT SHOWN.
a
U
89'-6"
7 VERTICA DESIGN
ELEVATION OF RETAINING WALL #9
AT FACE OF WALL
6'-9" 5'-3" i
6"
- 9 VERTICA DESIGN
O.A.L. 412'-0"
5'-3" 7'_9,•
6" 2'-3"
.IGN 9 VERTICA DESIGN
88'-3"
7 VERTICA DESIGN -
ELEVATION OF RETAINING WALL #9
AT FACE OF WALL
O.A.L. 412'-0"
ELEVATION OF RETAINING WALL #9
AT FACE OF WALL
ALL CAPS TO BE 3" CAP UNITS.
ALL BLOCKS TO BE VERTICA WALL UNITS.
REFER TO ENGINEERING CROSS-SECTION
FOR INFORMATION NOT SHOWN.
9'-0"
2'-3"
9'-0" 4 _6
- 9 VERTICA DESIGN
51.25'
51.00'
F/GR 50.00
49.12'
0
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11
Ae�ency dWser&0OoNcP,VR IirPble County, FL
License: AB00067014
Panel 1 of 1
Project Name: Regency Oaks, Sanford, Seminole County, FL
Data Sheet:
Owner: Pulte Homes, Orlando, FL
Client: Associated Constr. Products, Lutz, FL
Prepared by: Babu Patel
Date: 03 September 2005
Time:
�..� �k—L
C:\W\an chor-400\5107-#7-#09. aws
bq 5 S 4-t 0 w o
3 Sep 2005 - 09:51:42 AM
1
1
1
1
Ae�encwvaY ser�aO�orNcP,v�9Ri�ole County, FL
License: AB00067014
Licensed to: Anchor Wall Systems
5959 Baker Road, #390
Minnetonka, MN 55345
952-933-8855
952-933-8833
License Number. AB00067014
Proiect Identification:
Project Name: Regency Oaks, Sanford, Seminole County, FL
Data Sheet:
Owner: Pulte Homes, Orlando, FL
Client: Associated Constr. Products, Lutz, FL
Prepared by: Babu Patel
Date: 03 September 2005
Time:
Data file: c:\w\anchor-400\5107- #7-#09.aws
Project Notes:
wall #7: H = 9 V + c = 5.62' + .25'
Structure Summa
Wall Type:
Number of Panels:
Length of Wall (ft):
Anchor Wall Unit Type:
Cap Unit:
Reinforcement Manufacturer:
Reinforced Structure
1
30.0
Vertica (7.5 in)
Yes
Synteen Technologies Inc.
iSeismic Analysis Details:
Peak Ground Acceleration (PGA) ratio
C:\W\an chor-400\510747409. aws
0.00
Page 1 of 7
3 Sep 2005 - 09:51:42 AM
Design Summary:
Design Methodology: NCMA
Hinge Height (ft): 12.5
iSeismic Analysis Details:
Peak Ground Acceleration (PGA) ratio
C:\W\an chor-400\510747409. aws
0.00
Page 1 of 7
3 Sep 2005 - 09:51:42 AM
495�ncyW6aY s,rS8on?oNco,vSiWi�ole County, FL
License: A800067014
Soil Data: Soil Description
Reinforced Soil: sand
Retained Soil: sand
Leveling Pad Soil: gravel
Foundation Soil: sand
Anchor Wall Unit Name: Vertica (7.5 in)
Properties Standard Units Cap Units
Unit Height (in)
Friction
3.8
Cohesion
Angle
Unit Weight
(pst)
(degrees)
(pct)
N/A
30.0
115.0
NIA
30.0
115.0
N/A
40.0
125.0
0.0
30.0
115.0
Anchor Wall Unit Name: Vertica (7.5 in)
Properties Standard Units Cap Units
Unit Height (in)
7.5
3.8
Unit Width (in)
11.5
10.0
Unit Length (in)
18.0
14.63
Setback (in)
0.562
N/A
Weight (infilled) (lb)
117
39
Unit Weight (infilled) (pcf)
130.2
122.8
Center of Gravity (in)
5.75
5.0
Geosynthetic Reinforcement:
Type Name Polymer Type
ID No.
1 Synteen SF 35 polyester
Reduction Factors:
Factor
Creep
Durability
Installation
Overall
C:\W\anchor-400\510747409. aws
NCMA Method
Index Allowable
Tensile Strength (Ib/ft)
(Ib/ft)
2627.0 733.4
NCMA Method
Synteen SF 35
1.67
1.10
1.30
1.50
Page 2 of 7
3 Sep 2005 - 09:51:42 AM
Ae��nCy dWser&0h?bNcPv&Or Rble County, FL
License: AB00067014
11
D
External Stability Results for Panel 1 of 1
Calculated
FOS Base Sliding
Panel 1 of 1
FOS Overturning
3.88
FOS Bearing Capacity
7.24
Base Reinforcement Length (L) (ft)
SummaN:
Base Eccentricity (e)(ft)
0.45
Number of Standard Unit Rows
9
Base Reinforcement Ratio (L/H)
Cap Layer
Yes
Base Elevation (ft)
41.12
Panel Height (ft)
5.94
1
Panel Length (ft)
30.0
Crest Elevation (ft)
47.06
Left Station (ft) _
0+00.00
'
Right Station (ft)
0+30.00
Minimum Toe Embedment Depth (ft)
0.88
Maximum Toe Embedment Depth (ft)
0.88
Minimum Height of Reinforced Soil at Wall (ft)
5.61
Maximum Height of Reinforced Soil at Wall (ft)
5.61
Minimum Distance to Crest Break Point (ft)
7.5
Maximum Distance to Crest Break Point (ft)
7.5
'
Minimum Crest Height of Reinforced/Retained Soil (ft)
8.1
Maximum Crest Height of Reinforced/Retained Soil (ft)
8.1
Minimum Crest Elevation of Reinforced/Retained Soil (ft)49.22
Maximum Crest Elevation of Reinforced/Retained Soil (ft)49.22
Maximum Toe Slope (degrees)
0.0
Maximum Back Slope (degrees)
18.4
Maximum Equivalent Back Slope (degrees)
12.5
Maximum Live Load (psf)
100
Maximum Dead Load (psf)
0
11
D
External Stability Results for Panel 1 of 1
Calculated
FOS Base Sliding
2.08
FOS Overturning
3.88
FOS Bearing Capacity
7.24
Base Reinforcement Length (L) (ft)
5.00
Base Eccentricity (e)(ft)
0.45
Eccentricty Ratio (e/L)
0.09
Base Reinforcement Ratio (L/H)
0.89
Note: Calculated values MEET ALL design criteria
Design Criteria
1.50 OK
1.50 OK
2.00 OK
3.37 OK
N/A
N/A
0.60 OK
Page 3 of 7
1 C:\W\anchor-400\510747409.aws 3 Sep 2005 - 09:51:42 AM
Ae5" oncWva' ser&on�orN�',vS'e'Ni ole County, FL
License: A800067014
Detailed External Stability Results for Panel 1 of 1
Equivalent Back Slope Angle (degrees) 12.54
Ka
0.318
Ka (horizontal component)
0.286
Failure Plane (degrees)
49.6
Total Horizontal Force (Ib/ft)
1008
Total Vertical Force (Ib/ft)
3634
Sliding Resistance (Ib/ft)
2098
Driving Moment (Ib-ft/ft)
2587
Resisting Moment (Ib-ft/ft)
10045
Bearing Capacity (psf)
7150
Maximum Bearing Pressure (psf)
987
Results of Internal Stabilitv Analvses for Panel 1 of 1
Layer
Geosyn
Height
Length
Anchor
FOS
FOS
FOS
FOS
Layer
No.
Type
above
(ft)
Length
Over-
Pullout
Pullout
Sliding
Spacing
Toe
Toe
(peak)
(ft)
stress
(peak)
(disp)
(peak)
(ft)
(Ib/ft)
(ft)
(Ib/ft)
> 1.0
> 1.0
> 1.5
> 1.0
> 1.5
< 2.7
7
1
3.75
5.0
1.28
3.29
2.04
2.04
4.83
OK
4
1
1.88
5.0
2.66
3.01
5.94
5.94
3.44
OK
2
1
0.63
6.0
4.58
2.85
12.34
12.34
2.89
OK
Note: calculated
values MEET ALL design criteria
Detailed Internal Stability Results for Panel 1 of 1
Geosyn
Calculated
Equivalent Back Slope Angle (degrees)
12.54
Ka
0.317
Ka (horizontal component)
0.305
Failure Plane (degrees)
51.0
Cont'd) Detailed Results of Internal Stability Analyses for Panel 1 of 1
Layer
Geosyn
Height
Allowable
Tensile
Pullout
Pullout
Sliding
Sliding
No.
Type
above
Strength
Load
Capacity
Capacity
Force
Capacity
Toe
(Ib/ft)
(peak)
(disp)
(Ib/ft)
(Ibfft)
(ft)
(Ib/ft)
(Ib/ft)
(Ib/ft)
7
1
3.75
733.4
222.8
453.5
453.5
267.4
1292.5
4
1
1.88
733.4
244.0
1450.2
1450.2
579.7
1996.3
2
1
0.63
733.4
256.9
3171.0
3171.0
852.1
2465.5
C:\W\a nchor-400\5107-#7-#09. aws
Page 4of7
3 Sep 2005 - 09:51:42 AM
i
1;
1
1
1
1
1
1
1
Ic
1
1
1
11
11
Ae��ncy KWser&0h?bNcPvS2eWRole County, FL
License: A800067014
Results of Facina Stabilitv Analvses for Panel 1 of 1
Page 5 of 7
Layer
Height
Geosynthetic
FOS
FOS
FOS
FOS
FOS
No.
above
Type
Over-
Shear
Shear
Connection
Connection
90.5
Toe
117.5
turning
(peak)
(displacement)
(peak)
(disp)
N/A
(ft)
758.6
>1.5
>1.5
>1.0
>1.5
>1.0
9
5.0
none
5.33
20.18
7.18
-
-
8
4.38
none
2.29
9.17
3.56
-
-
7
3.75
1
1.36*
5.74
2.37
3.25
2.32
6
3.13
none
N/A
-
-
-
-
5
2.5
none
N/A
20.08
8.96
-
-
4
1.88
1
N/A
6.8
3.12
3.72
2.19
3
1.25
none
N/A
-
-
-
2
0.63
1
N/A
8.99
4.29
4.01
2.12
1
0.0
none
N/A
-
-
-
-
Note: * value does
NOT MEET design criterion
I -Sl ti :
L L S Tti 9-'r S
(2 7
2 4 vet A. Y .
Detailed Facina Stabilitv Results for Panel 1 of 1
Cont'd) Detailed Results of Facinq Stabilitv Analvses (Moment and Shear) for Panel 1 of 1
Layer Height Geo Drive Resist
Calculated
Equivalent Back Slope Angle (degrees)
12.54
Ka
0.317
Ka (horizontal component)
0.305
Failure Plane (degrees)
51.0
Cont'd) Detailed Results of Facinq Stabilitv Analvses (Moment and Shear) for Panel 1 of 1
Layer Height Geo Drive Resist
Shear
Shear
Shear
No. above Type Moment Moment
Load
Capacity
Capacity
Toe (Ib-ft/ft) (Ib-ftfft)
(Ibfft)
(Ib/ft)
(Ib/ft)
(ft)
229.5
(peak)
(disp)
90.5
+out -in
117.5
674.9
9 5.0
none
7.0
37.4
25.2
507.6
180.7
8 4.38
none
34.3
78.4
64.5
591.3
229.5
7 3.75
1
90.5
123.1
117.5
674.9
278.2
6 3.13
none
NIA
N/A
-38.5
758.6
327.0
5 2.5
none
N/A
N/A
41.9
842.2
375.7
4 1.88
1
N/A
N/A
136.1
925.9
424.4
3 1.25
none
N/A
N/A
0.0
1009.5
473.2
2 0.63
1
N/A
N/A
121.6
1093.2
521.9
1 0.0
none
N/A
NIA
0.0
1176.8
570.7
C:\W\anchor-400\5107-#7-#09.aws
3 Sep 2005 - 09:51:42 AM
4
i
�e�encW6a�vs r&on�orNao,vS2e�i�ole County, FL
License: A800067014
Cont'd) Detailed Results of Facing Stability Analyses (Connections) for Panel 1 of 1
Layer
Height
Geo
Connection
Connection
Connection
No.
above
Type
Load
Capacity
Capacity
Toe
(Ib/ft)
(peak)
(displacement)
(ft)
(Ib/ft)
(Ib/ft)
7
3.75
1
222.8
724.8
517.4
4
1.88
1
244.0
907.6
533.7
2
0.63
1
256.9
1029.5
544.6
Page 6 of 7
Cwanchor-400\510747409.aws 3 Sep 2005 - 09:51:42 AM
Ae�encWvaW r&0h?oNc?,v&WRo1e County, FL
License: AB00067014
4.3 degrees
T�G : 52.0 ft
UL R- ICA
FIC, R: 50.0 ft
EI W. s 49.25
i' \\\\\\\\\`\
' 4.0 ft
F I LT- E i, F,a g21 C
,,J2 -c SF 35
Panel 1 of 1
Project Name: Regency Oaks, Sanford, Seminole County, Fl-
Data
LData Sheet:
Owner: Pulte Homes, Orlando, FL
Client: Associated Constr. Products, Inc. Lutz, FL
Prepared by: Babu Patel
Date: 03 September 2005
Time:
V E P.T l G A -%l t G +l _ k"',&- L L.
C:\W\anchor-400\5107-#8-#04.aws 3 Sep 2005 - 11:53:01 AM
1
i
i
Ae�ency dWser&onioNrc�vSiNiPo1e County, FL
License: A800067014
Licensed to: Anchor Wall Systems
5959 Baker Road, #390
Minnetonka, MN 55345
952-933-8855
952-933-8833
License Number., AB00067014
Proiect Identification:
Project Name: Regency Oaks, Sanford, Seminole County, FL
Data Sheet:
Owner: Pulte Homes, Orlando, FL
Client: Associated Constr. Products, Inc. Lutz, FL
Prepared by: Babu Patel
Date: 03 September 2005
Time:
Data file: c:\w\anchor-400\5107-#8-#04.aws
Proiect Notes:
wall#8: H=4 V+c=2.5'+.25'
Structure Summa
Wall Type:
Number of Panels:
Length of Wall (ft):
Anchor Wall Unit Type:
Cap Unit:
Reinforcement Manufacturer:
Design Summary:
Design Methodology:
Hinge Height (ft):
Reinforced Structure
1
30.0
Vertica (7.5 in)
Yes
Synteen Technologies Inc.
NCMA
12.5
Seismic Analysis Details:
Peak Ground Acceleration (PGA) ratio
C:\W\an chor-400\510748404.aws
0.00
Page 1 of 6
3 Sep 2005 - 11:53:01 AM
Aeee ffy d kser&OOoNP, vSMRble County, FL Page 2 of 6
License: AB00067014
Soil Data: Soil Description
Reinforced Soil: sand
Retained Soil: sand
Leveling Pad Soil: gravel
Foundation Soil: sand
Anchor Wall Unit Name:
Friction
Cohesion
Angle
Unit Weight
(pst)
(degrees)
(pct)
N/A
30.0
115.0
N/A
30.0
115.0
N/A
40.0
125.0
0.0
30.0
115.0
Anchor Wall Unit Name:
Vertica (7.5 in)
Properties
Standard Units
Cap Units
Unit Height (in)
7.5
3.8
Unit Width (in)
11.5
10.0
Unit Length (in)
18.0
14.63
Setback (in)
0.562
N/A
Weight (infilled) (lb)
117
39
Unit Weight (infilled) (pcf)
130.2
122.8
Center of Gravity (in)
5.75
5.0
Geosynthetic Reinforcement:
NCMA Method
Type Name
Polymer Type
Index Allowable
ID No.
Tensile Strength (Ib/ft)
(Ib/ft)
1 Synteen SF 35
polyester
2627.0 733.4
Reduction Factors:
NCMA Method
Factor
Synteen SF 35
Creep
1.67
Durability
1.10
Installation
1.30
Overall
1.50
C:\W\anchor-400\510748404.aws
3 Sep 2005 - 11:53:01 AM
n
i
L
Ae5encw6aYgr&0?bN0,vSeW9b1e County, FL
License: A800067014
Panel 1 of 1
Summary:
Number of Standard Unit Rows
4
Cap Layer
Yes
Base Elevation (ft)
49.25
Panel Height (ft)
2.81
Panel Length (ft)
30.0
Crest Elevation (ft)
52.06
Left Station (ft)
0+00.00
Right Station (ft)
0+30.00
Minimum Toe Embedment Depth (ft)
0.75
Maximum Toe Embedment Depth (ft)
0.75
Minimum Height of Reinforced Soil at Wall (ft)
2.48
Maximum Height of Reinforced Soil at Wall (ft)
2.48
Minimum Distance to Crest Break Point (ft)
300.0
Maximum Distance to Crest Break Point (ft)
300.0
Minimum Crest Height of Reinforced/Retained Soil (ft)
2.48
Maximum Crest Height of Reinforced/Retained Soil (ft)
2.48
Minimum Crest Elevation of Reinforced/Retained Soil (ft)51.73
Maximum Crest Elevation of Reinforced/Retained Soil (ft)51.73
Maximum Toe Slope (degrees)
0.0
Maximum Back Slope (degrees)
0.0
Maximum Equivalent Back Slope (degrees)
0.0
Maximum Live Load (psf)
100
Maximum Dead Load (psf)
0
External Stability Results for Panel 1 of 1
Calculated Design Criteria
FOS Base Sliding
4.73
1.50 OK
FOS Overturning
16.61
1.50 OK
FOS Bearing Capacity
16.53
2.00 OK
Base Reinforcement Length (L) (ft)
4.00
1.49 OK
Base Eccentricity (e)(ft)
0.10
N/A
Eccentricty Ratio (e/L)
0.03
N/A
Base Reinforcement Ratio (L/H)
1.61
0.60 OK
Note: Calculated values MEET ALL design criteria
1 C:\W\anchor-400\510748404.aws
Page 3 of 6
3 Sep 2005 - 11:53:01 AM
ReOdy a'kser&0nioNcPvS2eWi9ble County, FL
License: AB00067014
Detailed External Stability Results for Panel 1 of 1
Equivalent Back Slope Angle (degrees) 0.00
Ka
0.265
Ka (horizontal component)
0.239
Failure Plane (degrees)
53.0
Total Horizontal Force (Ib/ft)
144
Total Vertical Force (Ib/ft)
1179
Sliding Resistance (Ib/ft)
681
Driving Moment (Ib-ft/ft)
143
Resisting Moment (Ib-ft/ft)
2383
Bearing Capacity (psf)
6478
Maximum Bearing Pressure (psf)
392
Results of Internal Stability Analyses for Panel 1 of 1
Layer Geosyn Height Length
Anchor
FOS
No. Type above (ft)
Length
Over -
Toe
(ft)
stress
(ft)
> 1.0
> 1.0
2 1 0.63 4.0
2.64
4.73
Note: calculated values MEET ALL design criteria
3.77
Detailed Internal Stability Results for Panel 1 of 1
Page 4 of 6
FOS
Calculated
Equivalent Back Slope Angle (degrees)
0.00
Ka
0.268
Ka (horizontal component)
0.258
Failure Plane (degrees)
54.4
Page 4 of 6
FOS
FOS
FOS
Layer
Pullout
Pullout
Sliding
Spacing
(peak)
(disp)
(peak)
(ft)
> 1.5
> 1.0
> 1.5
< 2.7
3.77
3.77
11.04
OK
(Cont'd) Detailed Results of Internal Stability Analyses for Panel 1 of 1
Layer Geosyn Height
Allowable
Tensile
Pullout
Pullout
Sliding
No. Type above
Strength
Load
Capacity
Capacity
Force
Toe
(Ib/ft)
(peak)
(disp)
(Ib/ft)
(ft)
(Ib/ft)
(Ib/ft)
(Ib/ft)
2 1 0.63
733.4
155.1
585.4
585.4
91.7
C:\W\an chor-400\5107-#8-#04. aws
Sliding
Capacity
(Ib/ft)
1012.1
3 Sep 2005 - 11:53:01 AM
1
1
1
1
1
1
1�
1
1
1
1
1
1
L
1
1
Ae�encW6aYvs r$aon?oW,vS�Wi�ole County, FL
License: A800067014
Results of Facinq Stability Analyses for Panel 1 of 1
Layer
Height
Geosynthetic
FOS
No.
above
Type
Over -
(peak)
Toe
(peak)
turning
> 1.5
(ft)
> 1.5
> 1.5
4
1.88
none
6.43
3
1.25
none
2.73
2
0.63
1
1.62
1
0.0
none
NIA
Note: calculated values MEET ALL design criteria
Detailed Facinq Stability Results for Panel 1 of 1
Calculated
Equivalent Back Slope Angle (degrees) 0.00
Ka 0.268
Ka (horizontal component) 0.258
Failure Plane (degrees) 54.4
FOS
FOS
FOS
FOS
Shear
Shear..
Connection
Connection
(peak)
(displacement)
(peak)
(disp)
> 1.5
> 1.0
> 1.5
> 1.0
24.14
8.6
-
-
10.92
4.24
-
-
6.83
2.81
4.67
3.34
(Cont'd) Detailed Results of Facing
Stability Analyses (Moment and Shear) for Panel 1 of 1
5.8
37.4
21.0
Layer Height Geo
Drive Resist Shear Shear
Shear
No. above Type
Moment Moment Load Capacity
Capacity
Toe
(Ib-ft/ft) (Ib-ft/ff) (Ib/ft) (Ib/ft)
(Ib/ft)
(ft)
(peak)
(disp)
123.1
+out -in
674.9
4 1.88
none
5.8
37.4
21.0
507.6
180.7
3 1.25
none
28.7
78.4
54.1
591.3
229.5
2 0.63
1
75.9
123.1
98.8
674.9
278.2
1 0.0
none
N/A
N/A
0.0
758.6
327.0
Cont'd) Detailed Results of Facing Stability Analyses (Connections) for Panel 1 of 1
Layer Height Geo Connection Connection Connection
No. above Type Load Capacity Capacity
Toe (Ib/ft) (peak) (displacement)
(ft) (Ib/ft) (Ib/ft)
2 0.63 1 155.1 724.8 517.4
C:\W\anchor-400\5107-#8-#04.aws
Page 5 of 6
3 Sep 2005 - 11:53:01 AM
�e�encW6/e( r$ &Nrc�vSMAle County, FL
License: AB00067014
Panel 1 of 1�(�
Project Name: Regency Oaks, Sanford, Seminole County, FL 0S
Data Sheet:
Owner: Pulte Homes, Orlando, FL
Client: Associated Constr. Products, Inc. Lutz, FL
Prepared by: Babu Patel
Date: 03 September 2005
Time:
.7 V L R -r { C -A yl/ A t. Z 1Q0-
C:\W\anchor-400\5107-#9-#07. aws
3 Sep 2005 - 01:05:52 PM
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
4e�ency dWser&0n?bNcPVSe9RRble County, FL
License: A800067014
Licensed to: Anchor Wall Systems
5959 Baker Road, #390
Minnetonka, MN 55345
952-933-8855
952-933-8833
License Number., AB00067014
Proiect Identification:
Project Name: Regency Oaks, Sanford, Seminole County, FL
Data Sheet:
Owner: Pulte Homes, Orlando, FL
Client: Associated Constr. Products, Inc. Lutz, FL
Prepared by: Babu Patel
Date: 03 September 2005
Time:
Data file: c:\w1anchor-40015107- #9-#07.aws
Page 1 of 7
Proiect Notes:
wall #9: H=7 V + c = 4.37'+.25'
Structure SummaN:
Wall Type:
Reinforced Structure
Number of Panels:
1
Length of Wall (ft):
30.0
Anchor Wall Unit Type:
Vertica (7.5 in)
Cap Unit:
Yes
Reinforcement Manufacturer:
Synteen Technologies Inc.
Design Summary:
Design Methodology:
NCMA
Hinge Height (ft):
12.5
Seismic Analysis Details:
Peak Ground Acceleration (PGA) ratio 0.00
CAManchor-400\510749407.aws 3 Sep 2005 - 01:05:52 PM
°J
Ae5e°ncw�a�Cser$4�O�oN�v02�o1e County, FL
License: AB00067014
Soil Data: Soil Description
Reinforced Soil: sand
Retained Soil: sand
Leveling Pad Soil: gravel
Foundation Soil: sand
Page 2 of 7
Anchor Wall Unit Name:
Friction
Cohesion
Angle
Unit Weight
(psf)
(degrees)
(pcf)
N/A
30.0
115.0
N/A
30.0
115.0
N/A
40.0
125.0
0.0
30.0
115.0
Page 2 of 7
Anchor Wall Unit Name:
Vertica (7.5 in)
Properties
Standard Units
Cap Units
Unit Height (in)
7.5
3.8
Unit Width (in)
11.5
10.0
Unit Length (in)
18.0
14.63
Setback (in)
0.562
NIA
Weight (infilled) (lb)
117
39
Unit Weight (infilled) (pcf)
130.2
122.8
Center of Gravity (in)
5.75
5.0
Geosynthetic Reinforcement.,
NCMA Method
Type Name
Polymer Type
Index Allowable
ID No.
Tensile Strength (Ib/ft)
(Ib/ft)
1 Synteen SF 35
polyester
2627.0 733.4
Reduction Factors:
NCMA Method
Factor
Synteen SF 35
Creep
1.67
Durability
1.10
Installation
1.30
Overall
1.50
CAManchor-400\510749407.aws 3 Sep 2005 - 01:05:52 PM
12 Re�� dy a�Cser&0n?bNcPVS'eN ble County, FL
License: AB00067014
Calculated Design Criteria
FOS Base Sliding
Panel 1 of 1
1.50 OK
FOS Overturning
Summary:
1.50 OK
FOS Bearing Capacity
Number of Standard Unit Rows
7
Base Reinforcement Length (L) (ft)
Cap Layer
Yes
Base Eccentricity (e)(ft)
Base Elevation (ft)
45.37
Eccentricty Ratio (e/L)
Panel Height (ft)
4.69
Base Reinforcement Ratio (L/H)
Panel Length (ft)
30.0
Note: Calculated values MEET ALL design criteria
Crest Elevation (ft)
50.06
Left Station (ft)
0+00.00
Right Station (ft)
0+30.00
Minimum Toe Embedment Depth (ft)
1.63
Maximum Toe Embedment Depth (ft)
1.63
Minimum Height of Reinforced Soil at Wall (ft)
4.36
Maximum Height of Reinforced Soil at Wall (ft)
4.36
Minimum Distance to Crest Break Point (ft)
30.0
Maximum Distance to Crest Break Point (ft)
30.0
Minimum Crest Height of Reinforced/Retained Soil (ft)
10.35
Maximum Crest Height of Reinforced/Retained Soil (ft)
10.35
Minimum Crest Elevation of Reinforced/Retained Soil (ft)55.72
Maximum Crest Elevation of Reinforced/Retained Soil (ft)55.72
Maximum Toe Slope (degrees)
11.3
Maximum Back Slope (degrees)
11.3
Maximum Equivalent Back Slope (degrees)
Maximum Live Load (psf)
11.3
40
Maximum Dead Load (psf)
0
f
External Stability Results for Panel 1 of 1
Calculated Design Criteria
FOS Base Sliding
3.25
1.50 OK
FOS Overturning
8.24
1.50 OK
FOS Bearing Capacity
15.34
2.00 OK
Base Reinforcement Length (L) (ft)
5.00
2.62 OK
Base Eccentricity (e)(ft)
0.14
N/A
Eccentricty Ratio (e/L)
0.03
N/A
Base Reinforcement Ratio (L/H)
1.15
0.60 OK
Note: Calculated values MEET ALL design criteria
Page 3 of 7
I I C:\W\anchor-400\510749407.aws 3 Sep 2005 - 01:05:52 PM
�e�encwva'kser$4�O�oNc��Qii�Yole County, FL Page 4 of 7
License: AB00067014
Detailed External Stability Results for Panel 1 of 1
Calculated
Equivalent Back Slope Angle (degrees) 11.30
Ka
0.311
Ka (horizontal component)
0.280
Failure Plane (degrees)
50.1
Total Horizontal Force (Ib/ft)
492
Total Vertical Force (Ib/ft)
2765
Sliding Resistance (Ib/ft)
1596
Driving Moment (Ib-ft/ft)
901
Resisting Moment (Ib-ft/ft)
7424
Bearing Capacity (psf)
9527
Maximum Bearing Pressure (psf)
621
Results of Internal Stability Analyses for Panel 1 of 1
Layer
Geosyn
Height
Length
Anchor
FOS
FOS
FOS
FOS
Layer
No.
Type
above
(ft)
Length
Over-
Pullout
Pullout
Sliding
Spacing
(Ib/ft)
(peak)
Toe
(Ib/ft)
(ft)
stress
(peak)
(disp)
(peak)
(ft)
(Ib/ft)
(ft)
1.
> 1.0
> 1.0
> 1.5
> 1.0
> 1.5
< 2.7
5
1
2.5
5.0
2.23
4.36
3.85
3.85
8.35
OK
2
1
0.63
5.0
3.59
3.47
8.41
8.41
4.99
OK
Note: calculated values MEET ALL design criteria
Detailed Internal Stability Results for Panel 1 of 1
Calculated
Equivalent Back Slope Angle (degrees) 11.30
Ka 0.311
Ka (horizontal component) 0.299
Failure Plane (degrees) 51.4
Cont'd) Detailed Results of Internal Stability Analyses for Panel 1 of 1
Layer
Geosyn
Height
Allowable
Tensile
Pullout
Pullout
Sliding
No.
Type
above
Strength
Load
Capacity
Capacity
Force
Toe
(Ib/ft)
(peak)
(disp) .
(Ib/ft)
(ft)
(Ib/ft)
(Ib/ft)
(Ib/ft)
5
1.
2.5
733.4
168.1
647.2
647.2
146.6
2
1
0.63
733.4
211.1
1774.7
1774.7
386.6
C:\W\anchor-400\5107-#9-#07.aws
Sliding
Capacity
(Ib/ft)
1224.3
1928.0
3 Sep 2005 - 01:05:52 PM
Aeeenc�Wser$4O?oNrd0,V&OPole County, FL Page 5 of 7
License: A800067014
Results of Facino Stabilitv Analvses for Panel 1 of 1
Layer
Height
Geosynthetic
FOS
FOS
FOS
FOS
FOS.
No.
above
Type
Over-
Shear
Shear
Connection
Connection
57.6
Toe
81.8
turning
(peak)
(displacement)
(peak)
(disp)
N/A
(ft)
758.6
> 1.5
> 1.5
> 1.0
> 1.5
> 1.0
7
3.75
none
10.59
37.05
13.19
-
-
6
3.13
none
3.93
14.41
5.59
-
-
5
2.5
1
2.14
8.25
3.4
4.31
3.08
4
1.88
none
N/A
-
-
-
-
3
1.25
none
N/A
23.72
10.58
-
-
2
0.63
1
N/A
7.94
3.64
4.3
2.53
1
0.0
none
N/A
-
-
-
Note: calculated values
MEET ALL design criteria
Detailed Facing Stabilitv Results for Panel 1 of 1
Resist Shear
Calculated
Equivalent Back Slope Angle (degrees)
11.30
Ka
0.311
Ka (horizontal component)
0.299
Failure Plane (degrees)
51.4
Cont'd) Detailed Results of Facing Stabilitv Analvses_fMoment and Shear) for Panel 1 of 1
Layer Height Geo Drive
Resist Shear
Shear
Shear
No. above Type Moment
Moment Load
Capacity
Capacity
Toe (!b-ft/ft)
(Ib-ft/ft) (Ib/ft)
(Ib/ft)
(Ibfft)
(ft)
229.5
(peak)
(disp)
57.6
+out -in
81.8
674.9
7 3.75
none
3.5
37.4
13.7
507.6
180.7
6 3.13
none
19.9
78.4
41.0
591.3
229.5
5 2.5
1
57.6
123.1
81.8
674.9
278.2
4 1.88
none
N/A
N/A
-32.1
758.6
327.0
3 1.25
none
N/A
N/A
35.5
842.2
375.7
2 0.63
1
N/A
N/A
116.6
925.9
424.4
1 0.0
none
N/A
N/A
0.0
1009.5
473.2
Cont'd) Detailed Results of Facinq Stabilitv Analyses (Connections) for Panel 1 of 1
Layer
Height Geo
Connection
Connection
Connection
No.
above Type
Load
Capacity
Capacity
Toe
(Ib/ft)
(peak)
(displacement)
(ft)
(Ib/ft)
(Ib/ft)
5
2.5 1
168.1
724.8
517.4
2
0.63 1
211.1
907.6
533.7
C:\W\a n chor-400\5107-#9-#07. aws
3 Sep 2005 - 01:05:52 PM
Ae�ency6a4vs r&on?orNao,vS2e0i�ole County, FL
License: A800067014
Cont'd) Detailed Results of Facing Stability Analyses (Connections) for Panel 1 of 1
Layer
Height
Geo
Connection
Connection
Connection
No.
above
Type
Load
Capacity
Capacity
Toe
(Ib/ft)
(peak)
(displacement)
(ft)
(Ib/ft)
(Ib/ft)
5
2.5
1
168.1
724.8
517.4
2
0.63
1
211.1
907.6
533.7
CA \anchor-400\5107-#9-#07.aws
Page 6 of 7
3 Sep 2005 - 01:05:52 PM
1
3tember
Regency Oaks, Sanford, Seminole County, Florida September , 2005
PCI Project No. 5107
CONSTRUCTION SPECIFICATIONS
THE CONTRACTOR INSTALLING THIS WALL MUST BE AN APPROVED / CERTIFIED ANCHOR
WALL CONTRACTOR. PART OF THE MANUAL IS INCLUDED HERE FOR REFERENCE.
GEOGRID SOIL REINFORCEMENT SHALL BE SYNTEEN .SF 35, AS MANUFACTURED BY
SYNTEEN TECHNOLOGIES. GEOGRID SHALL BE INSTALLED IN ACCORDANCE WITH
MANUFACTURERS PRINTED INSTRUCTIONS.
CONCRETE MASONRY UNITS SHALL BE ANCHOR WALL SYSTEM UNITS 7 1/2" VERTICA, AS
MANUFACTURED BY ANCHOR BLOCK OF FLORIDA, INC. ANCHOR WALL UNITS SHALL BE
INSTALLED IN ACCORDANCE WITH MANUFACTURERS PRINTED INSTRUCTIONS.
ALL CONSTRUCTION PROCEDURES SHALL MEET THE REQUIREMENTS OF OSHA AND OTHER
LOCAL, STATE AND FEDERAL AGENCIES, TO PROTECT PERSONNEL AND EXISTING
STRUCTURES.
FOUNDATION:
ALL UNSUITABLE MATERIAL SUCH AS MUCK SHALL BE REMOVED FROM
C UNDERNEATH AS REQUIRED. FOUNDATION SOIL SHALL BE PREPARED TO MEET OR
EXCEED ALLOWABLE BEARING CAPACITY OF 2000 PSF. THIS WORK SHALL BE
PERFORMED BY OWNER OR OWNER'S REPRESENTATIVE AND NOT BY ASSOCIATED
CONSTRUCTION PRODUCTS, INC. STRUCTURAL FILL SHALL BE COMPACTED TO 95%
OF THE MODIFIED PROCTOR, MAXIMUM DRY DENSITY (ASTM D-1557).
FOUNDATION AREA SHALL BE DEWATERED PRIOR TO FOUNDATION CONSTRUCTION.
DRAINAGE FILL:
DRAINAGE FILL SHALL BE FREE DRAINING CRUSHED STONE, 3/8" TO 3/4." IT SHALL
MEET THE AASHTO #57 OR #67 STONE
FILTER FABRIC:
FILTER FABRIC SHALL BE 8 OZ. NON -WOVEN GEOTEXTILE. PROVIDE 12 INCH LAP @
VERTICAL JOINTS AND 2 INCHES TURNING @ EACH LAYER OF GEOGRID.
BACKFILL MATERIAL:
BACKFILL MATERIAL SHALL BE CLEAN FREE DRAINING SAND WITH 10% OR
LESS FINES. SAND FRICTION ANGLE TO BE 30 DEGREES MINIMUM.
ANCHOR WALL UNIT INSTALLATION:
INSURE THAT UNITS ARE IN FULL CONTACT WITH BASE.
FILL ALL VOIDS AT UNITS WITH DRAINAGE FILL MATERIAL. TEMP FILL.
O
SWEEP ALL EXCESS MATERIAL FROM TOP OF UNITS AND INSTALL NEXT COURSE.
® INSURE THAT EACH COURSE IS COMPLETELY FILLED WITH CRUSHED STONE.
PULL THE UNITS FORWARD UNTIL THE LOCATING SURFACE OF THE UNIT CONTACTS
THE LOCATING SURFACE OF THE UNITS IN THE PRECEDING COURSE. PULL THE UNIT
FORWARD AS FAR AS POSSIBLE.
GEOGRID INSTALLATION:
THE GEOGRID SOIL REINFORCEMENT SHALL BE LAID HORIZONTALLY ON TOP OF
THE ANCHOR WALL UNIT AND HORIZONTALLY ON COMPACTED BACK FILL.
PULL TAUT AND ANCHOR BEFORE BACKFILL IS PLACED ON THE GEOGRID.
CORRECT ORIENTATION (ROLL DIRECTION) OF THE GEOGRID SHALL BE VERIFIED BY
THE CONTRACTOR.
FILL PLACEMENT:
BACKFILL MATERIAL SHALL BE PLACED IN 12 INCH LIFTS AND COMPACTED TO 95%
OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM D - 1557). VIBRATORY
PLATE COMPACTOR SUCH AS `BPU 3345 A" BY WACKER CORPORATION CAN BE
f USED.
TESTING METHODS AND FREQUENCY, VERIFICATIONS OF MATERIAL
SPECIFICATIONS AND COMPACTION SHALL BE THE RESPONSIBILITY OF THE OWNER.
FILTER FABRIC SHALL BE PLACED BETWEEN CRUSHED STONE AND SAND.
ONLY HAND OPERATED COMPACTION EQUIPMENT SHALL BE ALLOWED WITHIN
5 FEET OF THE BACK SURFACE OF THE ANCHOR UNITS. HEAVY CONSTRUCTION
EQUIPMENT SHALL NOT BE ALLOWED WITHIN THIS DISTANCE.
BACKFILL SHALL BE PLACED FROM THE WALL REARWARD INTO THE EMBANKMENT
TO INSURE THAT THE GEOGRID REMAINS TAUT.
TRACK MOUNTED CONSTRUCTION EQUIPMENT SHALL NOT BE OPERATED DIRECTLY
ON THE GEOGRID. A MINIMUM BACKFILL THICKNESS OF 6 INCHES IS REQUIRED
PRIOR TO OPERATION OF TRACK MOUNTED VEHICLES OVER THE GEOGRID. TURNING
OF TRACK MOUNTED VEHICLES SHOULD BE KEPT TO A MINIMUM TO PREVENT
TRACKS FROM DISPLACING THE FILL AND DAMAGING THE GEOGRID.
RUBBER TIRED EQUIPMENT MAY PASS OVER THE GEOGRID AT SLOW SPEED, LESS
THAN 10 MPH. SUDDEN BRAKING AND SHARP TURNING SHALL BE AVOIDED.
CAP UNIT:
DIAMOND CAPS TO BE ATTACHED WITH ADHESIVE.
13;
CONSTRUCTION TOLERANCES:
VERTICAL CONTROL:
+ 1.25 INCHES OVER A 10 FOOT DISTANCE
HORIZONTAL LOCATION CONTROL:
STRAIGHT LINES: + 1.25 INCHES OVER A 10—FOOT DISTANCE
STRAIGHT AND RADIUS CORNER LOCATION: + 1.0 FOOT
CURVES AND SERPENTINE RADIUS: + 2.0 FOOT
ROTATION:
FROM ESTABLISHED PLAN WALL BATTER: 2.0 DEGREES
MAXIMUM, + 10 % FROM TOTAL ESTABLISHED HORIZONTAL SETBACK
BULGING:
1.25 INCH OVER A 10 FOOT DISTANCE
TREE PLANTING:
CONTACT ACP PRIOR TO PLANTING ANY LANDSCAPING ADJACENT TO WALL, TO
AVOID DAMAGE TO THE GEOGRID.
WALL LAYOUT:
GENERAL CONTRACTOR TO LAYOUT WALL PRIOR TO ACP CONSTRUCTION
START.
c:\w\acp\5107-note.doc
D
D
1
D
n
D
L
n
RETAINING WALL SYSTEM
1
1
1
1
1
i
TM
F"1Anchor Diamond Pro
Architects, engineers and contractors are choosing Anchor Diamond Pro"'
to create flexible, cost-effective solutions for a broad range of large
commercial, municipal and residential retaining wall projects.
For contours that shape new environments and colors that blend
with the surroundings, the natural choice is Anchor Diamond Pro.
Afimml
RETAINING WALL SYSTEMS
1-877-295-5415
www.anchorwall.com
Anchor Diamond Pro
All units feature one square foot of wall face combined with a
patented rear -lip technology to bring simplified construction,
improved connection strength and reduced cost to every project.
Aesthetically, the natural rock texture and earth -tone colors blend
easily into any environment. Anchor Diamond Pro can be used
with geosynthetic reinforcement for tall wall applications.
No pins. No mortar. No misalignments.
t.
- Our patented rear -lip technology makes
installation quick, efficient and accurate.
Specifications
E ea
Beveled Face
Nominal 8" x 18" x 12"
Dimensions* (200 mm x 450 mm x 300 mm)
Straight Face
8"x18"x12"
(200 mm x 450 mm x 300 mm)
Accessories:
Corner Cap
8"x18"x9" 4"x17/4"x10"
(200 mm x 450 mm x 225 mm) (100 mm x 450 mm x 250 mm)
Approx. Weight*
72 lbs. (40 kg)
74 lbs. (41 kg) 101 lbs. (46 kg) 40 lbs. (18 kg)
Coverage
1.0 sq. ft. (.091
1.0 sq. ft. (.091
Setback/Batter
V (25 mm)/7.13°
1" (25 mm)/7.13°
Inside Radius
4' (1200 mm)
6'(1800 mm)
Outside Radius
4' (1200 mm)
4'(1200 mm)
* Nominal Dimensions. Actual dimensions and weight may vary from these nominal
dimensions due to variations in manufacturing processes. Specifications may change
without notice. See your Anchor representative for details, color options, block
dimensions and additional information.
DP285H 07/0510M
In the United States, Anchor Wall Systems products are backed by a Limited Warranty. For a complete copy of the Anchor
Wall Systems Warranty, visit your local distributor or manufacturer or contact Anchor Wall Systems at 1-877-295-5415
or www.anchorwall.com. 052005 Anchor Wall Systems, Inc. 5959 Baker Road, Suite 390, Minnetonka, MN 55345-5995
USA. For more information call us toll-free in the U.S. at 1-800-473-4452. Outside the U.S. call +1-952-933-8855 or
visit www.anchorwall.com.
Anchor Wall Systems, Diamond Pro and the Anchor 'A' logo are trademarks of Anchor Wall Systems, Inc. Diamond Pro
blocks are manufactured only by licensed Anchor Wall Systems producers A
and are protected by U.S. Patent Nos. 5,294,216; 6,142,713; 6,183,168,
6,312,197; 6,616,382. Other U.S. and International patents issued and 1 �J
pending. RETAINING WALL SYSTEMS
i
Construction -
of Segmental Retaining Walls
137
'
ALTERNATE REINFORCEMENT H/4
EXTENSION ON SUBSEQUENT
NOTES:
SPECIFIED REINFORCEMENT
ALTERNATE PLACEMENT OF.
ELEVATIONS
REINFORCEMENT EXTENSIONH%4
ON SPECIFIED REINFORCEMENT
ELEVATIONS.
-------------�
w
z z
i SPECIFIED REINFORCEMENT
w p
ELEVATION
'
a
U
U
U
t
z
p LSA
t II
tr
U_
t t
d
w o
H/4 EXTENSION
BEYOND WALL
SQUARED
L
CORNER
TO COMPLETE PLACEMENT OF REINFORCEMENT
FOR A SPECIFIED PLACEMENT ELEVATION,
PLACE ADDITIONAL REINFORCEMENT ON NEXT
COURSE OF SEGMENTAL UNITS IMMEDIATELY
ABOVE THE SPECIFIED PLACEMENT ELEVATION,
IN A MANNER THAT ELIMINATES GAPS ' LEFT
'
---
z
BY PREVIOUS LAYER OF GEOSYNTHETIC AT
SPECIFIED REINFORCEMENT ELEVATION. IF
Lj
Z
REINFORCEMENT PLACEMENT IS SPECIFIED
���
FOR SUCCESSIVE LIFTS, ENSURE GAPS
0
z
5w
IN REINFORCEMENT ARE COVERED WITH
o -
REINFORCEMENT PRIOR TO BACKFILLING
�Iz
p
iw
c
1
R
t
t
t
t
t
t
t SPECIFIED REINFORCEMENT
'
ELEVATION
SERPENTINE CURVES
AND
.90* RADIUS CORNER--
L ---�
--'
FIGURE c-1 :
REINFORCEMENT PLACEMENT FOR
CONCAVE CORNERS
138 Design Manual for Segmental Retaining Walls
PRINCIPLE
REINFORCEMENT —
DIRECTION
L
SPECIFIED REINFORCEMENT
ELEVATION
5' OF SOIL REQUIRED
BETWEEN
OVERLAPPING REINFORCEMENT
FOR PROPER ANCHORAGE IF Z
BOTH LAYERS PLACED AT THE 1 2 0
SAME SRW UNIT ELEVATION. a w;=
L z�W
ALTERNATIVE TO OVERLAPPING a z o
INA SINGLE COURSE. REIN- w
FORCEMENT COULD BE PLACED
IN THE PERPENDICULAR PRINCIPLE
7117imbi
DIRECTION IN .THE CROSS-OVER
AREA ON THE SUCCEEDING COURSE
SQUARED CORNER
in
J
PRINCIPLE
REINFORCEMENT
DIRECTION
L
3" OF SOIL FILL REQUIRED
BETWEEN OVERLAPPING
REINFORCEMENT FOR
PROPER ANCHORAGE
.P Z
SPECIFIED REINFORCEMENT W w Z
ELEVATION L a w
Z crLl
O Lxazo
w
CURVED CORNER
SERPENTINE CURVES
AND
90' RADIUS CORNER
'J FIGURE 6-2: REINFORCEMENT PLACEMENT FOR
CONVEX CORNERS
-l<
'vSS—C0.DWG
ST'RAdGHT UNITS`
8" MINIMUM �— EXTEND GEOSYN�ETIC REINFORCEMENT
to
A MINIMUM OF BETWEEN UNITS.
ANCHOR VERTICA
�. GEOSYNTHETIC REINFORCEMENT
(SCALE 3/8-=1'-0 )
'
PLACE GEOGRID
OVER LOCATOR
NOTCH
MINIMUM
Q
BEVELED UNITS
-l<
'vSS—C0.DWG
ST'RAdGHT UNITS`
8" MINIMUM �— EXTEND GEOSYN�ETIC REINFORCEMENT
to
A MINIMUM OF BETWEEN UNITS.
ANCHOR VERTICA
�. GEOSYNTHETIC REINFORCEMENT
(SCALE 3/8-=1'-0 )
ANCHOR WALL SYSTEMS
STRAIGHT WALL
OUTSIDE CURVE
INSIDE CURVE
NOTES: 1. USE ADHESIVE TO SECURE CAPS IN PLACE
2. ALTERNATE SHORT AND LONG CAP FACES
EVERY OTHER CAP TO ACHIEVE A STRAIGHT WALL
3. VARIOUS COMBINATIONS OF LONG AND SHORT CAP
FACES WIL BE NECESSARY FOR RADII GREATER
THAN THE MINIMUM
4. CUT CAPS TO FIT
5. ALWAYS S -ART CAPPING WALL cROM LOWEST ELEVATION
ANCHOR DIAMOND
DESIGN DETAILS - CAP BLOCK
(SCALE 3/8"=t'-0')
DBS—CAP.D
F
AIL
TC Mirafi TECAIVICAL DATA SHEET
Mirafi 140NL
Mirafi 140NL is a nonwoven geotextile composed of polypropylene fibers, which are formed into a stable
network such that the fibers retain their relative position. 140NL is inert to biological degradation and
resists naturally encountered chemicals, alkalis, and acids.
Mechanical Properties
Test Method
Unit
Minimum Average
Roll Value
MD CD
Grab Tensile Strength
ASTM D'4632
kN (lbs)
0.4(90) 0.4(90)
Grab Tensile Elongation
ASTM D 4632
% -
50 50
Trapezoid Tear Strength
ASTM D 4533
kN (lbs)
0.16 (35) 0.16 (35)
Mullen Burst Strength
ASTNf.D 3786
kPa (psi)
1309 (190)
Puncture Strength
ASTM D 4833
W Obs)
0.24 (55)
Apparent Opening Size (AOS)
ASTM D 4751
nun
(U.S. Sieve)
0.212
(70)
Permittivity
ASTM D 4491
sec-'
2.0
Permeability
ASTM D 4491
cm/sec
0.29
Flow Rate
ASTM D 4491
Umin/m2
(gal/min/ft2)
6111
(150)
UV Resistance (at 500 hours)
2
ASTM D 4355
% strength
retained
70
Physical Properties
Test Method
Unit
Typical Value
Weight
ASTM D 5261
g/m2 (07/yd2)
129 (3.8)
Thickness
ASTM D 5199
mm (mils)
1.3(50)
Roll Dimensions
(length x width)
Roll Area
—
--
m
(ft)
m2 (yd2)
3.8 x 110
(12.5 x 360)
418 (500)
4.5 x 110
(15 x 360)
502 (600)
Estimated Roll Weight
—
kg (lb)
60 (133)
70 (160)
DISCLAIMER: TC Mirafi warrants our products to be free from defects in material and workmanship
when delivered to TC Mirafi's customers and that our products meet our published specifications. Contact
your local TC Mirafi Representative for detailed product specification and warranty information.
14om-ooc
IM *"V 2
atc im 1. 19"
SYNTEEN SF 35
APR -28-00 FRI 14:01 SYNTEEN TECHNOLOGIES FAX NO. 1 803 416 8344 P.02
t
SYMPAF C
ORE 3 5 x 30 - 25 ($F 35 )
SOIL REINFORCEMENT OEOGRID
SF35x30-
25 is composed of high molecular weight, high tenacity multifilament polyester
' yarns that are woven into a stable network placed under tension. The high strength polyester
Yarns are coated with a PVC material. Sympaforce Geogrids are inert to biological degradation
and are resistant to naturally encountered chemicals, alkalis and acids. SYmpaforce Geogrids are
' typically used for soil reinforcement applications such as retaining walls, steepened slopes,
embankments, sub -grade stabilization, embankments over soft soils and waste containment
applications.
....:.:..:....
:.S°TROPER°
,:..;
S
..lt!IETFT�?I
��'V :SAI:. .
1 Ultimate Strength ASTM D 4595 ' ' 2627
Tensile Strength - 5% Strain ASTM D 4595 G98
Creep Reduced ASTM D 5262 1655
Tal - Allowable Tensile NCMA 97 1308
Strength (bong term design
Strength )
Global Factor of Safety NCMA 97 8?2
NCMA 1.50
Aperture Size Measured 0.84 x 0.79 (ins)
RF cr 1.59 RF Durability PH 3 - 9 1.10 lastallatin Damage RF Type 3 Sol{ 1.15
Coif iedent of ii*radon Ci .070 Us 0.75
April 2000
5YNTEEN TEcHNol.OGlEs we wan*. Synteen Technologies warrants our products to be free from defects in matoai
and workmanship when delivered to our customers and that our products meet our pt"ished specifications. If a product is
'
WW to be defective, and our customer gives notice to Synteen Technologies before installing the product, Synteen
Techndogtes Witt replace the product without charge to our customer or refund the purchase price at Synteen.Technologies
election. RePWng the product or obtaining a refund are the buyer`s sole remedy for a breach and Synteen Technologies will
M be !'able for any consequential damage attributed to a defective product. This wananty is given in lieu of all other
warranties, express or implied, including the implied warranty of merchantability or fitness for a paftuiar purpose. There ares
no warrantees which extend beyond the description provided herein.
11
1