HomeMy WebLinkAboutDebris Retaining Wall - BLD Engineering / Geo-tech Reports - 9/2/1994 JOHN R. SLADEK, P.E.
Consulting l Design Engineer n U E n n O M U T E
5531 Clearfield Drive Iu�Ivl,�ul �u�iYAul �i l7 IIILJ���11.1111
Olympia,Washington 98501
Telephone:(2M)459.4254 DATE
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❑Please reply I✓J No reply necessary SIGNED
JOB EVAN�
JOHN R. SLADEK, P.E. SHEET NO. OF
Consulting & Design Engineer CALCULATED BY aRS DATE 66utir, 111A
OLYMPIA, WASHINGTON 98501
(206) 4594254 CHECKED BY DATE
SCALE
DEP5R15 1 RETAININV W4LL
( 21 ; rjgR ' DAVID EVANS
1361 I-II(:'NWAV lot.
UNIoN ) WA.
SF--F. RF-PORr 5y BRAPI,E�// - NoSt.E GEOTe-04N ICAL Foa, EVAL,UATIQN of
5rAriiwry of E.xlstlt' , 5wPE C0►40IT10N5.
5UfnITTAL INDEX
5L)I3JEcr 5HEEt N°
NOTES ! SpECIFI CAT101J5
PLAN , 5
ELEVATION , DFT> v s - a
STRUCI'URAI. CaLCU�.ArloNs 9 — IA
�Z1 R. S1
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�1265
S�ONALG'.
:axpmes 9 1 95
SEP 0 2 1994
♦..u. .. .„.. ..,,,:m+.. ., nti Fd%t TInLiHEf t60o-iOawu
2
Mr. & Mrs. David Evans
NOTES & SPECIFICATIONS FOR ENGINEERED DEBRIS/RETAINING WALL
ordance
h the
ble provisins
1) tther199Retaining Edition ofltheesign uniformd dtails are in Building Code. Seeystrructuraltcalculationsafor assumptions Of
onsand
details of analysis.
Some items listed below refer to the 1988 Edition of the Washington State Department of
Transportation Standard Specifications for Road, Bridge and Municipal Construction. ( Referenced
below as the Standard Specifications. )
2) Assumed allowable bearing pressure at the base of footings is per the requirements of UBC
Table No. 29-B for Material Class 4, including increases specified in Table Footnote 3. Base of
footings shall bear upon undisturbed natural ground at least 1'-4' below finish grade. Notify
Engineer of standing water in footing excavations or any other conditions which would invalidate
assumed bearing conditions.
3) Detail dimensions are provided solely to clarify the intent of the design. All dimensions shall
be verified by the Contractor prior to ordering material and/or fabrication of any components.
4) Footings shall be placed in trenches excavated to the required dimensions. All water and loose
material shall be removed from excavations prior to Placing concrete. It is recommended that
excavation for footings be completed in stages and that each excavation not exceed the length
required to place a 12'-0' maximum length of footing concrete. Upper 1'-4' of footing
construction joints shall be formed by vertical bulkheads placed at each end of excavation.
All temporary shoring, bracing or any other temporary construction methods shall be the
responsibility of the Owner/Contractor. Any excavations over 4'-0' deep shall meet the
requirements of Standard Specifications Section 2-09.3 (3) B.
5) Backfill at wall and any fill supporting footings shall meet the following requirements:
a) Material shall be washed 5/8' to 3/4' crushed rock.
b) Any backfill supporting footings shall be placed in uniform lifts not exceeding 6' thickness,
conditioned to optimum moisture content and compacted by at least three passes of a vibratory
plate compactor.
c) Backfill at wall shall be placed in uniform lifts not exceeding 12' thickness, conditioned to
optimum moisture content and compacted by at least two passes of a vibratory plate compactor.
Backfill shall be placed and compacted upon completion of each course of Ecology Blocks.
d) In lieu of the requirements specified in Item 'b', backfill supporting foundations may be
placed under the supervision of a test laboratory approved by the Engineer. Backfill shall be
compacted to minimum of 90% of maximum density as measured by ASTM D-1557.
6) Concrete for footing shall be proportioned and placed to minimize any shrinkage, voids or
settlement. To achieve these objectives the following criteria are provided:
a) Target minimum compressive strength at 28 days: 2500 psi.
b) To reduce potential shrinkage of footing, cement content should be reduced as much as possible
while maintaining the target compressive strength and allowing construction to proceed as
required by the Owner/Contractor. Type II cement is recommended to reduce possible heat
gains due to hydration.
c) Maximum water-cement ratio: .45. This includes aggregate moisture. Water reducing or air
entraining admixtures which do not increase shrinkage may be used as required to obtain
necessary workability.
d) Coarse aggregate shall be 2' and shall meet the grading requirements of Standard
Specifications Grading No. 2. Aggregate meeting the minimum range of Grading No. 2, coarser
material, is preferred.
e) Bar reinforcement shall have a minimum yield strength of 40 KSI. Horizontal rebar at footings
do not need to be continuous across vertical construction joints. Reinforcement details and
clear cover requirements not noted in the Details shall be in accordance with UBC
Section 2607.
f) Concrete shall be thoroughly vibrated during placement using 2' diameter spud vibrators. See
Sheet 4 for a summary of recommended vibration procedures.
g) Concrete shall be wet cured for at least seven days after placing. Concrete shall be
protected from freezing during placement and curing as directed by the Engineer.
3
7) Perforated footing underdrains shall extend continuously around the debris/retaining wall. Drains
shall be 4' diameter perforated PVC pipe sloped a minimum of 1/2' per 10'-0' run to daylight.
Drains shall exit to daylight at least 5'-0' down-slope of wall. Provide drain clean-outs as
noted on Plan,
Notify Engineer of any springs or other sources of run-off encountered during construction and/or
final grading so that drainage system may be modified as required.
All perforated drains shall have openings oriented toward the base and shall be bedded in a 3'
minimum thickness of crushed rock fill. See Note 5 and Details for fill material requirements,
dimensions and protection at perforated drains.
All drain line components shall be connected with the appropriate 'Ell', 'Tee' or 'Y' fittings.
Clean-outs shall be fitted with end caps.
6) The existing french drain/tight line located up-slope of retaining wall to intercept surface
runoff shall be maintained as required to ensure its continued operation. Tightline shall exit to
daylight at least 5'-0' down-slope debris/retaining wall.
All future construction requiring building down-spouts or developing other concentrated sources
of run-off shall be connected to a separate 4' minimum diameter ADS non-perforated tubing
tightline. Drains shall be sloped a minimum of 1/4' per 10'-0' run to daylight, and shall exit at
least 5'-0' down-slope of debris/retaining wall. Provide clean-outs at up-slope ends and at any
sharp bends.
' , CONCRETE BASICS
Vibrating Concrete
I PROPER INTERNAL VIBRATION
1
I0 Increases compressive strength and bond between concrete and rebar and decreases
concrete permeability
• Decreases cold joints,honeycombing,excessive entrapped air,and segregation
• Causes concrete within a circular field of action to act like a liquid
HOW
_ 1 1/2 radius of vibrator action
• Insert vibrator vertically,allowing it to `
penetrate rapidly to the bottom of the lift and
at least 6 inches into the previous lift J
• Hold at bottom of lift for 5 to 15 seconds
• Pull vibrator u at a rate of 15 seconds for a 4-foot '
P Oar _u 11TC�-�
lift(about 3 inches per second)
I
CORRECT INCORRE T,
SPACING TIPS
t i
I
• Insert a vibrator so the fields of action overlap
• Watch the concrete to determine the vibrator's field of action
• High-powered vibrators and high-slump concretes have larger fields of action E
• Rule of thumb:the field of action is 8 times the vibrator's head diameter
` No vibration Form Radius of
vibrator action
q n.
Insertion point
of vibrator Area of influence Form
TOO SMALL TOO SMALL CORRECT
STOP VIBRATING CONCRETE WHEN
• The concrete surface takes on a sheen
• Large air bubbles no longer escape
• You hear the vibrator change pitch or tone
• You feel a change in vibrator action
VIBRATING DO
. 0 Don't let a vibrator run very long outside concrete;
it will overheat
• Don't use a vibrator to move concrete horizontally
• Don't force or push a vibrator into concrete;it wont
remain vertical and may get caught in the reinforcement
• Don't start a job without a spare vibrator
Concrete Basics are one-page technical notes designed to assist in on-the-job training of workers.A different topic is
featured each month.Poster-size copies are available in single or bulk quantities.
For more information,call 708-543-0870,ext.219.
CONCRETE CONSTRUCTION/MAY 1994 +Ot
JOHN R. SLADEK. P.E. MR. & MRS. DAVE EVANS
CONSULTING & DESIGN ENGINEER DEBRIS/RETAINING WALL
5531 CLEARFIELD DRIVE 9381 HIGHWAY 106
OLYMPIA. WA. UNION. WA.
(206) 459-4254 SHEET NO. rj
DE TAIL 2
tiA
NORTH oz �OF
w \ RrY 4'_0` MIN. CLEARANCE
f- <f SEE DETAIL 2
w \NF
.� CAST IN PLACE CONCRETE
w Z �- ' TYP. a CORNERS . BOTTOM
z w ` \ COURSE OF ECOLOGY
J W j 6, i `� BLOCKS ONLY .
U > Tye
m 00 a U \\ \
> z o TYA ig Q. CLEAN-OUT
< < Pw
III �
4-4" DIA. UNDERDRAIN - SEE
' DETAILS 1 & 2 AND NOTE 7 .
I 1
I I
25-0' MIN. CLEARANCE ' 2 H : 1 V
FOG-LINE TO FACE OF WALL FINISH GRADE
VERIFY
3'-0" x 2'-0" TRENCH FOOTING .
PLACE FOOTING IN 12'-0" MAX. ; DETAIL 1
LENGTHS . OFFSET FOOTING
CONSTRUCTION JOINTS 2'-0" MIN. CLEAN-OUT
FROM JOINTS IN BOTTOM COURSE '
OF ECOLOGY BLOCKS .
JOINT LOCATION FOR BOTTOM
III AND 3rd COURSE OF ECOLOGY
END OF WALL BLOCKS . SEE SHEET 6 .
END OF WALL AT 2nd COURSE
TYP. AT WING-WALLS .
JOINT LOCATION FOR 2nd
U COURSE OF ECOLOGY BLOCKS .
EXTEND DRAINS TO EXISTING SEE SHEET 6 .
DRAINAGE DITCH
SINGLE COURSE OF ECOLOGY BLOCKS
AS REGO TO MAINTAIN FINISH GRADE
�UT NO FOOTING REO'D .
�R�YG
\F
PLAN
I- = 10' � \
DEBRIS/RETAINING WALL
SEE SHEET 6 FOR WALL ELEVATIONS . SEE DETAIL 1 FOR TYPICAL SECTION .
See NOTES & SPECIFICATIONS . SHEET NO. 2 . Fa- oddtt►onol requirements not noted on this sheet .
JOHN R. SLADEK. P.E. MR. & MRS. DAVE EVANS
CONSULTING Si DESIGN ENGINEER DEBRIS/RETAINING WALL
5531 CLEARFIELD DRIVE 93B1 HIGHWAY 106
OLYMPIA. WA. UNION. WA.
(206) 459-4254 SHEET NO.
TOP COURSE & BASE COURSE : (4) 5-0" LONG BLOCKS 2'-0 1. OFFSET - TYP. AT
ECOLOGY BLOCK JOINTS
WING-WALLS NOT SHOWN
2nd COURSE : (3) 4-0" & (2) 6-0" L
�
I-ONG BLOCKS t—"�i
CAST IN PLACE CORNER �= L I
SEE NOTE 6 .
-1L
-- --- --- ------- ,------ ---------- --- -,
tt 5 REBAR DOWELS
SEE DETAIL 1 '
CAST IN PLACE TRENCH FOOTING
12'-0" MAX. LENGTH FOOTING POURS L-2'-0" MIN. OFFSET FROM FTG. CONST. JOINTS
SEE DETAIL 1 AND NOTES 4 & 6 . TO BASE COURSE ECOLOGY BLOCK .DINTS .
ELEVATION - 24'-Z" LONG WALL
TOP COURSE : (1) 4'-0" & (2) 6-0" -
LONG BLOCKS SHOWN . VARY AS BACK WALL NOT SHOWN
REO'D TO MATCH FINSH GRADE .
2nd COURSE : (1) 4'-0" & (2) 6'-0" CAST IN PLACE CORNER
LONG BLOCKS SEE NOTE 6 .
BASE COURSE : (3) 6'-0"
LONG BLOCKS
i------------I----------- -I------I------
I
ELEVATION - WING-WALL
SEE 24'-0- LONG WALL ELEVATION AND DETAILS 1 & 2 FOR ITEMS NOT NOTED .
WADI___ ELEVATIONS
3/16" = 1'-0-
DEBRIS/RETAINING WALL
SEE SHEET 5 FOR PLAN . SEE DETAIL 1 FOR TYPICAL SECTION : DETAIL 2 FOR WALL AT
NORTH PROPERTY LINE .
See NOTES & SPECIFICATIONS . SHEET NO. 2 . for odditionol requirements not noted on this sheet .
JOHN R. SLADEK, P.E. MR. & MRS. DAVE EVANS
CONSULTING & DESIGN ENGINEER DEBRIS/RETAINING WALL
5531 CLEARFIELD DRIVE 9381 HIGHWAY 106
OLYMPIA, WA. UNION. WA.
(206) 459-4254 SHEET NO.
II
r FINISH GRADE
2 H
� 1 V
. a
PRECAST 2'-0' x 2'-0- ECOLOGY BLOCKS
6-0- 8 4'-0- LENGTHS AS REO'D .
SEE ELEVATION , SHEET 6 .
8" OFFSET - TYP. AT
• ECOLOGY BLOCKS o
COMPACTED CRUSHED ROCK
C
BACKFILL . SEE NOTE 5
+� 5 x 3'-B" MIN. REBAR AT EACH
' 4 END OF EACH BLOCK .
• 6'-0" O.C. MAX. SPACING . w
• ` . ° FILL VOID w/ NON-SHRINK GROUT OR
OR GROUT OR LOW-SLUMP CONCRETE
4" DIA. UNDERDRAIN ` 4" DIA. PVC WEEPHOLES AT CONST. co
SEE NOTE 7 . ° JOINTS . 12'-0" O.C. MAX. SPACING . _
•. E FORM EXPOSED EDGE
12' MIN. WIDTH AT BACKFILL — — -
3' OFFSET
PLACE FOOTING AGAINST FIRM EARTH —� I FINISH GRADE
SEE NOTE A.
BASE OF FOOTING 1'-4" MIN. BELOW
FINISH GRADE . SEE NOTE 2 . 3" CLEAR COVER
3-0' x 2'-0' CAST IN PLACE TRENCH FOOTING —
TYPICAL
w/ 15J n 5 HORIZ. REBAR LOCATED AS SHOWN .
12'-0' MAX. POUR LENGTHS AT FOOTING . 3'-0"
SEE NOTES 4 & 6 . MIN.
DETAIL 1
1/2- = 1'-0"
TYPICAL SECTION - DEBRIS/RETAINING WALL
See NOTES d SPECIFICATIONS . SHEET NO. 2 for mdditionol requirements not noted on this sheet .
JOHN R. SLADEK, P.E. MR. & MRS. GAVE EVANS
CONSULTING & DESIGN ENGINEER DEBRIS/RETAINING WALL
5531 CLEARFIELD DRIVE 93BI HIGHWAY 106
OLYMPIA. WA. UNION. WA.
(206) 459-4254 SHEET NO. a
i
I
NORTH PROPERTY LINE
4'-0-
MIN.
2'-0"
MIN.
RESTORE EXISTING GRADE
FINISH GRADE
2H
�1 V
TOP-SOIL
12" MAX. DEPTH
FILTER FABRIC OVER--( I PRECAST 2-0" x 2'-0" ECOLOGY BLOCKS
CRUSHED ROCK +—III 6'-0" & 4'-0" LENGTHS AS REOID .
SEE ELEVATION , SHEET 6 .
• X
D v Q
� I
' B" OFFSET - TYP. AT
" o ECOLOGY BLOCKS Po
COMPACTED CRUSHED ROCK 0
BACKFILL . SEE NOTE 5 . '
z 5 x 3'-B" MIN. REBAR AT EACH Q
END OF EACH BLOCK . �
P 6'-0" O.C. MAX. SPACING . w
FILL VOID w/ NON-SHRINK Q
• GROUT OR LOW-SLUMP >
CONCRETE ~
4" DIA. UNDERDRAIN c
SEE NOTE 7 . o _
P FORM EXPOSED
12" MIN. WIDTH AT BACKFILL — — — EDGE
3" OFFSET z
CV �
PLACE FOOTING AGAINST FIRM EARTH — FINISH GRADE—
SEE NOTE 4.
i
BASE OF FOOTING 1'-4" MIN. BELOW 3'-0" x 2-0" CAST IN PLACE TRENCH FOOTING
FINISH GRADE . SEE NOTE 2 . w/ (5) x 5 HORIZ. REBAR LOCATED AS SHOWN .
12-0" MAX. POUR LENGTHS AT FOOTING .
SEE NOTES 4 & 6 .
T-0,
MIN.
DETAIL 2
1/2" = 1'-0"
DEBRIS/RETAINING WALL ADJACENT TO NORTH PROPERTY LINE
SEE DETAIL 1 FOR ITEMS NOT NOTED .
See NOTES & SPECIFICATIONS . SHEET NO. 2 . for oddittionol requirements not noted on this sheet .
JOB EVAN�►
JOHN R. SLADEK, P.E. SHEET NO. 1 OF
Consulting & Design Engineer CALCULATED BY .1R5 DATE A
OLYMPIA, WASHINGTON 98501
(206) 459-4254 CHECKED BY DATE
SCALE
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avow
I
JOB EVAN",
JOHN R. SLADEK, P.E. SHEET NO. / i0 OF Consulting & Design Engineer CALCULATED BY J RS DATE 114
OLYMPIA, WASHINGTON 98501
(206) 459-4254 CHECKED BY DATE !
SCALE
I'
UTERAL (�zE55URE OVFRTURNINV (Y�Om�Nr
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VALUES OF SLOPE ANGLE j9,DEGREES
CIRCLED NUMBERS INDICATE THE FOLLOWING SOILTYPES:
10. CLEAN SAND AND GRAVEL- GW,GP,SW,SP.
Q 01RTY SAND AND GRAVEL OF RESTRICTED PERMEABILITY: GM,GM-GP,SM-SP,sm.
Q STIFF RESIDUAL SILTS AND CLAYS,SILTY FINE SANDS,CLAYEY SANDS AND
GRAVELS c CL,ML,CH,MH,SM,SC,GC.
FIGURE 16
Design Loads for Low Retaining Walls (Straight Slope Backfill)
(�2-v,ot� VAAV— FAC D( T07 1` 31- F_o►noN
�f
7.2-86
joB EyAN4
JOHN R. SLADEK, P.E. SHEET No 11 OF
Consulting & Design Engineer CALCULATED BY .I(�5 DATE q
OLYMPIA, WASHINGTON 98501
(206) 459-4254 CHECKED BY DATE
SCALE
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JOB �VaNS
JOHN R. SLADEK, P.E. SHEET NO. ! ►� OF
Consulting & Design Engineer CALCULATED BY JQ"7 DATE ' 4
OLYMPIA, WASHINGTON 98501
(206) 459-4254 CHECKED BY DATE
SCALE
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i
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310
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It
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J00 EVaw4
JOHN R. SLADEK, P.E. SHEET NO. 13 OF
Consulting & Design Engineer CALCULATED BY JR4 DATE I F 14
OLYMPIA, WASHINGTON 98501
(206) 459-4254 CHECKED BY DATE
SCALE
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JOB VANS
JOHN R. SLADEK, P.E. SHEET NO. Li4 OF
Consulting & Design Engineer CALCULATED BY .IQ+�7 DATE OLYMPIA, WASHINGTON 913501
(206) 459-4254 CHECKED BY DATE
SCALE
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JOHN R. SLADEK, P.E.
Consulting & Design Engineer
5531 Clearfield Drive
OLYMPIA, WASHINGTON 98501 LE"`'TE
(206) 459-4254
Date 8 U 11A
To 2, DAVE EVAN,� Subject�Og .17I1"E ti Ar Q E.VAi4JEE�M4
P.O, 50% 46 PROPE a'7 CON CER,N IN(a .
13woq WA. 98��'Z, " OOlol, CONhr¢.UCI ION r7LIDE.
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