18108 88TH AVE W.PDF111111 lill III
8325
18108 88TH AVE W
.PROJECT NAME: IQBAL RESIDENCE PAGE 1 OF
PROJECT No.: 99086 DATE: 05106199
RIECEIV90
LATERAL CALCULATIONS JUN 0 11999
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
ENGINEER: DALE A. KVAMME
KVAMME CONSULTING
4625 72ND AVENUE W.
UNIVERSITY PLACE, WA 98466
ARCHITECT: PAUL WU, ARCHITECT
9917 NE 116th PLACE
KIRKLAND, WA 98034
JURISDICTION: CITY OF EDMONDS
SITE ADDRESS: 18108 88th AVENUE W., EDMONDS
CODE: 1997 U.B.0
LOADS:
LATERAL
WIND: 80 MPH WIND SPEED
EXPOSURE C
SOILS
SEISMIC: ZONE 3
SEE GEOTECHNICAL REPORT
BY KRAZEN & ASSOCIATES, INC
�'7F
These calculations are stamped with an original
wet stamp and are signed in blue ink. Any
alteration to this page or attempt to reproduce
these calculations is unauthorized and voids the
validity and usefulness of the attached
calculations in their entirety as well as
engineering references in any attached plans.
This office accepts no liability for any
unauthorized use of these calculations.
a
Contours are approximate
NS. in this area 0.
qio
A
Not 4
L
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89 '4 2.00)*.'
.,ON
;s'O.59
9 LEGAL DESCRIPTION: LOT Z SHORT SUMVISIM r>--17-91
TRACT k PLAT OF OCEISM PAW
VOLK PAGES 90 & 91
'59 51, N 89'07-40- W 8.00* NW 1/4 OF sEc ta, rv4 27K R4E
L G,
GEMEML MGM:
i. ALL Om at wimm TO COwLY?#TH
S.&C. SECTION U16(b) SECU13TY REOURE10)(TS
NO ra bo I PROVIDE OWBOLT OR 0110 LNWC DEVICE
FOR SLIENG CLAM DOOFM
I I NHDOWS MrKH 10 FT. OF WADE M BE PROVIDED
LATCHINC DEMCES.
6 4. ALL %010 WALL COMPINGS TO BE
VOS7�K RESISTANT TO AY ABOVE " INLET.
MCI& NECHIr C&LCULATUGHS:
2%6
AVERAVE ELEV. 0 HIGH GRADE WALL
... ... AVIDIACE M. 0 LCf# GRADE WALL.- 250 J
7 5. DISTANCE WTOCEN A�ERAGE PC44M- 59.90
9�' 15 LOT SLOPE- (256.6-25a3)/-8.00 - 0.11
GIN
Oro ADDITIONAL fEICHT ALLOWANCE. 0.11/0,06 V- 9*
PERMITTED YKC DUILDW, HEIGHT. 35-0' f'-9' 36'-
9
DESCH 8LDQ HEICHT (RU. Elf`/Anct&�. v-1.
E 11. LOT COVIEMOE:
LIVING SPACE
S70"j CARAGE 1075 S.F.
j '4j-C L(rffR LEVEL., 330 !F.
NO ?. UAIN LVEL, 1940 S.F.
UFM LrAL, 1310 'IF.
TAL AREA., 4CM S.F. 1075 sr.
SOTIE PLAH
VO + 1075 - 1905 S.F.
LOT CUVERACE.- 1005 / 15892 - 110%
FUdArTED LOT C0VCRAGL- 351 (OX)
..........
10comm map
MENTO DRAMHOS
A-1 PROJECT DATA, SITE PLAN
TOPOGRAPHIC SURVEY
A —la SITE IMPROVEMENTS/EROSION
& SEDIMENTATION CONTROL
S-0 STRUCTURAL DETAILS
S-1 FOUNDATION PLAN, FOUNDATION DTLS.
S-2 MAIN LEVEL FRAMING PLAN
S-3 UPPER LEVEL FRAMING PLAN
S-31 ROOF FRAMING PLAN
STRUCTURAL NOTES
A-2 BASEMENT LEVEL FLOOR PLAN
.0-3 MAIN LEVEL FLOOR PLAN
A-4 UPPER LENEL FLOOR PLAN
A-5 ROOF PLAN & DETAILS
A-6 EXTERIOR ELEVATIONS
A-7 EXTERIOR ELEVATIONS &DETAILS
A-8 BUILDING SECTION & WALL SECTIONS
A-9 DETAILS & INTERIOR ELEVATIONS
mo 51!-
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PAUL S. WU, AIRCRUTIEC
7HE MMAL HOUSE
18108 - 88TH AVENM IAEST. EDMONDS. WASHfNCTCN (7%)U
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--71
18"
TOP OF GRADE — LEVEL FOR
WIDTH OF 2 * H
2" CLR
UNDISTURBBED
SOIL
WALL MUST BE
BACKFILLED PRIOR
TO PLACEMENT
OF ANY FLOOR
ELEMENTS
USE GRADE 60
(Fy = 60 KSI) CUT LINE
BAR *C" CONTINUOUS
BAR "A"
BACKFILL W/ FREE
DRAINING GRAVEL
SOIL LEVEL
/BAR "D" CONTINUOUS 4" PERFORATED PIPE
2" C
3 1 ""�FOOTING BEARING ON FIRM
" CLR 4��) �-�
BAR "B' \� 0 UNDISTURBED NATIVE SOILS
KEY
#5 0 8" o.c. (30"
INTO WALL
#5 BARS CONT. AT
12" ON CENTER
TOE WIDTH kSTEM k HEEL WIDTJJ�
WIDTH
CONCRETE STRENGTH]
Fc = 2000 PSI
'PH"
MAX
FTG DEPTH
KEY DEPTH
RETAINING WALL FOR IQBAL RESIDENCE
RETAINING WALL TABLE
HEIGHT
F#Hfp
BAR "A"
BAR "B"
BAR "C"
BAR "D"
TOE
WIDTH
STEM
WIDTH
HEEL
WIDTH
TOTAL FTG
WIDTH
FTG
DEPTH
KEY
DEPTH
O'TO 4�-O"
#4 @ 16" o.c.
#4 @ 16"o.c.
#4 @ 16" o.c.
(3) #4
11-o"
8"
1�411
X-011
8"
n.a.
6!-0"
#4 @ 12"o.c.
#4 @ 12"o.c.
#4 @ 12" o.c.
(4) #4
2t-0"
8#1
V-211
4#-2#1
12
6"
8�.oll
#4 @ 8"o.c.
#4 @ 12"o.c.
#4 @ 12" o.c.
(6) #4
2�-6'1
811
V-10"
6-0"
148#
V-6"
ff-oll
#5 @ 6" o.c.
#5 @ 12" o.c.
#4 @ 12"o.c.
(10) #4
X-01#
12"
2�-61'
6-6"
16"
Z-2'
12�-O"
ALT #6 @ 16" o.c. wl 6'VERT.
& #6 @ 16" o.c. FULL HT.
#5 @ 10" o.c.
#5 @ 12" o.c.
(10) #5
31-811
12"
X-10"
8�-61'
16'f
2�-8"
14�-O"
ALT #6 g 10" o.c.w/ 7' T.
& #6 @ 10" o.c. FULL HT
#5 @ 6" o.c.
#5 @ 12" o.c.
(12) #5
4�-8*l
12"
4�-8"
10'-4"
16#1
X-8"
M-0"
ALT #6 @ 6" o.c.wl 8'VERT,
@ 6"o.c. FULL HT
#5 @ 4" o.c.
1 #5 @ 12" o.c.
(14) #5
5�-6"
12"
i
I 5�-8"
12�-2"
1
L=
PROJECT NAME: IQBAL RESIDENCE
PROJECT No.: 99086
LATERAL LOADS
NV1,71-91
SEISMIC
PAGE 12- OF
DATE: 05/06/99
FOR 80 MPH WIND SPEED AND EXPOSURE C
P = Ce * Cq * qs I
Ce 1.06 (FOR 0' - 15')
1.13
(FOR 15'- 20')
1.19
(FOR 20' - 25')
1.23
(FOR 25' - 30')
1.31
(FOR 30' - 40')
Cq 1.3
qs 16.4
PSF
I = 1
= 22.60 PSF
(FOR 0'- 15')
= 24.09 PSF
(FOR 15' - 20')
= 25.37 PSF
(FOR 20' - 25')
= 26.22 PSF
(FOR 25'- 30')
= 27.93 PSF
(FOR 30' - 40')
FOR ZONE 3
V = 3.0 * Ca * W / 0.4 * R)
Ca 0.36 SOIL PROFILE TYPE SD
R = 5.5 WITHOUT GWB SHEARWALI.
= 0. 14 * W (DEAD LOAD)
KVAMME CONSULTING JOB # SHEET OF
ENGINEERING DESIGN
PROJECT
V_/) ��� 4 —, f �') Z-_ . ��. -_5
T::�
S
DESIGNED DATE
CHECKED
DATE
4-
16
.2�5- 3 --- (4W -1 512-
-1 -7 16
Z, 65;�7Y -J, t5/,z
6 r --:;,F SY, tsli � 3
Z _7E��3�
'; e:'
60� FT
V/,T— Z'5 -At5 po
= 'e 1 �3 �� cz�
4625 72nd Avenue W. - University Place, WA 98466 - Phone: (253) 566-4936 - Fax: (253) 566-5413 - E-Mail: DKvamme@Compuserve.com
PROJECT NAME: IQBAL RESIDENCE PAGE 140F
PROJECT No.: 99086 DATE: 05/06/99
SHEAR WALLS
LONGITUDINAL
UPPER FLOOR
LOAD IN LONG. DIRECTION 9910
OEM=
ffmalley-,"
Baia=
MEN uw,
OEM
MAIN FLOOR
LOAD IN LONG. DIRECTION 9780
MEN ur,
OEM, W**
LOWER FLOOR
LOAD IN LONG. DIRECTION 10310
0112mvAl"97-1501MMA-1A
��Mejlwgmqljjm
0wh Iwo
wl-VA
PROJECT NAME: IQBAL RESIDENCE PAGE) 5 OF
PROJECT No.: 99086 DATE:
SHEAR WALLS
TRANSVERSE
UPPER FLOOR
LOAD IN TRANS. DIRECTION 12870
MAIN FLOOR
LOAD IN TRANS. DIRECTION 11620
ELM=
Fm allot, 01
m&-i: I:r=
LOWER FLOOR
LOAD IN TRANS. DIRECTION 7530
RU==11,07-11
IIIIII&ICIMY-1zi
PROJECT NAME: IQBAL RESIDENCE PAGE 16 OF
PROJECT No.: 99086 DATE: 05/06/99
TYPICAL WALL STUDS
-&rl,D PROPERTIE'S7-
ky, kyj I kq 193 1 LOU Q I k, 10
fC A 2 fbl
UNITY EQUATION= - + 0.97218 < 1.00 THEREFORE O.K.
F IC A 2 Fbl*(l-fc/FcEl))
5*w*H A4
DEFLECTION 0.17825 L / 606
384 * E * I
ky, kyj I kq 193 1 LOU Q I k, 10
fC A 2 fbl
UNITY EQUATION= - + 0.97218 < 1.00 THEREFORE O.K.
F IC A 2 Fbl*(l-fc/FcEl))
5*w*H A4
DEFLECTION 0.17825 L / 606
384 * E * I
PROJECT NAME: IQBAL RESIDENCE
PROJECT No.: 99086
WIND BEAM (cD- FAMILY ROOM
DF 6xl2
ST11D TTPE--
,STIID SPACIAG f 0-6-ift 0. C
fC A 2 fbl
UNITY EQUATION= - +
F IC A 2
Fbl*(I-fc/FcEl))
PAGE 1-70F
DATE: 05/06/99
0.63315 < 1.00 THEREFORE O.K.
5*w*H A 4
DEFLECTION 0.89137 L 1202
384 * E * I
KVAMME CONSULTING JOB # SHEET OF -
ENGINEERING DESIGN
DESIGNED DATE
PROJECT CHECKED DATE
I I �j -ej
D ri-7 L "'/" L \ILA
j I r"F
2-'
Va
1b,
4625 72nd Avenue W. - University Place, WA 98466 - Phone: (253) 566-4936 * Fax: (253) 566-5413 * E-Mail: DKvamme@Compuserve.com
PROJECT NAME: IQBAL RESIDENCE
PROJECT No.: 99086
SHEARWALL TABLE
TYPICAL SHEARWALL NOTES
1) USE 5d COOLER NAILS FOR 1/2" GWB
USE 6d COOLER NAILS FOR 5/8!'GWB
2) ALL NAILING IS PER U.B.C. TABLE 25-1 OR 23-11-B-1
3) 1/2" DIAMETER CINCH ANCHORS WITH 3-1/Z'MINIMUM
EMBEDMENT MAY BE USED IN LIEU OF 1/2" DIAMETER
ANCHOR BOLTS
4) USE 2x2x3/16- SQUARE PLATE WASHERS FOR ALL
ANCHOR BOLTS PER UBC 1806.6.1(2)
SHEAR WALLS
CAP MARK
CALLOUT
312 Typical USE 1/2" APA RATED SHEATHING, BLOCKED AT PANEL
Exterior EDGES, WITH 8d NAILS AT 4!' o.c. AT PANEL EDGES AND 12"
o.c. AT FIELD, 1/2" ANCHOR BOLTS AT 32" o.c., 16d PLATE TO
PLATE NAILING AT 4" o.c., AND 16d TOENAILING AT 3"o.c.
412 AUSE 1/2" APA RATED SHEATHING, BLOCKED AT PANEL
EDGES, WITH 8d NAILS AT X o.c. AT PANEL EDGES AND 12"
o.c. AT FIELD, 1/2" ANCHOR BOLTS AT 2N'o.c., 16d PLATE TO
PLATE NAILING AT 4!'o.c., AND SIMPSON A35 CLIPS AT 8!'o.c.
624 2 USE 1/Z'APA RATED SHEATHING BOTH SIDES, BLOCKED AT
A PANEL EDGES, WITH 8d NAILS AT 4" o.c. AT PANEL EDGES
AND 1Z' o.c. AT FIELD, 1/2" ANCHOR BOLTS AT 16" o.c., (2)
ROWS 16d PLATE TO PLATE NAILING AT 4!'o.c., AND SIMPSON
A35 CLIPS AT 6'o.c.
PAGE I 7OF
DATE: 05/06/99
Kvarnme Consulting Title : lqbal Residence Job # 99M6
Dsgnr Dale Kvamme Date: 8:45AM, 6 MAY 99
4625 72nd Avenue W. Description
University Place, WA 98466 zo
Scope:
I - I .... I Cantilevered Retaining Wall Page I I
Description 18'High Wall
General
Retained Height
18.00 ft
Wall height above retained soil
0.50 ft
Slope Behind Wall
0.00 :1
Height of Soil over Toe
12.00 in
Soil Density
110.00 pd
Footinq Data
Toe Width
6.75 ft
Heel Width
8.17 ft
Total Footing Width
14.92 ft
Footing Thickness
18.00 in
Soil Data
Allow Soil Bearing
2,000.0 psf
Equivalent Fluid Pressure Method
Active Soil Pressure - Heel Side
51.0 psf
Active Soil Pressure - Toe Side
51.0 pcf
Passive Pressure
300.0 pcf
Water table height over heel
0.0 ft
[Slidincl Data
Friction Factor @ Footing & Soil
0.300
... neglect ht. for passive
0.00 in
Lateral Sliding Force E 9,537.0
less Passive Pressure Force 7,704.2 lbs
Footing Key Data
les Friction Force
6,610.8 lbs
Distance from Toe
6.75 ft
Added Restraint Force Required
0.0 lbs
Width
12.00 in
Depth
56.00 in
Footing Design Results
fc
2,000 psi
Minimum Footing Rebar Options
......
Fy
60,000 psi
Too Side ......
Heel Side....
Minimum As %
Rebar Cover @ Top
0.0018
2.00 in
# 4 @ 3.50 in
# 4 @ 4.00 in
Rebar Cover @ Bottom
3.00 in
# 5 @ 5.25 in
# 5 @ 6.25 in
Upward Soil Pressure Under Heel Omitted
# 6 @ 7.50 in
# 6 @ 8.75 in
Too
Heel
# 7 @ 10.25 in
# 7 @ 11.75 in
ACI Factored Soil Pressure
2,503
1,633 psf
# 8 @ 13.25 in
# 8 @ 15.50 in
Mu': From Upward Loads
54,024
41,265 ft-#
# 9 @ 17.00 in
# 9 @ 19.50 in
Mu': From Downward Loads
10,684
72,143 ft-#
# 10 @ 21.50 in
# 10 @ 24.75 in
Mu: Used For Design
43,339
30,878 ft-#
Key Reinforcement:
Mu>S*Fr, Reinf Req'd
Actual One -Way Shear
59.62
46.12 psi
Allowable One -Way Shear
76.03
76.03 psi
Desiqn Summary
Total Bearing Load 22,036 lbs Summary of Stem Section Designs....
... resultant ecc. 6.28 in Top: 16 in Conc, #6@ 3.50 in@Edge, From 18.5 ft to 0.0 ft
Soil Pressure @ Toe 1,788 <=
2,000 psf
Soil Pressure @ Heel 1,186 <=
2,000 psf
ACI Factored Press @ Toe
2,503 psf
ACI Factored Press @ Heel
1,633 psf
Footing Shear @ Toe 59.6 <=
76.0 psi
Footing Shear @ Heel 46.1 <=
76.0 psi
WALL STABILITY RATIOS
Overturning Stability Ratio 3.43
Sliding Ratio Ratio 1.50
Kvarnme Consulting Title: lqbal Residence Job # 99W6
4625 72nd Avenue W. Dsgnr. Dale Kvamme Data: 8:45AM, 6 MAY 99
University Place, WA 98466 Description
Scope:
I - I .... I Cantilevered Retaining Wall Page 2 1
Description 18'High Wall
Stem Design & Construction
Top Stem
Design location for stem is at
Stem OK
this height above footing
0.00 ft
Wall Material Above "Ht"
Concrete
Thickness
16.00 in
Rebar Size
# 6
Rebar Spacing
3.50 in
Rebar Placed at
Edge
Design Data
fb/FB + fa/Fa
0.992
Total Force @ Section
14,002.1 lbs
Moment .... Actual
84,258.0 ft-#
Moment ..... Allowable
84,969.6 ft-#
A)dal Stress .... Actual
A)dal Stress ..... Allowable
Shear ..... Actual
83.35 psi
Shear ..... Allowable
93.11 psi
Bar Embed ABOVE Ht.
19.52 in
Bar Embed BELOW Ht.
13.95 in
Wall Weight
200.0 psf
Rebar Depth 'd'
14.00 in
Masonry Data
fm
Fs
Solid Grouting
Special Inspection
Modular Ratio'n'
Short Term Factor
Equiv. Solid Thick.
Concrete Data
fc
3,000 psi
Fy
60,000 psi
Kvamme Consulting
4625 72nd Avenue W.
University Place, WA 98466
Description 18'High Wall
Summary of Overturning & F
Title: lqbal Residence
Dsgnr Dale Kvarnme
Description
.Scope :
Cantilevered Retaining Wall
Job 999086
Data: 8:45AM, 6MAY99
22
Page 3
esisting Forces a moments I
..... OVERTURNING ..... ..... RESISTiNG .....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure 9,696.4 6.50 63,026.4
Soil Over Heel 13,536.6 11.50 155,693.5
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
A)dal Dead Load on Stem
0.00
Toe Active Pressure
-159.4 0.83 -132.8
Soil Over Toe
742.5
3.38
Surcharge Over Toe
Stem Weight(s)
3,700.0
7.42
Earth @ Stem Transitions
Footing Weight
3,357.0
7.46
Key Weight
700.0
7.25
Vert. Component
Added Lateral Load
Load @ Stem Above Soil
TOTALS
9,537.0 lbs O.T.M. 62,893.6 22,036.1
R. M. =
Resisting/Overturning
Ratio =
Total used for Soil Pressure
22,036.1 ( + Axial Live Load, - Vertical So# Component)
Vertical component of active pressure used for soil pressure
Toe Surcharge Not Used To Resist Overturning
Heel Surcharge Not Used To Resist Overturning
2,505.9
27,441.7
25,043.1
5,075.0
3.43
Kvamme Consulting
4625 72nd Avenue W.
University Place, WA 98466
Title: lqbal Residence Job # 99W6
Osgnr Dale I(vamme Date: 8:45AM, 6 MAY 99
Description:
Scope:
12�: SC6001 Cantilevered Retaining Wall Page 1 1
Description 16'High Wall
General
Retained Height 16.00 ft
Wall height above retained soil 0.50 ft
Slope Behind Wall 0.00:1
Height of Soil over Toe 12.00 in
Soil Density
110.00 pd
Footing Data
Toe Width
5.50 ft
Heel Width
6.58 ft
Total Footing Width
12.08 ft
Footing Thickness
18.00 in
rsoil Data
Allow Soil Bearing
2,000.0 psf
Equivalent Fluid Pressure Method
Active Soil Pressure - Heel Side
51.0 psf
Active Soil Pressure - Toe Side
51.0 pcf
Passive Pressure
300.0 pcf
Water table height over heel
0.0 ft
[Sliding Data
Friction Factor @ Footing & Soil
0.300
... neglect ht. for passive
0.00 in
Lateral Sliding Force 7,650.0
less Passive Pressure Force 7,004.2 lbs
Footing Key Data
less Friction Force
4,880.6 los
Distance from Toe
5.50 ft
Added Restraint Force Required
0.0 lbs
Width
12.00 in
Depth
52.00 in
Footing Design Results
fc
2,000 psi
Minimum Footing Rebar Options ......
Fy
60,000 psi
Too Side
Heel Side....
Minimum As %
Rebar Cover @ Top
0.0018
2.00 in
......
# 4 @ 4.25 in
# 4 @ 5.25 in
Rebar Cover @ Bottom
3.00 in
# 5 @ 6.50 in
# 5 @ 8.00 in
Upward Soil Pressure Under Heel Ornitted
# 6 @ 9.25 in
# 6 @ 11.50 in
Toe
Heel
# 7 @ 12.50 in
# 7 @ 15.50 in
ACI Factored Soil Pressure
2,785
986 psf
# 8 @ 16.50 in
# 8 @ 20.50 in
Mu': From Upward Loads
37,989
19,666 ft-#
# 9 @ 20.75 in
# 9 @ 26.00 in
Mu': From Downward Loads
7,094
43,264 ft-#
# 10 @ 26.50 in
# 10 @ 32.75 in
Mu: Used For Design
30,895
23,598 ft-#
Key Reinforcement:
Mu>S*Fr, Reinf Req'd
Actual One -Way Shear
49.23
41.32 psi
Allowable One -Way Shear
76.03
76.03 psi
Design Summary
Total Bearing Load 16,269 lbs Summary of Stem Section Designs....
... resultant ecc. 11.52 in Top: 12 in Conc, #6@ 3.00 in@Edge, From 16.5 It to 0.0 ft
Soil Pressure @ Toe 1.989 <=
2,000 psf
Soil Pressure @ Heel 705 <=
2,000 psf
ACI Factored Press @ Toe
2,785 psf
ACI Factored Press @ Heel
986 psf
Footing Shear @ Toe 49.2 <=
76.0 psi
Footing Shear @ Heel 41.3 <=
76.0 psi
WALL STABILITY RATIOS
Overturning Stability Ratio 2.82
Sliding Ratio Ratio 1.55
Kvarnrne Consulting
4625 72nd Avenue W.
University Place, WA 98466
Title: lqbal Residence Job # 99M6
Dsgnr. Dale Kvarnrne Date: 8:45AM, 6 MAY 99
Description
Scope:
R-506001 Cantilevered Retaining Wall Page 2
1111�
escription 16' High Wall
Stem Design & Construction
Too Stem
Design location for stem is at
Stem OK
this height above footing
0.00 ft
Wall Material Above "Ht"
Concrete
Thickness
12.00 in
Rebar Size
# 6
Rebar Spacing
3.00 in
Rebar Placed at
Edge
Design Data
fb/FB + fa/Fa
Total Force @ Section
Moment .... Actual
Moment ..... Allowable
A)dal Stress .... Actual
A)dal Stress ..... Allowable
Shear ..... Actual
Shear ..... Allowable
Bar Embed ABOVE Ht.
Bar Embed BELOW Ht.
Wall Weight
Rebar Depth 'd'
Masonry Data
fm
Fs
Solid Grouting
Special Inspection
Modular Ratio 'n'
Short Term Factor
Equiv. Solid Thick.
Concrete Data
fc
Fy
0.903
11,054.3 lbs
59,172.8 ft-#
65,493.1 ft-#
92.12 psi
93.11 psi
17.37 in
12.41 in
150.0 psf
10.00 in
3,000 psi
60,000 psi
KVamme Consulting
4625 72nd Avenue W.
University Place, WA 98466
Title: lqbal Residence Job # M6
Dsgnr Dale Kvamme Date: 8:45AM, 6 MAY 99
Description
Scope:
I- 1-:71 Cantilevered Retaining Wall Page J
Description 16' High Wall
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING ..... ..... RESISTING .....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure 7,809.4 5.83 45,554.7
Soil Over Heel 9,820.8 9.29 91,235.2
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
A)dal Dead Load on Stem
0.00
Toe Active Pressure
-159.4 0.83 -132.8
Soil Over Toe
605.0
2.75
Surcharge Over Toe
Stem Weight(s)
2,475.0
6.00
Earth @ Stem Transitions
Footing Weight
2,718.0
6.04
Key Weight
650.0
6.00
Vert. Component
Added Lateral Load
Load @ Stem Above Soil
TOTALS
7,650.0 lbs O.T.M. 45,421.§ 16,268.8
R. M. =
ResistinglOverturning
Ratio =
Total used for Soil Pressure
16,268.8 ( + Axial Live Load, - Vertical Soff Component)
Vertical component of active pressure used for soil pressure
Toe Surcharge Not Used To Resist Overturning
Heel Surcharge Not Used To Resist Overturning
1,663.8
14,850.0
16,416.6
3,900.0
2.82
i(varnme Consulting
4625 72nd Avenue W.
University Place, WA 98466
Title: lqbal Residence
Dsgnr Dale Kvamme
Description :
Scope:
Job #99086
Date: 8:46AM, 6 MAY 99
I - IC ... I Cantilevered Retaining Wall Page 1 1
Description 14'High Wall
General
Retained Height 14.00 ft
Wall height above retained soil 0.50 ft
Slope Behind Wall 0.00:1
Height of Soil over Toe 12.00 in
Soil Density
110.00 pcf
Footinq Data
Toe Width
4.58 ft
Heel Width
5.67 ft
Total Footing Width
10.25 ft
Footing Thickness
17.00 in
Soil Data
Allow Soil Bearing
2,000.0 psf
Equivalent Fluid Pressure Method
Active Soil Pressure - Heel Side
51.0 psf
Active Soil Pressure - Toe Side
51.0 pcf
Passive Pressure
300.0 pcf
Water table height over heel
0.0 ft
Sliding Data
Friction Factor @ Footing & Soil
0.300
... neglect ht. for passive
0.00 in
Lateral Sliding Force 5,911.8
less Passive Pressure Force 5,551.0 lbs
Footing Key Data
les Friction Force
3,779.6 lbs,
Distance from Toe
4.58 ft
Added Restraint Force Required
0.0 lbs
Width
12.00 in
Depth
44.00 in
Footing Design Results
fc
2,000 psi
Minimum Footing Rebar Options
......
Fy
60,000 psi
Toe Side
Heel Side....
Minimum As %
Rebar Cover @ Top
0.0018
2.00 in
......
# 4 @ 5.25 in
# 4 @ 7.50 in
Rebar Cover @ Bottom
3.00 in
# 5 @ 8.00 in
# 5 @ 11.50 in
Upward Soil Pressure Under Heel Omitted
# 6 @ 11.25 in
# 6 @ 16.25 in
Toe
Heel
# 7 @ 15.50 in
# 7 @ 22.25 in
ACI Factored Soil Pressure
2,721
721 psf
# 8 @ 20.25 in
# 8 @ 29.25 in
Mu' : From Upward Loads
25,413
11,171 ft-#
# 9 @ 25.50 in
# 9 @ 37.00 in
Mu': From Downward Loads
4,735
26,754 ft-#
# 10 @ 32.50 in
# 10 @ 47.00 in
Mu: Used For Design
20,678
15,583 ft-#
Key Reinforcement:
Mu>S*Fr, Reinf Req'd
Actual One -Way Shear
41.21
34.28 psi
Allowable One -Way Shear
76.03
76.03 psi
Desiqn S 11
Total Bearing Load 12,599 lbs Summary of Stem Section Designs....
... resultant ecc. 11.91 in Top: 12 in Conc, #6@ 5.00 in@Edge, From 14.5 ft to 0.0 ft
Soil Pressure @ Toe 1,944 <=
2,000 psf
Soil Pressure @ Heel 515 <=
2,000 psf
ACI Factored Press @ Toe
2,721 psf
ACI Factored Press @ Heel
721 psf
Footing Shear @ Toe 41.2 <=
76.0 psi
Footing Shear @ Heel 34.3 <=
76.0 psi
WALL STABILITY RATIOS
Overturning Stability Ratio 2.68
Sliding Ratio Ratio 1.58
Kvamme Consulting Tltle : lqbal Residence Job # 99M
4625 72nd Avenue W. Dsgnr Dale Kvarnme Date: 8ACAM, 6 MAY 99
University Place, WA 98466 Descriptlon:
Scope: 9-7
1 -:1-1-1 Cantilevered Retaining Wall Page 2 1
Description 14'High Wall
Stem Design & Construction
Too Stem
Design location for stem is at
Stem OK
this height above footing
0.00 ft
Wall Material Above "Ht"
Concrete
Thickness
12.00 in
Rebar Size
# 6
Rebar Spacing
5.00 in
Rebar Placed at
Edge
Design Data
fb/FB + fa/Fa
0.931
Total Force @ Section
8,453.3 lbs
Moment .... Actual
39,636.4 ft-#
Moment ..... Allowable
42,585.5 ft-#
A)dal Stress .... Actual
A)dal Stress ..... Allowable
Shear ..... Actual
70.44 psi
Shear ..... Allowable
93.11 psi
Bar Embed ABOVE Ht.
18.18 in
Bar Embed BELOW Ht.
12.99 in
Wall Weight
150.0 psf
Rebar Depth 'd'
10.00 in
Masonry Data
fm
Fs
Solid Grouting
Special Inspection
Modular Ratio 'n'
Short Term Factor
Equiv. Solid Thick.
Concrete Data
fc
3,000 psi
Fy
60,000 psi
KVamme Consulting
4625 72nd Avenue W.
University Place, WA 98466
Tltle : lqbal Residence
Dsgnr. Dale Kvarnme
Description
Scope:
Job S 99086
Date: 8:46AM, 6 MAY 99
M
I Cantilevered Retaining Wall Page 3 1
Description 14'High Wall
Summary of Overturning & Resisting Forces & Moments I
..... OVERTURNING ..... ..... RESISTING .....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure 6,060.7 5.14 31,145.1
Soil Over Heel
7,191.8
7.92
56,923.1
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
A)dal Dead Load on Stem
0.00
Toe Active Pressure
-148.9 0.81 -120.0
Soil Over Toe
503.8
2.29
1,153.7
Surcharge Over Toe
Stem Weight(s)
2,175.0
5.08
11,049.0
Earth @ Stem Transitions
Footing Weight
2,178.1
5.13
11,162.8
Key Weight
550.0
5.08
�,795.8
Vert. Component
Added Lateral Load
Load @ Stem Above Soil
TOTALS
5,911.8 lbs O.T.M. 31,025.2 12,598.7
R. M. =
83,084.4
Resisting/Overtuming
Ratio =
2.68
Total used for Soil Pressure
12,598.7 ( + Axial Live Load, - Verfical Soil Component)
Vertical component of active pressure used for soil pressure
Toe Surcharge Not Used To Resist Overturning
Heel Surcharge Not Used To Resist Overturning
11varnme Consulting
4625 72nd Avenue W.
University Place, WA 98466
Title: lqbal Residence Job 9 M6
Dsgnr Dale Kvamme Date: 8:47AM, 6 MAY 99
Description
Scope:
q_: SCSC=: Cantilevered Retaining Wall Page 1
Description 12'High Wall
General
Retained Height 12.00 ft
Wall height above retained soil 0.50 ft
Slope Behind Wall 0.00:1
Height of Soil over Toe 12.00 in
Soil. Density
110.00 pcf
Footinq Data
Toe Width
3.67 It
Heel Width
4.75 ft
Total Footing Width
8.42 It
Footing Thickness�
17.00 in
FSoil Data
Allow Soil Bearing
2,000.0 psf
Equivalent Fluid Pressure Method
Active Soil Pressure - Heel Side
51.0 psf
Active Soil Pressure - Toe Side
51.0 pcf
Passive Pressure
300.0 pcf
Water table height over heel
0.0 ft
Slidinq Data
Friction-FWor @ Footing & Soil
0.300
... neglect ht. for passive
0.00 in
Lateral Sliding Force 4,441.3
less Passive Pressure Force 3,876.0 lbs
Footing Key Data
less Friction Force
2,825.4 lbs
Distance from Toe
3.67 ft
Added Restraint Force Required
0.0 lbs
Width
12.00 in
Depth
32.00 in
oot ng esign esu ts
fc
2,000 psi
Minimum Footing Rebar Options ......
Fy
60,000 psi
Too Side
Heel Side....
Minimum As %
Rebar Cover @ Top
0.0018
2.00 in
......
# 4 @ 8.25 in
# 4 @ 7.75 in
Rebar Cover @ Bottom
3.00 in
# 5 @ 12.75 in
# 5 @ 12.00 in
Upward Soil Pressure Under Heel Omitted
# 6 0 18.00 in
# 6 @ 17.00 in
Toe
Heel
# 7 @ 24.50 in
# 7 @ 23.00 in
ACI Factored Soil Pressure
2,739
393 psf
# 8 @ 32.25 in
# 8 @ 30.50 in
Mu': From Upward Loads
16,150
5.211 ft-#
# 9 @ 41.00 in
# 9 @ 38.50 in
Mu': From Downward Loads
3,041
15,086 ft-#
# 10 @ 48.25 in
# 10 @ 48.25 in
Mu: Used For Design
13,110
9,875 ft-#
Key Reinforcement:
Mu>S*Fr, Reinf Req'd!
Actual One -Way Shear
30.37
26.51 psi
Allowable One -Way Shear
76.03
76.03 psi
Desiqn Surnmary 11
Total Bearing Load 9,418 lbs Summary of Stem Section Designs....
... resultant ecc. 12.62 in Top: 12 in Conc, #6@ 8.00 in@Edge, From 12.5 It to 0.0 ft
Soil Pressure @ Toe 1,956 <=
2,000 psf
Soil Pressure @ Heel 281 <=
2,000 psf
ACI Factored Press @ Toe
2,739 psf
ACI Factored Press @ Heel
393 psf
Footing Shear @ Toe 30.4 <=
76.0 psi
Footing Shear @ Heel 26.5 <=
76.0 psi
WALL STABILITY RATIOS
Overturning Stability Ratio 2.46
Sliding Ratio Ratio 1.51
Kvarnrne Consulting
4625 72nd Avenue W.
University Place, WA 98466
Title: lqbal Residence Job #99086
Dsgnr Dale Kvamme Date: 8:47AM, 6 MAY 99
Description:
Scope: 3
-------- I
R— 5cocc 1 Cantilevered Retaining Wall Page 2 1
Description 12' High Wall
Stem Design& Construction
Too Stem
Design location for stem is at
Stem OK
this height above footing
0.00 ft
Wall Material Above "Ht"
Concrete
Thickness
12.00 in
Rebar Size
# 6
Rebar Spacing
8.00 in
Rebar Placed at
Edge
Design Data
fb/FB + fa/Fa
0.899
Total Force @ Section
6,199.1 lbs
Moment .... Actual
24,955.2 ft-#
Moment ..... Allowable
27,772.5 ft-#
Axial Stress .... Actual
Axial Stress ..... Allowable
Shear ..... Actual
51.66 psi
Shear ..... Allowable
93.11 psi
Bar Embed ABOVE Ht.
17.58 in
Bar Embed BELOW Ht.
12.56 in
Wall Weight
150.0 psf
Rebar Depth 'd'
10.00 in
Masonry Data
fm
Fs
Solid Grouting
Special Inspection
Modular Ratio'n'
Short Term Factor
Equiv. Solid Thick.
Concrete Data
fc
3,000 psi
Fy
60,000 psi
Kvamme Consulting
4625 72nd Avenue W.
University Place, WA 98466
Title : lqbal Residence
Dsgnr Dale Kvarnme
Description:
Scope:
Job # 99M6
Date: 8:47AM, 6 MAY 99
31
I �1-50-01 Cantilevered Retaining Wall Page 3 1
Description 12'High Wall
Summary of Overturning & Resisting Forces & Moments I
..... OVERTURNING ..... ..... RESISTING .....
Force DIstance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure 4,590.2 4.47 20,528.3
Soil Over Heel 4,950.0 6.55 32,397.8
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
A)dal Dead Load on Stem
Toe Active Pressure
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions
Footing Weight
Key Weight
Vert. Component
Added Lateral Load
Load @ Stem Above Soil
0.00
-148.9 0.81 -120.0
403.7 1.84
1,875.0 4.17
1,789.2 4.21
400.0 4.17
TOTALS 4,441.3 lbs O.T.M. 20,408.3 9,417.9 R. M. =
ResistinglOverturning Ratio =
Total used for Soil Pressure 9,417.9 ( + Axial Live Load, - Vertical Soil Component)
Vertical component of active pressure used for soil pressure
Toe Surcharge Not Used To Resist Overturning
Heel Surcharge Not Used To Resist Overturning
740.8
7,818.8
7,532.7
1,666.7
2.46
Kvarnrne Consulting
4625 72nd Avenue W.
University Place, WA 98466
Q�: 5rr CC] I
Description 10' High Wall
Title: lqbal Residence
Dsgnr. Date Kvarnme
Description:
Scope:
Cantilevered Retaining Wall
General
Retained Height 10.00 ft
Wall height above retained soil 0.50 ft
Slope Behind Wall 0.00:1
Height of Soil over Toe 12.00 in
Soil Density
110.00 pcf
Footincl Data
Toe Width
3.00 ft
Heel Width
3.50 ft
Total Footing Width
6.50 ft
Footing Thickness
15.00 in
Footing Key Data
Distance from Toe
3.00 ft
Width
12.00 in
Depth
28.00 in
fc 2,000 psi
Fy 60,000 psi
Minimum As % 0.0018
Rebar Cover @ Top 2.00 in
Rebar Cover @ Bottom 3.00 in
"--i soil Pressure under Heel Omitted
wo
2,638
10,026
1,874
8,151
26.67
76.03
ACI Factored Soil Pressure
Mu': From Upward Loads
Mu': From Downward Loads
Mu: Used For Design
Actual One -Way Shear
Allowable One -Way Shear
Total Bearing Load
... resultant ecc.
Soil Pressure @ Toe
Soil Pressure @ Heel
ACI Factored Press @ Toe
ACI Factored Press @ Heel
Footing S hear @ Toe
Footing Shear @ Heel
WALL STABILITY RATIOS
Overturning Stability Ratio
Sliding Ratio Ratio
1,884 <=
0
26.7 <=
23.6 <=
6,065 lbs
13.24 in
2,000 psf
2,000 psf
2,638 psf
0 psf
76.0 psi
76.0 psi
2.08
1.60
Job # M6
Date: 9:04AM, 6 MAY 99
3z
Page I
Soil Data
Allow Soil Bearing
2,000.0 psf
Equivalent Fluid Pressure Method
Active Soil Pressure - Heel Side
51.0 psf
Active Soil Pressure - Toe Side
51.0 pcf
Passive Pressure
300.0 pd
Water table height over heel
0.0 ft
Slidinq Data
Friction Factor @ Footing & Soil
0.300.
... neglect ht. for passive
0.00 in
Lateral Sliding Force 3,098.3
less Passive Pressure Force V 51.0 lbs
less Friction Force 1,819.6 lbs
Added Restraint Force Required 0.0 lbs
Minimum Footing Rebar Options ......
Too Side ......
Heel Side....
# 4 @ 9.75 in
# 4 @ 9.00 in
# 5 @ 15.00 in
# 5 @ 14.00 in
# 6 @ 21.50 in
# 6 @ 19.75 in
Heel
# 7 @ 29.00 in
# 7 @ 26.75 in
0 psf
# 8 @ 38.25 in
# 8 @ 35.25 in
1,455 ft-#
# 9 @ 48.25 in
# 9 @ 44.50 in
7,235 ft-#
# 10 @ 48.25 in
# 10 @ 48.25 in
5,780 ft-#
Key Reinforcement:
Not Req'd = Mu<S*Fr
23.55 psi
76.03 psi
Summary of Stem Section Designs.... m 10.5 ft to 0.0 ft
Top: 8 in Conc, #5@ 6.00 in@Edge, Fro
1(varnme Consulting
4626 72nd Avenue W.
University Place, WA 98466
Title: lqbal Residence
Dsgnr. Dale Kvarnme
Description :
Scope :
Job 0 99M
Date: 9:04AM, 6 MAY 99
3-3
I - --= Cantilevered Retaining Wall Page 2 1
Description 10'High Wall
Stem Design & Construction
Top Stem
Design location for stem is at
Stem OK
this height above footing
0.00 ft
Wall Material Above "Ht"
Concrete
Thickness
8.00 in
Rebar Size
# 5
Rebar Spacing
6.00 in
Rebar Placed at
Edge
naqinn nata
fb/FB + fa/Fa
0.960
Total Force @ Section
4,291.7 lbs
Moment .... Actual
14,435.6 ft-#
Moment ..... Allowable
15,039.0 ft-#
A)dal Stress .... Actual
A)dal Stress ..... Allowable
Shear ..... Actual
59.61 psi
Shear ..... Allowable
93.11 psi
Bar Embed ABOVE Ht.
15.69 in
Bar Embed BELOW Ht.
11.21 in
Wall Weight
100.0 psf
Rebar Depth 'd'
6.00 in
Masonry Data
fm
Fs
Solid Grouting
Special Inspection
Modular Ratio'n'
Short Term Factor
Equiv. Solid Thick.
Concrete Data
fc
3,000 psi
Fy
60,000 psi
17' Kvamme Consulting
4625 72nd Avenue W.
University Place, WA 98466
Title : lqbal Residence
Dsgnr Dale Kvamme
Description:
Scope:
Job X WM
Date: 9:04AM, 6 MAY 99
5-4-
I
Cantilevered Retaining Wall Page 3
Description 10' High Wall
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING ..... ..... RESISTING .....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure 3,227.3 3.75 12,102.5
Soil Over Heel 3,116.7 5.08 15,843.1
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
A)daI Dead Load on Stem
0.00
Toe Active Pressure
-129.1 0.75 -98.8
Soil Over Toe
330.0
1.50
Surcharge Over Toe
Stem Weight(s)
1,050.0
3.33
Earth @ Stem Transitions
Footing Weight
1,218.7
3.25
Key Weight
350.0
3.50
Vert. Component
Added Lateral Load
Load @ Stem Above Soil
TOTALS 3,098.3 lbs O.T.M. 12,005.7 6,065.4 R. M. =
Resisting/Overturning Ratio =
Total used for Soil Pressure 6,065.4 ( + Axial Live Load, - Vertfcal Soil Component)
Vertical component of active pressure used for soil pressure
Toe Surcharge Not Used To Resist Overturning
Heel Surcharge Not Used To Resist Overturning
495.0
3,500.0
3,960.9
1,225.0
2.08
Kvamme Consulting
4625 72nd Avenue W.
University Place, WA 98466
Title: lqbal Residence Job # 99M6
Dsgnr Dale Kvamme Date: 8:48AM, 6 MAY 99
Description:
Scope: 5-5
q-: 506001 Cantilevered Retaining Wall Page I I
Description 8'High Wall
General
Retained Height
8.00 ft
Wall height above retained soil
0.50 ft
Slope Behind Wall
0.00:1
Height of Soil over Toe
12.00 in
Soil Density
110.00 pcf
I.Footinq Data
Toe Width
2.50 ft
Heel Width
2.75 It
Total Footing Width
5.25 It
Footing Thickness
13.00 in
Footing Key Data I
Distance from Toe 2.50 ft
FSoil Data
Allow Soil Bearing
2,000.0 psf
Equivalent Fluid Pressure Method
Active Soil Pressure - Heel Side
51.0 psf
Active Soil Pressure - Toe Side
51.0 pcf
Passive Pressure
300.0 pcf
Water table height over heel
0.0 ft
Slidinq Data
Friction Factor @ Footing & Soil
0.300
... neglect ht. for passive
0.00 in
Lateral Sliding Force:' 1,993.3
less Passive Pressure Force 1,926.0 lbs
les Friction Force 1,210.9 lbs
Added Restraint Force Required 0.0 lbs
Width
12.00 in
Depth
18.00 in
Footing Design Results
fc
2,000 psi
Minimum Footing Rebar Options ......
Fy
60,000 psi
Too Side
Heel Side....
Minimum As %
Rebar Cover @ Top
0.0018
2.00 in
......
# 4 @ 11.75 in
# 4 @ 10.75 in
Rebar Cover @ Bottom
3.00 in
# 5 @ 18.25 in
# 5 @ 16.50 in
Upward Soil Pressure Under Heel Ornilted
# 6 0- 25.75 in
# 6 @ 23.50 in
Too
Heel
# 7 @ 35.25 in
# 7 @ 31.75 in
ACI Factored Soil Pressure
2,145
8 psf
# 8 @ 46.25 in
# 8 @ 42.00 in
Mu': From Upward Loads
5,6"
630 ft-#
# 9 @ 48.25 in
# 9 @ 48.25 in
Mu': From Downward Loads
1,192
3,167 ft-#
# 10 @ 48.25 in
# 10 @ 48.25 in
Mu: Used For Design
4,451
2,537 ft-#
Key Reinforcement:
Not Req'd = Mu<S*Fr
Actual One -Way Shear
21.22
16.99 psi
Allowable One -Way Shear
76.03
76.03 psi
Design Summary 11
Total Bearing Load 4,036 lbs Summary of Stem Section Designs....
... resultant ecc. 10.43 in Top: 8 in Conc, #4@10.00 in@Edge, From 8.5 ft to 0.0 ft
Soil Pressure @ Toe 1,532 <=
2,000 psf
Soil Pressure @ Heel 5 <=
2,000 psf
ACI Factored Press @ Toe
2,145 psf
ACI Factored Press @ Heel
8 psf
Footing Shear @ Toe 21.2 <=
76.0 psi
Footing Shear @ Heel 17.0 <=
76.0 psi
WALL STABILITY RATIOS
Overturning Stability Ratio 2.13
Sliding Ratio Ratio 1.57
Kiramme Consulting
4625 72nd Avenue W.
University Place, WA 98466
Title: lqbal Residence Job # 99M6
Dsgnr Dale Kvamme Date: 8:48AM, 6 MAY 99
Description
Scope: 61
QM508aml Cantilevered Retaining Wall Page 2
Description 8'High Wall
Stem Design& Construction
Too Stem
Design location for stem is at
Stem OK
this height above footing
0.00 ft
Wall Material Above "Ht"
Concrete
Thickness
8.00 in
Rebar Size
# 4
Rebar Spacing
10.00 in
Rebar Placed at
Edge
Design Data
fb/FB + fa/Fa
0.700
Total Force @ Section
2,731.1 lbs
Moment .... Actual
7,384.0 ft-#
Moment ..... Allowable
10,545.1 ft-#
A)dal Stress .... Actual
A)dal Stress ..... Allowable
Shear ..... Actual
22.76 psi
Shear ..... Allowable
93.11 psi
Bar Embed ABOVE Ht.
12.00 in
Bar Embed BELOW Ht.
6.53 in
Wall Weight
100.0 psf
Rebar Depth 'd'
10.00 in
Masonry Data
fm
Fs
Solid Grouting
Special Inspection
Modular Ratio'n'
Short Term Factor
Equiv. Solid Thick.
Concrete Data
fc
3,000 psi
Fy
60,000 psi
Kvamme Consulting
4625 72nd Avenue W.
University Place, WA 98466
Title: lqbal Residence Job # 99DE16
Dsgnr Dale Kvarnme Date: 8:48AM, 6 MAY 99
Description:
Scope: 5-7
Cantilevered Retaining Wall Page 3
Description 8' High Wall
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING ..... ..... RESISTING .....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure 2,103.9 3.03 6,370.2
Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
A)dal Dead Load on Stem
Toe Active Pressure
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions
Footing Weight
Key Weight
Vert. Component
Added Lateral Load
Load @ Stem Above Soil
-110.7 0.69 -76.9
1,833.3 4.21 7,715.3
0.00
275.0 1.25
850.0 2.83
853.1 2.63
225.0 3.00
TOTALS 1,993.3 lbs O.T.M. 6,293.4 4,036.5 R. M. =
Resisting/Overturning Ratio =
Total used for Soil Pressure 4,036.5 ( + Axial Live Load, - Vertical Soil Component)
Vertical component of active pressure used for soil pressure
Toe Surcharge Not Used To Resist Overturning
Heel Surcharge Not Used To Resist Overturning
343.8
2,408.3
2,239.4
675.0
13,381.8
2.13
KAramme Consulting
4625 72nd Avenue W.
University Place, WA 98466
Title: lqbal Residence
Dsgnr Dale Kvamme
Description:
Scope:
Job 0 99M
Date: 8:49AM, 6 MAY 99
W*j
I - � .... I Cantilevered Retaining Wall Page 1 1
Description 6'High Wall
General
Retained Height 6.00 ft
Wall height above retained soil 0.50 ft
Slope Behind Wall 0.00:1
Height of Soil over Toe 12.00 in
Soil Density
110.00 pcf
Footinq Data
Toe Width
2.00 ft
Heel Width
2.08 ft
Total Footing Width
4.08 ft
Footing Thickness
13.00 in
Soil Data
Allow Soil Bearing
2,000.0 psf
Equivalent Fluid Pressure Method
Active Soil Pressure - Heel Side
51.0 psf
Active Soil Pressure - Toe Side
51.0 pcf
Passive Pressure
300.0 pd
Water table height over heel
0.0 ft
[Sliding Data
Friction Factor @ Footing & Soil
0.300
... neglect ht. for passive
0.00 in
Lateral Sliding Force 1,168.8
less Passive Pressure Force 1,001.0 lbs
Footing Key Data
..
les Friction Force 762.2 IDS
Distance from Toe
2.00 ft
Added Restraint Force Required 0.0 lbs;
Width
12.00 in
Depth
6.00 in
Footing Design Results
fc
2,000 psi
Minimum Footing Rebar Options ......
Fy
60,000 psi
Too Side ...... Heel Side....
Minimum As %
Rebar Cover @ Top
0.0018
2.00 in
Not req'd Not req'd
Rebar Cover @ Bottom
3.00 in
Mu < S * Fr Mu < S * Fr
Upward Soil Pressure Under Heel 0mifted
Too
Heel
ACI Factored Soil Pressure
1,732
12 psf
Mu': From Upward Loads
2,901
210 ft-#
Mu': From Downward Loads
763
1, 150 ft-#
Mu: Used For Design
2,138
940 ft-#
Key Reinforcement: Not Req'd = Mu<S*Fr
Actual One -Way Shear
11.61
9.44 psi
Allowable One -Way Shear
76.03
76.03 psi
Design surnmary
Total Bearing Load
2,541 lbs
Summary of Stem Section Designs....
... resultant ecc.
8.05 in
Top:
6 in Conc, #4@18.00 in@Edge, From 6.5 ft to 0.0 ft
Soil Pressure @ Toe
1,237 <=
2,000 psf
Soil Pressure @ Heel
9 <=
2,000 psf
ACI Factored Press @ Toe
1,732 psf
ACI Factored Press @ Heel
12 psf
Footing Shear @ Toe
11.6 <=
76.0 psi
Footing Shear @ Heel
9.4 <=
76.0 psi
WALL STABILITY RATIOS
Overturning Stability Ratio
2.18
Sliding Ratio Ratio
1.51
Kvarnrne Consulting
4625 72nd Avenue W.
University Place, WA 98466
Title: lqbal Residence
Dsgnr Dale Kvamme
Description :
Scope:
Job # 99086
Date: 8:49AM, 6 MAY 99
IF,
I - ..... I Cantilevered Retaining Wall Page 2 1
Description 6'High Wall
Stem Design & Construction
Too Stem
Design location for stem is at
Stem OK
this height above footing
0.00 ft
Wall Material Above "Ht"
Concrete
Thickness
8.00 in
Rebar Size
# 4
Rebar Spacing
18.00 in
Rebar Placed at
Edge
Design Data
fb/FB + fa/Fa
Total Force @ Section
Moment .... Actual
Moment ..... Allowable
Ndal Stress .... Actual
A)dal Stress ..... Allowable
Shear ..... Actual
Shear ..... Allowable
Bar Embed ABOVE Ht.
Bar Embed BELOW Ht.
Wall Weight
Rebar Depth 'd'
Masonry Data
fm
Fs
Solid Grouting
Special Inspection
Modular Ratio'n'
Short Term Factor
Equiv. Solid Thick.
Concrete Data
fc
Fy
0.526
1,517.3 lbs
3,106.8 ft-#
5,921.3 ft-#
12.64 psi
93.11 psi
12.00 in
6.00 in
100.0 psf
10.00 in
3,000 psi
60,000 psi
K%famme Consulting
4625 72nd Avenue W.
University Place, WA 98466
Title: lqbal Residence Job # 99W6
Dsgnr Dale Kvamme Date: 8:49AM, 6 MAY 99
Description
Scope:
Q- 5CISCC)i Cantilevered Retaining Wall Page 3
Description 6'High Wall
Summary of Overturning & Resisting Forces & Moments I
..... OVERTURNING ..... ..... RESISTING .....
Force Distance Moment Force Distance Moment
Item lbs ft ft4 lbs ft ft-#
Heel Active Pressure 1,279.4 2.36 3,020.9
Soil Over Heel
932.8
3.37
3,146.6
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
A)dal Dead Load on Stem
0.00
Toe Active Pressure
-110.7 0.69 -76.9
Soil Over Toe
220.0
1.00
220.0
Surcharge Over Toe
Stem Weight(s)
650.0
2.33
1,516.7
Earth @ Stem Transitions
Footing Weight
663.0
2.04
1,352.5
Key Weight
75.0
2.50
187.5
Vert. Component
Added Lateral Load
Load @ Stem Above Soil
TOTALS
1,168.8 lbs O.T.M. 2,944.0 2,540.8
R. M. =
6,423.3
Resisting/Overturning
Ratio =
2.18
Total used for Soil Pressure
2,540.8 ( + Axial Live Load, - Vertical Soil Component)
Vertical component of active pressure used for soil pressure
Toe Surcharge Not Used To Resist Overturning
Heel Surcharge Not Used To Resist Overturning
1(tiarnme Consulting
4625 72nd Avenue W.
University Place, WA 98466
Title: lqbal Residence Job # 99086
Dsgnr Dale Kvamme Date: 8:50AM, 6 MAY 99
Description
Scope: -4-)
Q- 5raca I Cantilevered Retaining Wa I I Page I I
Description 4'High Wall
General
Retained Height 4.00 ft
Wall height above retained soil 0.50 ft
Slope Behind Wall 0.00:1
Height of Soil over Toe 12.00 in
Soil Density
110.00 pcf
F-Soil Data
Allow Soil Bearing
2,000.0 psf
Equivalent Fluid Pressure Method
Active Soil Pressure - Heel Side
51.0 psf
Active Soil Pressure - Toe Side
51.0 pcf
Passive Pressure
300.0 pcf
Water table height over heel
0.0 ft
Footinq Data . Data
I f Slidinq I
Toe Width 1.00 ft Friction Factor @ Footing & Soil 0.300
Heel Width 2.00 ft ... neglect ht. for passive 0.00 in
Total Footing Width
Footing Thickness
3.00 ft
13.00 in Lateral Sliding Force 548.3
less Passive Pressure Force 551.0 lbs
Footing Key Data
less Friction Force 482.7 lbs
Distance from Toe
1.17ft-
Added Restraint Force Required 0.0 lbs
Width
12.00 in
Depth
2.00 in
Footing Design Results
fc
2,000 psi
Minimum Footing Rebar Options ......
Fy
60,000 psi
Toe Side ...... Heel Side....
Minimum As %
Rebar Cover @ Top
0.0018
2.00 in
Not req'd Not req'd
Rebar Cover @ Bottom
3.00 in
Mu < S * Fr Mu < S * Fe
Upward Soil Pressure Under Heel Omitted
Toe
Heel
ACI Factored Soil Pressure
1,442
60 psf
Mu': From Upward Loads
644
236 ft-#
Mu': From Downward Loads
191
750 ft-#
Mu: Used For Design
453
514 ft-# Key Reinforcement: Not Req'd Mu<S*Fr
Actual One -Way Shear
1.85
5.04 psi
Allowable One -Way Shear
76.03
76.03 psi
Desiqn Surnmary
Total Bearing Load 1,609 lbs Summary of Stem Section Designs....
... resultant ecc. 5.52 in Top: 8 in Conc, #4@18.00 in@Edge, From 4.5 ft to 0.0 ft
Soil Pressure @ Toe 1,030 <=
2,000 psf
Soil Pressure @ Heel 43 <=
2,000 psf
ACI Factored Press @ Toe
1,442 psf
ACI Factored Press @ Heel
60 psf
Footing Shear @ Toe 1.8 <=
76.0 psi
Footing Shear @ Heel 5.0 <=
76.0 psi
WALL STABILITY RATIOS
Overturning Stability Ratio 2.61
Sliding Ratio Ratio 1.89
0arrime Consulting
4625 72nd Avenue W.
University Place, WA 98466
Description W High Wall
Title: lqbal Residence Job 9 990B6
Dsgnr. Dale Kvarnme Date: 8:50AM, 6 MAY 99
Description:
Scope:
Cantilevered Retaining Wall Page 2
Stem Design & Construction.
Too Stem
Design location for stem is at
Stem OK
this height above footing
0.00 ft
Wall Material Above "Ht"
Concrete
Thickness
8.00 in
Rebar Size
# 4
Rebar Spacing
18.00 in
Rebar Placed at
Edge
Design Data
fb/FB + fa/Fa
0.154
Total Force @ Section
650.3 lbs
Moment .... Actual
910.4 ft-#
Moment ..... Allowable
5,921.3 ft-#
Ndal Stress .... Actual
A)dal Stress ..... Allowable
Shear ..... Actual
Shear ..... Allowable
Bar Embed ABOVE Ht.
Bar Embed BELOW Ht.
Wall Weight
Rebar Depth 'd'
Masonry Data
fm
Fs
Solid Grouting
Special inspection
Modular Ratio'n'
Short Term Factor
Equiv. Solid Thick.
Concrete Data
fc
Fy
5.42 psi
93.11 psi
12.00 in
6.00 in
100.0 psf
10.00 in
3,000 psi
60,000 psi
Rvarnme Consulting
4625 72nd Avenue W.
University Place, WA 98466
Title: lqbal Residence Job # 99DE16
Dsgnr. Dale Kvarnrne Date: 8:50AM, 6 MAY 99
Description:
Scope:
QM 9061301 Cantilevered Retaining Wall Page 3
Description 4High Wall
Summary of Overturning & Resisting Forces & Moments I
..... OVERTURNING ..... ..... RESISTING .....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure 658.9 1.69 1,116.5
Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
A)dal Dead Load on Stem
Toe Active Pressure
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions
Footing Weight
Key Weight
Vert. Component
Added Lateral Load
Load @ Stem Above Soil
-110.7 0.69 -76.9
586.7 2.33 1,368.9
0.00
110.0
0.50
55.0
450.0
1.33
600.0
487.5
1.50
731.2
-25.0
1.67
-41.7
TOTALS 548.3 lbs O.T.M. 1,039.7 1,609.2 R. M.' =
ResistingiOverturning Ratio =
Total used for Soil Pressure 1,609.2 ( + Axial Live Load, - Vertical So# Component)
Vertical component of active pressure used for soil pressure
Toe Surcharge Not Used To Resist Overturning
Heel Surcharge Not Used To Resist Overturning
2.61
CIE I,V:,- L;
?EJRM�j COUNTER
City of Edmonds
Critical Areas Checklist
Ile Critical Areas Checklist contained on
this form is to be filled out by any person
preparing a Development Permit
Application for the City of Edmonds prior
to his/her submittal of a development
permit to the City.
The purpose of the Checklist is to enable
City staff to determine whether any
potential Critical Areas are or may be
.present on the sub ect property. The
information needed to complete the
Checklist should be easily available from
observations of the site or data available at
City Hall (Critical Areas inventories, maps,
or soil surveys).
Anapplicant, or his/her representative,
must fill out the checklist, sign and date it,
and submit it to the City. The City will
review the checklist, make a precursory site
visit, and make a determination of the
subsequent steps necessary to complete a
development permit application.
With a signed copy of this form, the
applicant should also submit a vicinity map
or plot plan for individual lots of the parcel
with enoughdetail that City staff can find
and identify the subject parcel(s)- In
addition, theapplicant shall include
other pertinent information (e.g. site
plan, topography ump, etc.) or studies in
coidunction with this Checklist to assist
staff in completing their preliminary
assessment of the site.
I have completed the attached Critical Area Checklist and attest that the answers provided are
factual, to the best of my knowledge (fill out the appropriate column below).
Owner I Applicant:
�V6 4 �7 (!� ew�L
Name
�2 6 / 6 z/,Y7�Q Are
Street Address
4 In 17
/ IC
City, State, ZIP Phone
lVg-nature Date
Applicant Representative:
Name
Street Address
City, State, ZIP Phone
Signature
Date
Grifical Areas Checklist
Site Informadon (soils/topography/hydrology/vegetation)
1. Site Address/Location: 14,A, &je,/f
2. Property Tax Account Number: oy, 0_-3 0/ 06
3. Approximate Site Size (acres or square feet): TMW
4. Is this site currently developed?
yes;
If yes; how is site developed? All ar-c t'.j ell e�e.
5. Describe the general site topography. Check all that apply.
Flat: less than 5-feet elevation change over entire site.
Rolling: slopeson site generally less than 15% (a vertical rise of 10-feet -over a
horizontal distance of 6&feet).
Hilly: slopes present on site of more d= 15% and less than 30% ( a vertical rise
of 10-feet over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 30% present on site (a vertical rise of I 0-feet over a
horizontal distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water- No t
+0 n, Depth: A11A
_j'AppF
7. Site contains areas of seasonal standing water: Approx. Depth: .2,
What season(s) of the year?
8. Site is in the floodway Alp "plain of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-
round? Flows are seasonal? (What time of year? 4,1
10. Site is primarily: forested meadow shrubs mixed
urban landscaped (lawn,shrubs etc)
11. Obvious wetland is present on site: YO
For City Staff Use Only
I. Site is Zoned?
2. 9CS mapped soil typ*)? kate� gAz_ J; -AwAx r
S 114,11 - 1 S7
V
3. Weiland inventory or C.A. map indicates wedand present on site? M4
4;..--. :-,Critical Areas inventory or C.A. map indicates Critical Area on site? Yej_- 5w.
5. . 'Site within' designated earth subsidence landslide hazard area?
6. . 'Site designated on the Environmentally Sensitive Areas Map? No
DETERMINATION
-_:.-��UDY REQUIRED CONDITIONAL WAIVER
WAIVER
Reviewed by: 2a/a Au4,1,
Planner Date
cowl aL"Aj I D
�7,
W.-MAIMN
pro-,
RECEIVE[>
JUL 2 6 1999
DEVELOPMENT SERVICES CTR
CITY OF EDMONDS
PRWEW DATA:
LMX OMMMM LOT Z 9W MM"M r�17-M
1RM
A, PLAT OF DIDOWN PM
VOLK PAMS 90 k 91
org
pq
MW 1/4 CF SM I M 27K INE
Contourts are approximate
in this area
cjy
S. A v. I
�7r4 00
L
AID SCALE
N 89*07'40' W 8.00'
.4 oe 6
KEY NOTM
(DSILT FENCE PER CITY OF EDMONDS REQUIREMENTS
'041 D
lb -
ElULIXNc PAD FIN. EUEv.+ 242.50'
0 ROUGH GRADE TO 241.50'
Rm
t!) t2!L3� t!0�,!NO 215�1� (!1�461 IE
wig
UPPER RETAINING WALL (PRE-ENGINEERED CMU SYSTDA)
BOTTOM Or WALL ELEV.- 251.00'
TOP OF WALL ELEV VARIES PER GRADING PLAN
WALL MT. VARIES FROM 1'-0* TO W-0.
6- CRtrSHED ROCK 0 CONSTRUCTION DRIVEWAY
G SEDIMENTATION POND W/ STRAW SALE BARRIER 0 OUTFALL
54
FINISH GRADE TO MATCH EXISTING (TYP.)
REMOVE ASPKALT DRIVEWAY & ROCKERY THIS AREA.
mod
95
OMSTRUM W ERWON At SMUMATION COWM PLA
1. BEFORE SITE TOW. CONDUCT PRE -CONSTRUCTION MEET14G
N9O'OO'OO"E 75.00'
W/ OWNEWS REPRESENTATIVE & BLDG. OFFICIAL
z NO EXCAVATION TO BE PERFORMED BETWEEN
OCTOBER 31 & APRIL 1.
3. GRADING MUST BE STABUZED BY OCTOBER 31.
S
STABILIZE DENUDED AREAS OF THE STE By SEEDING.
4
88,77-
4. COVER CUT SLOPES W/ PLASTIC SHIEETING�
FLAT AREAS W1 STRAW
%0
SOIL STOCK PILE W/ PLASTIC SHEETINQ
5. SLOPE EXCAVATION BOTTOMS TO DRAIN TO FACILITATE
COULMUON & REMOVAL OF SURFACE WATER RUNOFF.
6. USE DITCHING. SUMPS & PUMPING FOR
6�3--H A IDD) 0 H 0 (os"n E Ho a 8 0 0
H C 0 W No a L P L H
TEMPORARY DR AGE OONTROI-
AIN
XF-If
7. RE OVE SOL EXPORT TO APPROVIED COMMERCIAL STE.
EMATED 0"T QUANTITY: 500 CU. YD&
000 Anderson - Peyton Sheet I of
Pt�rjl �,Structural Engineering Consultants
1,11300 I&�-6i.visionofACPCOmultaft%In,. Date: 5/28/99
DesiLrn Bv- MA A
These calculations arefor an Allan Block Gravity Segmental Retaining Wall. Alla?v Block units and
Heusker geogrid are to be used Refer to the civil drawings for all wall locations and drainage
features. Wall elevations shall be per the civil drawings. Provide geogrid of th pe and len S
e 1Y gth
called Out hereinfor the subject walls at the locations and elevations called out hereipi.
Project & Location:
Client: Naeem lqbal
18108 88h Ave., West
Edmonds, wA
425-641-7115 (o)
425-489-0222 (f)
Structural
Engineer: Anderson - Peyton
Structural Engineering Consultants
31620 23rd Ave South, Suite 321
Federal Way, WA 98003
(253) 941-9929
Attn: Mark A. Anderson, P.E., S.E.
Project Number: 99117
RECEIVED
JUN 0 11999
DEVELOPMEW SERVICES CTR.
CM OF EDMotiDS
Soil Loads: Soil Properties per Krazen Associates, Inc., see Structural Notes, field verify.
WALL DESIGN AND GLOBAL STABILITY TO BE CHECKED BY GEOTECHNICAL ENGINEER OF RE RD AL
GEOGRID LENGTHS, LOCATIONS, CO - L
AND TYPES ARE SUBJECT TO CHANGE PENDING THE GEOTECHNICAL REVIEW.
-�/A. 7
Expires 2-19-2001
EVE FL%H
l<
(�, qt ILI
n.q I.Lil
1-j
tD
al
oll
0 Z
C o
QQ
n
0
z
AT 7�lc, EA
MV--
op
F�uo or
vlaor�7w Of Teo 50.IL&
ul
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0
Rib N
W", N
N3
Allan Block - 12 Degree
Segmental Wall Grid Table CASE A
0 PSFsurcharge, level backslope-lo wall)
Number
of
Blocks
Wall Ht.
(ft) with
Height @
8.00
Wall
Embedment
inches
Grid - fleusker 35/20-20 Locations
(above block number)
Grid
Length (ft)
4
2.67
8.00
1
4.00
5
3.33
8.00
2
4.00
6
4.00
8.00
Ii 3
4.00
7
4.67
8.00
3,4
4.00
8
5.33
8.00
3,5
4.00
9
6.00
8.00
3,6
4.50
10
6.67
8.00
3,6,7
5.00
11
7.33
8.80 1
3,6,8
5.50
12
8.00
9.60
3,6,9
6.00
13
8.67
10.40
3,6,9,10
6.50
14
9.33
11.20
3,6,9,11
7.00
15
10.00
12.00
3,6,9,12
7.50
16
10.67
12.80 1
1, 3, 6, 9, 12, 13
8.00
17
11.33
13.60
1, 3, 6, 9, 12, 14
8.50
18
12.00
14.40
1, 3, 6, 9, 12, 15
9.00
19 1
12.67
15.20
1, 3, 6, 9, 12, 15, 16
9.50
20 1
13.33
16.00
1, 3, 6, 9, 12, 15, 17
10.00
Allan Block - 12 Degree
Segmental Wall Grid Table CASE B
ffo surcharge, 2:1(max) backslope - upp wall)
Number
of
Blocks
Wall Ht.
(ft) with
Height @
8.00
wall
Embedment
Grid - fleusker 35/20-20 Locations
(above block number)
Grid
Length (ft)
4
1 2.67
8.00
1
4.00
5
3.33
8.00
2
4.00
6
4.00
8.00
3
4.00
7
4.67
8.00
3,4
4.50
8
5.33
8.00
3,5
5.00
9
6.00
8.00
3,6
5.50
10
6.67
8.00
3,6,7
6.00
11
7.33
8.80
1,3,6,8
6.50
12
8.00
9.60
1,3,6,9
7.00
Actual block height equals 7.75".
However, with grid, debris, and irregularities, the constructed block to block heights will vary from 7.75: to 8".
The 8" value is used in these tables, other conditions may vary.
VERIFY MAXIMUM CUT SLOPE
BEHIND WALL W/ SOILS ENGINEER
DRAINAGE SWALE —
SEE DRAINAGE NOTES
FENCE AS REQUIRED
BY OTHERS
* SEE STRUCTURAL NOTES
12" DEPTH INPERMEABLE TOPSOIL
:�u
UNIT FILL
MECHANICALLY
X, \x X/\�,-\
LJ
-j STABILIZED
i:8 \ \ <\
x'x x'"..,
x
1< EMBANKMENT
x
Qf 12" ALLAN BLOCK /x
(MSE)
/-'I I F-
Li
0- WALL X,
x
FINISH GRADE -.1 F
�� N\Y\
SEE CIVIL GEOGRID PER
TABLE
EMBEDMENT
F
PER TABLE
N\ x
>
\x SUBGRADE
EXCAVATE PER
------ b CIVIL
EXISTING SOIL—y
COMPACTED
PER NOTES
npAINj PIPE PER
8"x24" UNIT FILL FTG.--/
ADD'L DRAINAGE SYSTEM
MAY BE REQUIRED BELOW
MSE OR BETWEEN MSE &
SUBGRADE SEE DRAINAGE
NOTES
U
CIVIL / SOILS
L = EMBEDMENT LENGTH
MEASURED FROM BACK OF WALL
STANDARD ALLAN BLOCK RETAINING WALL SECTION
SCALE: 1/4'1 = 11-001
PROJECT NO. 99117
IQBAL RESIDENCE DESIGNED BY MAA
DRAWN BY RSO
CASE A - LEVEL BACKSLOPE WALL SECTION ISSUE DATE :5-28-99
Anderson - Peyton Structural Engineering Consultants
31620 23rd Ave. South, Suite 321 Federal Way, WA 98003 (253) 941-9929
VERIFY MAXIMUM CUT SLOPE
BEHIND WALL W/ SOILS ENGINEER
DESIGN SLOPE AFTER SWALE
IS 2H:1V TYPICAL, (MAX SLOPE)
m
Uj
DRAINAGE SWALE
SEE DRAINAGE NOTES
* SEE STRUCTURAL NOTES
12" DEPTH INPERMEABLE TOPSOIL
FENCE AS REQUIRED S\
BY OTHERS
UNIT FILL
X/
MECHANICALLY
N
STABILIZED
N,
x >N EMBANKMENT
/Ix (MSE)
12* ALLAN BLOCK
_7
WALL
-6
FINISH GRADE
GEOGRID PER
.SEE CIVIL TABLE
�\x
/'xX x
EMBEDMENT N
PER TABLE
. . . . . . ..... .....
..2 X EXCAVATE PER
SUBGRADE
N
EXISTING SOIL
COMPACTED
PER NOTES
8"x24" UNIT FILL FTC.---/
ADD'L DRAINAGE SYSTEM
MAY BE REQUIRED BELOW
MSE OR BETWEEN MSE &
SU13GRADE SEE DRAINAGE
TE'C
114 U
STANDARD ALLAN BLOCK RETAiNING VVA titU I 1UN
CIVIL
N
x
B I I=-
N
/S
DRAIN PIPE PER
IV]
SCALE: 1/4" = 11-0"
CIVIL / SOILS
L = EMBEDMENT LENGTH
MEASURED FROM BACK OF WALL
MAL RESIDENCE
CASE B - 2:1 BACKSLOPE WALL SECTION
PROJECT NO.
99117
DESIGNED BY
MAA
DRAWN BY
RSO
ISSUE DATE
5-28-99
0130 Anderson - Peyton
000
nno 31620 23rd Ave. South, Suite 321
Structural Engineering Consultants
Federal Way, WA 98003 (253) 941-9929
. . .. .......
a
DRAINAGE N.OTES
TYPICAL WALL DRAINAGE DETAILS SHALL BE PER THE CEOTECHNICAL
& CIVIL ENGINEER BASED ON THE PROJECT SPECIFIC HYDRAULIC
CONDITIONS PERTAINING TO THE LOCATIONS OF THE WATER TABLE
URFACE WATER WHICH MAY OR MAY NOT BE
AND AMOUNTS OF S - UNIT FILL
EXPECTED. IT IS IMPERATIVE THAT THE SOILS IN THE
AND COMPACTED REINFORCED SOIL ZONE REMAIN AT THE DESIGN
CONDITIONS FOR THE LIFE OF THE STRUCTURE. TYPICAL DRAINAGE
DETAILS SHALL BE UTILIZED AT THE CEOTECHNICAL & CIVIL
ENGINEERS DIRECTION AS FOLLOWS:
a&ff__AL TYPICAL PERFORATED PVC DRAIN SHALL BE INSTALLED
WITHIN THE BASE COARSE LAYER AND A 12" FREE DRAINING CHIMNEY
SHALL BE PROVIDED BEHIND THE FACE OF THE WALL. THE
MATERIAL SHALL BE ANGULAR AND WELL COMPACTED AS DIRECTED BY
THE CEOTECHNICAL.ENCINEER. SURFACE WATER SHALL NOT BE
PERMITTED TO ENTER THE BACKFILL MATERIAL BY PROVIDING AN
IMPERMEA13LE SURFACE CONSISTING OF ASPHALT OR AN IMPERMEABLE
CLAY MATERIAL. THE SURFACE AT THE TOP OF WALL SHALL BE
GRADED AT A SLOPE TO PREVENT PONDING. THIS IMPERMEABLE
SURFACE SHALL SLOPE AWAY FROM THE WALL. OVER THE FACE OF THE
WALL. OR TOWARD AN IMPERMEABLE SWALE AT THE TOP OF WALL.
THE METHOD By WHICH WATER IS TRAPPED AND DIVERTED SHALL BE
AT THE DIRECTION OF THE GEOTECHNICAL, & CIVIL ENCI . NEER.
a&S_FB-
. WHERE GROUND WATER IS EXPECTED TO ENCROACH UPON
THE WALL ( I.E. A FLUCTUATING WATER TABLE WOULD RESULT WITH
THE WATER TABLE OCCURRING AT THE BASE OF THE WALL) A 3- MIN.
13LANKET DRAIN SHALL BE PROVIDED AND A FILTER FABRIC SHALL BE
PROVIDED AT THE BASE OF THE WALL AS DIRECTED BY THE
CEOTECHNICAL 14 CIVIL ENGINEER.
gAsE_(�L WHERE GROUND WATER IS OR MAY SEEP OUT OF THE CUT
SLOPES (VIA SPRINGS OR OTHER PERCHED OR SEEPING WATER) OR
WHERE THE WATER TABLE IS ABOVE THE BASE OF THE WALL. A 12"
CHIMNEY DRAIN SHALL BE PROVIDED AT THE BACK OF THE WALL AND
SHALL EXTEND UP FROM A 6" BLANKET DRAIN TO THE HEIGHT or
WATER OR - 707. Or THE WALL HEIGHT. THE DRAINAGE FOR THIS
SITUATION SHALL- 13E AS DIRECTED BY THE CEOTECHNICAL, & CIVIL
ENGINEER.
avua=mil-�
G N :t DOITCU CF
ROU DYWER TABLE NEA
BEARING PAD W OR COULD RISE 70
BASE OF REINFORCED (INFtLt) SOIL CH
A SEASONAL BASIS (3)-
2. t.0 POSSIBILITY OF LAIERAL (HCAIZ-)
GRotjNowAlER FLOW IN70 WFILL
AND RETAINED SOILS.
CsIm!.,EY DRAIN AND/CA EL;,NKET CRAIN
iAAY BE REPLACED WITH A4 AFFROPRIAIE
F TH
GEocouPOS17E AT TFE D.cC;rTI04 or -E
WALL DESIG14 ENGINEER.
FACE PONDING
12'
DRAjNl,kGE FILL - —L:
RETAINED SOIL
ZONE
SEE CPT. A
BELOW ------------ REINFCRCED ('NnLL)
SOIL ZONE
GEOSY4-%IJETIC REINF.
- - - - --- - - - - - - - - - - LaLANKET DRAIN Y MIN.
UNIFORM GRADED GRAVEL
(GP) VMAIH DISCHARGE PIFE-
DISCHARGE PIPE (GRA%iTY (OPTIONAL) CRA%qTY
. 74 FLOW) F-Loyl To OUTLET
CEo7ExTiLE DR*AINAGE
FIL7ER (OPTIONAL)
SLOW DRAINING VFELL GRADED
!Qpmoq A SAND ge GRAVEL (SW -Su. cv.1-Cu)
WALL FACE & BLANKET DRAIN CASE B
GROUNDWAIrR CaNTIMO-21
I. CROUNDWATER TABLE AT A MIN. CF 2H/3
BELOW 80170tA OF WALL ('-V)
2. No possiBiU7Y OF LAIERAL (HORIZ.)
GROUNDWER FLOW LN70 LNFILL
AND RETAINED SClLS-
MAY BE REDUCED 10 V V.'r'EN DRA14
MAIERIXL IS PLACED IN CORES k
BETWEEN SRW UNIIS
1
,_,NlroRtj cRADED GRAVEL
(C;P)
DISCHARCE PIPE (GRAN17Y
FLO%l
SLOW DRAj*,,,NG v.-EjL, GRADED
(SW-SLj. CV.' -CIA)
SAND & GRA.EL
SEE DET 5 FOI SWALE CONIDITI04 (TYP)
GRADE 10 PREVENT
suRFACE RONDING
12'
DRAINAGE FILL f-t
RETAINED SOlL
ZONE
SEE OPT. A
% IrILL)
BELOW REsNrORCEO
SOIL ZONE
714VIC REINF-
CEOSYN
6" 1AIS4.
v.AI4 DISCHARGE PIPE
(OPliONAL) CRAV17Y
rLCIV TO OU71ET
GEOIEXIILE DRAINAGE
rVER (CP710.-41,t)
Q�Tjcli 4 WALL FACE DRAIN CASE . A
-�j
3- OF SOIL REOL:;!---D
OVERLAPPING FbXF. FOR
PROPER ANCHORAGE 'F EOH
LA,,rLRS PLACED AT IHE S;,I-lE
s.ct%y u.%aT ELEVATICH.
ALT-,RNATIVE To O%rLPLAPp:*4G
IN A SINGLE COURSE. r%Ell%'F.
COULD BE PLACED IN THE
PERPENDIMR-All PRINCIPLE
DIRECTION IN THE CROSS OVER
AREA, ON THE SUCCEEDING
COURSE. -d ( f
�b
PRINCIPLE REI%'F-
SFEC%F*IED REiNF.
ELEVATION
COUA;tro MANNER
z z
c� 7-
- C-10
C
u
PRINCIPLE REINF.
I tz
z
CuRvL-o CORNER -
SERPENTINE CURVES Ac
-p
.3- OF SOIL FILL RED.
97vm OVERLAPPING
REINF. FOR PROPER
ANCHORAGE
SPECIFIED REiNr.
ELEVATION
� I
REINFORCEMENT
PLACING FOR CONVEX CORNERS-
4
r,p=N)wA,TFR
GRADE 10 PREVENT
SURFACE PON-DING
1. GROUNDWATER TABLE NEAR E077OU-OF
POSSIBLE LATERAL (HOr'Z-)
WALL (3) OR
FLOW 1410 REINFORCED (I%FILL) SOIL WD
BASIS CV-
DRAINAGE FILL
RETAINED SOiL ON A SEASONAL
REINFORCED (wrILL)
2. LA-MRAL (HORIZ-) GROUNDWER FLO W VALL
SOIL 20NE
mlo REINFORCED SOIL WIL OCCUR
RETAINED SOIL
3. THIS COMPLETE DRAINAGE sySsEu PROVIDES
FOR S;tyts At"D SHOULD
SEE OPT A
BELOW
ZONE
v
DRAJN- (EXIEND
1,t&)OMUM PRO',ECT'O4
BE UTILIZED WriEN I)JERE is UNCERTAiNTY AS
cm;uN-Ey
TOP 0.71-1 OR VAX ELEV. OF
To THE ACTUAL SIIE GROU.-%DwATER CONDITION'S
z
GROUNDWATER RISE)
-1
GEosYNTHETIC REtNF.
---- --- - ------- --
rl "
UNIFO;jM GRADrD GRAVEL ELANKET DRAIN 6
(GP)
DISCmAr%GE FIFE (CrA*Aly mmiN DISCHARGE PIPE
FLOW) (OP71ONA) GRAWY
FLOW 10 OUTIET
CHIMNEY VRA-'N, (EXIEND
JOP 0.7H OR VAX. ELEV. OF GEO",ExliLE DRAJKAGE
CPIIONAt)
GROUNDWATER RISE) FILIER
SLOW DRAINING WELL GRADED
SA%-D & GRAVTL (So:-SM. GW-C'J)
COMPLETE DRAINAGE SYSTEM CASE C
r-"
lull
H
in
IMPERMEABLE 4'
CONCRETE OR
ASPHALT LINING
Lq V FeA
Molar,
41,
Im
DRAINAGE FILL COMPACTED INFILL
SEGMENTAL UNIT GEOTEXTILE (OPTIONAL)
MIN. --I 4- TOPSOIL
LOY/ PERMEADILIT'
kA
7/7 CLAY SOIL
/7/7, Wo
DRAINAGE FILL
SEGMENTAL UNIT
CEOMEMBRANE LININC
OPTIONAL
SWALE LINED
VATH VEGETATION
COMPACTED INFILL
CEOTEXTILE (OPTIONAL)
(5) TOP OF WALL SURFACE GRADING
10
1.0
2.0
STRUCTURAL NOTES
GENERAL
THESE STRUCTURAL NOTES, CALCULATIONS AND DRAWINGS GIVE
SPECIFIC REQUIREMENTS REGARDING THE SOILS ENGINEERS'
CONTINUOUS OBSERVATION OF THE CONSTRUCTION PROCESS. THIS
OBSERVATION IS REQUIRED TO VERIFY THAT THE SOIL TYPES, SOIL
COMPACTION, MOISTURE CONTENT, AND GROUND WATER
CONVEYANCE MEASURES AS CONSTRUCTED ARE AS PER THE DESIGN
VALUES ASSUMED AND THAT THE WALL SYSTEM DESIGN VALUES
WILL HAVE THE OPPORTUNITY TO REMAIN CONSTANT AS
CONSTRUCTED FOR THE LIFE OF THE STRUCTURE (SEE SECTION 5.0)
THESE STRUCTURAL NOTES SUPPLEMENT THE DRAWINGS, ANY DISCREPANCY
FOUND AMONG THE DRAWINGS, THESE NOTES, AND THE SITE CONDITIONS SHALL
BE REPORTED TO THE ENGINEER, WHO SHALL CORRECT SUCH DISCREPANCY IN
WRITING. ANY WORK DONE BY THE CONTRACTOR AFTER DISCOVERY OF SUCH
DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. THE CONTRACTOR
SHALL VERIFY AND COORDINATE THE DIMENSIONS AMONG ALL DRAWINGS
PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THE CONTRACTOR IS
RESPONSIBLE FOR ALL BRACING AND SHORING DURING CONSTRUCTION
CODES
ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM To THE
REQUIREMENTS OF THE JURISDICTION AND: 1997 UNIFORM BUILDING CODE (UBC),
AS AMENDED AND ADOPTED BY THE LOCAL JURISDICTION.
SOIL DATA - PER SOILS REPORT AND TELCONS (SEE MEMOS), BY KRAZEN AND
ASSOCIATES..
SOIL PROPERTIES FOR DESIGN: ALL PROPERTIES ARE TO BE FIELD VERIFIED BY
KRAZEN AND ASSOCIATES AND ARE AS PER THE GEOTECIHMCAL REPORT OR
MEMOS.
FREE DRAINING FELL
PHI
32
DEGREES (MIN.)
(CRUSHED, ANGULAR)
WT.
125
PCF (MIN.)
IMPORTED BACKFILL
PIE
32
DEGREES (MIN.)
W.
125
PCF (MIN.)
EXISTING SOILS
PIE
32
DEGREES (MIN.)
WT.
125
PCF (MAX.)
BEARING
2,000
PSF -
SITE WORK AND MATERIALS
2.1 EXCAVATION - PER GEOTECHNICAL ENGINEER
EXCAVATE FOR WALL BASE DOWN TO THE LINES AND GRADES SHOWN ON
DRAWINGS OR TO FIRM UNDISTURBED MATERIAL. AREAS OVER -EXCAVATED
SHALL BE BACKFILLED WITH STRUCTURAL FELL PER SECTION 2.4. OVER
EXCAVATION SHALL NOT BE PAID FOR, AND REPLACEMENT WITH COM[PACTED
FILL AND/OR WALL SYSTEM CONTONENTS WILL BE REQUIRED AT THE
CONTRACTORS EXPENSE. THE CONTRACTOR SHALL BE CAREFUL NOT TO
DISTURB EMBANKMENT MATERIALS BEYOND THE LINES SHOWN.
2.2 FOUNDATION SOIL PREPARATION - PER GEOTECHNICAL ENGINEER
A. WHERE FOUNDATIONS ARE TO BE PREPARED WITH FELL, MATERIALS
SHALL BE APPROVED BY A GEOTECHNICAL ENGINEER. NATIVE SOILS,
WITH A GEOTECHNICAL ENGINEERS APPROVAL, OR SELECT IMPORTED
SOILS, SHALL BE PLACED IN 8 TO 10 INCH LIFTS AND CONTACTED TO A
DENSE AND UNYIELDING CONDITION WITH AT LEAST 90% OF THE
MAX]MUM DRY DENSITY AS DETERMINED BY ASTM D-1557. THE
FOUNDATION SOILS SHALL BE TO THE PITCH AS SHOWN ON THE
CONSTRUCTION DRAWINGS, OR AS DIRECTED BY THE GEOTECHNICAL
ENGINEER.
B. FOUNDATION SOILS SHALL BE EVALUATED BY A GEOTECHNICAL
ENGINEER TO DETERMINE THAT THE ACTUAL FOUNDATION SOIL
STRENGTH MEETS OR EXCEEDS THE ASSUMED DESIGN STRENGTH. SOILS
NOT MEETING REQUIRED STRENGTH SHALL BE REMOVED AND REPLACED
WITH ACCEPTABLE MATERIAL APPROVED BY TEE GEOTECHNICAL
ENGINEER.
C. OVER -EXCAVATED AREAS SHALL BE FILLED WITH APPROVED
COWACTED BACKFILL MATERIAL PER SECTION 2.4.
D. BASE LEVELING PAD SHALL CONSIST OF WELL COUTACTED NATIVE SOILS
PER THE GEOTECHNICAL ENGINEER OR WELL COUTACTED ±3/4" CRUSHED
AGGREGATE TO A MINDAUM WIDTH OF 18". AT THE CONTRACTORS
OPTION 6" WINIMIM UNREINFORCED 1500 PSI CONCRETE FOOTING TO A
MINMIUM WIDTH OF 18" MAY BE UTILIZED.
2.3 IWORTED FREE DRAINING UNIT FILL MATERIAL - PER GEOTECHNICAL ENGINEER
A. FILL FOR UNITS AND DRAINAGE SHALL BE CLEAN, ANGULAR, FREE
DRAINING CRUSHED STONE 3/4" TO 1-1/4", WITli NO MORE THAN 5%
PASSING THE NO. 200 SIEVE BASED ON WET SIEVING THE SOIL FRACTION
PASSING THE 3/4" SIEVE.
B. PLACE RECOMMENDED FILL IN AND BEHIND THE WALL UNITS AS SHOWN
ON THE CONSTRUCTION DETAILS AND IN. AREAS OF DRAINAGE BEHIND
THE RETAINING SYSTEMS. UNIT FILL SHALL BE CONVACTED TO A DENSE
AND UNYIELDING CONDITION BEHIND THE WALL FACIA UNITS AT THE
DIRECTION OF THE GEOTECHNICAL ENGINEER.
2.4 BACKFILL AND STRUCTURAL FILL MATERIAL - PER GEOTECHNICAL ENGINEER
A. IM[PORTED FILL CONSISTING OF CLEAN WELL -GRADED SAND OR GRAVEL
WITH 2" MA)MVIUM SIZE AND WITH NO MORE THAN 5% PASSING THE NO.
200 BASED ON WET SIEVING THE SOIL FRACTION PASSING THE 3/4" SIEVE,
SHALL BE USED WHERE NATIVE SOILS ARE NOT APPROVED BY A
GEOTECHNICAL ENGINEER FOR USE AS BACKFILL. APPROVAL OF
2.5
gxfl
3.1
3.2
3.3
BACKFILL SHALL BE OBTAINED FROM THE GEOTECHMCAL ENGINEER
PRIOR TO CONSTRUCTION.
B. FOR CONDITIONS WHERE BACKFILL IS TO BE COMPACTED (I.E. OVER GRID
OR AS STRUCTURAL FILL) THE FILL SHALL BE PLACED IN 8 INCH LIFTS
AND COMPACTED TO A DENSE AND UNYIELDING CONDITION TO
MINIMUM DRY DENSITY OF 95% OF THE MODIFIED PROCTOR PER ASTM D-
1557 OR AS DIRECTED BY THE GEOTECHMCAL ENGINEER.
PRE -CONSTRUCTION MEETING / SITE VISITS
A. THE CONTRACTOR SHALL BE RESPONSIBLE TO SCHEDULE PRE
CONSTRUCTION MEETINGS AND INSPECTIONS AS REQUIRED PRIOR TO THE
START OF CONSTRUCTION. THE GEOTECHNICAL ENGINEER AND
STRUCTURAL ENGINEER SHALL BE REQUIRED TO MEET WITH THE
CONTRACTOR PRIOR TO CONSTRUCTION. GEOTECHNICAL SUPERVISION IS
REQUIRED THROUGHOUT THE COURSE OF CONSTRUCTION.
MECHANICALLY STABILIZED EMBANKMENT (MSE) WITH ALLAN BLOCK FACING
DESCRIPTION
A. WORK INCLUDES FURNISHING AND INSTALLING MODULAR BLOCK
RETAINING WALL UNITS AND GEOGRID TO THE LINES AND GRADES
DESIGNATED ON THE CONSTRUCTION DRAWINGS AND AS SPECIFIED
HEREIN.
B. WORK INCLUDES PREPARING FOUNDATION SOIL, FURNISHING AND
INSTALLING CRUSHED ROCK BUTTRESS, FREE DRAWING UNIT FILL AND
BACKFILL TO THE LINES AND GRADES DESIGNATED ON THE
CONSTRUCTION DRAWINGS.
C. WORK INCLUDES FURNISHING AND INSTALLING ALL APPURTENANT
MATERIALS REQUIRED FOR CONSTRUCTION OF THE RETAINING WALL AS
SHOWN ON THE CONSTRUCTION DRAWINGS.
REFERENCE STANDARDS
A. ASTM C90-85 HOLLOW LOAD BEARING MASONRY UNITS.
B. ASTM C140-75 SA"LING AND TESTING CONCRETE MASONRY UNITS.
C. ASTM C145-85 SOLID LOAD BEARING CONCRETE MASONRY UNITS.
DELIVERY, STORAGE AND HANDLING
A. CONTRACTOR SHALL CHECK THE MATERIALS UPON DELIVERY TO ASSURE
THAT PROPER MATERIAL HAS BEEN RECEIVED.
B. CONTRACTOR SHALL PREVENT EXCESSIVE MUD, WET CEMENT, EPDXY,
AND LIKE MATERIALS WHICH MAY AFFIX THEMSELVES, FROM COMING
INTO CONTACT WITH THE MATERIALS.
?s
C. CONTRACTOR SHALL PROTECT THE MATERIALS FROM DAMAGE.
DAMAGED MATERIAL SHALL NOT BE INCORPORATED INTO THE
RETAINING WALL STRUCTURE.
3.4 - SUBMITTALS
A. SAMPLES OF ALL PRODUCTS USED IN THE WORK OF THIS SECTION. (To
THE OWNER.)
B. LATEST EDITION OF MANUFACTURERS SPECIFICATIONS FOR PROPOSED
MATERIALS, METHOD OF INSTALLATION AND LIST OF MATERIAL
PROPOSED FOR USE.
3.5 QUALITY ASSURANCE
A. SOIL TESTING AND INSPE CTION SERVICE FOR QUALITY CONTROL TESTING
DURING EARTHWORK OPERATIONS WILL BE SUPPLIED BY THE OWNER.
3.6 CONCRETE UNITS
A. CONCRETE MASONRY UNITS SHALL BE ALLAN BLOCK 120 RETAINING
WALL UNITS (NOMINAL 8" HT X 12" DEEP X 18" FACE WIDTH - WITH A
FACE AREA A NOMINAL I SQUARE FOOT).
B. CONCRETE WALL UNITS SHALL HAVE A MINIMUM NET 28 DAY
COMPRESSIVE STRENGTH OF 3000 PSI. THE CONCRETE SHALL HAVE A
MAXIMUM MOISTURE ABSORPTION OF 5 PERCENT.
C. WHERE REQUIRED UNITS SHALL HAVE ANGLED SIDES CAPABLE OF
CONCAVE AND CONVEX ALIGNMENT CURVES WITH A MINIMUM RADIUS
OF 3.5 FEET. NOTE: WHERE APPLICABLE, FOR STRAIGHT WALLS, USE NON -
ANGLED STRAIGHT SIDE UNITS.
3.7 UNIT INSTALLATION
A. THE FOUNDATION SHALL BE PREPARED PER SECTION 2.2.
B. THE FIRST COURSE OF WALL UNITS SHALL BE PLACED ON THE
FOUNDATION. THE UNITS SHALL BE CHECKED FOR LEVEL AND
ALIGNMENT. THE FIRST COURSE IS THE MOST IMPORTANT TO INSURE
ACCURATE AND ACCEPTABLE RESULTS.
C. INSURE THAT UNITS ARE IN FULL CONTACT WITH BASE.
D. UNITS ARE PLACED SIDE BY SIDE FOR FULL LENGTH OF WALL
ALIGNMENT. ALIGNMENT MAY BE DONE BY MEANS OF A STRING LINE OR
OFFSET FROM BASE LINE.
E. FILL ALL VOIDS AT UNITS WITH UNIT FILL MATERIAL AND PLACE THE
GEOGRID PER SECTION 4.0.
14
F. SWEEP ALL EXCESS MATERIAL FROM TOP OF UNITS AND INSTALL NEXT
COURSE. INSURE EACH COURSE IS COMPLETELY UNIT FILLED,
BACKFILLED AND COMPACTED PRIOR TO PROCEEDING TO NEXT COURSE.
G. LAY UP EACH COURSE OF BLOCK PER THE MANUFACTURERS GUIDELINES.
H. AS APPROPRIATE WHERE THE WALL CHANGES ELEVATIONS, UNITS CAN
BE STEPPED WITH GRADE OR TURNED INTO THE EMBANKMENT WITH A
CONVEX RETURN END. PROVIDE APPROPRIATE BURIED - UNITS ON
COMPACTED LEVELING PAD IN AREA OF CONVEX RETURN END.
3.8 GEOGRID AND BACKFILL PLACEMENT - SEE SECTION 4.0
3.9 CAP INSTALLATION - WHERE REQUIRED PER THE SPECIFICATIONS
A. PLACE ALLAN BLOCK CAP UNITS PER MANUFACTURER GUIDELINES.
B. AS REQUIRED, PROVIDE PERMANENT MECHANICAL CONNECTION To
WALL UNITS WITH CONSTRUCTION ADHESIVE OR EPDXY. APPLY
ADHESIVE OR EPDXY TO BOTTOM SURFACE OF CAP UNITS AND INSTALL
ON UNITS BELOW.
3.11 SPECIAL CONSTRUCTION NOTES
A. THE SYSTEM SHALL BE WELL DRAINED PER CASE A, CASE B OR CASE C OF
THE PLANS AND THE CONTRACTOR SHALL BE RESPONSIBLE TO INSURE
THAT THE SYSTEM REMAINS WELL DRAINED DURING CONSTRUCTION.
THE ONSITE SOILS ENGINEER SHALL MAKE A DETERMINATION DURING
EXCAVATION WHICH APPLICABLE CASE IS REQUIRED. CASE A IS ASSUMED
FOR BIDDING PURPOSES, HOWEVER, CASE B OR C MAY BE REQUIRED
BASED ON SPECIAL SITE CONDITIONS.
B. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE WALL DURING
CONSTRUCTION. HEAVY EQUIPMENT SHALL NOT BE OPERATED ON HE TOP
OF THE WALL. ALL EQUIPMENT SHALL MAINTAIN SPEEDS THAT DO NOT
CAUSE SEVERE VIBRATIONS.
C. THE CONTRACTOR SHALL RE-ESTABLISH VEGETATION AFTER BACKFILL
ISPLACED.
D. WALL CONSTRUCTION SHALL OCCUR UNDER THE DIRECT SUPERVISION OF
THE PROJECT GEOTECHNICAL ENGINEER OF RECORD.
4.0 GEOGRID CONSTRUCTION
4.1 DESCRIPTION
A. WORK INCLUDES FURNISHING AND INSTALLING GEOGRID
REINFORCEMENT, UNIT FILL, AND BACKFILL TO THE LINES AND GRADES
DESIGNATED ON THE CONSTRUCTION DRAWINGS.
B. WORK INCLUDES FURNISHING AND INSTALLING ALL APPURTENANT
MATERIALS REQUIRED FOR CONSTRUCTION OF THE GEOGRID
REINFORCED SOIL RETAINING WALL AS SHOWN ON THE CONSTRUCTION
DRAWINGS
4.2 RELATED WORK
A. SECTION 3.0 - MECHANICALLY STABILIZED EMBANKMENT WITH ALLAN
BLOCK FACING.
4.3 REFERENCED STANDARDS
A. SEE SPECIFIC GEOGRID MANUFACTURERS REFERENCE STANDARDS.
4.4 DELIVERY, STORAGE AND HANDLING
A. CONTRACTOR SHALL CHECK THE GEOGRID UPON DELIVERY TO ASSURE
THAT THE PROPER MATERIAL HAS BEEN RECEIVED.
B. GEOGRIDS SHALL BE STORED ABOVE -20 DEGREES FAHRENHEIT.
C. CONTRACTOR SHALL PREVENT EXCESSIVE MUD, WET CEMENT, EPDXY
AND LIKE MATERIALS WIRCH MAY AFFIX THEMSELVES TO THE
GRIDWORK, FROM COMING IN CONTACT WITH THE GEOGRID MATERIAL.
D. ROLLED GEOGRID MATERIAL MAY BE LAID FLAT OR STOOD ON END FOR
STORAGE.
4.5 SUBMITTALS
A. SAMPLES OF ALL PRODUCTS USED IN THE WORK OF THIS SECTION.
B. LATEST EDITION OF MANUFACTURERS SPECIFICATIONS FOR PROPOSED
MATERIALS, METHOD OF INSTALLATION AND LIST OF MATERIAL
PROPOSED FOR USE.
4.6 QUALITY ASSURANCE - SEE SECTION 3.5
4.7 PRODUCT DESCRIPTION
A. GEOGRID PRODUCTS SHALL BE lUGH DENSITY POLYETHYLENE EXPANDED
SHEET OR POLYESTER WOVEN FIBER MATERIALS, SPECIFICALLY
-FABRICATED FOR USE AS SOIL REINFORCEMENT.
B. GEOGRID SHALL BE MANUFACTURED BY HUESKER, INC. (OR OTHERS AS
APPROVED By THE STRUCTURAL ENGINEER) OF THE TYPE SHOWN ON THE
DRAWINGS HAVING THE PROPERTY REQUIREMENTS AS DESCRIBED
WITHIN THE MANUFACTURERS SPECIFICATIONS.
4.8 WALL ERECTION - SEE SECTION 3.8
4.9 GEOGRID INSTALLATION
A. THE GEOGRID SOIL REINFORCEMENT SHALL BE LAID HORIZONTALLY ON
COMPACTED BACKFELL. CONNECT TO THE CONCRETE WALL UNITS BY
PLACING THE GEOGRU) BETWEEN COURSES OF WALL UNITS. PULL THE
19
GEOGRID TAUT, AND ANCHOR BEFORE BACKFILL IS PLACED ON THE
GEOGRID.
B. SLACK IN THE GEOGRID AT THE WALL UNIT CONNECTIONS SHALL BE
REMOVED.
C. GEOGRID SHALL BE LAID AT THE PROPER ELEVATION AND ORIENTATION
AS SHOWN ON THE CONSTRUCTION DRAWINGS OR AS DIRECTED BY THE
ENGINEER.
D. CORRECT ORIENTATION (ROLL DIRECTION) OF THE GEOGRID SHALL BE
VERIFIED BY THE CONTRACTOR.
E. TO PRETENSION GEOGRID, PULL GEOGRID TAUT TO ELIMINATE LOOSE
FOLDS. STAKE OR SECURE BACK EDGE OF GEOGRID PRIOR TO AND
DURING BACKFILL AND COMPACTION.
F. FOLLOW MANUFACTURERS GUIDELINES RELATIVE TO OVERLAP
REQUIREMENTS OF UNIA)GAL AND BIA)GAL GEOGRIDS.
4.10 FILL PLACEMENT (PER GEOTECHNICAL ENGINEER)
A. BACKFILL MATERIAL SHALL BE PLACED IN 8 INCH LIFTS AND COMPACTED
TO 95% OF MODIFIED PROCTOR (ASTM D-1 557) OR PER THE GEOTECHNICAL
ENGINEER.
B. BACKFILL SHALL BE PLACED, SPREAD, AND COMPACTED IN SUCH A
MANNER THAT NIINIMIZES THE DEVELOPMENT OF SLACK OR LOSS OF
PRETENSION OF THE GEOGRID.
C. ONLY HAND -OPERATED COMPACTION EQUIPMENT SHALL BE ALLOWED
WITHIN 3 FEET OF THE BACK SURFACE OF THE ALLAN BLOCK WALL
UNITS.
D. BACKFILL SHALL BE PLACED FROM THE BACK OF THE FACE BLOCK
TOWARD THE EMBANKMENT TO INSURE THAT THE GEOGRID REMAINS
TAUT.
E. TRACKED CONSTRUCTION EQUIPMENT SHALL NOT BE OPERATED
DIRECTLY ON THE GEOGRID. A MINIMUM BACKFILL THICKNESS OF 6
INCHES IS REQUIRED PRIOR TO OPERATION OF TRACKED VEHICLES OVER
THE GEOGRID. TURNING OF TRACKED VEHICLES SHOULD BE KEPT TO A
MIND" TO PREVENT TRACKS FROM DISPLACING THE FILL AND
DAMAGING THE GEOGRID.
F. RUBBER -TIRED EQUIPMENT MAY PASS OVER THE GEOGRID
REINFORCEMENT AT SLOW SPEEDS. SUDDEN BRAKING AND SHARP
TURNING SHALL BE AVOIDED.
5.0 DRAINAGE AND OTHER CONSTRUCTION PROVISIONS
A. DRAINAGE AND/OR FILTER FABRIC MUST BE PROVIDED PER
THESE NOTES AND THE DETAILS. INSTALLATION SHOULD BE
17
PER TYPICAL CONSTRUCTION PRACTICES. ALL DRAINS ARE TO
BE TO DAYLIGHT OR TO THE CIVIL SITE DRAINAGE SYSTEM.
B. DRAINAGE SYSTEM AT THE TOP OF WALL SHALL BE
CONSTRUCTED AT THE DIRECTION OF THE ON SITE CIVIL AND
GEOTECHNICAL ENGINEER TO PREVENT SURFACE WATER
FROM ENTERING THE REINFORCED ZONE. ALL DRAINAGE
DETAILS SHALL BE APPROVED BY THE GEOTECHNICAL
ENGINEER.
C. IT IS IMPERATIVE THAT THE UNIT FILL AND THE STRUCTURAL
EMBANKMENT BE CONSTRUCTED AND MAINTAINED FOR THE
LIFE OF THE STRUCTURE AT THE PRESCRIBED MOISTURE
CONTENT. THE OWNER SHALL RETAIN THE SOILS ENGINEER OF
RECORD TO PERFORM CONSTANT OBSERVATION OF THE
CONSTRUCTION OF THE WALLS. THE SOILS ENGINEERS DIRECT
OBSERVATION OF SOIL TYPES USED, SOIL COMPACTION
METHODS AND RESULTS, MOISTURE CONTENT AS INSTALLED,
AND GROUND WATER CONVEYANCE MEASURES FOR EACH
LOCAL CONDITION IS REQUIRED TO VERIFY THAT THE WALL
DESIGN VALUES AND CONSTRUCTION CRITERIA AS
PREVIOUSLY PROVIDED BY THE SOILS ENGINEER ARE
ACTUALLY CONSTRUCTED IN THE FIELD AND WILL RAVE THE
OPPORTUNITY TO REMAIN CONSTANT FOR THE LIFE OF THE
STRUCTURE.
6.0 RAILINGS - WHERE REQUIRED BY SPECIFICATIONS
RAILINGS AT THE TOP OF WALLS SHALL BE BY OTHERS AS REQUIRED BY THE
U.B.C. OR THE LOCAL JURISDICTION.
I
Anderson - Peyton
ALLAN BLOCK
Project Name:
AB - lqbal Residence
Structural Engineering Consultants PRELIMINARY WALL DESIGN
Project Number:
99117
31620 23rd Ave. South, Suite 321
PER NCMA METHOD
Preparation Date:
5/28/1999
Federal Way, WA 98003 (206) 941-9929
-
Design Engineer:
MAA
ver: 1/24/96
Pg I
Description: AB all
SOIL RET INF FDF -
GEOMETRY & LOADING
GRID LAYER
(from bottom
PHI: 32 32 32 DEG
BLOCKS IN HT:
20.00
(Maximum of 2
grid types)
C: 0 0 0 PSI
HEIGHT, H:
13.33 FT
layer block
grid type
elev. Lfinal
FSten
UWT: 125 125 125 PCF
EFFECTIVE HT:
13.33 FT
I st 1
9
0.67 10-00
2.87
SOIL TYPE: B CRITICAL
SURCHARGE, L:
100-00 PSF
2nd 3
9
2.00 10-00
2.59
ALLOW. BEARING: 2000 PSF
SURCHARGE, D:
0.00 PSF
3rd 6
9
4.00 10-00
2.55
DEPTH OF FDF: I FEET
BACKSLOPE:
0.00 DEG
4th 9
9
6.00 10.00
3.17
BATTER,w:
12.00 DEG
5th 12
9
8.00 10.00
4.21
SOIL TYPES (For WC Const. Material)
BASE SLOPE, Lb:
0.00 DEG
6th 15
9
A: Sand, Silt and Clay
(w + Lb), PSI:
12.00 DEG
7th 17
9
10-00 10.00
11.33 10.00
7.20
9.07
B: 3/4" Minus Gravel
C: 2-1/2" Minus Crushed Stone
INT. STABILITY:
ALL
ACT
TENSILE OVERSTRESS:
1.80
2.55 ok
PULLOUT:
1.50
5.52 ok
FACE CONN. (sys) - NCMA:
1.00
1.57 ok
FACE CONN. (ult) - NCMA:
1.50
2.04 ok
FACE CONN (eng prin.):
1.50
3.50 ok
BULGING:
1.50
4.22 ok
SLIDING AT LAYER 1:
1.50
3.77 ok
MAX UNREINF. HT:
1.50
2.43 ok
SHEAR AT TOP REINF.:
1.50
5.92 ok
TRIAL LENGTH: 10.00 FT
L required: 10.00 FT
EXT. STABILITY
ALL
ACT
SOIL BLOCK SLIDING:
1.50
4.58 ok
w/ Seismic:
1.13
4.58 ok
FOUNDATION BRG:
1.00
1.32 ok
OVERTURNING:
2.00
10.04 ok
w/ Seismic:
1.50
10.04 ok
SEISMIC COEFFICIENTS
An (per AASHTO):
0.00
d (deflection ali'd):
0.00 IN.
8th
9th
I Oth
I Ith
12th
13th
l4th
15th
l6th
17th
I 8th
GRID: 9 HUESKER 35120-20
GRID DATA FOR ALLAN BLOCK:
CALCULATED PROPERTIES:
LTDS*
LTDS*
LTDS*
SEP.VICE VALuE
mAx vALuEs
Ka (interior):
0.198
Soil A
Soil 8
Soil C
CONST
VAR
CONST
VAR
Alpha (interior):
52.54 DEG
TYPE GRID
LBS
LBS
LBS
LBS
LBS/FT
LBS
LBS/Fr
Ka (exterior):
0.195
1 MIRAFI ST
1240
1165
1165
676
0.132
876
0.281
Alpha (exterior):
51.57 DEG
2 MIRAFI 8T
2305
2165
2165
770
0.336
1491
0.352
Delta (interior):
21.33 DEG
3 MIRAFI IOT
3180
2990
2990
756
0.335
1356
0.360
Delta (exterior):
32.00 DEG
4 TENSAR UX 800
760
725
550
394
0,445
1472
0.127
Average EFP (ext):
24.32 PCF
5 TENSAR UX 1400
1330
1270
965
356
0.471
981
0.645
Ka (0):
0.19
6 TENSAR UX 1500
2190
2090
1770
614
0.528
1414
0.646
Average EFP (fdo:
24.22 PCF
7 EXXON GTF-300
0
0
0
441
0.287
486
0.376
8 AMOCO - 2044
0
0
0
320
0.746
401
0.875
ALLAN BLOCK DATA:
.9 HUESKER 35/20-20
1322
1261
991
494
0,304
888
0.130
Hu (Unit Height):
0.667 FT
10 HUESKER 80/30-20
2815
2735
2393
644
0.462
1214
0.450
Wu (Unit Width):
1.000 FT
I I STRATAGRID 300
1465
1465
1320
519
0.456
827
0.463
Gu - Assumed = 1/2 Wu:
0.500 FT
12 STRATAGRID 500
2120
2120
1905
887
0.178
1500
0.241
LOW (Unit Weight):
100 PCF
13 TENSAR UX 1600
2860
2730
2610
614
0.530
1414
0.650
a.0 (unit - unit shear):
375 PPF
LTDS from GGRI
Seismic coefliclents
lambda.0 (friction ang):
36.00 DEG
Example from NCMA
M:
2.95788
Setback (per course):
1.70 IN
GEOGRID:
Kae:
0.1946
Batter (per course):
12.00 DEG
Cds - External:
0.90
Kv =
0.0000
Cds - Internal:
0.90
Kh =
0.0000
Kae:
0.195
Ci (interaction - infill):
0.90
THETA'=
0.0000 DEG
Ka: (ext)
0.195
Ci (interaction - fdo:
0.90
Pir =
0.0000 *
wr
Ke:
0.000
ALL WALLS ARE PRELIMINARY AND ARE SUBJECT TO REVIEW BY A LICENSED PROFESSIONAL ENGINEER.
Anderson - Peyton
ALLAN BLOCK
Project Name:
AB - lqbal Residence
Structural Engineering Consultants
PRELIMINARY WALL DESIGN
Project Number.
99117
31620 23rd Ave. South, Suite 321
PER NCMA METHOD
Preparation Date:
5/28/1999
Federal Way, WA 98003 (206) 941-9929
Design Engineer:
MAA
ver: 1/24/96
Pg I
Description: All Wall
SOIL RET INF FDF
GEOMETRY & LOADING
GRID LAYER
(from bottom)
PHI: 32 32 32 DEG
BLOCKS IN HT:
19.00
(Maximum of 2
grid types)
C: 0 0 0 PSI
HEIGHT, H:
12.67 Fr
layer block
grid type
clev. Lfinal
FSten
UWT: 125 125 125 PCF
EFFECTIVE HT:
12.67 Fr
I st 1
9
0.67 9.50
3.02
SOIL TYPE: B CRITICAL
SURCHARGE, L:
100.00 PSF
2nd 3
9
2.00 9.50
2.74
ALLOW. BEARING: 2000 PSF
SURCHARGE, D:
0.00 PSF
3rd 6
9
4.00 9.50
2.73
DEPTH OF FDF: I FEET
BACKSLOPE:
0.00 DEG
4th 9
9
6.00 9.50
3.46
BATrER, w:
12.00 DEG
5th 12
9
8.00 9.50
4.72
SOIL TYPES (For WC Const. Material)
BASE SLOPE, Lb:
0.00 DEG
6th Is
9
10.00 9.50
10.19
A: Sand, Silt and Clay
(w + Lb), PSI:
12.00 DEG
7th 16
9
10.67 9.50
11.25
B: 3/4" Minus Gravel
8th
C: 2-1/2" Minus Crushed Stone
TRIAL LENGTH:
9.50 FT
9th
L required:
9.50 FT
I Oth
INT. STABILITY: ALL
ACT
I Ith
TENSILE OVERSTRESS: 1.80
2.73 ok
EXT. STABILITY
ALL ACT
12th
PULLOUT: 1.50
6.51 ok
SOIL BLOCK SLIDING:
1.50 4.55 ok
l3th
FACE CONN. (sys) - NCMA: 1.00
1.64 ok
w/ Seismic:
1.13 4.55 ok
l4th
FACE CONN. (ult) - NCMA: 1.50
2.16 A
FOUNDATION BRG:
1.00 1.38 ok
15th
FACE CONN (eng prin.): 1.50
3.55 A
OVERTURNING:
2.00 9.96 ok
l6th
BULGING: 1.50
4.29 ok
w/ Seismic:
1.50 9.96 ok
17th
SLIDING AT LAYER 1: 1.50
3.75 ok
SEISMIC COEFFICIENTS
18th
MAX UNREINF. HT: 1.50
2.43 ok
Ao (per AASHTO):
0.00
GRID.
9
HUESKER 35120-20
SHEAR AT TOP REINF.: 1.50
5.92 ok
d (deflection all'd):
0.00 IN.
GRID DATA FOR ALLAN BLOCK:
CALCULATED PROPERTIES:
LTDS* LTDS*
LTDS* SERVICE
VALUE
MAX VALUES
Ka (interior):
0.198
Soil A
Soil B
Soil C CONST
VAR
CONST
VAR
Alpha (interior):
52.54 DEG
TYPE GRID
LBS
LBS
LBS
LBS
LBS/Fr
LBS
LBS/Fr
Ka (exterior):
0.195
1 MIRAF1 ST
1240
1165
1165
676
0.132
876
0.281
Alpha (exterior):
51.57 DEG
2 MIRAFI 8T
2305
2165
2165
770
0.336
1491
0.352
Delta (interior):
21.33 DEG
3 MIRAFI 10T
3180
2990
2990
756
0.335
1356
0.360
Delta (exterior):
32.00 DEG
4 TENSAR UX 800
760
725'
550
394
0.445
1472
0.127
Average EFP (cxt):
24.32 PCF
5 TENSAR UX 1400
1330
1270
965
356
0.471
981
0.645
Ka (fdo:
0.19
6 TENSAR UX 1500
2190
2090
1770
614
0.528
1414
0.646
Average EFP (fdf):
24.22 PCF
7 EXXON GTF-300
0
0
0
441
0.287
486
0.376
8 AMOCO - 2044
0
0
0
320
0.746
401
0.875
ALLAN BLOCK DATA:
9 HUESKER 35/20-20
1322
1261
991
494
0.304
888
0.130
Hu (Unit Height):
0.667 Fr
10 HUESKER 80/30-20
2815
2735
2393
644
0.462
1214
0.450
Wu (Unit Width):
1.000 Fr
I I STRATAGRID 300
1465
1465
1320
519
0.456
827
0.463
Gu - Assumed = 1/2 Wu:
0.500 FT
12 STRATAGRID 500
2120
2120
1905
887
0.178
1500
0.241
U%V (Unit Weight):
100 PCF
13 TENSAR UX 1600
2860
2730
2610
614
0.530
1414
0.650
am (unit - unit shear):
375 PPF
LTDS from GGRI
Seismic coefflcients
lambda.0 (friction ang):
36.00 DEG
Example from NCMA
M:
2.95788
Setback (per course):
1.70 IN
GEOGRID:
Kae:
0.1946
Butter (per course):
12.00 DEG
Cds - External:
0.90
Kv =
0.0000
Cds - Internal:
0.90
Kh =
0.0000
Kae:
0.195
Ci (interaction - infill):
0.90
THETA'=
0.0000
DEG
Ka: (ext)
0.195
Ci (interaction - fdo:
0.90
Pir =
0.0000 * wr
Ke:
0.000
ALL WALLS ARE PRELIMINARY AND ARE SUBJECT TO REVIEW BY A LICENSED PROFESSIONAL ENGINE�
M
!�Anderson - fevion
ALLANBLOCK
Structural Engineering Consultants
PRELIMINARY WALL DESIGN
Project Name:
AB - lqbal Residence
31620 23rd Ave. South, Suite 321
PER NCMA METHOD
Project Number:
99117
Federal Way, WA 98003
(206) 941-9929
Preparation Date:
5/28/1999
DescriDtion: AB WaY
Design Engineer.
MAA ver: 1/24/96
Pg I
SOIL-RET INF FDF
GEOMETRY & LOADING
GRID LAVER
PHI: 32 32
32 DEG
BLOCKS IN HT:
18.00
(from bottom
C: 0 0
0 PSI
(Maximum of 2
grid types)
UWT: 125 125 125
PCF
HEIGHT, H:
EFFECTIVE HT:
12.00 Fr
layer block
grid type clev. Lfinal
I'Sten
SOIL TYPE: B
CRITICAL
SURCHARGE, L:
12.00 FT
100-00 PSF
I St 1
9 0.67 9.00
3.19
ALLOW. BEARING: 2000 PSF
SURCHARGE, D:
0.00 PSF
2nd 3
9 2.00 9.00
2.91
DEPTH OF FDF:
I FEET
BACKSLOPE:
3rd 6
9 4.00 9.00
2.93
0.00 DEG
4th 9
9 6.00 9-00
3.90
SOIL TYPES (For WC
Const,
Material)
BATTER, w:
12-00 DEG
5th 12
9 8.00 9.00
5.38
A: Sand, Silt and Clay
BASE SLOPE, I.b:
0.00 DEG
6th 15
9 10-00 9.00
7.48
(w + Lb), PSI:
12.00 DEG
7th
...
B: 3/4* Minus Gravel
C: 2-1/2* Minus Crushed Stone
TRIAL LENGTH:
9.00
8th
FT
9th
INT. STABILITY:
L required:
9.00 FT
I Oth
TENSILE OVERSTRESS:
ALL
1.80
ACT
2.91 ok
EXT. STABILITY
I Ith
ALL ACT
PULLOUT:
1.50
4.11 ok
SOIL BLOCK SLIDING:
l2th
1.50 4.52 ok l3th
FACE CONN. (sys) - NCMA:
1.00
1.71 ok
W/ Scism, ic:
1.13 4.52 ok 14th
FACE CONN. (ult) - NCMA:
1.50
2.31 ok
FOUNDATION BRG:
1.00 1.45 ok l5th
FACE CONN (eng prin.):
1.50
3.61 ok
OVERTURNING:
2.00 9.87 ok l6th
BULGING:
1.50
4.38 ok
w/ Seismic:
1.50 9.87 ok l7th
SLIDING AT LAYER 1:
1.50
3.73 ok
SEISMIC COEFFICIENTS
MAX UNREINF. HT:
1.50
2.43 ok
Ao (per AASHTO):
0.00
I Sth
SHEAR AT TOP REINF.:
1.50
5.92 ok
d (deflection ali'd):
GRID:
9 RUESKER 35120-20
0.00 IN.
GRID DATA -FOR ALLAN BLOCK:
CALCULATED PROPERTIES:
LMS*
LTDS* LTDS*
SERVICE VALUE MAX VALUES
Ka �interior):
0.198
TYPE GRID
Soil A
Soil B Soil C
CONST VAR CONST
VAR
Adpha (interior):
52.54 DEG
L13S
LBS LBS
LBS LBS/Fr L13S LBS/Fr
Ka (exterior):
0.195
1 MIRAFI ST
1240
1165 1165
676 0.132 876
0.281
Alpha (exterior):
51-57 DEG
2 MIRAFI 8T
2305
2165 2165
770 0.336 1491
0.352
Delta (interior):
21.33 DEG
3 MIRAFI 1017
3180
2990 2990
756 0.335 1356
0.360
Delta (exterior):
32-00 DEG
4 TENSAR UX 800
760
725 550
394 0.445 1472
0.127
Average EFP (ext):
24.32 PCF
5 TENSAR UX 1400
1330
1270 965
356 0.471 981
0.645
Ka (fdf):
6 TENSAR UX 1500
2190
2090 1770
614 0.528 1414
0.646
Average EFP (fdf):
0.19
7 EXXON GTF-300
0
0 0
441 0.287 486
0.376
24.22 PCF
8 AMOCO - 2044
0
0 0
320 0.746 401
0.875
ALLAN BLOCK DATA:
9 HUESKER 35/20-20
1322
1261 991
494 0.304 888
0.130
Hu (Unit Height):
10 HUESKER 80/30-20
2815
2735 2393
644 0.462 1214
0.450
Wu (Unit Width):
0.667 FT
I I STRATAGRID 300
1465
1465 1320
519 0.456 827
0.463
Gu - Assumed = 1/2 Wu:
1.000 FT
12 STRATAGRID 500
2120
2120 1905
887 0.178 1500
0.241
0.500 FT
13 TENSAR UX 1600
2860
2730 2610
614 0.530 1414
UW (Unit Weight):
100 PCF
LTDS from GGR I
0.650
am (unit - unit shear):
375 PPF
Example from NCMA
Seismic coefficients
lambda.0 (friction ang):
36-00 DEG
gEOGRID-.
M: 2.95788
Setback (per course):
1.70 IN
Cds - External:
0.90
Kae: 0.1946
Batter (per course):
12-00 DEG
Kv - 0.0000
Cds - Internal:
0.90
Kh - 0.0000
Kae:
Ci (interaction - infill):
0.90
THETA' 0.0000 DEG
Ka: (ext)
0.195
Ci (interaction - NO:
0.90
Pir 0.0000 0 WT
Ke:
0.195
0.000
won
,o . Anderson - Pevion
ALLAN BLOCK
Project Name:
AB - lqbal
Residence
Structural Engineering Consultants PRELIMINARY WALL DESIGN
Project Number:
99117
31620 23rd Ave. South, Suite 321
PER NCMA METHOD
Preparation Date:
5/28/1999
Federal Way, WA 98003 (206) 941-9929
Design Engineer:
MAA
ver: 1/24/96
Pg I
Description: AB Wafl
SOIL RET INF FDF
GEOMETRY & LOADING
GRID LAYER
(from bottom
PHI: 32 32 32 DEG
BLOCKSINHT:
17.00
(Maximum of 2 grid types)
C: 0 0 0 PSI
HEIGHT, H:
11.33 Fr
layer block
grid type
elev. Lfinall
FSten
UWT: 125 125 125 PCF
EFFECTIVE HT:
11.33 FT
Ist 1
9
0.67 8.50
3.38
SOIL TYPE: B CRITICAL
SURCHARGF, L:
100.00 PSF
2nd 3
9
2.00 8.50
3,11
ALLOW. BEARING: 2000 PSF
SURCHARGE, D:
0.00 PSF
3rd 6
9
4.00 8.50
3.17
DEPTH OF FDF: I FEET
BACKSLOPE:
0.00 DEG
4th 9
9
6.00 8.50
4.21
BATTER, w:
12.00 DEG
5th 12
9
8.00 8.50
7.20
SOIL TYPES (For WC Const. Material)
BASE SLOPE, I.b:
0.00 DEG
6th 14
9
9.33 8.50
9.07
A: Sand, Silt and Clay
(w+ I.b), PSI:
12.00 DEG
7th
B: 3/4" Minus Gravel
C: 2-1/2" Minus Crushed Stone
INT. STABILITY:
ALL
ACT
TENSILE OVERSTRESS:
1.80
3.11 ok
PULLOUT:
1.50
4.72 ok
FACE CONN. (sys) - NCMA:
1.00
1.80 ok
FACE CONN. (ult) - NCMA:
1.50
2.47 ok
FACE CONN (eng prin.):
1.50
3.67 ok
BULGING:
1.50
4.48 ok
SLIDING AT LAYER 1:
1.50
3.71 ok
MAX UNREINF. HT:
1.50
2.43 ok
SHEAR AT TOP REINF.:
1.50
5.92 ok
TRIAL LENGTH: 8.50 FT
L required: 8.50 FT
EXT. STABILITY
ALL
ACT
SOIL BLOCK SLIDING:
1.50
4.49 ok
w/ Seismic:
1.13
4.49 ok
FOUNDATION BRG:
1.00
1.53 ok
OVERTURNING:
2.00
9.77 ok
w/ Seismic:
1.50
9.77 ok
SEISMIC COEFFICIENTS
An (per AASHTO):
0.00
d (deflection all'd):
0.00 IN.
8th
9th
I Oth
I Ith
l2th
13th
l4th
15th
16th
17th
I 8th
GRID. 9 HUESKER 3.WO-20
GRID DATA FOR ALLAN BLOCK:
CALCULATED PROPERTIES:
LTDSI
LTDS*
LTDS*
SERVICE
VALUE
MAX VALUES
Ka (interior):
0.198
Soil A
Soil B
Soil C
CONST
VAR
CONST
VAR
Alpha (interior):
52.54 DEG
TYPE GRID
LBS
LBS
LBS
LBS
LBS/Fr
LBS
LBS/Fr
Ka (exterior):
0.195
1 MIRAFI 5T
1240
1165
1165
676
0.132
876
0.281
Alpha (exterior):
51.57 DEG
2 MIRAFI 8T
2305
2165
2165
770
0.336
1491
0.352
Delta (interior):
21.33 DEG
3 MIRAFI IOT
3180
2990
2990
756
0.335
1356
0.360
Delta (exterior):
32.00 DEG
4 TENSAR UX 800
760
725
550
394
0.445
1472
0.127
Average EFP (ext):
24.32 PCF
5 TENSAR UX 1400
1330
1270
965
356
0.471
981
0.645
Ka (fdf):
0.19
6 TENSAR UX 1500
2190
2090
1770
614
0.528
1414
0.646
Average EFP (fdo:
24.22 PCF
7 EXXON GTF-300
0
0
0
441
0.287
486
0.376
8 AMOCO - 2044
0
0
0
320
0.746
401
0.875
ALLAN BLOCK DATA:
9 AUESKER 35/20-20
1322
1261
991
494
0.304
888
0.130
Hu (Unit Height):
0.667 Fr
10 HUESKER 80/30-20
2815
2735
2393
644
0.462
1214
0.450
Wu (Unit Width):
1.000 Fr
I I STRATAGRID 300
1465
1465
1320
519
0.456
827
0.463
Gu - Assumed = 1/2 Wu:
0.500 Fr
12 STRATAGRID 500
2120
2120
1905
887
0.178
1500
0.241
UW (Unit Weight):
100 PCF
13 TENSAR UX 1600
2860
2730
2610
614
0.530
1414
0.650
a.0 (unit - unit shear):
375 PPF
LTDS from GGRI
Seismic coefflelents
lambda.0 (friction ang):
36.00 DEG
Example from NCMA
M:
2.95788
Setback (per course):
1.70 IN
GEOGRID:
Kae:
0.1946
Batter (per course):
12.00 DEG
Cds - External:
0.90
Kv
0.0000
Cds - Internal:
0.90
0.0000
Kae:
0.195
Ci (interaction - infill):
0.90
THETA'=
0.0000
DEG
Ka: (ext)
0.195
Ci (interaction - NO:
0.90
Pir =
0.0000 * WT
Ke:
0.000
ALL WALLS ARE PRELIMINARY AND ARE SUBJECT TO REVIEW BY A LICENSED PROFESSIONAL ENGINEER.
12(
e-
A nderson - Peyton
ALLAN BLOCK
Project Name:
AB - lqbal Residence
Structural Engineering Consultants PRELIMINARY WALL DESIGN
Project Number.
99117
31620 23rd Ave. South, Suite 321
PER NCMA METHOD
Preparation Date:
5/28/1999
Federal Way, WA 98003 (206) 941-9929
Design Engineer:
MAA
ver: 1/24/96
Pg I
Description; AB Wall
SOIL RET INF FDF
GEOMETRY & LOADING
GRID LAYER
(from bottom
PHI: 32 32 32 DEG
BLOCKS IN HT:
16.00
(Maximum of 2 grid types)
C: 0 0 0 PSI
HEIGHT, H-
10.67 FT
layer block
grid type
elev. Lfinal
FSten
UWFT: 125 125 125 PCF
EFFECTIVE HT:
10.67 FT
Ist 1
9
0.67 8.00
3.58
SOIL TYPE: B CRITICAL
SURCHARGE, L:
100.00 PSF
2nd 3
9
2.00 8.00
3.33
ALLOW. BEARING: 2000 PSF
SURCHARGE, D:
0.00 PSF
3rd 6
9
4.00 8.00
3.46
DEPTH OF FDF: I FEET
BACKSLOPE:
0.00 DEG
4th 9
9
6.00 8.00
4.72
BATTER,w:
12.00 DEG
5th 12
9
8.00 8.00
10.19
SOIL TYPES (For WC Const. Material)
BASE SLOPE, I.b:
0.00 DEG
6th 13
9
8.67 8.00
11.25
A: Sand, Silt and Clay
(w + Lb), PSI:
12.00 DEG
7th
B: 3/4* Minus Gravel
C: 2-1/2" Minus Crushed Stone
TNT. STABILITY:
ALL
ACT
TENSILE OVERSTRESS:
1.80
3.33 ok
PULLOUT:
1.50
5.52 ok
FACE CONN. (sys) - NCMA:
1.00
1.91 ok
FACE CONN. (ult) - NCMA:
1.50
2.64 ok
FACE CONN (eng prin.):
1.50
3.74 ok
BULGING:
1.50
4.59 ok
SLIDING AT LAYER 1:
1.50
3.69 ok
MAX UNRErNF. HT:
1.50
2.43 ok
SHEAR AT TOP REINF.:
1.50
5.92 ok
TRIAL LENGTH: 8.00 FT
L required: 8.00 FT
EXT. STABILITY
ALL
ACT
SOIL BLOCK SLIDING:
1.50
4.46 ok
w/ Seismic:
1.13
4.46 ok
FOUNDATION BRG:
1.00
1.62 ok
OVERTURNING:
2.00
9.67 ok
w/ Seismic:
1.50
9.67 ok
SEISMIC COEFFICIENTS
Ao (per-AASHTO):
0.00
d (deflection ali'd):
0.00 IN.
Sth
9th
I Oth
I Ith
l2th
13th
14th
15th
16th
17th
l8th
GRID: 9 HUESKER 35120-20
GRID DATA FOR ALLAN BLOCK:
I .
CALCULATED PROPERTIES:
LTDS4
LTDS*
LTDS*
SERVICE VALUE
MAX VALUES
Ka (interior):
0.198
Soil A
Soil B
Soil C
CONST
VAR
CONST
VAR
Alpha (interior):
52.54 DEG
TYPE GRID
LBS
LBS
LBS
LBS
LBS/Fr
LBS
LBS/Fr
Ka (exterior):
0.195
1 MIRAFI ST
1240
1165
1165
676
0.132
876
0.281
Alpha (exterior):
51.57 DEG
2 MIRAFI 8T
2305
2165
2165
770
0.336
1491
0.352
Delta (interior):
21.33 DEG
3 MIRAFI IOT
3180
2990
2990
756
0.335
1356
0.360
Delta (exterior):
32.00 DEG
4 TENSAR UX 800
760
725
550
394
0.445
1472
0.127
Average EFP (ext):
24.32 PCF
5 TENSAR UX 1400
1330
1270
965
356
0.471
981
0.645
Ka (filf):
0.19
6 TENSAR UX 1500
2190
2090
1770
614
0.528
1414
0.646
Average EFP (0):
24.22 PCF
7 EXXON GTF-300
0
0
0
441
0.287
486
0.376
8 AMOCO - 2044
0
0
0
320
0.746
401
0.875
ALLAN BLOCK DATA:
9 HUESKER 35/20-20
1322
1261
991
494
0.304
888
0.130
Hu (Unit Height):
0.667 FT
10 HUESKER 80/30-20
2815
2735
2393
644
0.462
1214
0.450
Wu (Unit Width):
1.000 Fr
I I STRATAGRID 300
1465
1465
1320
519
0.456
827
0.463
Gu - Assumed - 1/2 Wu:
0.500 FT
12 STRATAGRID 500
2120
2120
1905
887
0.178
1500
0.241
UW (Unit Weight):
100 PCF
13 TENSAR UX 1600
2860
2730
2610
614
0.530
1414
0.650
a.0 (unit - unit shear):
375 PPF
LTDS from GGRI
Seismic coeflicients
lambda.0 (friction ang):
36.00 DEG
Example from NCMA
M:
2.95788
Setback (per course):
1.70 IN
GEOGRID:
Kae:
0.1946
Batter (per course):
12.00 DEG
Cds - External:
0.90
Kv =
0.0000
Cds - Internal:
0.90
Kh =
0.0000
Kae:
0.195
Ci (interaction - infill):
0.90
TI-Ih7A'
0.0000
DEG
Ka: (ext)
0.195
Ci (interaction - fdo:
0.90
Pir =
0.0000 * WT
Ke:
0.000
ALL WALLS ARE PRELIMINARY AND ARE SUBJECT TO REVIEW BY A LICENSED PROFESSIONAL ENGIRKFZ---�
12?�,
A nderson - Pewon
ALLANBLOCK
Project Name:
AB - lqbal Residence
Structural Engineering Consultants
PRELIMINARY WALL DESIGN
Project Number:
99117
31620 23rd Ave. South, Suite 321
PER NCMA METHOD
Preparation Date:
5128/1999
Federal Way, WA 98003 (206) 941-9929
Design Engineer:
MAA
ver: 1124/96
Pg I
Description: AB Wall
SOIL RET INF FDF
GEOMETRY & LOADING
GRID LAYE
(from bottom
PHI: 32 32 32 DEG
BLOCKS IN HT:
15.00
(Maximum of 2
grid types)
C: 0 0 0 PSI
HEIGHT, H:
10,00 FT'
layer block
grid type
elev. Lfinal
FSten
UWT: 125 125 125 PCF
EFFECTIVE HT:
10.00 FIT
Ist 3
9
2 1 .00 7.50
1.85
SOIL TYPE: B CRITICAL
SURCHARGE, L:
100.00 PSF
2nd 6
9
4.00 7.50
3.80
ALLOW. BEARING: 2000 PSF
SURCHARGE, D:
0.00 PSF
3rd 9
9
6.00 7.50
5.38
DEPTH OF FDF: I FEET
BACKSLOPE:
0.00 DEG
4th 12
9
8.00 7.50
7.49
BATTER, w:
12.00 DEG
5th
SOIL TYPES (For WC Const. Materia!) BASE SLOPE, I.b:
0.00 DEG
6th
A: Sand, Silt and Clay
(w + Lb), PSI:
12.00 DEG
7th
B: 3/4" Minus Gravel
C: 2-1/2* Minus Crushed Stone
INT. STABILITY:
ALL
ACT
TENSILE OVERSTRESS:
1.80
1.85 ok
PULLOUT:
i.50
3.46 ok
FACE CONN. (sys) - NCMA:
1.00
1.08 ok
FACE CONN. (ult) - NCMA:
1.50
1.46 NG
FACE CONN (eng prin.):
1.50
3.02 ok
BULGING:
1.50
4.72 ok
SLIDING AT LAYER 1:
1.50
3.96 ok
MAX UNREINF. HT:
1.50
2.43 ok
SHEAR AT TOP REINF.:
1.50
5.92 ok
TRIAL LENGTH: 7.50 FT
L required: 7.50 FT
EXT. STAB ILITY
ALL
ACT
SOIL BLOCK SLIDING:
1.50
4.42 ok
w/ Seismic:
1.13
4.42 ok
FOUNDATION BRG:
1.06
1.72 ok
OVERTURNING:
2.00
9.55 ok
w/ Seismic:
1.50
9.55 ok
SEISMIC COEFFICIENTS
Ao (per AASHTO):
0.00
d (deflection ali'd):
0.00 IN.
8th
9th
I Oth
I Ith
12th
13th
l4th
15th
16th
17th
I 8th
GRID. 9 HUESKER 35120-20
GRID DATA FOR ALLAN BLOCK:
CALCULATED PROPERTIES:
LTDS*
LTDS*
L7DSO
SERVICE VALUE
MAX VALUES
Ka (interior):
0.198
Soil A
Soil 8
Soil C
CONST
VAR
CONST
VAR
Alpha (interior):
52.54 DEG
TYPE GRID
LBS
LBS
LBS
LBS
LBS/FT
LBS
LBS/Fr
Ka (exterior):
0.195
1 MIRAFI 5T
1240
1165
1165
676
0.132
876
0.281
Alpha (exterior):
51.57 DEG
2 MIRAFI 8T
2305
2165
2165
770
0.336
1491
0.352
Delta (interior):
21.33 DEG
3 MIRAFI 10T
3180
2990
2990
756
0.335
1356
0.360
Delta (exterior):
32.00 DEG
4 TENSAR UX 800
760
725
550
394
0,445
1472
0.127
Average EFP (ext):
24.32 PCF
5 TENSAR UX 1400
1330
1270
965
356
0.471
981
0.645
Ka (fdf):
0.19
6 TENSAR UX 1500
2190
2090
1770
614
0.528
1414
0.646
Average EFP (fdfi:
24.22 PCF
7 EXXON GTF-300
0
0
0
441
0.287
486
0.376
8 AMOCO - 2044
0
0
0
320
0.746
401
0.875
ALLAN BLOCK DATA:
9 HUESKER 35/20-20
1322
1261
991
494
0.304
888
0.130
Hu (Unit Height):
0.667 FT
10 HUESKER 80/30-20
2815
2735
2393
644
0.462
1214
0.450
Wu (Unit Width):
1.000 FT
I I STRATAGRID 300
1465
1465
1320
519
0.456
827
0.463
Gu - Assumed n 1/2 Wu:
0.500 FT
12 STRATAGRID 500
2120
2120
1905
887
0.178
1500
0.241
UW (Unit Weight):
100 PCF
13 TENSAR UX 1600
2860
2730
2610
614
0,530
1414
0.650
a.0 (unit - unit shear):
375 PPF
LTDS from GGR I
Seismic coefflclents
lambda.0 (friction ang):
36.00 DEG
Example from NCMA
M:
2.95788
Setback (per course):
1.70 IN
GEOGRID:
Kae:
0.1946
Batter (per course):
12.00 DEG
Cds - External:
0.90
Kv
0.0000
Cds - Internal:
0.90
0.0000
Kae:
0.195
Ci (interaction - infill):
0.90
THETA'=
0.0000 DEG
Ka: (ext)
0.195
Ci (interaction - fidf):
0.90
Pir =
0.0000 ow
Ke:
0.000
ALL WALLS ARE PRELIMINARY AND ARE SUBJECT TO REVIEW BY A LICENSED PR IONA L ENGINEER.
r
Ande;son - Pevion
ALLAN BLOCK
Project Name:
AB - lqbal Residence
Structural Engineering Consultants PRELIMINARY
WALL DESIGN
Project Number.
99117
31620 23rd Ave. South, Suite 321
PER NCMA METHOD
Preparation Date:
5/28/1999
Federal Way, WA98003 (206)941-"29
Design Engineer:
MAA
ver: 1/24/96
Pg I
Descrintion: AB WaU
SOIL RET INF FDF
GEOMETRY & LOADING
GRID LAYER
(from bottom)
PHI: 32 32 32 DEG
BLOCKS IN HT:
14.00
(Maximum of 2 grid types)
C: 0 0 0 PSI
HEIGHT, H:
9.33 FT
layer block
grid type
elev. Lfinal
FSten
UWT: 125 125 125 PCF
EFFECTIVE HT:
9.33 Fr
Ist 3
9
2.00 7.00
L"
SOIL TYPE: B CRITICAL
SURCHARGE, L:
100.00 PSF
2nd 6
9
4.00 7.00
4.21
ALLOW. BEARING: 2000 PSF
SURCHARGE, D:
0.00 PSF
3rd 9
9
6.00 7.00
7.20
DEPTH OF FDF: I FEET
BACKSLOPE:
0.00 DEG
4th 11
9
7.33 7.00
9.07
BATTER, w:
12.00 DEG
5th
SOIL TYPES (For WC Const. Material)
BASE SLOPE, Lb:
0.00 DEG
6th
A: Sand, Silt and Clay
(w + Lb), PSI:
12.00 DEG
7th
B: 3/4" Minus Gravel
C: 2-1/2" Minus Crushed Stone
INT. STABILITY:
ALL
ACT
TENSILE OVERSTRESS:
1.80
1.99 ok
PULLOUT:
1.50
3.93 ok
FACE CONN. (sys) - NCMA:
1,00
1. 13 ok
FACE CONN. (ult) - NCMA:
1.50
1.55 ok
FACE CONN (eng prin.):
1.50
3.06 ok
BULGING:
1.50
4.87 ok
SLIDING AT LAYER 1:
1.50
4.00 ok
MAX UNREINF. HT:
1.50
2.43 ok
SHEAR AT TOP REINF.:
1.50
5.92 ok
TRIAL LENGTH: 7.00 FT
L required: 7.00 Fr
EXT. STABILITY
ALL
ACT
SOIL BLOCK SLIDING:
1.50
4.38 ok
w/ Seismic:
1.13
4.38 ok
FOUNDATION BRG:
1.00
1.83 ok
OVERTURNING:
2.00
9.42 ok
W/ Seismic:
1.50
9.42 ok
SEISMIC COEFFICIENTS
An (per AASHTO):
0.00
d (deflection ali'd):
0.00 IN.
8th
9th
I Oth
I Ith
12th
13th
14th
15th
16th
17th
I Sth
GRID.- 9 HUESKER 3"0-20
GRID DATA FOR ALLAN BLOCK:
CALCULATED PROPERTIES:
LTDS1
LTDSO
LTDS*
SERVICE
VALUE
MAX VALUES
Ka (interior):
0.198
Soil A
Soil B
Soil C
CONST
VAR
CONST
VAR
Alpha (interior):
52.54 DEG
TYPE GRID
LBS
LBS
LBS
LBS
LBS/Fr
LBS
LBS/Fr
Ka (exterior):
0.195
1 MIRAFI 5T
1240
1165
1165
676
0.132
876
0.281
Alpha (exterior):
51.57 DEG
2 MIRAFI 8T
2305
2165
2165
1770
0.336
1491
0.352
Delta (interior):
21.33 DEG
3 MIRAFI IOT
3180
2990
2990
756
0.335
1356
0.360
Delta (exterior):
32.00 DEG
4 TENSARUX 800
760
725
550
394
0.445
1472
0.127
Average EFP (ext):
24.32 PCF
5 TENSAR UX 1400
1330
1270
965
356
0.471
981
0.645
Ka (fdf):
0.19
6 TENSAR UX 1500
2190
2090
1770
614
0.528
1414
0.646
Average EFP (fdf):
24.22 PCF
7 EXXON GTF-300
0
0
0
441
0.287
486
0.376
8 AMOCO - 2044
0
0
0
320
0.746
401
0.875
ALLAN BLOCK DATA:
9 HUESKER 35/20-20
1322
1261
991
494
0.304
888
0.130
Hu (Unit Height):
0.667 FT
10 HUESKER 80130-20
2815
2735
2393
644
0.462
1214
0.450
Wu (Unit Width):
1.000 FT
I I STRATAGRID 300
1465
1465
1320
519
0.456
827
0.463
Gu - Assumed = 1/2 Wu:
0.500 FT
12 STRATAGRID 500
2120
2120
1905-
887
0.178
1500
0.241
UW (Unit Weight):
100 PCF
13 TENSAR UX 1600
2860
2730
2610
614
0.530
1414
0.650
a.0 (unit - unit shear):
375 PPF
LTDS from GGR I
Seismic coefficients
lambda.0 (friction ang):
36.00 DEG
Example from NCMA
M:
2.95788
Setback (per course):
1.70 IN
GEOGRID:
Kae:
0.1946
Batter (per course):
12.00 DEG
Cds - External:
0�.90
Kv =
0.0000
Cds - Internal:
0.90
Kh =
0.0000
Kae:
0.195
Ci (interaction - infill):
0.90
THETA'=
0.0000 DEG
Ka: (ext)
0.195
Ci (interaction - fdf):
0.90
Pir =
0.0000 * WT
Ke:
0.000
ALL WALLS ARE PRELIMINARY AND ARE SUBJEC17 TO REVIEW BY A LICENSED PROFESSIONAL ENGINTER---]
2-14
10" Andirson - Pe;fon
ALLAN BLOCK
Project Name:
AB - lqbal
Residence
Structural Engineering Consultants
PRELIMINARY WALL DESIGN
Project Number.
99117
31620 23rd Ave. South, Suite 321
PER NCMA METHOD
Preparation Date:
5/28/1999
Federal Way, WA 98003 (206) 941-9929
Design Engineer:
MAA
ver: 1/24/96
Pg I
Description: AB Wall
SOIL RET INF FDF
-GEOMETRY & LOADING
GRID LAYER
(from bottom
PHI: 32 32 32 DEG
BLOCKS IN HT:
13.00
(Maximum of 2
grid types)
C: 0 0 0 PSI
HEIGHT, H:
8.67 FT
layer block
grid type
elev. Lfinal
FSten
UWT: 125 125 125 PCF
EFFEC71VE HT:
8.67 FT
I St 3
9
2.00 6.50
2.16
SOIL TYPE: B CRITICAL
SURCHARGE, L:
100.00 PSF
2nd 6
9
4.00 6.50
4.72
ALLOW. BEARING: 2000 PSF
SURCHARGE, D:
0.00 PSF
3rd 9
9
6.00 6.50
10.19
DEPTH OF FDF: I FEET
BACKSLOPE:
0.00 DEG
4th 10
9
6.67 6.50
11.25
BATTER, w:
12.00 DEG
5th
SOIL TYPES (For WC Const. Materia!J BASE SLOPE, I.b:
0.00 DEG
6th
A: Sand, Silt and Clay
(w + l.b), PSI:
12.00 DEG
7th
B: 3/4" Minus Gravel
C: 2-1/2" Minus Crushea Stone
INT. STABILITY:
ALL
ACT
TENSILE OVERSTRESS:
1.80
2.16 ok
PULLOLIT:
1.50
4.54 ok
FACE CONN. (sys) - NCMA:
1.00
1.19 ok
FACE CONN. (ult) - NCMA:
1.50
1.67 ok
FACE CONN (eng prin.):
1.50
3.10 ok
BULGING:
1.50
5.05 ok
SLIDING AT LAYER 1:
1.50
4.05 ok
MAX UNREINF. HT:
1.50
2.43 ok
SHEAR AT TOP REINF.:
1.50
5.92 ok
TRIAL LENCTII: 6.30 FT
L required: 6.50 FT
EXT. STABILITY
ALL
ACT
SOIL BLOCK SLIDING:
1.50
4.33 ok
W/ Seismic:
1.13
4.33 ok
FOUNDATION BRG:
1.00
1.96 ok
OVERTURNING:
2.00
9.27 ok
w/ Seismic:
1.50
9.27 ok
SEISMIC COEFFICIENTS
Ao (per AASHTO):
0.00
d (deflection ali'd):
0.00 IN.
8th
9th
I Oth
I Ith
12th
l3th
14th
l5th
16th
17th
I 8th
GRID. 9 HUESKER 35120-20
GRID DATA FOR ALLAN BLOCK:
CALCULATED PROPERTIES:
LTDS*
LTDS*
LMS*
SERVICE VALUE
MAX VALUES
Ka (interior):
0.198
Soil A
Soil B
Soil C
CONST
VAR
CONST
VAR
Alpha (interior):
52.54 DEG
TYPE GRID
LBS
LBS
LEIS
LES
LBS/Fr
LES
LBS/Fr
Ka (exterior):
0.195
1 MIRAFI 5T
1240
1165
1165
676
0.132
876
0.281
Alpha (exterior):
51.5 7 DEG
2 MIRAFI 8T
2305
2165
2165
770
0.336
1491
0.352
Delta (interior):
21.33 DEG
3 MIRAFI IOT
3180
2990
2990
756
0.335
1356
0.360
Delta (exterior):
32.00 DEG
4 TENSAR UX 900
760
725
550
394
0.445
1472
0.127
Average EFP (ext):
24.32 PCF
5 TENSAR UX 1400
1330
1270
965
356
0.471
981
0.645
Ka (fdf):
0.19
6 TENSAR UX 1500
2190
2090
1770
614
0.528
1414
0.646
Average EFP (fdf):
24.22 PCF
7 EXXON GTF-300
0
0
0
441
0.287
486
0.376
8 AMOCO - 2044
0
0
0
320
0.746
401
0.875
ALLAN BLOCK DATA:
9 HUESKER 35120-20
1322
1261
991
494
0.304
888
0.130
Hu (Unit Height):
0.667 FT
10 HUESKER 80/30-20
2815
2735
2393
644
0.462
1214
0.450
Wu (Unit Width):
1.000 FT
I I STRATAGRID 300
1465
1465
1320
519
0.456
827
0.463
Gu - Assumed = 1/2 Wu:
0.500 FT
12 STRATAGRID 500
2120
2120
1905
887
0.178
1500
0.241
UW (Unit Weight):
100 PCF
13 TENSAR UX 1600
2860
2730
2610
614
0.530
1414
0.650
a.0 (unit - unit shear):
375 PPF
LTDS from GGRI
Seismic coeMcients
lambda.0 (friction ang):
36.00 DEG
Example from NCMA
M:
2.95788
Setback (per course):
1.70 IN
GEOGRID:
Kae:
0.1946
Batter (per course):
12.00 DEG
Cds - External:
0.90
Kv =
0.0000
Cds - Internal:
0.90
Kh =
0.0000
Kae:
0.195
Ci (interaction - infill):
0.90
THETA'=
0.0000 DEG
Ka: (ext)
0.195
Ci (interaction - fdo:
0.90
Pit =
0.0000 * WT
Ke:
0.000
ALL WALLS ARE PRELIMINARY AND ARE SUBJECr TO REVIEW BY A LICENSED PROFESSIONAL ENGI
Ande'
rson - Peyton
ALLAN BLOCK
Project Name:
AB - lqbai Residence 124.1
Structural Engineering Consultants
PRELIMINARY WALL DESIGN
Project Number.
99117
31620 23rd Ave. South, Suite 321
PER NCMA METHOD
Preparation Date:
5/28/1999
Federal Way, WA 98003 (206) 941-9929
Design Engineer.
MAA ver: 1/24/96 Pg I
Description: AB WaU
SOIL RET INF FDF
GEOMETRY & LOADING
GRID LAYER (from bottom
PHI: 32 32 32 DEG
BLOCKS IN HT:
12.00
(Maximum of 2
grid types)
C: 0 0 0 PSI
HEIGHT, H:
8.00 Fr
layer block
grid type clev. Lfinal FSten
UWT: 125 125 125 PCF
EFFECTIVE HT:
8.00 Fr
Ist 3
9 2.00 6.00 2.36
SOIL TYPE: B CRITICAL
SURCHARGE, L:
100.00 PSF
2nd 6
9 4.00 6.00 5.38
ALLOW. BEARING: 2000 PSF
SURCHARGE, D:
0.00 PSF
3rd 9
9 6.00 6.00 7.48
DEPTH OF FDF: I FEET
BACKSLOPE:
0.00 DEG
4th
BATTER, w:
12.00 DEG
5th
SOIL TYPES (For WC Const. Miterial)
BASE SLOPE, Lb:
0.00 DEG
6th
A: Sand, Silt and Clay
(w+ Lb), PSI:
12.00 DEG
7th
B: 3/4" Minus Gravel
8th
C: 2-1/2" Minus Crushed Stone
TRIAL LENGTH:
6.00 FT
9th
L required:
6.00 Fr
I Oth
INT. STABILITY: ALL
ACT
I Ith
TENSILE OVERSTRESS: 1.80
2.36 ok
EXT. STABILITY
ALL ACT
12th
PULLOUT: 1.50
2.80 ok
SOIL BLOCK SLIDING:
1.50 4.27
ok 13th
FACE CONN. (sys) - NCMA: 1.00
1.26 ok
w/ Seismic:
1.13 4.27
ok 14th
FACE CONN. (ult) - NCMA: 1.50
1.81 ok
FOUNDATION BRG:
1.00 2.11
ok 15th
FACE CONN (eng prin.): 1.50
3.16 ok
OVERTURNING:
2.00 9.11
ok 16th
BULGING: 1.50
5.27 ok
w/ Seismic:
1.50 9.11
ok l7th
SLIDING AT LAYER 1: 1.50
4.14 ok
SEISMIC COEFFICIENTS
I gth
MAX UNREINF. HT: 1.50
2.43 ok
Ao (per AASHTO):
0.00
GRID.
9 HUESKER 3-WO-20
SHEAR AT TOP REINF.: 1.50
5.92 ok
d (deflection ali'd):
0.00 IN.
GRID DATA FOR ALLAN BLOCK:
CALCULATED PROPERTIES:
LTDS*
LTDS*
LTDS*
SERVICE VALUE
MAX VALUES
Ka (interior):
0.198
Soil A
Soil B
Soil C
CONST
VAR
CONST
VAR
Alpha (interior):
52.54 DEG
TYPE GRID
LBS
LBS
LBS
LBS
LBS/Fr
LBS
LBS/Fr
Ka (exterior):
0.195
1 MIRAFI 5T
1240
1165
1165
676
0.132
876
0.281
Alpha (exterior):
51.57 DEG
2 MIRAFI 8T
2305
2165
2165
770
0.336
1491
0.352
Delta (interior):
21.33 DEG
3 MIRAFI 10T
3180
2990
2990
756
0.335
1356
0.360
Delta (exterior):
32.00 DEG
4 TENSAR UX 900
760
725
550
394
0,445
1472
0.127
Average EFP (ext):
24.32 PCF
5 TENSAR UX 1400
1330
1270
965
356
0.471
981
0.645
Ka (filf):
0.19
6 TENSAR UX 1500
2190
2090
1770
614
0.528
1414
0.646
Average EFP (fdf):
24.22 PCF
7 EXXON GTF-300
0
0
0
441
0.287
486
0.376
8 AMOCO - 2044
0
0
0
320
0.746
401
0.875
ALLAN BLOCK DATA:
9 H.UESKER 35/20-20
1322
1261
991
494
0.304
888
0.130
Hu (Unit Height):
0.667 FT
10 HUESKER 80/30-20
2815
2735
2393
644
0.462
1214
0.450
Wu (Unit Width):
1.000 FT
I I STRATAGRID 300
1465
1465
1320
519
0.456
827
0.463
Gu - Assumed = 1/2 Wu:
0.500 FT
12 STRATAGRID 500
2120
2120
1905
887
0.178
1500
0.241
UW (Unit Weight):
100 PCF
13 TENSAR UX 1600
2860
2730
2610
614
0.530
1414
0.650
a.0 (unit - unit shear):
375 PPF
0 LTDS from GGR I
Seismic coefflclents
lambda.0 (ftiction ang):
36.00 DEG
** Example from NCMA
M:
2.95788
Setback (per course):
1.70 IN
GEOGRID:
Kae:
0. 1946
Batter (per course):
12.00 DEG
Cds - External:
0.90
Kv =
0.0000
Cds - Internal:
0.90
Kh =
0.0000
Kae:
0.195
Ci (interaction - infill):
0.90
THETA'=
0.0000 DEG
Ka: (ext)
0.195
Ci (interaction - fdo:
0.90
Pir
0.0000 WT
Kc:
0.000
ALL WALLS ARE PRELIMINARY AND ARE SUBJECT TO REVIEW BY A LICENSED PROFESSIONAL ENGINEER.
Andkrson - P4ton
ALLAN BLOCK
Project Name:
AB - lqbal Residence
Structural Engineering Consultants
PRELIMINARY WALL DESIGN
Project Number:
99117
31620 23rd Ave. South, Suite 321
PER NCMA METHOD
Preparation Date:
5/28/1999
Federal Way, WA 98003 (206) 941-9929
Design Engineer:
MAA
ver: 1/24/96
Pg I
DescrivtIon: AB WaY
SOIL RET INF FDF
GEOMETRY & LOADING
GRID LAYER
(from bottom
PHI: 32 32 32 DEG
BLOCKS IN HT:
11.00
(Maximum of 2
grid types)
C: 0 0 0 PSI
HEIGHT, H:
7.33 FT
layer block
grid type
elev. Lfinal
FSten
UWT: 125 125 125 PCF
EFFECTIVE HT:
7.33 Fr
I st 3
9
2.00 5.50
2.59
SOIL TYPE: B CRITICAL
SURCHARGE, L:
100.00 PSF
2nd 6
9
4.00 5.50
7.20
ALLOW. BEARING: 2000 PSF
SURCHARGE, D:
0.00 PSF
3rd 8
9
5.33 5.50
9.07
DEPTH OF FDF: I FEET
BACKSLOPE:
0.00 DEG
4th
BATTER, w:
12.00 DEG
5th
SOIL TYPES (For WC Const. Material) BASE SLOPE, Lb:
0.00 DEG
6th
A: Sand, Silt and Clay
(w + I.b), PSI:
12.00 DEG
7th
B: 3/4" Minus Gravel
C: 2-1/2" Minus Crushed Stone
INT. STABILITY:
ALL
ACT
TENSILE OVERSTRESS
1.80
2.59 ok
PULLOUT:
1.50
3.13 ok
FACE CONN. (sys) - NCMA:
1.00
1.35 ok
FACE CONN. (ult) - NCMA:
1.50
1.97 ok
FACE CONN (eng prin.):
1.50
3.22 ok
BULGING:
1.50
5.54 ok
SLIDING AT LAYER 1:
1.50
4.28 ok
MAX UNREINF. HT:
1.50
2.43 ok
SHEAR AT TOP REINF.:
1.50
5.92 ok
TRIAL LENGTH: 5A FT
L required: 5.50 FT
EXT. STABILITY
ALL
ACT
SOIL BLOCK SLIDING:
1.50
4.21 ok
w/ Seismic:
1.13
4.21 ok
FOUNDATION BRG:
1.00
2.29 ok
OVERTURNING:
2.00
8.92 ok
w/ Seismic-
1.50
8.92 ok
SEISMIC COEFFICIENTS
Ao (per AASHTO):
0.00
d (deflection ali'd):
0.00 IN.
8th
9th
I Oth
I Ith
l2th
l3th
l4th
15th
16th
l7th
18th
GRID. 9 HUESKER 3&20-20
GRID DATA FOR ALLAN BLOCK:
CALCULATED PROPERTIES:
LTDS*
LTDS*
LTDS* SERVICE VALUE
MAX -VALUES
Ka (interior):
0.19 8
Soil A
Soil B
Soil C CONST
VAR
CONST
VAR
Alpha (interior):
52.54 DEG
TYPE GRID
LBS
LBS
LBS LBS
LBS/Fr
LBS
LBS/Fr
Ka (exterior):
0.195
1 MIRAFI 5T
1240
1165
1165 676
0.132
876
0.281
Alpha (exterior):
51.57 DEG
2 MIRAFI 8T
2305
2165
2165 770
0.336
1491
0.352
Delta (interior):
21.33 DEG
3 MIRAFI 10T
3180
2990
2990 756
0.335
1356
0.360
Delta (exterior):
32.00 DEG
4 TENSAR UX 800
760
725
550 394
0.445
1472
0.127
Average EFP (ext):
24.32 PCF
5 TENSAR UX 1400
1330
1270
965 356
0.471
981
0.645
Ka (fdf):
0.19
6 TENSAR UX 1500
2190
2090
1770 614
0.528
1414
0.646
Average EFP (fdf):
24.22 PCF
7 EXXON GTF-300
0
0
0 441
0.287
486
0.376
8 AMOCO - 2044
0
0
0 320
0.746
401
0.875
ALLAN BLOCK DATA:
9 HUESKER 35/20-20
1322
1261
991 494
0.304
888
0.130
Hu (Unit Height):
0.667 Fr
10 HUESKER 80/30-20
2815
2735
2393 644
0.462
1214
0.450
Wu (Unit Width):
1.000 FT
I I STRATAGRID 300
1465
1465
1320 519
0.456
827
0.463
Gu - Assumed = 1/2 Wu:
0.500 Fr
12 STRATAGRID 500
2120
2120
1905 887
0.178
1500
0.241
UW (Unit Weight):
100 PCF
13 TENSAR UX 1600
2860
2730
2610 614
0.530
1414
0.650
a.0 (unit - unit shear):
375 PPF
LTDS from GGRI
Seismic coefficients
lambda.0 (friction ang):
36.00 DEG
Example from NCMA
M:
2.95788
Setback (per course):
1.70 IN
GEOGRID:
Kae:
0.1946
Batter (per course):
12.00 DEG
Cds - External:
0.90
Kv =
0.0000
Cds - Internal:
0.90
Kh =
0.0000
Kae:
0.195
Ci (interaction - infill):
0.90
THETA'
0.0000 DEG
Ka: (ext)
0.195
Ci (interaction - fdo:
0.90
Pir
0.0000 *
WT
Ke:
0.000
ALL WALLS ARE PRELIMINARY AND ARE SUBJECT TO REVIEW BY A LICENSED PROFESSIONAL ENGINEER.
4Ande;
son - Pevf�n
ALLANBLOCK
Project Name:
AB - lqbal Residence (78
Structural Engineering Consultants
PRELIMINARY WALL DESIGN
Project Number:
99117
31620 23rd Ave. South, Suite 321
PER NCMA METHOD
Preparation Date:
5/28/1999
Federal Way, WA 98003 (206) 941-9929
Design Engineer:
MAA ver: 1/24/96 Pg I
Description: AB Wall
SOIL RET INF FDF
GEOMETRY & LOADING
GRID LAYER (from bottom
PHI: 32 32 32 DEG
BLOCKS IN HT:
10.00
(Maximum of 2
grid types)
C: 0 0 0 PSI
HEIGHT, H:
6.67 FT
layer block
grid type elev. Lfinal FSten
UWT: 125 125 125 PCF
EFFECTIVE HT:
6.67 FT
Ist 3
9 2.00 5.00 2.88
SOIL TYPE: B CRJTICAL
SURCHARGE, L:
100.00 PSF
2nd 6
9 4.00 5.00 10.19
ALLOW. BEARING: 2000 PSF
SURCHARGE, D:
0.00 PSF
3rd 7
9 4.67 5.00 11.25
DEPTH OF FDF: I FEET
BACKSLOPE:
0.00 DEG
4th
BAT'TER, w:
12.00 DEG
5th
SOIL TYPES (For WC Const. Material)
BASE SLOPE, Lb:
0.00 DEG
6th
A: Sand, Silt and Clay
(w + Lb), PSI:
12.00 DEG
7th
B: 3/4" Minus Gravel
8th
C: 2-1/2" Minus Crushed Stone
TRIAL LENGTH:
5.00 FT
9th
L required:
5.00 FT
I Oth
TNT. STABILITY: ALL
ACT
I Ith
TENSILE OVERSTRESS: 1.80
2.88 ok
EXT. STABILITY
ALL ACT
12th
PULLOUT: 1.50
3.55 ok
SOIL BLOCK SLIDING:
1.50 4.13
ok' 13th
FACE CONN. (sys) - NCMA: 1.00
1.45 ok
w/ Seismic:
1.13 4.13
ok l4th
FACE CONN. (ult) - NCMA: 1.50
2.17 ok
FOUNDATION BRG:
1.00 2.49
ok l5th
FACE CONN (eng prin.): 1.50
3.29 ok
OVERTURNING:
2.00 8.71
ok 16th
BULGING: 1.50
5.89 ok
W/ Seismic:
1.50 8.71
ok 17th
SLIDING AT LAYER 1: 1.50
4.51 ok
SEISMIC COEFFICIENTS
I 8th
MAX UNREINF. HT: 1.50
2.43 ok
Ao (per AASHTO):
0.00
GRID:
9 HUESKER 35120-20
SHEAR AT TOP PLEINF.: 1.50
5.92 ok
d (deflection all'd):
0.00 IN.
GRID DATA FOR ALLAN BLOCK:
CALCULATED PROPERTIES:
LTDS*
LTDS$
LTDS*
SERVICE
VALUE
MAX VALUES
Ka (interior):
0.198
Soil A
Soil B
Soil C
CONST
VAR
CONST
VAR
Alpha (interior):
52.54 DEG
TYPE GRID
LBS
LBS
LBS
LBS
LBs/Fr
LBs
LBS/FT
Ka (exterior):
0.195
1 MIRAFI 5T
1240
1165
1165
676
0.132
876
0.281
Alpha (exterior):
51.57 DEG
2 MIR.AFI 8T
2305
2165
2165
770
0.336
1491
0.352
Delta (interior):
21.33 DEG
3 MIRAFI IOT
3180
2990
2990
756
0.335
1356
0.360
Delta (exterior):
32.00 DEG
4 TENSAR UX 800
760
725
550
394
0.445
1472
0.127
Average EFP (ext):
24.32 PCF
5 TENSAR UX 1400
1330
1270
965
356
0.471
981
0.645
Ka (Idf):
0.19
6 TENSAR UX 1500
2190
2090
1770
614
0.528
1414
0.646
Average EFP (0):
24.22 PC!F
7 EXXON GTF-300
0
0
0
441
0.287
486
0.376
8 AMOCO - 2044
0
0
0
320
0.746
401
0.875
ALLAN BLOCK DATA:
9 HUESKER 35/20-20
1322
1261
991
494
0.304
888
0.130
Hu (Unit Height):
0.667 Fr
10 HUESKER 80/30-20
2815
2735
2393
644
0.462
1214
0.450
Wu (Unit Width):
1.000 FT
I I STRATAGRID 300
1465
1465
1320
519
0.456
827
0.463
Gu - Assumed = 1/2 Wu:
0.500 FT
12 STRATAGRID 500
2120
2120
1905
887
0.178
1500
0.241
UW (Unit Weight):
100 PCF
13 TENSAR UX 1600
2860
2730
2610
614
0.530
1414
0.650
a.0 (unit - unit shear):
375 PPF
LTDS from GGRI
Seismic coeflicients
lambda.0 (friction ang):
36.00 DEG
Example from NCMA
M:
2.95788
Setback (per course):
1.70 IN
GEOGRID:
Kae:
0.1946
Batter (per course):
12.00 DEG
Cds - External:
0.90
Kv =
0.0000
Cds - Internal:
0.90
Kh =
0.0000
Kae:
0.195
Ci (interaction - infill):
0.90
THETA*
0.0000 DEG
Ka: (ext)
0.195
Ci (interaction - fdf):
0.90
Pir =
0.0000 0 WT
Ke:
0.000
ALL WALLS ARE PRELIMINARY AND ARE SUBJECT TO REVIEW BY A LICENSED PROFESSIONAL ENGINREW---�
Anderson- Peyton
ALLAN BLOCK
Project Name:
AB - lqbal Residence
ez�
Structural Engineering Consultants
PRELIMINARY WALL DESIGN
Project Number:
99117
31620 23rd Ave. South, Suite 321
PER NCMA METHOD
Preparation Date:
5/28/1999
Federal Way, WA 98003 (206) 941-9929
Design Engineer:
MAA
ver: 1/24/96
Pg I
Description: AB Wall
SOIL RET INF FDF
GEOMETRY & LOADING
GRID LAYER
(from bottom
PHI: 32 32 32 DEG
BLOCKS IN HT:
9.00
(Maximum of 2
grid types)
C: 0 0 0 PSI
HEIGHT, H:
6.00 FT
layer block
grid type
elev. Lfinall
FSten
UWT: 125 125 125 PCF
EFFECTIVE HT:
6.00 Fr
Ist 3
9
2.00 4.30
3.25
SOIL TYPE: B CRITICAL
SURCHARGE, L:
100.00 PSF
2nd 6
9
4.00 4.50
7.48
ALLOW. BEARING: 2000 PSF
SURCHARGE, D:
0.00 PSF
3rd
DEPTH OF FDF: I FEET
BACKSLOPE:
0.00 DEG
4th
BATTER, w:
12.00 DEG
5th
SOIL TYPES (For WC Const. Materiall BASE SLOPE, Lb:
0.00 DEG
6th
A: Sand, Silt and Clay
(w+ Lb), PSI:
12.00 DEG
7th
B: 3/4* Minus Gravel
C: 2-1/2" Minus Crushed Stone
INT. STABILITY:
ALL
ACT
TENSILE OVERSTRESS:
1.80
3.25 ok
PULLOUT:
1.50
2.14 ok
FACE CONN. (sys) - NCMA:
1.00
1.58 ok
FACE CONN. (ult) - NCMA:
1.50
2.42 ok
FACE CONN (eng prin.):
1.50
3.39 ok
BULGING:
1.50
6.34 ok
SLIDING AT LAYER 1:
1.50
4.70 ok
MAX UNREINF. HT:
1.50
2.43 ok
SHEAR AT TOP REINF.:
1.50
5.92 ok
TRIAL LENGTH: 4.50 FT
L required: 4.50 FT
EXT. STABILITY
ALL
ACT
SOIL BLOCK SLIDING:
1.50
4.05 ok
w/ Seismic:
1.13
4.05 ok
FOUNDATION BRG:
1.00
2.73 ok
OVERTURNING:
2.00
8.46 ok
w/ Seismic:
1.50
8.46 ok
Ao (per AASHTO): 0.00
d (deflection ali'd): 0.00 IN.
8th
9th
I Oth
I Ith
12th
13th
l4th
I Sth
16th
l7th
l8th
GRID. 9 RUESKER 35120-20
GRID DATA FOR ALLAN BLOCK:
CALCULATED PROPERTIES:
LTDS*
LTDS*
LTDS$
SERVICE
VALUE
MAX VALUES
Ka (interior):
0.198
Soil A
Soil B
Soil C
CONST
VAR
CONST
VAR
Alpha (interior):
52.54 DEG
TYPE GRID
LBS
LBS
LBS
LBS
LBSIFT
LBS
LBS/Fr
Ka (exterior):
0.195
1 MIRAFI 5T
1240
1165
1165
676
0..132
876
0.281
Alpha (exterior):
51.57 DEG
2 MIRAFI 8T
2305
2165
2165
770
0.336
1491
0.352
Delta (interior):
21.33 DEG
3 MIRAFI IOT
3180
2990
2990
756
0.335
1356
0.360
Delta (exterior):
32.00 DEG
4 TENSAR UX 800
760
725
550
394
0.445
1472
0.127
Average EFP (ext):
24.32 PCF
5 TENSAR UX 1400
1330
1270
965
356
0.471
981
0.645
Ka (fdf):
0.19
6 TENSAR UX 1500
2190
2090
1770
614
0.528
1414
0.646
Average EFP (fdf):
24.22 PCF
7 EXXON OTF-300
0
0
0
441
0.287
486
0.376
8 AMOCO - 2044
0
0
0
320
0.746
401
0.875
ALLAN BLOCK DATA:
9 HUESKER 35/20-20
1322
1261
991
494
0.304
888
0.130
Hu (Unit Height):
0.667 FT
10 HUESKER 80130-20
2815
2735
2393
644
0.462
1214
0.450
Wu (Unit Width):
1.000 FT
I I STRATAGRID 300
1465
1465
1320
519
0.456
827
0.463
Gu - Assumed = 1/2 Wu:
0.500 FT
12 STRATAGRID 500
2120
2120
1905
887
0.178
1500
0.241
UW (Unit Weight):
100 PCF
13 TENSAR UX 1600
2860
2730
2610
614
0.530
1414
0.650
a.0 (unit - unit shear):
375 PPF
LTDS from GGRI
Seismic coefficients
lambda.0 (friction ang):
36.00 DEG
Example from NCMA
M:
2.95788
Setback (per course):
1.70 IN
GEOGRID:
Kae:
0.1946
Bauer (per course):
12.00 DEG
Cds - External:
0.90
Kv =
0.0000
Cds - Internal:
0.90
Kh =
0.0000
Kae:
0.195
Ci (interaction - infill):
0.90
THETA'
0.0000
DEG
Ka: (ext)
0.195
Ci (interaction - Of):
0.90
Pir =
0.0000
* WT
Ke:
0.000
ALL WALLS ARE PRELIMINARY AND ARE SUBJECT TO REVIEW BY A LICENSED PROFESSIONAL ENGINEER.
06 Anderson- Peyton
ALLAN BLOCK
Project Name:
AB - lqbal Residence
-30
Structural Engineering Consultants PRELIMINARY
WALL DESIGN
Project Number:
99117
31620 23rd Ave. South, Suite 321
PER NCMA METHOD
Preparation Date:
5/28/1999
Federal Way, WA 98003 (206) 941-9929
Design Engineer.
MAA
ver: 1/24/96
Pg I
Description: AB Wall
SOIL RET INF FDF
GEOMETRY & LOADING
GRID LAYER
(from bottom
PHL 32 32 32 DEG
BLOCKS IN HT:
8.00
(Maximum of 2 grid types)
C: 0 0 0 PSI
HEIGHT, H:
5.33 FT
layer block
grid type
elev. Lfinal
FSten
UWT: 125 125 125 PCF
EFFECTIVE HT:
5.33 FT
I st 3
9
2.00 4.00
4.03
SOIL TYPE: B CRITICAL
SURCHARGE, L:
100.00 PSF
2nd 5
9
3.33 4.00
9.07
ALLOW. BEARING: 2000 PST
SURCHARGE, D:
0.00 PSF
3rd
DEPTH OF FDF: I FEET
BACKSLOPE:
0.00 DEG
4th
BATTER, w:
12.00 DEG
5th
SOIL TYPES (For WC Const. Material)
BASE SLOPE, Lb:
0.00 DEG
6th
A: Sand, Silt and Clay
(w + Lb), PSI:
12.00 DEG
7th
B: 3/4" Minus Gravel
C: 2-1/2" Minus Crushed Stone
INT. STABILITY:
ALL
ACT
TENSILE OVERSTRESS:
1.80
4.03 ok
PULLOUT:
1.50
2.34 ok
FACE CONN. (sys) - NCMA:
1.00
1.90 ok
FACE CONN. (ult) - NCMA:
1.50
2.98 ok
FACE CONN (eng prin.):
1.50
3.90 ok
BULGING:
1.50
9.97 ok
SLIDING AT LAYER 1:
1.50
5.71 ok
MAX UNREINF. HT:
1.50
2.43 ok
SHEAR AT TOP REINF.:
1.50
5.92 ok
TRIAL LENGTH: 4.00 FT
L required: 4.00 FT
EXT. STABILITY
ALL
ACT
SOIL BLOCK SLIDING:
1.50
3.94 ok
w/ Seismic:
1.13
3.94 ok
FOUNDATION BRG:
1.00
3.04 ok
OVERTURNING:
2.00
8.17 ok
w/ Seismic:
1.50
8.17 ok
SEISMIC COEFFICIENTS
Ao (per AASHTO):
0.00
d (deflection ali'd):
0.00 IN.
8th
9th
I Oth
lith
12th
13th
14th
15th
l6th
17th
I 8th
GRID: 9 HUESKER 35120-20
GRID DATA FOR ALLAN BLOCK:
CALCULATED PROPERTIES:
LTDSO
LTDSO
LTDS*
SERVICE
VALUE
MAX VALUES
Ka (interior):
0.198
Soil A
Soil B
Soil C
CONST
VAR
CONST
VAR
Alpha (interior):
52.54 DEG
TYPE GRID
LBS
LBS
LBS
LBS
LBS/Fr
LBS
LBS/Fr
Ka (exterior):
0.195
1 MIRAFI 5T
1240
1165
1165
676
0.132
876
0.281
Alpha (exterior):
51.57 DEG
2 MIRAFI 8T
2305
2165
2165
770
0.336
1491
0.352
Delta (interior):
21.33 DEG
3 MIRAFI 10T
3180
2990
2990
756
0.335
1356
0.360
Delta (exterior):
32.00 DEG
4 TENSAR UX 800
760
725
550
394
0.445
1472
0.127
Average EFP (ext):
24.32 PCF
5 TENSAR UX 1400
1330
1270
965
356
0.471
981
0.645
Ka (fdf):
0.19
6 TENSAR UX 1500
2190
2090
1770
614
0.528
1414
0.646
Average EFP (fdf):
24.22 PCF
7 EXXON GTF-300
0
0
0
441
0.287
486
0.376
8 AMOCO - 2044
0
0
0
320
0.746
401
0.875
ALLAN BLOCK DATA:
9 HUESKER 35/20-20
1322
1261
991
494
0.304
888
0.130
Hu (Unit Height):
0.667 FT
10 HUESKER 80/30-20
2815
2735
2393
644
0.462
1214
0.450
Wu (Unit Width):
1.000 FT
I I STRATAGRID 300
1465
1465
1320
519
0.456
827
0.463
Gu - Assumed = 1/2 Wu:
0.500 FT
12 STRATAGRID 500
2120
2120
1905
887
0.178
1500
0.241
UW (Unit Weight):
100 PCF
13 TENSAR UX 1600
2860
2730
2610
614
0.530
1414
0.650
a.0 (unit - unit shear):
375 PPF
LTDS from GGR I
Seismic coefricients
lambda.0 (friction ang):
36.00 DEG
Example from NCMA
M:
2.95788
Setback (per course):
1.70 IN
GEOGRID:
Kae:
0.1946
Batter (per course):
12.00 DEG
Cds - External:
0.90
Kv =
0.0000
Cds - Internal:
0.90
Kh =
0.0000
Kae:
0.195
Ci (interaction - infill):
0.90
THETA'
0.0000 DEG
Ka: (ext)
0.195
Ci (interaction - NO:
0.90
Pir =
0.0000 0 WT
Ke:
0.000
ALL WALLS ARE PRELIMINARY AND ARE SUBJECT TO REVIEW BY A LICENSED PROFESSIONAL ENGINEER.
'31
Anderson - Peyton
ALLAN BLOCK
Project Name:
AB - lqbal Residence
Structural Engineering Consultants
PRELIMINARY WALL DESIGN
Project Number.
99117
31620 23rd Ave. South, Suite 321
PER NCMA METHOD
Preparation Date:
5/28/1999
Federal Way, WA 98003 (206) 941-9929
Design Engineer:
MAA ver: 1/24/96 Pg I
Description: AB WaR
SOIL RET INF FDF
GEOMETRY & LOADING
GRID LAYER (from bottom
PHI: 32 32 32 DEG
BLOCKS IN HT:
7.00
(Maximum of 2
grid types)
C: 0 0 0 PSI
HEIGHT, H:
4.67 FT
layer block
grid type elev. Lfinal FSten
UWT: 125 125 125 PCIF
EFFECTIVE HT:
4.67 Fr
Ist 3
9 2.00 4.00 5.14
SOIL TYPE: B CRITICAL
SURCHARGE, L:
100.00 PSF
2nd 4
9 2.67 4.00 11.25
ALLOW. BEARING: 2000 PSF
SURCHARGE, D:
0.00 PSF
3rd
DEPTH OF FDF: I FEET
BACKSLOPE:
0.00 DEG
4th
BATTEI�, w:
12.00 DEG
5th
SOIL TYPES (For WC Const. Material)
BASE SLOPE, Lb:
0.00 DEG
6th
A: Sand, Silt and Clay
(w + Lb), PSI:
12.00 DEG
7th
B: 3/4" Minus Gravel
8th
C: 2-1/2" Minus Crushed Stone
TRIAL LENGTH:
4.00 FT
9th
L required:
4.00 F1'
I Oth
TNT. STABILITY: ALL
ACT
I Ith
TENSILE OVERSTRESS: 1.80
5.14 ok
EXT. STABILITY
ALL ACT
12th
PULLOUT: 1.50
2.90 ok
SOIL BLOCK SLIDING:
1.50 4.36
ok l3th
FACE CONN. (sys) - NCMA: 1.00
2.35 ok
w/ Seismic:
1.13 4.36
ok 14th
FACE CONN. (ult) - NCMA: 1.50
3.76 ok
FOUNDATION BRG:
1.00 3.41
ok I Sth
FACE CONN (eng prin.): 1.50
4.57 ok
OVERTURNING:
2.00 9.93
ok 16th
BULGING: 1.50
21.17 ok
w/ Seismic:
1.50 9.93
ok 17th
SLIDING AT LAYER 1: 1.50
7.94 ok
SEISMIC COEFFICIENTS
l8th
MAX UNREINF. HT: 1.50
2.43 ok
Ao (per AASHTO):
0.00
GRID:
9 HUESKER 35120-20
SHEAR AT TOP REINF.: 1.50
5.92 ok
d (deflection all'd):
0.00 IN.
GRID DATA FOR ALLAN BLOCK:
CALCULATED PROPERTIES:
LTDS*
LTDS$
LTDS*
SERVICE VALUE
MAX VALUES
Ka (interior):
0.198
Soil A
Soil B
Soil C
CONST
VAR
CONST
VAR
Alpha (interior):
52.54 DEG
TYPE GRID
LBS
LBS
LBS
LBS
LBS/Fr
LBS
LBSIFT
Ka (exterior):
0.195
1 MIRAFI 5T
1240
1165
1165
676
0.132
876
0.281
Alpha (exterior):
51.57 DEG
2 MIRAFI 8T
2305
2165
2165
770
0.336
1491
0.352
Delta (interior):
21.33 DEG
3 MIRAFI IOT
3180
2990
2990
756
0.335
1356
0.360
Delta (exterior):
32.00 DEG
4 TENSAR UX 800
760
725
550
394
0.445
1472
0.127
Average EFP (ext):
24.32 PCF
5 TENSAR UX 1400
1330
1270
965
356
0.471
981
0.645
Ka (0):
0.19
6 TENSAR UX 1500
2190
2090
1770
614
0.528
1414
0.646
Average EFP (fdo:
24.22 PCF
7 EXXON GTF-300
0
0
0
441
0,287
486
0.376
8 AMOCO - 2044
0
0
0
320
0.746
401
0,875
ALLAN BLOCK DATA:
9 HUESKER 35/20-20
1322
1261
991
494
0.304
989
0.130
Hu (Unit Height):
0.667 FT
10 HUESKER 80/30-20
2815
2735
2393
644
0.462
1214
0.450
Wu (Unit Width):
1.000 FT
I I STRATAGRID 300
1465
1465
1320
519
0.456
827
0.463
Gu - Assumed = 1/2 Wu:
0.500 FT
12 STRATAGRID 500
2120
2120
1905
887
0.178
1500
0.241
UW (Unit Weight):
100 PCF
13 TENSAR UX 1600
2860
2730
2610
614
0.530
1414
0.650
a.0 (unit - unit shear):
375 PPF
LTDS from GGRI
Seismic coefliclents
lambda.0 (friction ang):
36.00 DEG
Example from NCMA
M:
2.95788
Setback (per course):
1.70 IN
GEOGRID:
Kae:
0.1946
Batter (per course):
12.00 DEG
Cds - External:
0.90
Kv =
0.0000
Cds - Internal:
0.90
Kh =
0.0000
Kae:
0.195
Ci (interaction - infill):
0.90
THE7A'
0.0000 DEG
Ka: (ext)
0.195
Ci (interaction - fdf):
0.90
Pit =
0.0000 * W7
Ke:
0.000
ALL WALLS ARE PRELIMINARY AND ARE SUBJECr TO REVIEW BY A LICENSED PROFESSIONAL ENGINEER----1
A nderson - Peyton
ALLAN BLOCK
Project Name:
AB - lqbal
Residence
Structural Engineering Consultants PRELIMINARY WALL DESIGN
Project Number:
99117
31620 23rd Ave. South, Suite 321
PER NCMA METHOD
Preparation Date:
5/28/1999
Federal Way, WA 98003 (206) 941-9929
Design Engineer.
MAA
ver: 1/24/96 Pg I
Description: AB Wall
SOIL RET INF FDF
GEOMETRY & LOADING
GRID LAYER
(from bottom
PIZ: 32 32 32 DEG
BLOCKS IN HT:
6.00
(Maximum of 2
grid types)
C: 0 0 0 PSI
HEIGHT, H:
4.00 Fr
layer block
grid type
elev. Lfinall ISten
LJW`T: 125 125 125 PCF
EFFECTIVE HT:
4.00 Fr
I St 3
9
2.00 4.00 4.61
SOIL TYPE: B CRITICAL
SURCHARGE, L:
100.00 PSF
2nd
ALLOW. BEARING: 2000 PSF
SURCHARGE, D:
0.00 PSF
3rd
DEPTH OF FDF: I FEET
BACKSLOPE:
0.00 DEG
4th
BATTER,w:
12.00 DEG
5th
SOIL TYPES (For WC Const. Materiall
BASE SLOPE, Lb:
0.00 DEG
6th
A: Sand, Silt and Clay
(w + Lb), PSI:
12.00 DEG
7th
B: 3/4" Minus Gravel
C: 2-1/2' Minus Crushed Stone
INT. STABILITY:
ALL
ACT
TENSILE OVERSTRESS:
1.80
4.61 ok
PULLOUT:
1.50
1.95 ok
FACE CONN. (sys) - NCMA:
1.00
2.03 ok
FACE CONN. (ult) - NCMA:
1.50
3.34 ok
FACE CONN (eng prin.):
1.50
3.17 ok
BULGING:
1.50
n/a ok
SLIDING AT LAYER 1:
1.50
n/a ok
MAX UNREINF. HT:
1.50
2.43 ok
SHEAR AT TOP REINF.:
1.50
5.92 ok
TRIAL LENGTH: 4.00 FT
L required: 4.00 FT
EXT. STABILITY
ALL
ACT
SOIL BLOCK SLIDING:
1.50
4.88 ok
w/ Seismic:
1.13
4.88 ok
FOUNDATION BRG:
1.00 .
3.88 ok
OVERTURNING:
2.00
12.43 ok
w/ Seismic�.
1.50
12.43 ok
SEISMIC COEFFICIENTS
Ao (per AASHTO):
0.00
d (deflection all'd):
0.00
IN.
8th
9th
I Oth
I Ith
12th
l3th
14th
l5th
16th
17th
I 8th
GRID: 9 HUESKER 35aO-20
GRID DATA FOR ALLAN BLOCK:
CALCULATED PROPERTIES:
LTDS*
LTDS*
LTDS*
SERVICE
VALUE
MAX VALUES
Ka (interior):
0.198
Soil A
Soil B
Soil C
CONST
VAR
CONST
VAR
AJpha (interior):
52.54 DEG
TYPE GRID
LBS
LBS
LBS
LBS
LBS/Fr
LBS
LBS/Fr
Ka (exterior):
0.195
1 MIRAFI 5T
1240
1165
1165
676
0.132
876
0.281
Alpha (exterior):
51.57 DEG
2 MIRAFI 8T
2305
2165
2165
770
0.336
1491
0.352
Delta (interior):
21.33 DEG
3 MIRAFI IOT
3180
2990
2990
756
0.335
1356
0.360
Delta (exterior):
32.00 DEG
4 TENSAR UX 800
760
725
550
394
0.445
1472
0.127
Average EFP (ext):
24.32 PCF
5 TENSAR UX 1400
1330
1270
965
356
0.471
981
0.645
Ka (fdf):
0.19
6 TENSAR UX 1500
2190
2090
1770
614
0.528
1414
0.646
Average EFP (fdf):
24.22 PCF
7 EXXON GTF-300
0
0
0
441
0.287
486
0.376
8 AMOCO - 2044
0
0
0
320
0.746
401
0.875
ALLAN BLOCK DATA:
9 HUESKER 35/20-20
1322
1261
991
494
0.304
888
0.130
Hu (Unit Height):
0.667 FT
10 HUESKER 80/30-20
2815
2735
2393
644
0.462
1214
0.450
Wu (Unit Width):
1.000 FT
I I STRATAGRID 300
1465
1465
1320
519
0.456
827
0.463
Gu - Assumed = 1/2 Wu:
0.500 Fr.
12 STRATAGRID 500
2120
2120
1905
887
0.178
1500
0.241
UW (Unit Weight):
100 PCF
13 TENSAR UX 1600
2860.
2730
2610
614
0.530
1414
0.650
a.0 (unit - unit shear):
375 PPF
LTDS from GGRI
Seismic coefficients
iambda.0 (friction ang):
36.00 DEG
Example from NCMA
M:
2.95788
Setback (per course):
1.70 IN
GEOGRID:
Kae:
0.1946
Batter (per course):
12.00 DEG
Cds - External:
0.90
Kv =
0.0000
Cds - Internal:
0.90
Kh =
0.0000
Kae:
0.195
Ci (interaction - infill):
0.90
THETA'
0.0000 DEG
Ka: (ext)
0.195
Ci (interaction - fdo:
0.90
Pir =
0.0000 # Wrr
Ke:
0.000
ALL WALLS ARE PRELIMINARY AND ARE SUBJECT TO REVIEW BY A LICENSED PROFESSIONAL ENGINEER.
;Anderson - Peyton
ALLAN BLOCK
Project Name:
AB - lqbal Residence
Structural Engineering Consultants PRELIMINARY WALL DESIGN
Project Number:
99117
31620 23rd Ave. South, Suite 321
PER NCMA METHOD
Preparation Date:
5/28/1999
Federal Way, WA 98003 (206) 941-9929
Design Engineer.
MAA ver:1/24/96 Pg I
Description: AB WaU
�]L RET INF FDF
GEOMETRY & LOADING
GRID LAYER (from bottom
Pin: 32 32 32 DEG
BLOCKS IN HT:
5.00
(Maximum of 2 grid types)
C: 0 0 0 PSI
HEIGHT, H:
3.33 FT
layer block
grid type elev. Lfinal FSten
UWT: 125 125 125 PCF
EFFECTIVE HT:
3.33 FT
Ist 2
9 1.33 4.00 6.28
SOIL TYPE: B CRITICAL
SURCHARGE, L:
100.00 PSF
2nd
ALLOW. BEARING: 2000 PSF
SURCHARGE, D:
0.00 PSF
3rd
DEPTH OF FDF: I FEET
BACKSLOPE:
0.00 DEG
4th
BATTER, w:
12.00 DEG
5th
SOIL TYPES (For WC Const. Materiall
BASE SLOPE, Lb:
0.00 DEG
6th
A: Sand, Silt and Clay
(w + Lb), PSI:
12.00 DEG
7th
B: 3/4" Minus Gravel
C: 2-1/2" Minus Crushed Stone
INT. STABILITY:
ALL
ACT
TENSILE OVERSTRESS:
1.80
6.28 ok
PULLOUT:
1.50
3.17 ok
FACE CONN. (sys) - NCMA:
1.00
2.76 ok
FACE CONN. (ult) - NCMA:
1.50
4.55 ok
FACE CONN (eng prin.):
1.50
3.62 ok
BULGING:
1.50
n/a ok
SLIDING AT LAYER 1:
1.50
n/a ok
MAX UNREINF. HT:
1.50
2.43 -ok
SHEAR AT TOP REINF.:
1.50
5.92 ok
TRIAL LENGTH: 4.00 FT
L required: 4.00 FT
EXT. STABILITY
ALL
-ACT
SOIL BLOCK SLIDING:
1.50
5.54 ok
w/ Seismic:
1.13
5.54 ok
FOUNDATION BRG:
1.00
4.49 ok
OVERTURNING:
2.00
16.17 ok
w/ Seismic:
1.50
16.17 ok
SEISMIC COEFFICIENTS
Ao (per AASHTO):
0.00
d (deflection all'd):
0.00
IN.
8th
9th
I Oth
Ilth
12th
13th
l4th
l5th
16th
17th
18th
GRID. 9 HUESKER 35aO-20
GRID DATA FOR ALLAN BLOCK:
CALCULATED PROPERTIES:
LTDS*
LTDS*
LTDS* SERVICE
VALUE
MAX VALUES
Ka (interior):
0.198
Soil A
Soil B
Soil C CONST
VAR
CONST
VAR
Alpha (interior):
52.54 DEG
TYPE GRID
LBS
LBS
LBS
LBS
LBS/FT
LBS
LBS/Fr
Ka (exterior):
0.195
1 MIRAFI 5T
1240
1165
1165
676
0.132
876
0.281
Alpha (exterior):
51.57 DEG
2 MIRAFI 8T
2305
2165
2165
770
0.336
1491
0.352
Delta (interior):
21.33 DEG
3 MIRAFI 10T
3180
2990
2990
756
0.335
1356
0.360
Delta (exterior):
32.00 DEG
4 TENSAR UX 800
760
725
550
394
0.445
1472
0.127
Average EFP (ext):
24.32 PCF
5 TENSAR UX 1400
1330
1270
965
356
0.471
981
0.645
Ka (fdo:
0.19
6 TENSAR UX 1500
2190
2090
1770
614
0.528
1414
0.646
Average EFP (fdf):
24.22 PCF
7 EXXON GTF-300
0
0
0
441
0.287
486
0.376
8 AMOCO - 2044
0
0
0
320
0.746
401
0.875
ALLAN BLOCK DATA:
9 HUESKER 35/20-20
1322
1261
991
494
0,304
888
0.130
Hu (Unit Height):
0.667 FT
10 HUESKER 80130-20
2815
2735
2393
644
0.462
1214
0.450
Wu (Unit Width):
1.000 FT
I I STRATAGRID 300
1465
1465
1320
519
0.456
827
0.463
Gu - Assumed = 1/2 Wu:
0.500 FT
12 STRATAGRID 500
2120
2120
1905
887
0.178
1500
0.241
UW (Unit Weight):
100 PCF
13 TENSAR UX 1600
2860
2730
2610
614
0.530
1414
0.650
a.0 (unit - unit shear):
375 PPF
LTDS from GGRI
Seismic coefficients
lambda.0 (friction ang):
36.00 DEG
Example from NCMA
M:
2.95789
Setback (per course):
1.70 IN
GEOGRID:
Kae:
0.1946
Batter (per course):
12.00 DEG
Cds - External:
0.90
Kv =
0.0000
Cds - Internal:
0.90
Kh =
0.0000
Kae:
0.195
Ci (interaction - infill):
0.90
THETA'=
0.0000
DEG
Ka: (ext)
0.195
Ci (interaction - Of):
0.90
Pir
0.0000
* WT
Ke:
0.000
ALL WALLS ARE PRELIMINARY AND ARE SUBJECT TO REVIEW BY A LICENSED PROFESSIONAL ENGINEER.
A nderSon - Pevibn
ALLAN BLOCK
Project Name:
AB - lqbal
Residence
Structural Engineering Consultants
PRELIMINARY WALL DESIGN
Project Number:
99117
31620 23rd Ave. South, Suite 321
PER NCMA METHOD
Preparation Date:
5/28/1999
Federal Way, WA 98003 (206) 941-9929
Design Engineer:
MAA
ver: 1/24/96 Pg I
Description: AB Wall
-SOIL R.ET INF FDF
-GEOMETRY & LOADING
GRID LAYER
(from bottom
PHI: 32 32 32 DEG
BLOCKS IN HT:
4.00
(Maximum of 2
grid types)
C: 0 0 0 PSI
HEIGHT, H:
2.67 FT
layer block
grid type
clev. Lfinal FSten
UWT: 125 125 125 PCF
EFFECTIVE HT:
2.67 FT
Ist 1
9
0.67 4.00 9.07
SOIL TYPE: B CRITICAL
SURCHARGE, L:
100.00 PSF
2nd
ALLOW. BEARING: 2000 PSF
SURCHARGE, D:
0.00 PSF
3rd
DEPTH OF FDF: I FEET
BACKSLOPE:
0.00 DEG
4th
BATTER,w:
12.00 DEG
5th
SOIL TYPES (For WC Const. Material) BASE SLOPE, Lb:
0.00 DEG
6th
A: Sand, Silt and Clay
(w + Lb), PSI:
12.00 DEG
7th
B: 3/4* Minus Gravel
C: 2-1/2" Minus Crushed Stone
TNT. STABILITY:
ALL
ACT
TENSILE OVERSTRESS:
1.80
9.07 ok
PULLOUT:
1.50
5.32 ok
FACE CONN. (sys) - NCMA:
1.00
3.99 ok
FACE CONN. (ult) - NCMA:
1.50
6.58 ok
FACE CONN (eng prin.):
1.50
4.49 ok
BULGING:
1.50
n/a ok
SLIDING AT LAYER 1:
1.50
n/a ok
MAX UNRETNF. HT:
1.50
2.43 ok
SHEAR AT TOP RETNF.:
1.50
5.92 ok
TRIAL LENGTH: 4.00 FT
L required: 4.00 FT
EXT. STABILITY
ALL
ACT
SOIL BLOCK SLIDING:
1.50
6,41 ok
w/ Seismic:
1.13
6.41 ok
FOUNDATION BRG:
1.00
5.34 ok
OVERTURNING:
2.00
22.18 ok
W/ Seismic:
1.50
22.18 ok
SEISMIC COEFFICIENTS
Ao (per AASHTO):
0.00
d (deflectiowall'd):
0.00
IN.
8th
9th
I Oth
I Ith
12th
l3th
14th
15th
16th
17th
l8th
GRID. 9 HUESKER 35120-20
GRID DATA FOR ALLAN BLOCK:
CALCULATED PROPERTIES:
LTDS*
LTDS*
LTDS*
SERVICE VALUE
MAX VALUES
Ka (interior):
0.198
Soil A
Soil B
Soil C
CONST
VAR
CONST
VAR
Alpha (interior):
52.54 DEG
TYPE GRID
LBS
LBS
LBS
LBS
LBS/FT
LBS
LBS/Fr
Ka (exterior):
0.195
1 MIRAFI 5T
1240
1165
1165
676
0.132
876
0.281
Alpha (exterior):
51.57 DEG
2 MIRAFI ST
2305
2165
2165
770
0.336
1491
0.352
Delta (interior):
21.33 DEG
3 MIRAFI 10T
3180
2990
2990
756
0.335
1356
0.360
Delta (exterior):
32.00 DEG
4 TENSAR UX 800
760
725
550
394
0.445
1472
0.127
Average EFP (ext):
24.32 PCF
5 TENSAR UX 1400
1330
1270
965
356
0.471
981
0.645
Ka (fdf):
0.19
6 TENSAR UX 1500
2190
2090
1770
614
0.528
1414
0.646
Average EFP (filf):
24.22 PCF
7 EXXON GTF-300
0
0
0
441
0.287
486
0.376
8 AMOCO - 2044
0
0
0
320
0.746
401
0.875
ALLAN BLOCK DATA:
9 HUESKER 35/20-20
1322
1261
991
494
0.304
889
0.130
Hu (Unit Height):
0.667 FT
10 HUESKER 80/30-20
2815
2735
2393
644
0.462
1214
0.450
Wu (Unit Width):
1.000 FT
I I STRATAGRID 300
1465
1465
1320
519
0.456
827
0.463
Gu - Assumed = 1/2 Wu:
0.500 FT
12 STRATAGRID 500
2120
2120
1905
887
0.178
1500
0.241
UW (Unit Weight):
100 PCF
13 TENSAR UX 1600
2860
2730
2610
614
0.530
1414
0.650
a.0 (unit - unit shear):
375 PPF
LTDS from GGR I
Seismic coefliclents
lambda.0 (friction ang):
36.00 DEG
Example from NCMA
M:
2.95788
Setback (per course):
1.70 IN
GEOGRID:
Kae:
0.1946
Batter (per course):
12.00 DEG
Cds - External:
0.90
Kv =
0.0000
Cds - Internal:
0.90
Kh =
0.0000
Kae:
0.195
Ci (interaction - infill):
0.90
THETA'=
0.0000 DEG
Ka: (ext)
0.195
Ci (interaction - fdf):
0.90
Pir =
0.0000 * WT
Ke:
0.000
ALL WALLS ARE PRELIMINARY AND ARE SUBJECT TO REVIEW BY A LICENSED PROFESSIONAL ENGINIER___�
Ande�on - Peyto�n
ALLAN BLOCK
Project Name: AB - lqbal
Residence
Structural Engineering Consultants
PRELIMINARY WALL DESIGN
Project Number: 99117
31620 23rd Ave. South, Suite 321
PER NCMA METHOD
Preparation Date: 5/28/1999
Federal Way, WA 98003 (206) 941-9929
Design Engineer: MAA
ver: 1/24/96 Pg I
Descrliption: AB Wall
SOIL RET INF FDF
GEOMETRY & LOADING
GRID LAYER
(from bottom)
PHI: 32 32 32 DEG
BLOCKS IN HT:
4.00
(Maximum of 2 grid types)
C: 0 0 0 PSI
HEIGHT, H:
2.67 FT
layer block grid type
elev. Lfinal FSten
UWT: 125 125 125 PCF
EFFECTIVE HT:
2.67 FT
I st 1 9
0.67 4.00 9.06
SOIL TYPE: B CRITICAL
SURCHARGE, L
0.00 PSF
2nd
ALLOW. BEARING: 2000 PSF
SURCHARGE, D:
0.00 PSF
3rd
DEPTH OF FDF: I FEET
BACKSLOPE:
26.56 DEG
4th
BATTER,w:
12.00 DEG
5th
SOIL TYPES (For WC Const. Materiall BASE SLOPE, I.b:
0.00 DEG
6th
A: Sand, Silt and Clay
(w + I.b), PSI:
12.00 DEG
7th
B: 3/4* Minus Gravel
C: 2-1/2" Minus Crushed Stone
INT. STABILITY:
ALL
ACT
TENSILE OVERSTRESS
1.80
9.06 ok
PULLOUT:
1.50
6.64 ok
FACE CONN. (sys) - NCMA:
1.00
3.98 ok
FACE CONN. (ult) - NCMA:
1.50
6.56 ok
FACE CONN (eng prin.):
1.50
4.71 ok
BULGING:
1.50
n/a ok
SLIDING AT LAYER 1:
1.50
n/a ok
MAX UNREINF. HT:
1.50
2.73 ok
SHEAR AT TOP RETNF.:
1.50
6.64 ok
TRIAL LENGTH: 4.00 FT
L required: 4.00 FT
EXT. STABILITY
ALL
ACT
SOIL BLOCK SLIDING:
1.50
2.90 ok
w/ Seismic:
1.13
2.90 ok
FOUNDATION BRG:
1.00
5.37 ok
OVERTURNING:
2.00
8.09 ok
w/ Seismic:
1.50
8.09 ok
SEISMIC COEFFICIENTS
Ao (per AASHTO):
0.00
d (deflection all'd):
0.00 IN.
8th
9th
loth
I Ith
12th
13th
14th
15th
16th
17th
1 8th
GRID. 9 HUESKER 35120-20
GRID DATA FOR ALLAN BLOCK:
CALCULATED PROPERTIES:
LTDS*
LTDS*
LTDS* SERVICE
VALUE
MAX VALUES
Ka (interior):
0.318
Soil A
Soil B
Soil C
CONST
VAR
CONST
VAR
Alpha (interior):
44.36 DEG
TYPE GRID
LES
LBS
LBS
LBS
LBS/Fr
LBS
LBS/Fr
Ka (exterior):
0.320
I MIRAFI 5T
1240
1165
1165
676
0.132
876
0.291
Alpha (exterior):
43.60 DEG
2 MIRAFI 8T
2305
2165
2165
770
0.336
1491
0.352
Delta (interior):
21.33 DEG
3 MIRAFI IOT
3180
2990
2990
756
0.335
1356
0.360
Delta (exterior):
32.00 DEG
4 TENSAR UX 800
760
725
550
394
0.445
1472
0.127
Average EFP (ext):
40.04 PCF
5 TENSAR UX 1400
1330
1270
965
356
0.471
981
0.645
Ka (fdo:
0.31
6 TENSAR UX 1500
2190
2090
1770
614
0.528
1414
0.646
Average EFP (0):
38.82 PCF
7 EXXON GTF-300
0
0
0
441
0.287
486
0.376
8 AMOCO - 2044
0
0
0
320
0.746
401
0.875
ALLAN BLOCK DATA:
9 HUESKER 35/20-20
1322
1261
991
494
0.304
888
0.130
Hu (Unit Height):
0.667 FT
10 HUESKER 80130-20
2815
2735
2393
644
0.462
1214
0.450
Wu (Unit Width):
1.000 FT
I I STRATAGRID 300
1465
1465
1320
519
0.456
827
0.463
Gu - Assumed = 1/2 Wu:
0.500 FT
12 STRATAGRID 500
2120
2120
1905
897
0.178
1500
0.241
UW (Unit Weight):
100 PCF
13 TENSAR UX 1600
2860
2730
2610
614
0.530
1414
0.650
a.0 (unit - unit shear):
375 PPF
LTDS from GGR I
Seismic coefficients
lambda.0 (friction ang):
36.00 DEG
Example from NCMA
M:
1.79702
Setback (per course):
1.70 IN
GEOGRID:
Kae:
0.3203
Batter (per course):
12.00 DEG
Cds - External:
0.90
Kv =
O.00DO
Cds - Internal:
0.90
VA =
0.0000
Kae:
0.320
Ci (interaction - infill):
0.90
THETA'=
0.0000
DEG
Ka: (ext)
0.320
Ci (interaction - fdf):
0.90
Pir =
0.0000
* WT
Ke:
0.000
ALL WALLS ARE PRELIMINARY AND ARE SUBJECT TO REVIEW BY A LICENSED PROFESSIONAL ENGINEER.
Anderson - Peyton
ALLAN BLOCK
Project Name: AB - lqbal
Residence
Structural Engineering Consultants PRELIMINARY
WALL DESIGN
Project Number: 99117
31620 23rd Ave. South, Suite 321
PER NCMA METHOD
Preparation Date: 5/28/1999
Federal Way, WA 98003 (206) 941-9929
Design Engineer: MAA
ver: 1/24/96 Pg I
Description: AB Wall
SOIL RU fNF FDF
GEOMETRY & LOADING
GRID LAYER
(from bottom)
PHI: 32 32 32 DEG
BLOCKS IN HT:
5.00
(Maximum of 2 grid types)
C: 0 0 0 PSI
HEIGHT, H:
3.33 Fr
layer block grid type
elev. Lfinal FSten
LJWT: 125 125 125 PCF
EFFECTIVE HT:
3.33 Fr
I st 2 9
1.33 4.00 5.80
SOIL TYPE: B CRITICAL
SURCHARGE, L:
0.00 PSF
2nd
ALLOW. BEARING: 2000 PSF
SURCHARGE, D:
0.00 PSF
3rd
DEPTH OF FDF: I FEET
BACKSLOPE:
26.56 DEG
4th
BATTEI?. w:
12.00 DEG
5th
SOIL TYPES (For WC Const. Material)
BASE SLOPE, I.b:
0.00 DEG
6th
A: Sand, Silt and Clay
(w + Lb), PSI:
12.00 DEG
7th
B: 3/4" Minus Gravel
C: 2-1/2* Minus Crushed Stone
INT. STABILITY:
ALL'
ACT
TENSILE OVERSTRESS:
1.80
5.80 ok
PULLOUT:
1.50
3.48 ok
FACE CONN. (sys) - NCMA:
1.00
2.55 ok
FACE CONN. (ult) - NCMA:
1.50
4.20 ok
FACE CONN (eng prin.):
1.50
3.71 ok
BULGING:
1.50
n/a ok
SLIDING AT I-AYER 1:
1.50
n/a ok
MAX UNREINF. HT:
1.50
2.73 ok
SHEAR AT TOP REINF.:
1.50
6.64 ok
TRIAL LENGTI 1: 4.00 FT
L required: 4.00 Fr
EXT. STABILITY
ALL
ACT
SOIL BLOCK SLIDING:
1.50
2.62 ok
W/ Seismic:
1.13
2.62 ok
FOUNDATION BRG:
1.00
4.38 ok
OVERTURNING:
2.00
6.44 ok
w/ Seismic:
1.50
6.44 ok
SEISMIC COEFFICIENTS
Ao (per AASHTO):
0.00
d (deflection ali'd):
0.00 IN.
8th
9th
I Oth
I Ith
l2th
13th
l4th
I Sth
l6th
17th
I 8th
GRID. 9 HUESKER 35120-20
GRID DATA FOR ALLAN BLOCK:
CALCULATED PROPERTIES:
LTDS*
LTDS*
LTDS*
SERVICE
VALUE
MAX VALUES
Ka (interior):
0.318
Soil A
Soil B
Soil C
CONST
VAR
CONST
VAR
Alpha (interior):
44.36 DEG
TYPE GRID
LBS
LBS
LBS
LBS
LBS/Fr
LBS
LBS/Fr
Ka (exterior):
0.320
1 MIRAFI ST
1240
1165
1165
676
0.132
876
0.281
Alpha (exterior):
43.60 DEG
2 MIRAFI 8T
2305
2165
2165
770
0.336
1491
0.352
Delta (interior):
21.33 DEG
3 MIRAFI IOT
3180
2990
2990
756
0.335
1356
0.360
Delta (exterior):
32.00 DEG
4 TENSAR UX 800
760
725
550
394
0.445
1472
0.127
Average EFP (ext):
40.04 PCF
5 TENSAR UX 1400
1330
1270
965
356
0.471
981
0.645
Ka (fdf):
0.31
6 TENSAR UX 1500
2190
2090
1770
614
0.528
1414
0.646
Average EFP (fdf):
38.82 PCF
7 EXXON GTF-300
0
0
0
441
0.287
486
0.376
8 AMOCO - 2044
0
0
0
320
0.746
401
0.875
ALLAN BLOCK DATA:
9 HUESKER 35/20-20
1322
1261
991
494
0.304
888
0.130
Hu (Unit Height):
0.667 FT
10 HUESKER 90/30-20
2815
2735
2393
644
0.462
1214
0.450
Wu (Unit Width):
1.000 FT
I I STRATAGRID 300
1465
1465
1320
519
0.456
827
0.463
Gu - Assumed = 1/2 Wu:
0.500 FT
12 STRATAGRID 500
2120
2120
1905
887
0.178
1500
0.241
UW (Unit Weight):
100 PCF
13 TENSAR UX 1600
2860
2730
2610
614
0.530
1414
0.650
a.0 (unit - unit shear):
375 PPF
LTDS from GGRI
Seismic coefficients
lambda.0 (friction ang):
36.00 DEG
Example from NCMA
M:
1.79702
Setback (per course):
1.70 IN
GEOGRID:
Kne:
0.3203
Batter (per course):
12.00 DEG
Cds - External:
0.90
Kv =
0.0000
Cds - Internal:
0.90
Kh =
0.0000
Kae:
0.320
Ci (interaction - infill):
0.90
THETA'
0.0000
DEG
Ka: (ext)
0.320
Ci (interaction - fdo:
0.90
Pir =
0.0000 * WT
Ke:
0.000
ALL WALLS ARE PRELIMINARY AND ARE SUBJECT TO REVIEW BY A LICENSED PROFESSIONAL ENGINEER.
ALLAN BLOCK
Project Name: AB - lqbal Residence
nderson---P-ento-n PRELIMINARY
WALL DESIGN
project Number. 99117
tructural Engineering Consultants PER NCMA METHOD
preparation Date: 5128/1999
1620 23rd Ave. South, Suite 321
Design Engineer: MAA ver: 1/24/96 Pg I
'edergi Way, WA 98003 (206) 941-"29
ion: AB Wall
GEOMETRY & LOADING
GRID LAYE (from bottom)
,TM RET INF FDF
6.00
(Maximum of 2 grid types)
'HI: 32 32 32 DEG
BLOCKS IN HT:
4.00 Fr
layer block grid type
elcv. Lfinal FSten
0 0 0 PSI
nEIGITr, H:
I st 3 9
2.00 4.00 4.02
LJWT: 125 125 125 PCF
EFFECTIVE HT: 4.00 Fr
o,00 PSF
2nd
SOIL TYPE: B CRITICAL
SURCHARGE, L:
0.00 PSF
3rd
ALLOW. BEA . RING: 2000 PSF
SURCHARGE, D:
26.56 DEG
4th
DEPTH Of FDF: I FEET
BACKSLOPE:
12.00 DEG
5th
BATTER, w:
(For W
BASE SLOPE, I.b. 0.00 DEG
6th
SOIL TYPES
(w + Lb), PSI: 12.00 DEG
7th
A: Sand. Silt and Clay
8th
B: 3/4' Minus Gravel
TRIAL LENGTH: 4.00 Fr
9th
C: 2-1/2' Minus Crushed Stone
4.00 Fr
I Oth
L required:
I Ith
INT. ;TABILITY: ALL ACT
EXT. 3TABILITY ALL ACT 12th
TENSILE OVERSTRESS: 1.80 4.02 ok
SOIL BLOCK SLIDING: 1.50 2.38 ok 13th
PULLOUT: I.So 1.82 ok
1.77 ok
w/ Seismic: 1.13 2.38 ok 14th
FACE CONN. (sys) - NCMA: 1.0()
FOUNDATION BRG: 1.00 3.66 ok 15th
FACE CONN. (ult) - NCMA: 1.5o 2.92 ok
2.00 5.27
ok 16th
FACE CONN (eng prin.): 1.5o 3.23 ok
OVERTURNING:
1.50 5.27 ok 17th
BULGING: 1.5o n/a ok
w/ Seismic:
SEIS dIC C )EFFICIENTS
l8th
SLIDING AT LAYER 1: 1.50 n/a ok
0.00
GRID: 9
HUESKER 3-WO-20
MAX UNREINF. HT: 1.5o 2.73 ok
Ao (per AASHTO):
SHEAR AT Top REINF.: 1.50 6.64 ok
d (deflection ali'd): 0.00 IN.
AN BLOCK:
G R I ) D A T A,-Fjr--O-R-- --AL--L-, - , --- -
Ka (interior):
0.318
LTDS* LTDS*, LTDS* SERVICE VALUE MAX VALUES
Alpha (interior):
44.36 DEG
Soil A Soil B Soil
c CONST VAR CONST VAR
Ka (exterior):
0.320
TYPE GRID LBS LBS
LBs LBs LBsirr LBs LBSIFr
Alpha (exterior):
43.60 DEG
I MIRAFI 5T 1240 1165
1165 676 0.132 876 0.281
Delta (interior):
21.33 DEG
2 MIRAF1 8T 2305 2165
2165 770 0.336 1491 0.352
Delta (exterior):
32.00 DEG
3 MIRAFI IOT 3180 2990
2990 756 0.335 1356 0.360
0.127
Average EFP (ext):
40.04 PCF
4 TENSARUX 800 76o 725
550 394 0.445 1472
981 0.645
Ka (0):
0.31
5 TENSAR UX 1400 1330 1270
965 356 0.471
0.646
Average EFP (fdf):
38.82 PCF
6 TENSAR UX 1500 2190 2090
770 614 0.528 1414
1 0.376
486
7 EXXON GTF-300 0 0
0 441 0.287
0.875
ALL q BLO -K DATA:
8 AMOCO - 2044 0 0
o 320 0.746 401
888 0.130
HU (Unit Height):
0.667 FT7
.
9 HuESKER 35/20-20 1322 1261
991 494 0.304
0.450
Wu (Unit Width):
I .000 Fr
10 HUESKER 80/30-20 2815 2735
2393 644 0.462 1214
0,463
Gu - Assumed = 1/2 Wu:
0.500 Fr
I I STRATAGRID 300 1465 1465
1320 519 0.456 827
0.241
Uw (Unit Weight):
100 PCF
12 STRATAGRID 500 2120 2f20
1905 887 0.178 1500
0.650
a.0 (unit - unit shear):
375 PPF
13 TENSAR UX 1600 2860 2730
2610 614 0.530 1414
lambda.0 (friction ang):
36.00 DEG
0 LTDS from GGRI
Seismic coeMclents
Setback (per course):
1.70 IN
ss Example from NCMA
M: 1.79702
Batter (per course):
12,00 DEG
Kae: 0.3203
GE.OGRID,
Kv = 0.0000
Cds - External: 0.90
Kh - 0.0000
Kne:
0.320
Cds . internal: 0.90
IIIETA! o.0000 DE G
Ka: (ext)
0.320
Ci (interaction - infill): 0.90
0.0000 * wr
Ke:
0.000
Ci (interaction - NO: 0.90
Pit ! i AL ENGINEER.
Ffilffi;�� 10;; A LICENSED PR
S-7
Anderson - Peyton
ALLAN BLOCK
Project Name: AB - IqbaI
Residence -36
Structural Engineering Consultants
PRELIMINARY WALL DESIGN
Project Number: 99117
31620 23rd Ave. South, Suite 321
PER NCMA METHOD
Preparation Date: 5/28/1999
Federal Way, WA 98003 (206) 941-9929
Design Engineer. MAA
ver: 1/24/96 Pg I
11�6.n�. AB Wall
�TL RET INF FDF
GEOMETRY & LOADING
GRID LAYER
(from bottom
pl-n: 32 32 32 DEG
BLOCKS IN HT:
7.00
(Maximum of 2 grid types)
C: 0 0 0 PSI
HEIGHT, H:
4.67 FT
layer block grid type
elev. Lfinal FSten
UWT: 125 125 125 PCF
EFFECTIVE HT:
4.67 FT
I st 3 9
2.00 4.50 3.94
SOIL TYPE: B CRITICAL
SURCHARGE, L:
0.00 PSF
2nd 4 9
2.67 4.50 11.83
ALLOW. BEARING: 2000 PSF
SURCHARGE, D:
0.00 PSF
3rd
DEPTH OF FDF: I FEET
BACKSLOPE:
26.56 DEG
4th
BATrER, w:
12.00 DEG
5th
SOIL TYPES (For WC Const. Materiall
BASE SLOPE, Lb:
0.00 DEG
6th
A: Sand, Silt and Clay
(w+ Lb), PSI:
12.00 DEG
7th
B: 3/4" Minus Gravel
8th
C: 2-1/2" Minus Crushed Stone
TRIAL LENGTH:
4.50 FT
9th
L required:
4.50 FT
loth
ILST. STABILITY: ALL
ACT
I Ith
TENSILE OVERSTRESS: 1.80
3.94 ok
EXT. STABILITY
ALL ACT 12th
PULLOUT: 1.50
3.03 ok
SOIL BLOCK SLIDING:
1.50 2.31
ok 13th
FACE CONN. (sys) - NCMA: 1.00
1.80 ok
w/ Seismic:
1.13 2.31
ok 14th
FACE CONN. (ult) - NCMA: 1.50
2.88 ok
FOUNDATION BRG:
1.00 3.10
ok l5th
FACE CONN (eng prin.): 1.50
4.29 ok
OVERTURNING:
2.00 4.97
ok 16th
BULGING: 1.50
17.43 ok
w/ Seismic:
1.50 4.97
ok 17th
SLIDING AT LAYER 1: 1.50
3.70 ok
SEISMIC COEFFICIENTS
18th
MAX UNREINF. HT: 1.50
2.73 ok
Ao (per AASHTO):
0.00
GRID: 9
HUESKER 35120-20
SHEAR AT TOP REINF.: 1.50
6.64 ok
d (deflection ali'd):
0.00 IN.
GRID DATA FOR ALLAN BLOCK:
CALCULATED PROPERTIES:,
LTDS$ LTDS*
LTDS* SERVICE VALUE
MAX VALUES
Ka (interior):
0.318
Soil A
Soil B
Soil C CONST
VAR
CONST
VAR
Alpha (interior):
44.36 DEG
TYPE GRID
LBS
LBS
LBS
LBS
LBS/Fr
LBS
LBS/Fr
Ka (exterior):
0.320
1 MIRAFI 5T
1240
1165
1165
676
0.132
876
0.281
Alpha (exterior):
43.60 DEG
2 MIRAFI 8T
2305
2165
2165
770
0.336
1491
0.352
Delta (interior):
21.33 DEG
3 MIRAFI 10T
3180
2990
2990
756
0.335
1356
0.360
Delta (exterior):
32.00 DEG
4 TENSAR UX 800
760
725
550
394
0.445
1472
0.127
Average EFP (ext):
40.04 PCF
5 TENSAR UX 1400
1330
1270
965
356
0.471
981
0.645
Ka (fdf):
0.31
6 TENSAR UX 1500
2190
2090
1770
614
0.528
1414
0.646
Average EFP (fdf):
38.82 PCF
7 EXXON GTF-300
0
0
0
441
0.287
486
0.376
8 AMOCO - 2044
0
0
0
320
0.746
401
0.875
ALLAN BLOCK DATA:
9 HUESKER 35/20-20
1322
1261
991
494
0.304
888
0.130
Hu (Unit Height):
0.667 FT
10 HUESKER 80/30-20
2815
2735
2393
644
0.462
1214
0.450
Wu (Unit Width):
1.000 FT
I I STRATAGRID 300
1465
1465
1320
519
0.456
827
0.463
Gu - Assumed = 1/2 Wu:
0.500 FT
12 STRATAGRID 500
2120
2120
1905
887
0.178
1500
0.241
UW (Unit Weight):
100 PCF
13 TENSAR UX 1600
2860
2730
2610
614
0.530
1414
0.650
a.0 (unit - unit shear):
375 PPF
LTDS from GGRI
Seismic coefficients
lambda.0 (friction ang):
36.00 DEG
Example from NCMA
M:
1.79702
Setback (per course):
1.70 IN
GEOGRID:
Kae:
0.3203
Batter (per course):
12.00 DEG
Cds - External:
0.90
Kv -
0.0000
Cds - Internal:
0.90
Kh =
0.0000
Kae:
0.320
Ci (interaction - infill):
0.90
THETA'=
0.0000
DEG
Ka: (ext)
0.320
Ci (interaction - Of):
0.90
Pir =
0.0000 0 WT
Ke:
0.000
ALL WALLS ARE PRELIMINARY AND ARE SUBJECT TO REVIEW BY A LICENSED PROFESSIONAL ENGINEER.
ALLAN BLOCK
Project Name: AB - Igbal Residence
'Anderson - Peyton
Structural Engineering Consultants
PRELIMINARY
WALL DESIGN
Project Number: 99117
31620 23rd Ave. South, Suite 321
PER NCMA METHOD
Preparation Date: 5/28/1999
Federal Way, WA 98003 (206) 941-9929
Design Engineer. MAA
ver: 1/24/96 Pg I
Description: AB WaY
GEOMETRY & LOADING
_GRTDLAYER
(from bottom)
&OIL RET INF FDF
PHI: 32 32 32 DEG
BLOCKS IN HT:
8.00
(Maximum of 2 grid types)
0 0 0 PSI
HEIGHT, H:
5.33 FT
layer block grid type
clev. Lfinal FSten
C:
UWT: 125 125 125 PCF
EFFECTIVE HT:
5.33 FT
Ist 3 9
2.00 5.00 3.02
SOIL TYPE: B CRITICAL
SURCHARGE, L:
0.00 PSF
2nd 5 9
3.33 5.00 9.06
ALLOW. BEARING: 2000 PSF
SURCHARGE, D:
0.00 PSF
3rd
DEPTH OF FDF: I FEET
BACKSLOPE:
26.56 DEG
4th
BATTER,w:
12.00 DEG
5th
SOIL TYPES (For WC Cons-t--M-R-te-d-18-11
BASE SLOPE, Lb:
0.00 DEG
6th
A: Sand, Silt and Clay
(w + Lb), PSI:
12.00 DEG
7th
8th
B: 3/4" Minus Gravel
C: 2-1/2" Minus Crushed Stone
TRIAL LENGTH:
5.00 FT
9th
L . required:
5.00 FT
10th
INT. STABILITY: ALL
ACT
lith
TENSILE OVERSTRESS: 1.80
3.02 ok
EXT. STABILITY
ALL ACT 12th
PULLOUT: 1.50
3.51 ok
SOIL BLOCK SLIDING:
1.50 2.26 ok 13th
FACE CONN. (sys) - NCMA: 1.00
1.43 ok
w/ Seismic:
1.13 2.26 ok 14th
FACE CONN. (ult) - NCMA: 1.50
2.23 ok
FOUNDATION BRG:
1.00 2.69 ok 15th
FACE CONN (eng prin.): 1.50
3.61 ok
OVERTURNING:
2.00 4.75
ok 16th
BULGING: 1.50
7.88 ok
w/ Seismic:
1.50 4.75
ok 17th
SLIDING AT LAYER 1: 1.50
3.15 ok
SEISMIC C-EFFICIENTS
l8th
MAX UNREFNF. HT: 1.50
2.73 ok
Ao (per AASHTO):
0.00
GRID. 9
HUESKER 35120-20
SHEAR AT TOP REINF.: 1.50
6.64 ok
d (deflection all'd):
0.00 IN.
CALCULATED PROPERTIES:
GRID DATA FOR ALLAN BLOCK:
LTDS* LTDS* LTDS* SERVICE VALUE MAX VALUES
Ka (interior):
0.318
Soil A Soil B Soil C CONST VAR CONST
VAR
Alpha (interior):
44.36 DEG
TYPE GRID LBS
LBS LBS LBS LBS/FT LBS
LBS/Fr
Ka (exterior):
0.320
1 MIRAF15T 1240
1165
1165 676 0.132 876
0.281
Alpha (exterior):
43.60 DEG
2 MIRAFI8T 2305
2165
2165 770 0.336 1491
0.352
Delta (interior):
21.33 DEG
3 MIRAFI IOT 3180
2990
2990 756 0.335 1356
0.360
Delta (exterior):
32.00 DEG
4 TENSAR UX 800 760
725
550 394 0.445 1472
0.127
Average EFP (ext):
40.04 PCF
5 TENSAR UX 1400 1330
1270
965 356 0.471 981
0.645
Ka (0):
0.31
6 TENSAR UX 1500 2190
2090
1770 614 0.528 1414
0.646
Average EFP (fdf):
38.82 PCF
7 EXXON OTF-300 0
0
0 441 0.287 486
0.376
0
0
0 320 0.746 401
0.875
ALLAN BLOCK DATA:
8 AMOCO - 2044
9 HUESKER 35/20-20 1322
1261
991 494 0.304 998
0.130
Hu (Unit Height):
0.667 FT
10 HUESKER 80/30-20 2915
2735
2393 644 0.462 1214
0.450
Wu (Unit Width):
1.000 FT
I I STRATAGRID 300 1465
1465
1320 519 0.456 827
0.463
Gu - Assumed = 1/2 Wu:
0.500 FT
12 STRATAGRID 500 2120
2120
1905 887 0.178 1500
0.241
UW (Unit Weight):
100 PCF
13 TENSAR UX 1600 2860
2730
2610 614 0.530 1414
0.650
a.0 (unit - unit shear):
375 PPF
Seismic coefliclents
jambda.0 (friction ang):
36.00 DEG
LTDS from GGRI
M: 1.79702
Setback (per course):
1.70 IN
Example from NCMA
Kae: 0.3203
Batter (per course):
12.00 DEG
GEOGRID:
Cds - External: 0.90
Kv = 0.0000
Cds - Internal: 0.90
Kh = 0.0000
Kae:
0.320
Ci (interaction - infill): 0.90
THETA'= 0.0000
DEG
Ka: (ext)
0.320
Ci (interaction - idf): 0.90
Pir = 0.00w
0 WT
Kc:
0.000
AND ARE SUBJECT TO REVIEW BY A LICENSED PROFESSIONAL ENGINEER.
ALL WALLS
ARE PRELIMINARY
ALLAN BLOCK
Project Name: AB - lqbal
Residence
structural Engineering Consultants
PRELIMINARY
WALL DESIGN Project Number. 99117
31620 23rd Ave. South, Suite 321
PER NCMA METHOD
Preparation
Date: 5/29/1999
Federal Way, WA 98003 (206) 941-9929
Design Engineer: MAA
ver: 1/24/96 Pg I
RMELIP-tiom Wall
GEOMETRY & LOADIN G
GRID LAYER
(from bottom
S-0 1L RET INF FDF
-
PHI: 32 32 32 DEG
BLOCKS IN HT:
9.00
(Maximum of 2 grid types)
0 0 0 PSI
HEIGHT, H:
6.00 Fr
layer block grid type
elev. Lfmal FSten
C:
UWT: 125 125 125 PCF
EFFECTIVE HT:
6.00 FT
Ist 3 9
2.00 5.50 2.39
SOIL TYPE: B CRITICAL
SURCHARGE, L:
0.00 PSF
2nd 6 9
4.00 5.50 7.16
ALLOW. BEARING: 2000 PSF
SURCHARGE, D:
0.00 PSF
3rd
DEPTH OF FDF: I FEET
BACKSLOPE:
26.56 DEG
4th
BATTER, w:
12.00 DEG
5th
SOIL TYPES (For WC Const. Material)
BASE SLOPE, Lb:
0.00 DEG
6th
A: Sand, Silt and Clay
(w + Lb), PSI:
12.00 DEG
7th
8th
B: 3/4" Minus Gravel
C: 2-1/2" Minus Crushed Stone
TRIAL LENGTH:
5.50 FT
9th
L required:
5.50 Fr
I Oth
INT. STABILITY: ALL ACT
I Ith
TENSILE OVERSTRESS: 1.80
2.39 ok
EXT. STABILITY
ALL ACT
12th
PULLOUT: 1.50
3.74 ok
SOIL BLOCK SLIDING:
1.50 2.21 ok
13th
FACE CONN. (sys) - NCMA: 1.00
1.16 ok
wl Seismic:
1.13 2.21 ok
14th
FACE CONN. (uli) - NCMA: 1.50
1.78 ok
FOUNDATION BRG:
1.00 2.37 ok
15th
FACE CONN (eng prin.): 1.50
3.10 ok
OVERTURNING:
2.00 4.58 ok
l6th
BULGING: 1.50
4.86 ok
w/ Seismic:
1.50 4.59 ok
17th
SLIDING AT LAYER 1: 1.50
2.71 ok
SEISMIC COEFFICIENTS
18th
MAX UNREINF. HT: 1.50
2.73 ok
Ao (per AASHTO):
0.00
GRID: 9
HUESKER 35aO-20
SHEAR AT TOP REINF.: 1.50
6.64 ok
d (deflection ali'd):
0.00 IN.
GRID DA FOR ALLAN BLOCK:
LTDS* LTDS* LTDS* SERVICE VALUE
MAX VALUES
Soil A Soil B
Soil C CONST
VAR
CONST
VAR
TYPE GRID
LBS
LBS
LBS
LBS LB&TT
LBS
LBS/Fr
I MIRAF1 5T
1240
1165
1165
676
0.132
876
0.281
2 MIRAFI 8T
2305
2165
2165
770
0.336
1491
0.352
3 MIRAFI 10T
3180
2990
2990
756
0.335
1356
0.360
4 TENSAR UX 800
760
725
550
394
0.445
1472
0.127
5 TENSAR UX 1400
1330
1270
965
356
0.471
981
0.645
6 TENSAR UX 1500
2190
2090
1770
614
0.528
1414
0.646
7 EXXON GTF-300
0
0
0
441
0.287
486
0.376
8 AMOCO - 2044
0
- 0
0
320
0.746
401
0.875
9 HUESKER 35/20-20
1322
1261
991
494
0.304
888
0.130
10 HUESKER 80/30-20
2815
2735
2393
644
0.462
1214
0.450
11 STRATAGRID 300
1465
1465
1320
519
0.456
827
0.463
12 STRATAGRID 500
2120
2120
1905
887
0.178
1500
0.241
13 TENSAR UX 1600
2860
2730
2610
614
0.530
1414
0.650
LTDS from GGRI
Seismic coeflicients
Example from NCMA
M:
1.79702
GEOGRID:
Kae:
0.3203
Cds - External:
0.90
Kv =
0.0000
Cds - Internal:
0.90
Kh =
0.0000
Ci (interaction - infill):
0.90
THETA'=
0.0000
DEG
Ci (interaction - Of):
0.90
Pir =
0.0000 * WT
F ALL WALLS ARE PRELIMINARY AND ARE SUBJECT TO RE
CALCUL TED PROPERTIES:
Ka (interior):
0.318
Alpha (interior):
44.36 DEG
Ka (exterior):
0.320
Alpha (exterior):
43.60 DEG
Delta (interior):
21.33 DEG
Delta (exterior):
32.00 DEG
Average EFP (ext):
40.04 PCF
Ka (fdf):
0.31
Average EFP Udf):
38.82 PCF
ALLAN B-LOCK DATA,
Hu (Unit Height):
0.667 FT
Wu (Unit Width):
1.000 Fr
Gu - Assumed = 1/2 Wu:
0.500 Fr
UW (Unit Weight):
100 PCF
am (unit - unit shear):
375 PPF
lambda.0 (friction ang):
36.00 DEG
Setback (per course):
1.70 IN
Batter (per course):
12.00 DEG
Kae: 0.320
Ka: (ext) 0.320
Ke: 0.000
w
ALLAN BLOCK
Project Name: AB - lqbal Residence
rsderson - Peyton
PRELIMINARY WALL DESIGN Project Number: 99117
Iructural Engineering Consultants
PER NCMA METHOD
Preparation Date: 5128/1999
1620 23rd Ave. south, Suite 321
Design Engineer: MAA
ver: 1/24/96 Pg I
ederal Way, WA 98003 (206) 941-9929
AB WaH
GEOMETRY & LOADING
GRID LAYER
(from bottom)
,UIU___RET INF FDF
BLOCKSINHT:
10.00
(Maximum of 2 grid types)
32 32 32 DEG
HEIGHT, H:
6.67 FT
layer block grid type
elev. Lfinal FSten
0 0 0 PSI
EFFECTIVE HT:
6,67 FT
Ist 3 9
2.00 6.00 2.08
jWT: 125 125 125 PCF
SURCHARGE, L:
0.00 PSF
2nd 6 9
4.00 6.00 8.05
;OILTYPE: B CRITICAL
SURCHARGE, D:
0.00 PSF
3rd 7 9
4.67 6.00 11.83
I &.LLOW. BEARING: 2000 PSF
4th
DEPTH OF FDF: I FEET
BACKSLOPE:
26.56 DEG
BATTER, w:
12.00 DEG
Sth
SOIL TYPES (For WC Const. Material)
BASE SLOPE, Lb
0.00 DEG
6th
A: Sand, Silt and Clay
(w + l.b), PSI:
12.00 DEG
7th
8th
3/4* Minus Gravel
TRIAL LENGTH:
6.00 FT
9th
C: 2-1/2" Minus Crushed Stone
L required:
6.00 FT
I Oth
INT. STABILITY: ALL
ACT
I Ith
TENSILE OVERSTRESS: 1,80
2.08 ok
EXT. STABILITY
ALL ACT
12th
PULLOUT: 1.50
4.56 ok
SOIL BLOCK SLIDING:
1.50 2.18 ok
13th
FACE CONN. (sys) - NCMA: 1.00
1.05 ok
w/ Seismic:
1.13 2.18 ok
14th
FACE CONN. (ult) - NCMA: 1.50
1.56 ok
FOUNDATION BRG:
1.00 2.12 ok
I 5th
FACE CONN (eng prin.): 1.50
2.99 ok
OVERTURNING:
2.00 4.44 ok
16th
BULGING: 1.50
4.38 ok
W/ Seismic:
1.50 4.44 ok
l7th
SLIDING AT LAYER 1: 1.50
2.46 ok
SEISMIC COEFFICIENTS
I 8th
GRID: 9
HUESKER 31n0-20
MAX UNREINF. HT: 1.50
2.73 ok
Ao (per AASHTO):
0.00
SHEAR AT TOP REINF.: 1.50
6.64 ok
d (deflection ali'd):
0.00 IN.
GRID DATA FOR ALLAN BLOCK
LTDS* LTDS* LTDS* SERVICE VALUE
MAX VALUES
Soil A Soil B
Soil C CONST
VAR
CONST
VAR
TYPE GRID
LBS
LBS
LBS
LBS LBS/Fr
LBS LBSIFT
I MIRAFI ST
1240
1165
1165
676
0.132
876
0.281
2 MIRAFI 8T
2305
2165
2165
770
0.336
1491
0.352
3 MIRAFI IOT
3180
2990
2990
756
0.335
1356
0.360
4 TENSAR UX 800
760
725
550
394
0.445
1472
0.127
5 TENSAR UX 1400
1330
1270
965
356
0.471
981
0.645
6 TENSAR UX 1500
2190
2090
1770
614
0.528
1414
0.646
7 EXXON GTF-300
0
0
0
441
0.287
496
0.376
8 AMOCO - 2044
0
0
0
320
0.746
401
0.875
9 HUESKER 35/20-20
1322
1261
991
494
0.304
888
0.130
10 HUESKER 80130-20
2815
2735
2393
644
0.462
1214
0.450
11 STRATAGRID 300
1465
1465
1320
519
0.456
827
0.463
12 STRATAGRID 500
2120
2120
1905
887
0.178
1500
0.241
13 TENSAR UX 1600
2860
2730
2610
614
0.530
1414
0.650
Seismic coefliclents
LTDS from GGRI
ss Example from NCMA
M:
1.79702
GEOGRID:
Kae:
0.3203
Cds - External:
0.90
Kv =
0.0000
Cds - Internal:
0.90
Kh =
0.0000
Ci (interaction 7 infill):
0.90
THETA'=
0.0000 DEG
Ci (interaction - fdf):
0.90
Pir
0.0000 * WT
CALCULAT �,D PR )PERTIES
Ka (interior):
0.318
Alpha (interior):
44.36 DEG
Ka (exterior):
0.320
Alpha (exterior):
43.60 DEG
Delta (interior):
21.33 DEG
Delta (exterior):
32.00 DEG
Average EFP (ext):
40.04 PCF
Ka (fdf):
0.31
Average EFP (fdf):
38.82 PCF
ALLAN -BLOCK DATA'
Hu (Unit Height):
0.667 FT
Wu (Unit Width):
1.000 FT
Gu - Assumed = 1/2 Wu:
0.500 FT
UW (Unit Weight):
100 PCF
a.0 (unit - unit shear):
375 PPF
lambda.0 (friction ang):
36.00 DEG
Setback (per course):
1.70 IN
Batter (per course):
12.00 DEG
Kae: 0.320
Ka: (ext) 0.320
Ke: 0.000
as
ALLAN BLOCK
Project Name: AB - lqbal Residence
Structural Engineering Consultants
PRELIMINARY
WALL DESIGN Project Number. 99117
31620 23rd Ave. South, Suite 321
PER NCMA METHOD
Preparation
Date: 5/28/1999
Federal Way, WA 98003 (206) 941-9929
Design Engineer. MAA
ver: 1/24/96 Pg I
pC1LdptI.n.- AB WaU
So L RET INF FDF
L_
GEOMETRY & LOADING
GRID LAYER
(from bottom
PHI: 32 32 32 DEG
BLOCKS IN HT:
11.00
(Maximum of 2 grid types)
0 0 0 PSI
HEIGHT, H:
7.33 FT
layer block grid type
elev. Lfinal FSten
C:
UW17: 125 125 125 PCF
EFFECTIVE HT:
7.33 FT
I St. 1 9
0.67 6.50 3.62
SOIL TYPE: B CRITICAL
SURCHARGE, L:
0.00 PSF
2nd 3 9
2.00 6.50 3.74
ALLOW. BEARING: 2000 PSF
SURCHARGE, D:
0.00 PSF
3rd 6 9
4.00 6.50 5.52
DEPTH OF FDF: I FEET
BACKSLOPE:
1 26.56 DEG
4th 8 9
5.33 6.50 9.06
BATTER, w:
12.00 DEG
5th
SOIL TYPES (For WC Const. Material)
BASE SLOPE, lb:
0.00 DEG
6th
A: Sand, Silt and ClaY
(w + Lb), PSI:
12.00 DEG
7th
B: 3/4" Minus Gravel
8th
C: 2-1/2" Minus Crushed Stone
TRIAL LENGTH:
6.50 FT
9th
L required:
6.50 FT
I Oth
INT. STAB] ITY: ALL
ACT
lith
TENSILE OVERSTRESS: 1.80
3.62 ok
EXT. STABILITY
ALL ACT
12th
PULLOUT: 1.50
5.05 ok
SOIL BLOCK SLIDING:
1.50 2.15 ok
13th
FACE CONN. (sys) - NCMA: 1.00
1.95 ok
W/ Seismic:
1.13 2.15 ok
14th
FACE CONN. (ult) - NCMA: 1.50
2.80 ok
FOUNDATION BRG:
1.00 1.92 ok
15th
FACE CONN (eng prin.): 1.50
3.46 ok
OVERTURNING:
2.00 4.34 ok
16th
BULGING: 1.50
4.03 ok
w/ Seismic:
1.50 4.34 ok
17th
SLIDING AT LAYER 1: 1.50
1.97 ok
SEISMIC COEFFICIENTS.
I Sth
MAX UNREINF. HT: 1.50
2.73 ok
An (per AASHTO):
0.00
GRID. 9
HVESKER 35120-20
SHEAR AT TOP REINF.: 1.50
6.64 ok
d (deflection ali'd):
0.00 IN.
CALCULATED PROPERTIES:
GRID DATA FOR ALLAN BLOCK:
LTDS* LTDS*
LTDS* SERVICE VALUE
MAX VALUES
Ka (interior):
0.318
Soil A
Soil B
Soil C CONST
VAR
CONST
VAR
Alpha (interior):
44.36 DEG
TYPE GRID
LBS
LBS
LBS
LBS LBS/FT
LBS LBS/Fr
Ka (exterior):
0.320
1 MIRAFI 5T
1240
1165
1165
676
0.132
876
0.281
Alpha (exterior):
43.60 DEG
2 MIRAFI 8T
2305
2165
2165
770
0.336
1491
0.352
Delta (interior):
21.33 DEG
3 MIRAFI 10T
3180
2990
2990
756
0.335
1356
0.360
Delta (exterior):
32.00 DEG
4 TENSAR UX 800
760
725
550
394
0.445
1472
0.127
Average EFP (ext):
40.04 PCF
5 TENSAR UX 1400
1330
1270
965
356
0.471
981
0.645
Ka (fdo:
0.31
6 TENSAR UX 1500
2190
2090
1770
614
0.528
1414
0.646
Average EFP (fdf):
38.82 PCF
7 EXXON GTF-300
0
0
0
441
0.287
486
0.376
0
0
0
320
0.746
401
0.875
ALLAN BLOCK DATA:
8 AMOCO - 2044
9 14UESKER 35/20-20
1322
1261
991
494
0.304
888
0.130
Hu (Unit Height):
0.667 FT
10 HUESKER 80/30-20
2815
2735
2393
644
0.462
1214
0.450
Wu (Unit Width):
1.000 FT
I I STRATAGRID 300
1465
1465
1320
519
0.456
827
0.463
Gu - Assumed = 1/2 Wu:
0.500 FT
12 STRATAGRID 500
2120
2120
1905
887
0.178
1500
0.241
UW(UnitWeight):
100 PCF
13 TENSAR UX 1600
2860
2730
2610
614
0.530
1414
0.650
a.0 (unit - unit shear):
375 PPF
Seismic coefficients
lambda.0 (friction ang):
36.00 DEG
LTDS from GGRI
M:
1.79702
Setback (per course):
1.70 IN
Example from NCMA
GEOGRID:
Kae:
0.3203
Batter (per course):
12.00 DEG
Cds - External:
0.90
Kv
0.0000
Cds - Internal:
0.90
0.0000
Kae:
0.320
Ci (intera . ction - infill):
0.90
THETA'
0.0000 DEG
Ka: (ext)
0.320
Ci (interaction - fdf):
0.90
Pir =
0.0000 *
WT
Ke:
0.000
PRELIMINARY AND ARE SUBJECT TO REVIEW BY A LICENSED PROFESSIONAL ENGIRRK--7
ALL
WALLS
ARE
ALLAN BLOCK
project Name: AB - lqbal Residence
nderson - Peyton PRELIMINARY WALL DESIGN
Project Number. 99117
:ructural Engineering Consultants PER NCMA METHOD
preparation Date: 5/28/1999
1620 23rd Ave. South, Suite 321
Design Engineer. MAA ver: 1/24/96 Pg I
ederal WaY, WA 98003 (206) 941-9929
AB Wall
GEO IETRY & LOADING
GRID LAYER (from bottom)
tOlL RET I F FDF
12.00
(maximum of 2 grid types)
32 32 32 DEG
BLOCKS IN HT:
8.00 FT
layer block grid type
elev. Limal FSten
0 0 0 PSI
HEIGHT, H:
Ist I 9
0,67 7.00 3.29
JWT: 125 125 125 PCF
EFFECTIVE HT: 8.00 FT
2nd 3 9
2.00 7.00 3.31
;OIL TYPE: B CRITICAL
SURCHARGE, L: 0.00 PSF
3rd 6 9
4.00 7.00 4.02
,kLLOW. BEARING: 2000 PSF
SURCHARGE, D: 0,00 PSF
26.56 DEG
4th 9 9
6.00 7.00 7.16
DEPTH OF FDF: I FEET
BACKSLOPE:
12.00 DEG
5th
BATTER, w:
SOIL TYPES (For WC Const. Material)
BASE SLOPE, Lb: 0.00 DEG
6th
(w + I.b), PSI: 12.00 DEG
7th
A: Sand, Silt and Clay
8th
B: 3/4" Minus Gravel
TRIAL LENGTH: 7.00 FT
9th
C: 2-1/2" minus Crushed Stone
7.00 FT
10th
L required:
I Ith
INT. STABILITY ALL ACT
EXT. 3TABILITY ALL ACT 12th
TENSILE OVERSTRESS: 1.80 3.29 ok
SOIL BLOCK SLIDING: 1.50 2.13
ok 13th
PULLOUT: 1.50 4.09 ok
Seismic: 1.13 2.13
ok 14th
FACE CONN. (Svs) - NCMA: 1.00 1.78 ok
w/
FOUNDATION BRG: 1.00 1.75 ok 15th
FACE CONN. (ult) - NCMA: 1.50 2.54 ok
2.00 4.25
ok 16th
FACE CONN (eng prin.): 1.50 3.33 ok
OVERTURNING:
4.25
ok 17th
BULGING: 1.50 3.76 ok
w/ Seismic: 1.50
SF IS v11C c )EFFICIENTS
I 8th
SLIDING AT LAYER 1: 1.50 1.90 ok
0.00
GWD. 9
HUESKER 35120-20
MAX UNREINF. HT: 1.50 2.73 ok
Ao (per AASHTO):
SHEAR AT TOP REINF.: 1.50 6.64 ok
d (deflection all'd): 0.00 IN.
CAL QLATED PROPERTIES:
GRID DATA FOR ALL kN BLOCK:
Ka (interior):
0.318
LTDS- LTDS* LTDS* SERVICE VALUE MAX VALUES
Alpha (interior):
44.36 DEG
Soil A Soil B Soil
C CONST VAR CONST VAR
Ka (exterior):
0.320
TYPE GRID LB§ LBS
LBS LBS LBSWr LBS LBS/Fr
Alpha (exterior):
43.60 DEG
I mIRAFl 5T 1240 1165
1165 676 0.132 876 0.291
Delta (interior):
21.33 DEG
2 MIRAFI ST 2305 2165
2165 770 0.336 1491 0.352
Delta (exterior):
32.00 DEG
3 MIRAF1 IOT 3190 2990
2990 756 0.335 1356 0.360
Average EFP (ext):
40.04 PCF
4 TENSAR UX 800 760 725
550 394 0.445 1472 0.127
Ka (fdf):
0.31
5 TENSAR UX 14 00 1330 1270
965 356 0.471 981 0.645
Average EFP (fdf):
38.82 PCF
.
6 TENSAR UX 1500 2190 2090
177o 614 0.528 1414 0,646
7 EXXON GTF-300 0 0
0 441 0.287 486 0.376
ALLAN BLOCK DATA:
8 AMOCO - 2044 0 0
0 320 0.746 401 0.875
898 0.130
Hu (Unit Height):
0.667 FT
9 HUESKER 35/20-20 1322 1261
991 494 0.304
1214 0.450
Wu (Unit Width):
i.000 FT
10 I-RJESKER 80/30-20 2915 2735
2393 644 0.462
0.463
Gu - Assumed = 1/2 Wu:
0.500 Fr
I I STRATAGRID 300 1465 1465
1320 519 0.456 827
0.241
UW (Unit Weight):
100 PCF
12 STRATAGRID 500 2120 2120
1905 887 0.178 1500
0.650
a.0 (unit - unit shear):
375 PPF
13 TENSAR UX 1600 2860 2730
2610 614 0.530 1414
lambda.0 (friction ang):
36.00 DEG
LTDS from GGRI
Seismic coefficients
Setback (Per course):
1.70 IN
so Example from NCMA
M: 1.79702
Batter (per course):
12.00 DEG
GEOGRID:
Kae: 0.3203
Cds - External: 0.90
Kv 0.0000
Kae:
0.320
Cds - Internal: 0.90
Kh 0.0000
0.0000 DEG
Ka: (ext)
0.320
Ci (interaction - infill): 0.90
THETA'=
Ke:
0.000
Ci (interaction - fdf): 0.90
Pir 0.0000 * WT
- I i i: itioiIIESSIONAL ENGINEER.
I'VJkLICE11150F
43
— Sent' By: Krazan; 1 360 598 2127; Apr-i-tL99 3:05PM; Page 212
IATES. IN
GEOTECHNICAL ENGINEERING 9 ENVIRONMENTAL ENGINEERING
CONSTRUCTION TESTING & INSPECTION
—in F.�RECSIVED
April 13, 1999 rl--�) C - i
KA Project No. 062-98178
Mr. Naern 1qbal
A- I Landscaping& Construction, Inc.
Post Office Box 822
Lynnwood, Washington 98046-0822
RE: Proposed Residenfiall Structure
18108 88'h Avenue West
Edmonds, Washington
Dear Mr. 1qbal:
DEVELOPMENT SERVICES CTR-
CITY OF EDMONDS
RECEIVED
APR 16 1999
PERMIT COUNTER
In accordance with your requM we have completed a review of the plans for the proposed residence
at the refemnced location. The plans reviewed were by Mr. Paul WU and dated April 12, 1999. It is
our understanding that as presently conceived a single-family residence with daylight basement is to
be constructed in the lower portion of the lot. Two retaining walls will be constructed upgradient of
the proposed residence. The nearest retaining walt to the residence will be approximately 9 feet. in
height while the larger retaining wall will range from I to 15 fiDet in height. Both retaining walls will
consist of an Allen block and associated geogrid design.
if the excavation is performed correctly for the retaining walls, there appears to be a minimum
potentW of impact to the adjacent residence to the south. which is uPgradient The proposed location
for the residential structure appears suitable ror the subject property. It is recommended that a
rcpreserdative of Krazan & Associates view the excavated load bearing soils for both the residence
and the retaining wall in order to verify that the soils are consistent with those encountered in our
exploratory borings.
Our recommendations am based on review of the referenced plans and information generated from our
geotechnical investigation dated October 7. 1998.
The geovechnical engineer warrants that the findings, recommendations, specifications, or professional
advice contained herein have been made in accordance with generally accepted professional
geotechnical engineering practices in the local arm No other warran6es are implied or expressed.
If you have any questions, or if we may be of further assistanoc, please do not hesitate to contact our
office at (360) 599-2126.
Respectfully submitted,
KRAZAN & ASSOCIATES, INC.
Shawn E. Williams
Project Geologist
Dean Alexander
Professional Engincer
RPE-0030508
ATTACHMENT 7
Ten Offices Serving The Western United States
383 EqueMan Mve 0 Pouh;ho, Washington 98370 - (360) 598-2126 P Fax: (360) 598-2127
Water Service Drawing
The City of Edmonds EASEMENT NO . ............................................
NEW CONSTRUCTION REPAIRS [I LID NO . .................. ASMT. NO . ..................
OWNER.............................................................................................
JOB ADDRESS 1810e ... ...... W . ...........
........................
tzrtm* h1a WiTMITIf W AMCIRACV. 1'10!Af&m'm &N-." or, ff*
fibdNA mp was Cx;,i-;;,e, !t t ;;�W; "by &W a 'r, Amm-di, "L, va;krim
and corultards. Tin fr".4 d Edf�,.mdf dm not wanant hp ammacy "I
anytNirG set taft an the rna;j. kly on"N'i
cmduct an ur,
W nd !4vied f% ':11q, of fv-y ,ii sU,
n."t &)�sf vi3O or 1"! nw azizl' �2 ft"')
Vd!hai IN ^'-,y tit N,
tier b L!, :;,t� �3 a" cflicems
tils man, n: funy nny
sha,! ;U-1 ill'""la tn, lha 1,;
a f
PVIW-000 1 - 11175 (R EV. I 1'7V)
CUNTRACTOR.......................................... ......................................... PERMIT NO . ....................
LEGAL DESCRIPTION . LC, V No . ....................... .............. BLOCK NO . ............................. .....
............................................ . ........................................... ............................ .. ...... . ...............
NAMEOF ADDITION ..: ..... .................... .............. * ............................... .. ..............................
43
131
16apsi. P.s. —A-aAc.6tz
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r 1
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it
_._pproved:
�-Aa-VA,L
DATT'DF., ... By .......................
0
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(M
r-4
CITY CLF-RK
my .6FAVEmONDS
191 51 4 EN E NO.
EDMONDS. WA 98020
ol..,90-30617* 19 08030617
. 06 PM SnohomiSh
08/030999 03. countY
p.00ol RECORDED
STATEMENT ON ACCESSORY DWELLING UNITS
Property Address; 19112 S A m L t
Edmonds, Washington
Assessor's Parcel Number: -08?- 0/ 7- 62
40-,!5-
I have read the requirements for accessory dwelling units contained in Chapter 20.21 of
the Edmonds Community Development Code and understand that an accessory dwelling
unit, including a second kitchen, is prohibited for two years after occupancy by the
current owner (unless a waiver is granted by the Community Services Department) and
until after a conditional use permit has been approved by the City of Edmonds Hearing
Examiner.
I also understand that approval of a conditional use permit is subject to a public
hearing, and neither this statement nor the issuance of a building permit shall act to
limit the discretion of the City in the review of any application for a conditional use
permit.
Property Owner Signature: 12:��
Date: 2/:UZa
/ 11f .
STATE OF WASHINGTON
COUNTY OF SNOHOMISH)
I certify that I know or have satisfactory evidence that O-Z WdWa F. Wdcla - ka 5W
signed this instrument and acknowledge it to be his/her free and voluntary act For the uses and
purposes mentioned in this instrument.
Notar*.!Jpressure seals must be smudged. Dated: 6) 4 2 2
M cc
Signature of
Notary Public:
......
W.
ties
Residing at: P1,Pya(
a*
-*
My Appointment
A
S -P
Expires:
W A S
THIS DdMMENTMUST BE RECORDED WITH THE SNOHOMISH COUNTY AUDITOR.
CITY OF EDMONDS
z E
PERMIT
NUMBER
CONSTRUCTION PERMIT AfIPLICATION
D,
iTU_1T_E/APT
'OWNER
OF BUSINESS
ADORES S. C6
NAME /NAME ,
�JAEE"
LEGAL DESCRIPTION CHECKI
SUBDIVISION NO.
LID NO.
iTi
MAILING ADDRESS
/)-g/
Z
o
s0607
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MA P.
'�TESCP Approved
RW Permit Required 41, E3
LIP, TELEPHUNt:
CITY 1 (42,5)
WNOHNA�eic)6
NUMBER
1.�6 7-
EXISTING REQUI RED DED ICATION
Street Use Permit Req'dXP
Inspection Required
1, ROPOSED
Sidewalk Required V,
NAME�
P/\ U L VJLJ, AIA
METJRSIZE
LINE SIZE
NO. OF FIXTURES
P11 REQUIRED
YES YNO
W
Lu
ADDR�SS A(
'�-I 7
REMARKS
Z
7:1
CITY ZIP ]TELEPHONE
NUMB Eh
12,::�61 1A1_5,-1FCr&,v`.S 2,t:�o .
W
ui
603
15) 5 O�, 2- 'd 7-
C�0051011) CVr'- 0776 41r t 11V c
W
NAME
A -i'L"D
cc
0
ADDRESS
P 0 R lz�$ ;1`11 "t 2. Z_
ENGINVERI�G MEMO DATED
1,4)1�1 -7
R I EDBY
�k T
21
Z
,
CITY
L '125
-PHONE.. NUMBER
B5 3
67ZB53
REVIEWED BY
Lu
E
FIRE MEMO DATED
0
0
Y),YvL�6
- EXP6tMW&h
STA�E LICENSE NUM13ER _ ,
A^y�� �� A LMA_!CfL�,!>t
I )VAR]
ADB#
SOORELINEA
—
Z
Legal Description of Property - inclpdd..a 11 easements
LOT
V,.;w
EVIEW
L E EXEMPT
SIGN AREA
ALLOWED POSED
HEIGHT
ALLOWED IPROPOSED
LL
cr
L)
TRA(T A, PLE OF DOLW P/\,
E
REQUIRED SETBACKS (FT.)
PROPOSED SETBACKS (FT.)
LOT COVERAGE
(n
P/\(_1t5 C�o 1�
ALLOWED � PROPOSED
FRONT SIDE REAR
);15 /P 94�
FRONT UR SIPE REAR
/;1 5'
0
Z
VOL
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Z
ul
Property
Tax Account �30 1�20 0 �2. 5
NIN VIE
0
Parcel No.
Tb
ZNEW
RESIDENTIAL
PLUMBINGIMECH
COMPLIANCE OR
D
590ar =V
ADDIT16N
COMMERCIAL
CHANGE OF USE
F&IQLZ
11:1
APT. BLDG.
El SIGN
REMODEL L_
FENCE
G&Jr CYDS. El I— x
CHECKED BY
TYPE OF CQNST RUCTION
OCCUPANT
1col-7
REPAIR —FT)
WOODSTOVE SWIM POOL
DEMOLISH INSERT HOT TUB/SPA
SPECIAL INSPECTOR
REQUIRED
Z05
GARAGE R . ETAINING WALL/
CARPORT ROCKERY RENEWAL
kYES
REMARKS
PROGRESS INSPECTIONS PER UBC 108
0
(TYPE OF USE, BUSINESS OR ACTIVITY) EXPLAIN:
2,(N&LE FAWLY
60"1112 po"Al" /VyYf4'"9
AW)WAV07-1 M# 0 05Cb
_j
C-0
Y)
LAJ
0
NUMBER
OF
NUMBER OF
DWELLING
C RITICAL�
AREAS
y-YAMOf
15'� MPf 9-V- lhON AeftV19W) FE�
M W-1 VJVL-%,5
0
0
STI UNITS NUMBER
P'L
DESCRIBE WORK TO BE DONE (ATTACH OT PLAN)
C ow,::;�- V (_T- A
FINAL INSPECTION/
REOUIRED
F/,HILY RL91)�,NCE oN VA(I\t\)T
VALUATION
FEE
WALL5
CHECK FEE
L 07 2 pL-7..
HEAT SOURCE:
GLAZING
26 '-26 %
ING
PLUMBING
rp Ian Check No. c7t?- 15,_3
MECHANICAL
This.Permlt covers work to be donb on private property ONLY.
GRADINGWILL
AA 0
Any construction on the publlc,homain (curbs, sidewelks,
driveways, marquees, etc.) will require separate permission.
STATE SURCHARGE
41
Permit Application: i80 Days
STORM DRAINAGE FEE
Permit Limit: I Year - Provided Work Is Started Within 180 Days
-50
"Applicant. on behalf of) . his or her spouse, heirs, assigns,and
ENG. INSPE�TION FEE
j
Cn
'Wn
SU, ccessors;in iht6rest ag�eeis:'to iridEiffjnify,�; defend and.hold
City Edrrionds, Washington, its officials,
harmless the of
2
employees, and agents from any and All claims for damage S of
cr
4
1 whatever nature, arising directly or indiKectly from the issuance
DEPOSIT
OV
X
I
of this permit. Issuance of this $ermit shall not be deemed to
PLAN CHECK
0
modify, waive or reduce any requirement of any city ordinance
limit in any way the City's ability to enforce any ordinance
J11-
nor
TOTAL AMOUNT DUE
700
provision." , �- -- I
I hereby acknowledge that I have r6ad this application; that the
ATTENTION
APPLICATION APPROVAL
information gi4ri'iii correct; and that I am the owner, or th " e duly
authorized agent of the owner. I agree to comply with city and
state laws regulating construction; and in doing the work authoriz-
THIS PERMIT
AUTHORIZES
This application is not a permit until
ed thereby, no person will. be employed in violatidn of the Lab6r*
ONLY THE
signed by the Building Official or his/her
Code of the State of Washington relating to Workmen's Compensa-
i
WORK NOTED
Deputy; and fees are paid, and receipt is
acknowledged in space provided,.
tion Insam aria RCW 18.27.
INSPECTION
Uj!�IOWNER R AGENT)., DATE SIGNED
DEPARTMENT
CITY OF
OFFIC1fij'S S ATURE DATE
EDMONDS
171iA
CALL FOR
RELEAS 0 BY f C)ATE
ATTENTION
INSPECTION
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE
UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR
771-0220
0 INA L — le YELLOW — Inspector
RIG
L
A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC
-
SECTION 109
.An
PINK Owner GOLD — Assessor
IrD
r
,\ N. \, � a. �\
................. . ............... .
R1177: 217 /6
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RECF-IVED
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PERMIT COUNTER
�LL40E7�
Apy--23-99 04:44P A-1 LANO&CONST.INC 425 469 0222 P.06
-KraZa-n & ASSOCIATES, JNC.
OhOl'ECHNICAL ENGINEERING * ENVIRONMENTAL ENGINEERING
C 0 N.�'l K U C'I'l U N 'I'LS I'l N G & I N S VE C T 10 N
October 7, 1998 KA Project No. 062-98178
GF,OTECH.NICAL ENGINEERJNG INVESTIGATION
PROPOSED RESIDENCE
IS 108 88T" AVENUE
EDMONDS, WASHINGTON RECEivED
JUN 0 11999 ,
"IQ U42 Eftaftow amm CM
Iff ["
INT RODUCTION
T
This report presents the results of our Geotechnical Engineering Investigation for the proposed residence to
be located at 18108 88'h Avenue in Edmonds, Washington. Discussions regarding site conditions are
presented herein, together with conclusions and recommendations pertaining to -site preparadon, Engineered
fill, utility trcnch backfill, drainage and landscaping, foundations, concrete floor slabs and exterior flat -work,
retaining walls, and pavement.
A site plan showing the approximate boring locations is presented following the text of this report. A
description of the field investigation, boring logs, and the boring log legend are presented in Appendix A.
Appendix A conmins a description of laboratory testing phase of this study; along with laboratory test results.
Appendix B contains a guide to earthwork specifications. When conflicts in the text of the report occur with
the general specifications in the appendices, the recommendations in the text of the report have precedence.
PQRPgSE AND SCOPE
This investigation was conducted to evaluate the soil and groundwater conditions at the site, to make
geutechnical engineering recommendations for use in design of specific construction elements, and to
provide criteria for site preparation and Engineered Fill construction.
Our scope of services was outlined as follows:
0 A review or the Geotechnical Investigation, Planned Short Plat, Edmonds, Washington, by Courvette
Geotcchnical Engineering, dated June 13, 1991. A review of Supplemental Letter Geotechnical
Engineering Investigation, Planned Short Plat, Olympic View Drive, Ednionds, dated February 5,
1992.
A site reconnaissance by a member or our engineering staff to evaluate the surface conditions at the
project site.
0 A field investigation consisting of placing 4 exploratory soil borings to depths ranging from
approximately 1 I'A feet to 14 feet for evaluation of the subsurrace soil conditions at the project sitc.
ATTACHMENT 6_
orfices Serving The Western United States
383 Lctoestrian Drive - rotilsbe, Wushingioii 98370 - (J60) 599-2126 - Fax: (360) 59X-2127 0ONS111
KA No. 062-98178
Page No. 2
Performing laboratory tests on representative soil samples obtained from the borings to evaluate the
physical and index properties of (lie subsurface soils.
Evaluation of the data 'obtained from the investigation and an engineering analysis to provide
recommendations for use in the project design and preparation of construction specifications.
Preparation of this report summarizing the results, conclusions, recommendat tons and findings of our
investigation.
PROPOSED CONSTRUCTION
We Understand that design of the proposed development is currently underway; structural load information
and other final details pertaining to the structures are unavailable. On a preliminary basis, it is understood
that the development will consist of a three-story structure, The building will encompass approximately
3,600 square feet. Footing loads are anticipated to be light to moderate, In addition, it is our understanding
that the property owner proposes to constr-uct a rockery on the eastern portion of the lot (rear).
In the event these structural or grading details are inconsistent with the final design criteria, the Soils
Engineer should be notified so that we may update (his writing as applicable.
SITE LOCATION AND SITE DESCRIPTION
The site for the proposed residential structure encompasses approximately .36 acres and Is lucated near Elie
southwest comer of the 88th Avenue West and Olympic View, in the southeast quadrant of Section 12,
Township 27 North, Range 4 East, Western Meridian. The site is located in the northern extremity of the city
of Edmonds.
The lot is currently undeveloped, At the time of our investigation, the majority of the site had vegeEacion
COMiSting of blackberry bushes and horse tails. There were tree stumps noted on the site at the time of the
site visit. The site is bordered on the north and east by residential homes, on the south by a vacant forested
lot, and on the west by a private driveway with a residence beyond,
The subject lot has a relatively level plateau on the southem portion of the lot which then slopes steeply to
the north at a ratio of 1 Y2; 1 (horizontal to vertical) and terminates into a plateau on the lower portion of the
lot,
GEOLOGIC SETrING
The subject site lies within the central Puget Lowland. The lowland is part of a regional north -south trending
trough that cxrcnds from southwestern British Columbia to near Eugene, Oregon. North of Olympia,
Washington, this lowland is glacially carved with a depositional and erosional history including at least four
separate glacial advance/retreats. The Puget Lowland is bounded on the west by the Olympic Mountains and
on the cast by the Cascade Range. The lowland is Filled with glacial and nonglacial sediments consisting of
interbedded gravel, sand, silt, till, and peat lenses.
FIFLD AND LABORATORY INVESTIGATION'S
Kr2znn X As"ciafrs, [nc.
OfTices Serving The Western United States
00.10111111
425 489 oZZZ P. ok3
KA No, 062.98178
No' U62-98178
FIELI) ANL) LABORATC Page No. 3
--------------------- Page No. 3
I y T NY- 'S r A
RV I -u-1 -
A field Investigation, consisting of drilling 4
'<isting site grade us'
fect to 14 feet below e exploratory So'] borings to dePIL111 ranging froin approximately
the subsurface soil Condit' Ing a Portable two-rtian drill rig, was Performed to evaluate
Ions at tile prOjeut site. Boring.s B-1 and B-3 were placed inside the proposed
proposed residential structure. The approximate boring locations are shown oil the
building pad footprint. Boring B-2 was placed to the west Of the proposed structure and Boring B-4 was
Placed I-IP-gradient of tile
-sire map. During drilling Operations, penetration tests were Performed at regular intervals to evaluate the soil
consistency and to obtain information regarding the engineering Properties of the subsoils. The soil samples
were retained for laboratory testing. The SO I Is encountered were continuously Cxamined and visually
classified in accordance with the Unified Soil Classification System. A more detailed description of (he field
investigation is presented in Appendix A.
Lab - oratory tests were performed on selected soil samples to evaluate their physical
engineering properties. The laboratory test' characteristic.s and
natural mo* Ing program was formulated with emphasis oil the evaluation of
Isture, gradation, Plasticity and elasticity, and moisture -density relationships of the materials
encountered, Details of the laboratory test program and the results of laboratory test are Summarized in
Appendix A. This information, along witil the field observat'
Appendix A. ions, was used to prepare the final boring logs in
SOIL PROFILE AND SU13
Based oil our findings, the subsurface conditions ncountered appeared to be
geologic region of the site. In general, tipper soilse
are d' typical Of those found in the
Consisted 6 to 12 inches Of loose sandy Silt. These soils
isturbed, have low strength characteristics, and are highly compressible when saturated, In borings B-1,
B-2, and 9-3, beneath the loose surface soil,
" approximate ly 3 to 7 Feet of firm/loose clayey
was encountered. Field and laboratory tests suggests t sill or sandy silt
compressible, and have �ar these soils are moderately strong, sliglitly
low swell potential. Penetration resistance ranges from 3 to 9 blows per foot.
Representative soil samples (from borings B-1 and B-3) had plasticity indices of 9 and 13.- respectively.
Below 3v, to 7 feet, are predominantly silty sand,
with thill sandy silt, or sand which were Occasionally interbedded
141yers of hard sandy to clayey sill (Whidbey Formation). These soils had si'llilar strength
characteristics is the upper 5Oil5 and extended to the len-nination depth orour borings.
Boring B-4 was Placed on the top Of the slope oil
soils, approximately the Southern Portion Of the lot. Below th 1 s surface
laboratory tests suggests th e 00 e
1 0Yj feet Of loose to medium dense silty sand or sandy silt wa's
t these soils are moderately strong and slightly Compressible, Penetration
resistance a encountered, Field aild
ranged rrom 26 to 54 blows per foot. Below I )/.- rcet, predominantly very, Stifl'Eu hard clayey sill
was encountered. These soils extended to the termination depth orthc boring,
GROUNDWATER
Test boring 10cations were checked for the presence Of groundwater during and inimediately rullowing
drilling operaEfolls, Free groundwater was not encountered in any or the
upper two to three feet was noted in borings 13- 1 and 8.2. our borings, Water scepage from the
A-razan &7TS—oc—lares-ITH—C.
orriccs SclinE The Western Unitc'd States
NIVS178
K-A No. 062-99,178
Page No, 4
it should be recognized that water table elevations may fluctuate with Lime, being dependent upon seasonal
precipitation, irrigation, land use, and climatic conditions as well as other factors. Therefore, water level
observations at the time Of the field investigation may vary from those encountered during the constniction
phase of the project. The evaluation of such factors is beyond the scope of this report.
CONCLUSIONS AND RFCOMMENDATIONS
Based on the findings of our field and laboratory investigations, along with previous geotechnical experience
in the project area, the following is a summary of our evaluations, conclusions and recommendations.
Administrative Summa!:1
Tn brief the subject site and soil conditions, with the exception of the loose surface soils, appear to be
conducive to the development of the project. The design of the proposed rockery and any potential grading
should be performed to maintain the stability of the slope.
'rhe surface soils have a loose/soft consistency. These soils are disturbed, have low strength characteristics,
and potentially highly compressible when saturated. Accordingly, it is recommended that these surface Soils
be removed and replaced with imported fill. The fill should be keyed into the into the slope using a system of
benches. The benches should be a width that will allow access for earth moving and compaction equipment.
This compaction effort should stabilize the surface soils and locate any unsuitable or pliant areas not found
during our field investigation.
Fc1led trees were encountered at the site. The tree stumps should be removed and the resulting excavation
should be backfilled with Engineered Fill. Tree stump removal operations should include roots greater than
I inch in diameter. The resulting excavations should be backfilled with Engineered Fill.
Upon completion of the recommended site preparation, the site should be suitable for shallow footing
support. The proposed structural footings may be designed using allowable bearing of 2,000 psf for dead -
plus -live loads. Footings should have a minimum embedment of 18 inches.
Groundwater Innuence on Structures/Construction
Based on our findings and historical records, it is not anticipated that groundwater will rise within the zone or
structural influence or affect the construction of foundations and pavcmcnts for the project. However, the
perched groundwater encountered in the test borings will be need to be addressed during grading operations.
In addition, if earthwork is performed during or soon after periods of precipitation, the subgrade soils may
become saturated, pump, or not respond to den5ification techniques. Typical remedial measures include
discing and aerating the soil during dry weather; mixing the soil with dryer materials; removing and replacing
the soil with an approved rill material; or mixing the soil with an approved lime or cernent product. Our firm
should be consulted prior to implementing remedial measures to observc the unstable subgrade condition.,,
and provide appropriate recommendations.
Krtiznn X Associates, Inc.
Ofrices Scrving 1'hc Wcs(cni Unilcd Stutes 042931711
Apr--23-99 04:45P A— I L_/AN1J&(_(JN:�, I . INU
KA No. 062-98178
Page No. 5
i
S i t C
General site clearing should include remov-11 of asphaltic concrete, vegetation and existing utilities; and
structures, including foundations, basement walls and floors, existing stockpiled . soil, trees and associated
root systems, rubble, rubbish and any loose and/or saturated materials. Site stripping should extend to a
minimum depth of 2 to 4 inches, or until all organics in excess of 3 percent by i volume are removed. Deeper
Itable for reuse as Engineered
stripping may be required in localized areas. These materials will not be su
ill. However.. stripped topsoil may be stockpiled and reused in landscape or non-structural areas.
After stri pping operations, it is recommended that the kipper two to three feet or native within the building
and exterior flatwork areas be excavaLed and replaced with Engineered Fill. The fill should be placed in 6-
inch lifts and compacted to a minimum of 95 percent of maximum density based on ASTM. Test Method
D1557.
Trees were encountered at the site. If not utilized for the proposed development, the trees should be removed
and the resulting, excavation should be backfilled with Engineered Fill. Tree removal operations should
include roots greater than I inch In diameter. The resulting excavations should be backfilled with Engineered
Fill atid compacted to a minimum of 95 percent of maximum density based on ASTM Test Method D 1557.
winter months, become very moist due to the absorption characteristics of the
'rhe upper soils, during wet I er cry oist unstable soils, which
soil. Earthwork operations performed during winter months may encout t Y m
may require removal to grade a stable building foundation. Project site winterization consisting of placement
of aggregate base and protecting exposed soils during the construction phase should be performed.
Excavations, depressions, or soft and pliant areas extending below planned finished sub&rade levels should
be cleaned to firm, undisturbed soil and backfilled with Engineered Fill. Any buried structures encountered
during construction should be properly removed and backfillcd. In general, any septic tanks, debris pits,
cesspools, or similar structures should be entirely removed. Concrete footings should be removed to an
equivalent dcilth of at least 3 feet below proposed footing elevations or as recommended by the Soils
L
Filgii . ieer. Any other buried structures should be removed in accordance with the recommenda ions of the
soils Engineer. Resulting excavations should be backfilled with Engineered Fill.
A representative of our fir-m should be present during all site clearing and grading operations to test and
observe earthwork construction. This testing and observation is an integral part of our service as acceptance
of earthwork constructi . on is dependent upon compaction of the material and the stability of the rnatcrial. The
Soils Engineer may reject any material that does not meet compaction and stability requirements. Further
recommendaLions of this report are predicated upon the assumption that carthwork construction will conform
to recom rnendat ions set forth in this section and the Engineered Fill section.
Knizan & j!juclares, Inc.
Orficcs Serving The Wcstern United Si4tei
06,
KA No. 062-98 178
Page No. 6'
I
2aRS Consrucuon crit of Engineered Fill utilizing a keying and benching procedure as
Slopes can be constructed by placem 2:1 (horizontal to vertical) or flattcr. No
described below. The side slopes should not be steeper than hat section has been suitably
material shall be placed in any section of the slope until the foundation for t
I is may be used for constructing the slope. No brush, roots, sod or other perishable or
prepared. Nativc so'
. unsuitable material shall be placed in the slope.
General site clearing should include removal of vegetation, and any loose and/or saturated materials.
Excavations or depressions extending below subgrade levels should be cleaned to firm, undisturbed soil and
backfilled with Engineered Fill', placed and re -compacted in accordance with the recommendations stated
herein. out the earthfill shall be such that the fill will be I free from
Distribution and gradation of the materials through bstantially in texture or gradation from the
lenses, pockets, streaks, or layers of material differing Su
surrounding material. Combined excavation and placing operations shall be such that the materials, when
compacted in the earthfill, will be blended sufficiently to secure the best practicable degree of compaction
ill in continuous, approximately
and stability. Successive loads of materials shall be dumped on the earthfi
ore than 6 inches in thickness after being rolled. When each layer of material has
horizontal layers not m . d moisture, it shall be compacted to at least 95 percent of the maximum
been conditioned to have the require
density as dcten-nined by ASTM Test Method D 1557.
Where fills greater than 8 feet are to be conStTUCted on original ground that slopes at inclinations steeper than
6:1 (horizontal to vertical), benches should be cut into the existing slope as the filling operations proceed.
Each bench should consist of a level terrace a minimurn of 8 feet wide with the rise to the next bench held to
4 feet or less. Where fills of comparable height will be constructed on ground that slopes at an inclination
steeper than 4:1 (horizontal to vertical), a keyway should be provided in addition to the benches. Each
k . vywaY should consist of a level trench at least 8 feet wide and at least 2.fect deep with side slopes not
exceeding 1: 1 (horizontal to vertical) cut into the existing slope.
Site grading . near the crowns of the slopes should be accomplished such [hat excessive sheet . run-off is
prevellEed. The completed slopes should be seeded or otherwise vegetated to protect frorn erosion. Well -
vegetated slopes, at the recommended configuration, should be reasonably protected from typical erosional
effects. However, vegetated slopes may not be protected from unusual slope conditions, such as a flood
event. If erosion control from unusual now condition is desired, more substantial erosion protection
measures, such as grouted cobble slope facing or manufactured slope protection pruducts, ihould be
considered.
Engin-Ccred Fill ils consist of predominantly sandy silt, clayey silt, and silty sand. The
'file organic-frec on -site native 50 ngineered Fill provided they are cleansed of
sandy soils will be suitable for reuse as non -expansive E' uitable for reuse as non -expansive Engineered
excessive organics and debris. The clayey soils will not be s
r-ill. The soils will be suitable for reuse as General Engineered Fill provided they arc cleansed of excessive
organics and debris and moisture -conditioned to 2 percent above optimum moisture,
.... ..... .................... ...................... ...... I .............
ne.
orfices Scrving The Western Uilitcd Statcs ft2usill
0029M 179
KA No. 062-9817a
Pagc No. 7
11
I
I
I
ccred Fill arc Suitable for niust UpPlicati011s will) tile exception Ol
1-he pru[crrcd material _specified lor Lngill eCLion of exposed soils during the construction Phase
exposure to erosion. Project site winterization and pr i ot plete control of the project site at that
should be the sole responsibility of the contractor, since he has com
time. inanLly non -expansive, should consist of a well -graded, slightly
imported rill material should be predom characteristics when compacted. This
cohesive silty fine sand or sandy silt, with relatively impervious
material should be approved by the Soils Enginec . r prior to use and should typically possess the following
characteristics: roximately 6 inches thick, MOi5ture-conditioned as necessary and
Fill soils should be placed in lifts app rit of the maximum dry density as determined by ASTM D-1557.
compacted to achieve at least 95 perce eet the required dry density or if soil
Additional lifts should not be placed if the previous lift did riot m
conditions are not stable.
Draina?e �and L�,audscll �in
slope away from building pad and pavement areas toward appropriate drop inlets
'1*11t: ground surface should that adjacent exterior grades be sloped a minimum of 2
or other surface drainage devices. It is recommended Subgrade soils in pavement areas should be
percent for a minimum distance of 5 feet away from structures -
I mwiltained to carry all surface water to collection
sloped a minimum of I percent and drainage gradients
facilities and off site. These grades should be maintained for the life Of tile project.
Gradc tile site to prevent water/run-off flow over the face of cut and fill slopes. To accomplish this, use'
stercept and slowly re -direct now. Plant all disturbed
s, brow ditches, or other measures to
asphalt berm suited to the area. As an alternative,jute nerting or geotextiie erosion
areas with erosion-resistalit vegetation should be inspected periodically for erosion
control mats may be c. - onsidered for control of erosion. Slopes vcd drainage areas should be
and repaired immediately if detected. To control surface drainage and debris, pa aces should be a
provided oil all cut and fill slopes that are 30 feet of greater in height. The drainage terr
minimurn Of 6 feet in width and placed at intervals no greater than 20 feet. Where only one drainage terrace
is necessary, it should be located at mid -height of the slope. Brow ditches and drainage terrace$ should be
cleaned before the start of each rainy season., and i . f nccessw-y, after each rainstorm.
vtihq��� practice following OSHA
Utility trenches should be cycavated according to accepted engincering i
(Occupational Safety and licalth Administration) standards by a contractor experienced in such work. Tile
trenclies should be bome by the contractor. Traffic and vibration
responsibility for the safety of open idc slopes should
adjacent to trench walls should be minimized and cyclic wetting and drying of excavation s
ided. Depending upon the location and depth of sonle utility trenches, groundwater now intu OPCII
be avo especially during or shortly following periods of precipitation.
excavations could be experienced, oughou, the site. These collesionless soils have a tcridency to
sandy soil conditions were encountered thr
cave in trench wall excavations, Shoring or sloping back trench sidewalls may be required within these
sandy soils.
r,lzan
.9!;0C1ates. inc.
orfices St!rving Tilc Wcstcm Ljrlitcd SLates 06 I'M 114
KA No. 062-98178
Page No. 8
Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 95
percent of the maximum dry density (ASTM D1557). The upper two feet of the utility trench backfill placed
in pavement areas should be compacted to at least 90 percent of the maximurn dry density (ASTM D1557).
Pipe bedding should be in accordance with pipe manufacturer's recommendations.
The contractor is responsible for removing all water sensitive soils from the trench regardless of the backfiil
location and compaction requirements. The contractor should use appropriate equipment and methods to
avoid damage to the utilities and/or structures during fill placement and compaction,
Foundations -Conventional
The proposed structures may be supported on a shallow foundation system bearing on Engineered Fill or
drilled piers or augercast piling. Spread and continuous footings can be designed for the following
maximum allowable soil bearing pressures:
Load
A. llowable Loading
Deal Load Only
1,880 psf
Dead -Plus -Live Load
2,000 psf
Total Load, including wind or seismic
3,325 psf
The footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior
grade, whichever is lower. Footings should have a minimum width oF 12 inches regardless of load.
The total settlement is not e,-,,pected to exceed I inch. Differential se-ttlement should be less V: inch. Most of
the settlement is expected to occur during construction as the loads are applied. However, additional post -
construction settlement may occur if the foundation soils are flooded or saturated.
Resist3rice to lateral footing displacement can be computed using an allowable friction factor of 0.3, acting
between the base of foundations 'and the supporting subgrade. Lateral resistance for footings can
altematively be developed using an allowable equivalent fluid passiv-e pressure of 300 pounds per cubic foot
acting against the appropriate vertical footing faces. The frictional aind passive resistance of the soil may be
combined without reduction in determining the total lateral resistance. A one-third increase in the above
value may be used for short duration, wind or seismic loads.
Foundationi--Drilled Caissons
The proposed structure can be supported on cuissoris using an allow -able sidcwall friction of 250 psf, This
value is ror dead -plus -live loads. This value may be increased 1/3 for short duration loads, such as wind or
scismic. Uplift loads can be resisted by caissons using an allowalble sidewall friction of 150 psf of the
surface area and the weight of the pier. The total settlement of tNe structures footing is not expec ' ted to
exceed one inch. Differential settlement should be less than I/.- inch - Most of the sculcment is expected to
occur during construction as the loads are. applied.
--W—razan & As3ocialc3, 111c.
Offices Serving The Western United Snates W2')III?W
U-4-:-+/I- I A-1 L/APIU&CON5T_1NC 425 489 0222 P . 14
KA No. 062-98178
Page No. 9
Sandy soils were encountered at the site. �I'ljvse saildy soils ,lay be subjecL to cavifIg dul-ilig drillilIg
operations. Accordingly, cased caissons may be required.
Floor Slabs and Exterior Flat -work
Concrete slab -on -grade floors should be underlain by a capillary moisture barrier consisting of'a 4-inch thick
blanket of free draining granular material. Gradation of this material should conform to the following, as
determined by ASTM Specification D422:
aieve Siz
Percent Passiniz
I Inch
100
No. 4
0
In addition, an impervious moisture vapor barrier consisting of a minimum 10 mil polyethylene sheeting
should be placed above the granular blanket in interior floor slab areas where floor coverings are anticipated.
A 2-inch thick layer of damp clean sand (Unified Sol] Classification: SW or SP) should be placed above the
membrane. The membrane serves to reduce the migration of moisture vapor through the slab, while the sand
promotes uniform curing of slab concrete and provides protection of the membrane to punctures during the
construction process. Care should be taken to property Jap and seal the membrane, particularly around
utilities, to provide a vapor tight barrier,
Prior to pouring concrete, the sand should be thoroughly consolidated. The upper 2 inches of sand should be
wetted during oriust before the concrete pour to aid in concrete curing.
The floor slab should be reinforced as a minimum with No. 3 reinforcement bars at 18 inches on -center each
way within the floor slabs middle -third. Thicker floor stabs with increased collcrcte strength and
reinforcement should be designed wherever large vehicular loads.. heavy concentrated loads, heavy
equipment or machinery is anticipated.
The exterior slabs should be poured separately in order to act independently of the walls and foundation
system. All fills required to bring the building pads to grade should be 2ngineered Fills,
Lateral Earth Pressures and Retainint! WRIls
Walls retaining horizontal backfill, and c3pable of deflecting a minimum of 0. 1 percent of its height at the
top, may be designed using an equivalent fluid active pressure of 51 pounds per square fOOE per foot of depth.
Walls rctaining backfill material, sloped 2 horizontal to I vertical, may be designed using an equivalent fluid
active pressure of 75 pounds per square foot per foot of depth. Walls retaining horizontal backfill and
incapable of this deflection or are fully constrained walls against deflection may be designed for an
equivalent fluid at -rest pressure of 84 pounds per square foot per foot of depth. Walls retaining sloped
backfill and incapable ol"this deflection or are fully constrained walls against dencetion may be designed for
an equivalent fluid at -rest pressure of 105 pounds per square foot per foot of depth. Expansive soils should
not be used for backfill against walls. The wedge of non -expansive backfill material should extend from the
Associates, Inc.
Offices Serving The WesEem United Siatcs
00:99 1 ?A
P
KA No. 062-98178
Page No. 10
bottom of each retaining wall outward and upward at a slope of 2: 1, horizontal LO vertical, or flatter. The
stated lateral earth pressures do not include the effects of hydrostatic water pressures generated by infiltrating
surface water that may accumulate behind the retaining walls; or loads imposed by construction equipment,
foundations or roadways.
During grading and backfilling operations adjacent to any walls, heavy equipment should not be allowed to
operate within a lateral distance of 5 feet from the wall, or within a lateral distance equal to the wall height,
whichever is greater, to avoid developing excessive lateral pressur es. Within this zone, only hand operated
equipment ("whackers," vibratory plates, or pneumatic compactors) should be used to compact the backfill
soils.
Retal.ning and/or below grade walls should be drained with either perforate . d . pipe encased in free draining
gravel or a pre -fabricated drainage system. The gravel zone should have a minimum width of 12 inches wide
and should extend upward to within 12 inches of the top of the wall. The upper 12 inches of backfill should
consist of native soils, concrete, asphalt -concrete or other suitable backfill to minimize surface drainage into
the wall drain system. Pre -fabricated drainage systems, such as MiradrainO, EnkadralnG.or an equivalent
substitute, are acceptable alternatives in lieu of gravel provided they are installed in accordance with the
manufacturers recommendations. If a pre -fabricated drainage system is proposed, our firm should review the
system for Final acceptance prior to installation.
Drainage pipes should be placed with perforations down and should discharge ill a non -erosive manner away
from foundations and other improvements. The pipes should be placed no higher than six inches above the
heel of the wall in the center line of the drainage blanket and should have a minir-num diameter of four inches.
Collector pipes may be either slotted or perforated. Slots should be no wider than 1/8-inch, while
perforations should be no more than Vi-inch in diameter. If retaining I walls are I I ess than 6 feet ill height, the
perforated pipe may be omitted in lieu or. weep holes on 4 feet maximum spacing. The weep holes should
consist of 4 inch in diameter holes (concrete walls) or unmortared head joints (masonry walls) and not be
higher than 18 inches above the lowest adjacent grade. Two 8-inch square overlapping patches of geotextile
fabric should be affixed to the rear wall opening ofeach weep hoic to retard soil piping.
Compacted Material Acceptance
Compaction specifications are not the only crircria for acceptance of the site grading or other such activities.
The compaction test is the most universally recognized test method for assessing the perforniance or the
Grading Contractor. However, the numerical test results from the compaction test cannot be used to prcdict
the engineering performance of the compacted material. Therefore, the acceptance of compacted materials
will also be dependent on the stability or that rnatcrial, The Soils Engineer has the option of rejecting any
compacted material regardless of the degree of compaction if that material is considered to be unstable or if
future instability is suspected. A specific example of rejection of fill material passing the required percent
Compaction is a fill which has been compacted with an in -situ moisture content significantly less than
optimurn inoisture. This type of dry fill (brittle fill) is susceptible to future settlement if it becomes saturated
or floodcd.
- Krazan X Associates, 111C.
Offices Serving The Westcrn Unitcd Statcs (.01YO17%
Apr- — 2 3 — 99 04: 4t:W A— I L-A-kNU6UUNZ:) I . I NU -4- 4 0 C3 =V U X� C� Ca
KA No. 062-98178
Page No. 11
Testing- and Inspection
A representative of Krazan & Associates, Inc,, should be present at the site during the earthwork activities to
confirm that actual subsurfiice conditions are consistent with the exploratory field work. This activity is an
integral part of our services as acceptance of carthwork construction is dependent upon compaction testing
and stability of the material. This representative can also verify that the intent of these recommendations is
incorporated into the project design and construction. Krazan & Associates, Inc., will not be responsible for
grades or staking, since this is the responsibility of the Prime Contractor.
LIMITATIONS
Soils Engineering is one of the newest divisions of Civil Engineering. This branch of Civil Engineering is
constantly improving as new technologies and understanding of earth sciences improve. Although your site
was analyzed using the most appropriate current techniques arid methods, undoubtedly there will be
substantial future improvements in this branch of engineering. In addition to improvements in the field o
Soils Engineering, physical changes in the site either due to excavation or fill placement, new agency
regulations or possible changes in the proposed structure after the time of completion of the soils report may
require the soils reporl to be professionally reviewed. in light of this, the Owner should be aware that there is
a practical limit to the usefulness of this report without critical review. Although the time limit for this
review is strictly arbitrary, it is suggested that two years be considered a reasonable time for the usefulness of
this report.
Foundation and earthwork construction is characterized by the presence of a calculated risk that soil and
groundwater conditions have been fully revelled by the original foundation investigation. This risk is
derived from the practical necessity of basing interpretations and design conclusions on )iMiEed sampling or
the earth. The recommendations made in this report are based on the assumption that soil conditions do not
var-y significantly from those disclosed during our field investigation. If any variations or undesirable
conditions are encountered during construction, the Soils Engineer Should be notified so that supplemental
recommendations can be made.
The conclusions or this report are based on the information provided regarding the propused construction. If
the proposed construction is relocated or redesigned, the conclusions in this report may not be valid, The
Soils Engineer should be notified of any changes so the recommendations can be reviewed and reevaluated.
This report is a geotechnical engineering investigation with the purpose of evaluating the soil conditions in
terins of foundation design. The scope of our services did not include any environmental site assessment for
the presence or absence of hazardous and/or toxic materials in the soil, groundwater or atmosphere, or the
presence of wetlands, Any statements, or absence of statements.. in this report or on any boring log regarding
odors, unusual or suspicious items, or conditions observed are strictly for descriptivc purposed and are not
intended to convey crigineeringjudgmeriL regarding potential hazardous and/or toxic assessment.
The geotechnical data presented herewith is based Up011 proressional interpretation utili7.ing standard
engineering practices and a degree of conservatism deerned proper for this project. It is not warranted that
We emphasize that
such data and interpruUtion cannot be superseded by future geotechnical developments
this repon is valid for this project as outlined above, and should not be used for aily other site.
Krat-4n X Assorifitea, Inc.
Offices ServingTho: Wcstcm Unitcol Staies 06200172
Apr--23-99 04:48P A-1 LA-NNUd-L�LJNS1-1iN%— --- --- ----
KA No. 062-98178
Page No.12
ll'you have any questiolls, or if we may be of further assistance, please do not Ilesitate to contact Our office at
(360) 598-2126.
N A 1, L
�, X ; � I I i r-.--). /0 - - / - 1(
SEW/DA:kcp
Respectfully submittcd,
KRAZAN & ASSOCIATES, INC.
Shawn F. Williams
Project Geologist
Dean Alexander
Professional Engineer
R.PE No. 30508
Krayaln sioc a M, nc.
Orrices Serving J'he Wvstcrn United StaLeS N11017A
; Sent'By: Krazan; 360 598 2127; Apr-099 3:05PM;
Page 2/2
V*..raz & ASSOCIATES. IN
GEOTECHNICAL ENGINEERING * ENVIRONMENTAL ENGINEERING
CONSTRUCTION TESTING & INSPECTION
April 13, 1999
Mr. Naem lqbal
A-] Landscaping & Construction, Inc.
Post Office Box 822
Lynnwood, Washington 9804"822
RE: Proposed Residential Structure
18108 88'h Avenue West
Edmonds, Washington
Dear Mr. lqbal:
KA Project No. 062-98178
FRECEYVED
APR 'If 6 1999
ERMI 01JNTER
In accordance with your request, we have completed a review of the plans for the proposed residence
at the referenced location. The plans reviewed were by Mr. Paul Wu and dated April 12, 1999. it is
our understanding that as presently conceived a single-family residence with daylight basement is to
be constructed in the lower portion of the lot Two retaining walls will be constructed upgradient of
the proposed residence. The nearest retaining wall to the residence will be approximately 8 feet in
height while the larger retaining wall will range from I to 15 feet in height. Both retaining walls will
consist of an Allen block and associated geogrid design.
If the excavation is performed correctly for the retaining walls, there appears to be a minimum
potential of impact to the adjacent residence to the south, which is upgradient. The proposed location
for the residential structure appears suitable for the subject property. It is recommended that a
representative of Krazan & Associates view the excavated load bearing soils for both the residence
and the retaining wall in order to verify that the soils are consistent with those encountered in our
exploratory borings.
Our recommendations are based on review of the referenced plans and information generated from our
geotechnical investigation dated October 7. 1998.
The geotechnical engineer warrants that the findings, recommendations, specifications, or professional
advice contained herein have been made in accordance with generally accepted professional
geotechnical engineering practices in the local area. No other warranties are implied or expressed.
If you have any questions, or if we may be of further assistance, please do not hesitate to contact our
office at (360) 598-2126.
Respectfully submitted,
KRAZAN & ASSOCIATES, INC.
%�7
Shawn E. Williams Dean Alexander
Project Geologist Professional Engineer
RPE.0030508
ATTACHMENT 7-
Ten Offices Serving The Westeru United States
383 Equestrian Drive e Poulsbo, Washington 98370 - (360) 598-2126 - Fax. (360) 598-2127
CITY OF EDMONDS
USE
ZONE
PERMIT
NUMBER
CONSTRUCTION PERMIT APPLICATION
Z_
OWNER NAME/NAME OF BUSINESS
JOB
AUDRE55
SUITE/APT
J114 4�, 6V
#
A) 0 V S C1.17 d,
LEGAL DESCRIPTION CHECKI SUBDIVISION NO. LID NO.
MAILING ADDRESS
Z
'S- 17- 91
i:
0 804 Ave.
PUBLIC RIGHT OF WAY PER
OFFICIAL STREET MAP. TESCP Approved 0
CITY ZIP TELEPHONE NUMBER
b7d YSO 92S
1; RW Permit Required 0
EXISTIN13 TUIRED DEDICATION — Street Use Permit Req'd 0
PROPOSED
Inspection Required
NAME
Sidewalk Required
j
METER:!!j LINE SIZE I NO. OF FIXTURES PRV REQUIRED
W
lu
WO ADDRESS
YES 0 NO 0
1 o.
REMARKS
0
0
cc CITY ZI TELEPHONE NUMBER
P
tc',Le
7
NAME
4k A,,%^e
VI r
611"1 d
M ADDRESS
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0
1261�
ENGINEERING MEMO DATED
REVIEWE DBY
cc CITY ZIP TELEPHONE NUMBER
Z nil K11-1t,, �)27 0-
IRE MEMO DATED w
REVIEWED BY
LU
81
STATE LICENSE NUMBER EXPIRATION DATE
GA98e �j C 0 V 3//— (?
VARIANCE OR CU
I
ADB# SHORELINE #
Legal Description of Property - include all easements
i
z L I
SEPA REVIEW
COMPLETE EXEMPT
SIGN AREA HEIGHT
ALLOWED PROPOSED ALLOWED PROPOSED
2
?0
EXP
I I
U) le J_
71
LOT COVERAGE
REQUIRED SETBACKS (Fr.) PROPOSED SETBACKS (FT.)
Lu V
ALLOWED PROPOSED
FRONT SIDE REAR FRONT URSIDE REAR
A&
A T.
0ey )r.
1"
3 5VZ
01 (0012
25' lv- 2-5,, 4&1
Z.
Z
_2 Property
Tax Account 0/2— P.? 037
LOT AREA
7'
P_LANNING REVIEW 9Y DATE
Parcel No.
15
),WA 2112-I.J7
EINEW El RESIDENTIAL* PLUMBINGNAECH
.REMARKS
\j
$,APQZ0T A -67f
-N,-f
�j
6?
COMPLIANCE OR
ADDITION COMMERCIAL CHANGE OF USE
A&A ja,
eAA 1. 6AkA
11 APT. BLDG: El
REMODEL SIGN
CHECKED BY
TYPE OF CONSTRUCTION
ODE�
OCCuP4NT-s
GR
GRAD 'E
FENC
FIREPAIR X
DEMOLISH WOODStOVE SWIM POOL
11 INSERT El HOT TUB/SPA
SPECIAL INSPECTOR
OCCUPANT
REQUIRED
YES
LOAD
FGARAGE RETAINING WALL]
IC RENEWAL
REMARKS
PROGRESS INSPECTIONS PER UBC 108
Z
9
ROCKERY
(TYPE OF USE.- BUSINESS OR -ACTIVITY) EXPLAIN:
FC
4 U V I'/-. W jX
D
0
NUMBER N15MiIER OF CRITICAL
OF DWELLING AREAS ZW'.231
to
0
STORIES UNITS NUM13ER
DESCRIBE WORK TO BE DONE (ATTACH PLOT PLAN)
SPECTIOWREOUIRED
VALUATION
FEE
FEE
BUILDING
610
HET SOURCE:
IA
GLAZING
A11A %
151_1.1�61NG
eck No.,.,?
IMECHANICAL
This Permit covers work to be done on pr va e 3NLY.
GRADINGIFILL
I Any Construction on the public domain (curbs, sidewplks,
STATE SURCHARGE
driveways,.marquees, etc.) will require separate permission.
Permit Application: 1180�Days
STO14� DRAINAGE FEE
30
Permit Limit: I Year - Provided Work Is Started Within 180 Days
"Applicant, on behalf of his or her spouse, heirs, assigns and
ENO. INSPECTION FEE
o
successors in interest, agrees to indemnify, defend and hold
w
harmless the City of Edmonds, Washington, its officials,
m
employees, and agents from any and all claims for damages of
whatever nature, arising directly or indirectly from the Issuance
of this permit. Issuance of this permit shall not be deemed to
PLAN CHECK DEPOSIT
i
modify, waive or reduce any requirement of any city ordinance
0
X
nor limit in any way the City's ability, to enforce any ordinance
TOTAL AMOUNT DUE
wzal
provision."
I hereby acknowledge that I have read this application; that the
information glven.is correct; and that I am the owner, or the duly
ATTENTION
APPLICATION APPROVAL,
.authorized agent of the owner. I agree -to comply with city and
THIS PERMIT
state laws regulating construction; and in doing the work authoriz-
AUTHORIZES
This application is not a permit until
ed thereby, no person will be employed in violation of the Labor
ONLY THE
signed by the Building Official or his/her
Code of the State of Washington relating to Workmen's Compensa-
WORK NOTED
Deputy; and fees are paid,, and'receipt is
ion Insurance aria RCW 18.27.
INSPECTION
acknowledged -in space provided.
IGNATURE (OWNER OR AGENT) DATE SIGNED
DEPARTMENT
.4
a,�Z,5� 7 '30 q
CITY OF
ZL WSIGN TURE E
�7z( 1611
EDMOND S
ATTENTION
CALL FOR
AELEplV'r '1�7 j DATE
I OP
INSPECTION
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE
UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR
771-0220
_.
I i - -
ORjG*AL File YELLOW Inspector
U
.A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED., U13C
— —
SECTION 109
PINK — Owner GOLD — Assessor
Lr M
CL5aA
ZO 40
. 0-4
1 13
'5"I'T E P L A
CrrY ooFr z*D-mcmio5l;
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CITY OF EDMONDS
250 5TH AVENUE NORTH - EDMONDS, WA 98020 - (206) 771-0220 - FAX (206) 771-0221
HEARING EXAMINER
RECONSIDERATION
FINDINGS, CONCLUSIONS AND DECISION
OF THE HEARING EXAMINER
CITY OF EDMONDS
APPLICANT: Naeem Iqbal
CASE NO.: V 99-84
LOCATION: 1810888 1h'Avenue West
FINDINGS OF FACT AND CONCLUSIONS
BARBARA FAHEY
MAYOR
1. On behalf of Walter Lee, Scott Missall submitted a timely request for reconsideration of
the Examiner's Decision on the subject application. The request asked that two issues be
clarified. They are as follows:
a. After review of the record the Examiner believes only a short single retaining wall
and possibly a small rockery should be allowed",
b. To reduce the amount of cut orfill required, a retaining wall no more than 25feet
from the home shall be allowed. A small rockery may be installed on the upper
portion of the slope in the approximate location shown on Exhibit I, subject to
approval of the City Engineer. A revised site plan, which shows the retaining wall
and rockery, is to be submitted with the building permit application.
2. City of Edmonds Planning Staff did not respond to the requost for reconsideration.
3. With regard to the short retaining wall, my intent is that the retaining wall to be extended
no more than 25 feet westerly from the southwest comer of the house (essentially a
portion of the upper retaining wall shown on Exhibit I would be allowed). The exact
height of the retaining wall will need to be approved by the City Engineer. The intent of
my decision is to minimize cuts and fills on the site, not to establish engineering
requirements.
4. With regard to the rockery, my intent is to allow a rockery to stabilize fill that was
previously placed on the subject property. The code definition of a structure is clear. If
the rockery meets the definition of a structure, then it will have to meet the setback
requirements of the code. If the rockery is low enough so that it does not meet the
definition of a structure, then it can be located within the setback area. Furthermore, plans
9 Incorporated August 11, 1890 0
Sister C itie,S International — Hekinan, Japan
0
Hearing Examiner Reconsideration Decision
Case No. V-99-84
Page 2
for any rockery that is proposed for the site must be submitted to the City Engineer for
review and approval prior to construction.
RECONSIDERATION DECISION
Based upon the foregoing, the decision of the Hearing Examiner Report, dated June 30, 1999, is
affirmed, but with the clarifications noted above.
Entered this. I 91h day of, July 1999, pursuant to the authority granted the Hearings Examiner
under Chapter 20. 100 of the Community Development Code of the City of Edmonds.
Ron McConnell
Hearing Examiner
APPEALS
The following is a summary of the deadlines and procedures for filing appeals. Any person
wishing to file an appeal should contact the Planning Department for further procedural
information.
Section 20.105.020.A & B describe how appeals of a Hearing Examiner decision or
recommendation shall be made. The appeal shall be made in writing, and shall include the
decision being appealed along with the name of the project and the date of the decision, the
name of the individual or group appealing the decision, their interest in the matter, and reasons
why the appellant believes the decision to be wrong. The appeal must be filed with the
Community Development Director within ten (10) working days after the date of the decision
being appealed.
IAPSE OF APPROVAL
Section 20.05.020.0 states 'Unless the owner obtains a building permit, or if no building is
required, substantially commences the use allowed within one year from the date of approval,
the conditional use permit shall expire and be null and void, unless the owner files an
application for an extension of the time before the expiration date.'
V
Hearing Examiner Reconsideration Decision
Case No. V-99-84
Page 3
NOTICE TO COUNTY ASSESSOR
The property owner may as a result of the decision rendered by the Hearing Examiner request
a change in the valuation of the property by the Snohomish County Assessors Office.,
RECONSIDERATION EXHIBIT:
The following reconsideration exhibit was offered and entered into the record.
A. Reconsideration Request from Scott Missall, dated July 14, 1999.
PARTIES OF RECORD:
Naeem Iqbal Paul Wu
20607 SR 9 SE 8817 116 1h Pl. NE
Snohomish, WA 98296 Kirkland, WA 98034
Shawn Williams Walt Potebnay/Kelly Blazy
Krazan & Associates Oles Morrison
383 Equestrian Drive 7015" Avenue, Suite 3300
Poulsbo, WA 98370 Seattle, WA 98104
Dean White Scott Missall
AGI Technologies Short Cressman & Burgess
PO Box 3885 999 3dAvenue, Suite 3000
Bellevue, WA 98004 Seattle, WA 98104 — 4088
John Garbe Al & Norma Sand
12616 49th W. 18106 88t'W
Mukilteo, WA 98275 Edmonds, WA 98026
Dean Alexander Walter Lee .
25418 74" 1820688 th Ave. W
Kent, WA 98032 Edmonds, WA 98026
Planning Division
Engineering Division
1 6�/03/1999 19:47 4258237888 PAUL 7. WU, APCH- PAGE 01
s-rANDAti-D DRAINAGE DETEN7,.,)N SYSTEM
WORKSHEET
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PIPF DIA PIPE LG
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SYSTEM CROSS
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FOOTING DJWNS SHALL NOT BE CONNECTED TO DETENTION SYSTEM
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NOTES.-
C&II EngivAring Division (r I.Vao) for it tigbiline and dtmation 9yetom k8POC4011
befort; baddilling and for fmal WSPOC60011-
op" is tba.
Rmponsibil1ty for operation md 11111kiAwAso'ce of dm'Axge syste= on private pr
,bility of %ba PMPCM owner. jq&godmj accumulated in (Ito gtomgo pipc must ba (Itished
ro"an operation. The, outlet control orifice
out end remowd fmm the cata bL9iw to AllOw ProW
M]Nt be kept 2pM at &I 6d. 6
m
APPROVED BY
DATE
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06/02/1999 22:38 4258237888 PAUL 2. WIJ, aRCH. PAGE 01
REc:EiVF.D
DEVELOPMENT SERVICES CTA.
CITY OF EDMONDS
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PAUL Z. WU, ARCH.
page I
PAGE 02
6/2/99
THE
EARTHWORK
FOUNDATION
KLEV.
242.00
1QBAL HOUSE
CALCUDiTIONS
& DRrVTWAY
AREA, I ;_1319
2750.0 om
2780.0 2 � 10�0
0.0
5560.0
__--foundation
UGH
ESTIMATE§)
6/21"
RFLMARKS
elevation 24255�_
cu. yd. (cut slope)
REMARKS
244,00
2".00
249.00
112-50.00
252.00
1592.0
1116.0
346.0
_5
2.00
2 00
2.00
2.00
00
2.00
31 194.0
22,32.0
144276
OY2.0
:F
234.00
LOWLR RXTAKANG
1CLEV.
1. 0
ARFA
2.OU
WALL
IKFIG9TjQUANTrrYQL0__
392.01
01
01
13492,01
L)
499.7
240,00 1
39.0
2.001
7tO
242.00
218.0
2.00
436.0
244.00
473.0
2.001
946.0
246.00
786.0
2.00
15710
246.00
1�.49-01
1533.*OF
Zoo
2296,On
250.00
..F
1533.0
251.00
1533.0
0.00
0.0
finish "a 25LOV
6861.0
254.1
cu. yd. (fill behind wall)
UPPER RETAINING
WALL
JELEV.
251-00
AIMA
NXICRT I
QUANTITY (st)
REMLAAKS
1011.0
0,00
0.0
252.00
1011.0
5.0
1.00
1011.0
iiiO.0
254.00
2.00
256.00
490.0
2.00
980.0-..
1255.00
294.5
2.00,
569.0
u. yd. (cut in front of wall)
4030.0
UPPER
SLOPZ.
ELEV.
AREA
REIGHT
QUANTM WE)
REMARKS
260.00
262.00
378.0
2.00
756.0
852.0
2Lgmd
Iref. sniding plan
426.0
2.00
264.00
379.0
2.00
iref. 1pading pAn
266-00
363.0
2.00
726.0
rat jEading plan
2".00
3DO.0
2.00
600.0
ref Smid ins p1w
an
rof Vding pLan
270.00
252.0
2.00
504.0______Lef_ed�n
436.0
272.00
218,0
2.66t
274.00
159,0
2.00
379.0
ref. LpALWIgn
276.00
64.51
2.00
129.0
ref.
5139.0
19e.3
cu. yd. (fill behind wail)
&ARTHWORKSUMMMY
FOUNDATION & DRI
cut
Low Eft RETAE4U40 WALL LFEL L__
254.1
flO
cut
UFFER RKTAINING WALL
(1493)
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PLANNING D
NAME:
SITE ADDRESS:- D A T E:
ZONING: PLANCHK#:
PROJECT DESCRIPTION:
CORNER LOT— _(Yes/No) FLAG LOT. _(Yes/No)
SETBACKS:
Required Setbacks:
Front:_121�'Left Side-- Right Side: Rear:
Actual Setbacks: - APO
Front: Left Side: A9 Right Side: Wa k �577
Street map checked for additional setback required (Yes/No)
LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED (YIN)
LOT COVERAGE:
Maximum Allowed: "90 66Qo2l) Actual: a M,96
BUILDING HEIGHT:
Maximum Allowed -Actual Height:("O ���
Datum Point: 69,K�at rn Elevation:- �� 6-1-
SUBDIVISION: ���jj -m ..
CRITICAL AREAS
SEPA DETERMINATION:
LOT
PLANNING DATA
NAME: A i"
SITE ADDRESS:- I ff/ 0 k - 0f /- 4,t ., �J, —DATE: 91411-27
ZONING: P-5 - t L PLAN CHK#: 7 - 240
PROJECT DESCRIPTION:— A,*��-� 2- -
U
CORNERLOT X6, (Yes/No)
SETBACKS:
Required Setbacks:
Front: 7-5- Left Side: (o ' Right Side: lo Rear:—?-5,
Actual Setbacks: - 6 rwA4-L, 197' 1- - 44.4- — M6W.2w(o,
Rig'Qe: 0' Rear: 60'
Front: 46' Left eide: ht id .' -"- ---'o
Street map checked for additional setback required? A (Yes/No)
LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED IV (Y/N)
LOT COVERAGE:
Maximum Allowed: Actual:
BUILDING HEIGHT:
Maximum Allowed: 015, Actual Height:
Datum Point: AW7 Datum Elevation:
A.D.U. CREATED?: �%
SUBDIVISION: � - / 7-
CRITICAL AREAS #: 96-231 -
6-4�� �e,� -Al (.�
SEPA DETERMINATION: &Lno.-
LOT AREA: 1,5
4 Lz,
OTHER:
Plan Review By:
-1�.(
fl�t
OfileApermift^p1andal.doc
%-.t% 1"IL-1i IN%J.
Critical Areas Checklist
A
--Site Information (Soils/topography/hydrology/vegetation) C4
1. Site Address/Location: _j2/L0_g
2. Property Tax Account Number: POO .0/�? 192 0/
3. Approximate Site Size (acres or square feet):
4. Is this site currently developed? �; *01n:�o_
_Zy
If yes; how is site developed? Ao
5. Describe the general site topography. Check all that apply.
Flat: less than 5-feet elevation change over entire site.
Rolling: slopeson site generall ' y less than 15% (a vertical rise of 10-feet over a
horizontal distance of 66-feet).
Hilly: slopes present on site of more than 15%. and less than 30% ( a vertical rise
of 10-feet over a horizontal distance of 33 to 66-feet).
t_�Steep: grades of greater than 30% present on site (a vertical rise of I 0-feet over a
horizontal distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water- A/c Ir j e
k�pFdx. Depth: �VIA
7. Site contains areas of seasonal standing water: Approx. Depth:
What season(s) of the year?- A,
8. Site is in the floodway /Vo floodplain /V19 of a water course.
9. S-ite contains a creek or an area where water flows across the grounds surface? Flows are year-
round? *'W/� Flows are seasonal? /V/,4 (What time of year?
10. Site is primarily: forested meadow shrubs
urban landscaped (Iawn,shrubs etc) mixed
11. Obvious wetland is present on site: YO
—For City Staff Use Only---
1. Site is Zoned?
2. 9CS mapped soil type(-;)? I S� , 7- S- 2, 5
�j
3. Wedand inventory or C.A. map indicates wetland present on site?
4;.:-. :-.,Critical Areas inventory or C.A. map indicates Critical Area on site? Ye-i -- 5,�, rkwm
5.. Site within' designated earth subsidence In.AAM. k— *7 ki—
'Site des'Ignated on the Environmentally Sensitive Areas Map? No
6.
.DETF,RNfrNATION
`:`9tUDY REOUIRED CONDITIONAL WAIVER
WAIVER
Reviewed by:_
Planner Date
RCV01/0494
9 9CI
City of Edmonds
Critical Areas Checklist
The Critical Areas Checklist contained on
this form is to be filled out by any person
preparing a Development Permit
Application for the City of Edmonds prior
to his/her submittal of a development
permit to the City.
The purpose of the Checklist is to enable
City staff to determine whether any
potential Critical Areas are or may be
present on the subject property. The
information needed to complete the
Checklist should be easily available from
observations of the site or data availableat
City Hall (Critical Areas inventories, maps,
or soil surveys).
An applicant, or his/her representative,
must fill out the checklist, sign and date it,
b
"IT
IP r
and submit it to the City. The City will
review the checklist, make a precursory site
visit, and make adetermination of the
subsquent steps necessary to complete a
development permit application.
WLth a signed copy of this form, the
applicant should also submit a vicinity map
or plot plan for indli—vidual lots of the parcel
with enough detail that City staff can find
and identify the subject parcel(s)- In
addition, the Applicant shall include
other.pertinent information (e-g.site
plan, topography map, etc.) or studies in
conjunction with this Cbecklist to -'. ist
staff in completing their pr6liminary
assessment of the site.
I have completed the attached Critical Area Checklist and attest that the answers provided are
factual, to the best of my knowledge (fill out the appropriate column below).
Owner / Applicant:,
Name
�2 6 16 Are
Street Address
/�,, 4�14 J22�T
City, State, ZIP 9� Phone
2 �
Fg�n a t u �re Date
Applicant Representative:
Natne
Street Address
City, State, ZIP Phone
Signature Date
City of Edmonds
Critical Areas Determination
Applicant: I John Garbe Determination #: I CA-96-231 I
Project Name: Permit Number:
Site Location: 1 18108 - 88th Ave. W. I Property Tax Acct #: 1 4188 000 017 02 05 1
Project Description:
Non -Project Specific
Determination: Study Required:
During review and inspection of the subject site, it was found that the site contains'and/or is
adjacent to a Steep Slope Hazard Area and a Class 3 stream pursuant to Chapter 20.* 15B of the
Edmonds Community Development Code (ECDC).
Based on these findings, prior to submission of any development permit, you will be required
satisfy the requirements of ECDC 20.15B by completing the following:
Steep Slope -Hazard Area Delineation Requirements:
To determine the extent of the Steep Slope Hazard Area, a topographic survey prepared by a
Licensed Land Surveyor delineating Steep Slope Hazard Areas must be completed. Any slope
over 40% with more than 20 feet of rise will be classified as a Steep Slope Hazard Area. A
50 foot buffer is required from both the top and toe of the slope. A 15 foot building setback is
required from the 50 foot buffer.
For development of any kind which is proposed within the critical area, 50 foot buffer or 15
foot buffer setback, it must be shown that the development will not adversely impact the
Critical Area or its buffer, by doing one or possibly both of the following depending on the
outcome of the study:
1 . For development proposals which will occur within the 50 foot buffer, but no closer
than 25 feet from the top or toe or the slope, the 50 foot buffer requirement may be
reduced to 10 feet if a study is completed by a licensed geologist or geotechnical
engineer which clearly demonstrates that the proposed buffer alteration will have no
adverse impact upon the site, the public or any private party. All Critical Area Studies
must be completed by a licensed Geotechnical Engineer (as defined in ECDC
20.15B.020.Y) or under a three party contract where the City hires the professional
required, and the applicant pays for the study (pursuant to ECDC Section 20.15B. 140).
2. If development must occur within the critical area, buffer, and/or buffer setback, and is
not identified as an exception per ECDC Chapter 20.1513, a Reasonable Use Exception
and Variance must be obtained pursuant to ECDC 20.15B. 170A and 20.15B.040C).
Stream Delineation Requirements:
Submit a survey prepared by a Licensed Land Surveyor delineating the top of the stream bank,
required 10 foot buffer, and 15 foot setback to any proposed development. This stream flows
into Puget Sound, therefore, the applicant must contact the Department of Fish & Wildlife,
have them review the site and submit a letter determining the impacts of development on this
site and, if necessary, recommend mitigation measures to ensure protection of the
habitat/stream.
All proposed development of the subject lot must meet the requirements of Chapter 19.05 of
the Edmonds Community Development Code.
If the property owner wishes to apply for a specific development permit which they feel
would not impact the Critical Areas located on the site, they may submit their proposal to
the Planning Department for review. If the Planning Department finds that the proposed
development permit will not adversely impact a Critical Areas or its buffers, a conditional
waiver may be issued on a project by project basis.
Name Sighfiture Date
t�
ST REET FILE
CLERK
CITY Eomo
CITY OF NDS
121 5TH AVENUE NO.
F.0M0NDS, WA 98020 igi)908030617
C)8/03/1999 03*OC) pM Snohomish
p.0OoJ RECORDED County
STATEMENT ON ACCESSORY DWELLING UNITS
Property Address; smam 111�a= On,-, W
Edmonds, Washington
Description:
Assessor's Parcel Number: 7$�- " - 0//,7- L112z-�5—
I have read the requirements for accessory dwelling units contained in Chapter 20.21 of
the Edmonds Community Development Code and understand that an accessory dwelling
unit, including a second kitchen, is prohibited for two years after occupancy by the
current owner (un less a waiver is granted by the Community Services Department) and
until after a conditional use permit has been approved by the City of Edmonds Hearing
Examiner.
I also understand that approval of a conditional use permit is subject to a public
hearing, and n either this statement nor the issuance of a building permit shall act to
limit the discretion of the City in the review of any application for a conditional use
permit.
Property Owner Signature:
Date:
STATE OF WASHINGTON
COUNTY OF SNOHOMISH)
I certify that I know or have satisfactory evidence that
signed this instrument and acknowledge it to be his/her free and voluntary act ror the uses and
purposes mentioned in this instrument.
Notar,*4pressure seals must be smudged. Dated:J1J,/(d �6)41m
000% ......... Signature of
Mc
.., 0 *- , Notary Public:
0
Zt% OTA Nkl- Residing at:
Joil My Appointment
40
Expires: AAZOh�L
THIS D ENT MUST BE RECORDED WITH THE SNOHOMISH COUNTY AUDITOR.
EXHIBIT A
CITY OF EDMONDS SHOFT SUBDIVISION
FILE # S-17-91 Sep 1519,93
MR AND MRS SANDS "-/VG//V .
TRACT A,PLAT OF DOBSON PARK, VOL. 16,Pgs go & 91 G
IN THE NW-41 OF SEC. 18, TWN- 27N, R4E
Prepared by:
Chenoweth and Associates, Inc. PS
18130 Midvale, Ave N
Seattle, WA. 98133
206-542-2188
206-672-8333
Fax
P V/
LA A10
14
?'/, M'F�3
9/1/1993
AUTHORIZED
FOR RECORDING
CITY OF EDMONDS
PAGE L_,L7- OF-
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VOL Z7