HomeMy WebLinkAboutWall and Fencea
(16) STRENGTH OF 2.500 PSI - TYPE II CEMENT (TYPE V INHERE REQUIRED BY OWNER. SOILS ENGINEER
(13) OR JURISDICTION). CRE SH BE A` MIN. OF 48 HOURS OLD PRIOR TO FINAL TENSIONING.
. CONCRETE ALL
6A (1'N) 1 6. LAP HORIZ. FTG. REBAR 40 BAR DIA.' LAP = 20' FOR #4 REBAR" 25" FOR #5 REBAR).
��. 15 -*-(15
-I 7 CONCRENR
TE MASOY UNITS SHALL COMPLY WITH ASTM II AND BE 2. N, 000 PSi Iw11F'MN UL -4111"I
RETURN CONDITION
4
P SH A MIN OF 1 DAYS OLD ,PRIOR
A - L - .._ - _. _ ..._ - CRITERIA FOR BLOCK IS BASED ON 1500 SI BLOCK ALL
q END OF WALL � -._ -
- T MAY USED OR
T BLOCKS WITH MORTAR BE
�� TO ROD TENSIONiNG. STANDARD HEAD AND BED JOIN LOpC
- - - -- INTERLOCKING BLOCKS MAY BE USED,
'MORTAR SHALL BE TYPE S, 2000 PSI MIN. MORTAR MAY BE USED AS GROUT IN 8* HIGH LIFTS,
1 1
MORTAR MUST BE A MIN. OF 4 HOURS OLD PRIOR TO INITIAL TENSONiNG AND 24 HOURS. OLD
FA PRIOR TO FiNAL TENSIONING
w r r
F
12 12 12 9. FIRST MASONRY COURSE MAY BE SET IN FRESH CONCRETE FOOTING. HEAD JOINTS MAY BE
OMITTED IN FiRST COURSE FOR WEEP HOLES.
b 11'1Z17&17777d1O. REINFORCING REBAR SHALL CONFORM TO ASTM A615; Fy = 40.000 PSI.
11. PROTO-N HARDWARE IS DEFINED AS: TENSION RODS, BEARING PLATES. COUPLERS, NUTS. ALL
(3) (s) (12) THREADS, DIRECT TENSION INDICATORS A DIRECT TENSION INDICATOR (DTI) IS A COMPRESSIBLE
tz 7 (
(16) WASHER) AND PLASTIC SADDLES. ALL OF THIS HARDWARE SHALL BE SUPPLIED BY ONLY AN
(14 APPROVED PROTO--11' LICENSEE TO THE CERTIFIED INSTALLER. POST TENSION RODS SMALL BE
OB END. OF -WALL 1 ..- -- - i • `+E
1 { {) 7 $ DIAMETER WITH 1 2" ROLL THREADS CONFORMING` TO ASTM A615 (FY = $0000 PSI) AND
( 15 /1 /
{ f., . CHEMISTRY SO THAT BENDING AND THREADING CAN BE ACCOMPLISHED WITHOUT
12 12 1 HAVE 'STEEL Ellis
{
J L
A CONTROL JOINT SPEC.
(31-. 01)-\ I-
WIND
FORCE
WALL
HEIGHT
4' PROTO 11
MOST TENSION
ROD SPACING
ON CENTER
6' PROTO 11
POST TENSION
ROD SPACING
ON CENTER
8' PROTO 11
iPOST 'TENSION
TROD SPACING
'ON CENTER
1
s9CTI
DIP FOOTING
ON CENTER
SPACING, SEE
DETAIL 4 FOR
DIP FOOTING
PROFILE, SEE
DETAIL 3 FOR
CONTINUOUS 8"
WI DE TRENCH
FOOTING. SEE.
DETAIL 3'
FOR SECTION.
6* TO 11
13,8 PSF
3'-4'
8'-0*
8,-0'
N TES:
0
16'-0*
8* z 150
70 MPH
4'-0r
$046
_
•
NOTE..
g+;,,�0r
T
GENERAL A NOTES E S
E R L
PROTO I! FENCE WALL SCHEDULE CALIFORNIA
C � E
1.
POST TENSIONED ROD.
6. REINFORCING WITH 6 HOOK
�
7.
END OR CORNER OF WALL MAY START
11.
PROM it WALL., 15,
RUN HORIZONTAL JOINT REINFORCING
SEE 8 ROD VARIANCE SPEC AT NOTES
t
•� - •_ '
(EXAMPLE. FOR 1 4 RETAINING AND A 6 0
2
END OF WALL.
WITH
INTO FOOTING BELOW. FILL W!
8' x 20'
WiTH RTI REBAR GROUT SOLID
i� VERTICAL
1 2.
16 MASONRY PIER WITH 4 VERTICAL
�
THROUGH PER STOP AT FACE OF
N0. 5 AT BOTTOM OF WALL SCHEDULE.
1.
AN SEISMIC FORCES AS REQUIRED AND APPROVED
THE PROTO-n WALL 1S DESIGNED FOR WEND D SE1S>r1
EXPLANATION OF WIl�J' LORAD DESLGIVA►TIONS. WIND VERSUS SEISMIC LOADING:
3.
*
RODS AT 12 OTHER SIDE OFA
'•
T OR HIGH LIFTS OF MORTAR.
GROUT 8
2'-8'
THEN SPACE FIRST POST TENSION.
6'-8"
AND 1 TIE AT TOP OF PIER.
�
`
PIER AT CONTRACTOR'S OPTION.
8 VARIANCE APPLIES TO ALL RODS.
B Y THE LOCAL ,ANOSDICTION. SEE SCHEDULES FOR EXPOSURE, WAND FORCES, POST TENSIONED
ROD SPACING, FOOTING ETC. CONTRACTOR'. IS RESPONSIBLE TO VERIFY REQUItE1�lENTS
O•
1. WIND LOADS GOVERN OVER SEISMIC IN
4'-0'
.CONTROL JOINT W END OF WALL.
6A, POST TENSIONED ROD SPACING PER
8' x' 22'
MAY
ROD PER SCHEDULE. REBAR M
13,
1 MASONRY PIER WITH 1
2 SQUARE ASON 6.
ALL VERTICAL MASONRY PIER REINFORCING
AT BOTTOM
EXCEPT THOSE AT CON1Rtk. JOINTSWIND
4'-8'
.SIZES,
N R, IS TO BE PERFORMED IN ACCORDANCE WITH
WITH BUILDING DEPARTMENTAND OWNER, ALL 'WORK
LOADS ARE CALCULATED AS FOLLdWS. ALL SEISMIC ZONE 1,2, AND 3' LOCATIONS.
4.
NOT D.
0 USE
SCHEDULE BUT NOT TO EXCEED
P T AT R
SUBSTITUTE FOR R00 CORNER
4'-0,
1 VERTICAL
� VE C L
FOOTING BELOW, FOOTING AT
SHALL HAVE 6 HOOKS
+.
AND EXTEND A MINIMUM OF 8
AMID END OF WAIL.
*
THE APPROVED SITE SOLS REPORT AND/OR CODE REQUIREMENTS.
p C� x Cq x cis x l F SEISMIC C' 4 THE SCHEDULES BEi.OIY
2. OR SE ZONE ,
- R F _ T PSF
WIND IN POUNDS PER SQUARE 00 )
5
NOT USED.
4 8 ON EITHER SIDE OF THE
*
8 -x 32'
OR END OF WALL.
14.
LINE OF
r
- TANNING R
{EXAMPLE. FOR 2 0 RE ( )
(4)
2.
AR VEL BACKFILL ABOVE 1 -4 FOR
THESE DESIGNS ARE NOT TO BE USED FOR RETAINING EARTH (LE )
FORE
P ( WIVE. BEEN MOD I F ! ED FOR SE I SAKI C FORCES.
PARTES.
T
CONTROL JOIN OR END OF WALL.
8,
NOT USED.
� cr
PROTO H WALL PER PLANS AND
INTO .FOOTING,
AT CONTRACTORS OPTION, -THE WALL
1. .FOOTING DESIGN ALLOWABLES, 1000 PSF BEARING. 200 PSF T LATERAL SEISMIC SAIL PROFILE TYPE SD,
/F,
" r
- _ - _ T 11 MEASURED FROM W
4 PROTO-11. 2 O FOR 6 PROTO II, :AND 2 $` FOR 8" PROTO-11 AS ME SU ED OM LO
Ce = EXPOSURE FACTOR -SEE-U.B.C`. TABLE 16G
„ 16H FOR WALL ELEMENTS PRIMARY... SYSTEM
Cq PRESSURE COEFFICIENT FOR STRUCTURE -SEE U.B.C./ TABLE
II
4 -
H COVER AS REQUIRED AROUND
ANCHOR BOLT.
9.
NOT USED.
INDICATOR
FOOTING AT PIER A
SCHEDULES. OO NG E SHALL
D. NO SURCHARGES, PARKING, STRUCTURES.
•- !
ETC, WITHIN 5 0 OF RETAINING WALLS.
EXPANSION JOINT MAY OCCUR AT
_➢ ��
_.. _w 12
� Rz �.
Soil TO HIGH SOIL' NO SURCHARGES WITHIN 5-d OF WALL ARE ALLOWED. ' SEE DETAIL 10.
METHOD 2 C = 1.3
NOTES..
10.
NOT USED.
BE 12 THICK AND 4 WIDER ALL
THE FACE OF THE PIERS AS SPECIFIED
3.
FOOTINGS TO BE LEVEL. IF GROUND' SLOPES THE FOOTING SHALL BE STEPPED, EACH STEP
Q s =WEND STAGNATION PRESSURE, SEE U.B.C. CABLE 16F
NO SCALE
3"(7)
> �" � c
� 5
DIP FOOTINGS MUST REMAIN THE SAME FOR A GIVEN LENGTH OF WALL,
AROUND THE PIER.
GROUT SOLID ONLY AT POST -TENSION
IN GENERAL NOTE 14.
T EXCAVATIONS SHOULD BE CLEAN AND
SHOULD PROPER HEIGHT TO F! BLOCK TYPE USED.. ALL
I =IMPORTANCE FACTOR PER U.B.C. TABLE ' 16k (FOR FENCES I _ 1.0)
MIN
4, POST TENSION ROD IS INDEPENDENT OF DIP OR PIER SPACING.
1 6
{) (
d <<7
CONTAIN NO LOOSE EARTH OR FORGEIGN MATTER,
f T WITH s AT 70 MAH
EXAMIP�.E. EXP. C 0 7O MPH REFERS 0 EXPOSURE C q
ROD CELLS BELOW GRADE.
THREE SIDES EXCEPT AT 8" PROM 00
4.
SOIL SHALL BE COMPACTED AND HAVE A MINIMUM BLEARING CAPACITY OF 1.000 POUNDS PER
p = 1.06 x 1.3 x (.75 x 12.'.6) x 1:0 = 13,8 PSF
a w
2.
(1)REPORT.'t
-
NOTES.
II
SQUARE FOOT AND A LATERAL CAPACITY OF 200 POUNDS PER SQUARE FOOT PER FOOT OF
SEE UBC SECTION 1622
( )
WHERE THE STEEL PLATE SHOULD
NOTES
_ Q
z ; ¢!
3.
CONCRETE FOOTING.
DEPTH. CONTRACTOR TO VERIFY SOIL CONDITIONS PER SONS
r
ABOVE 12 -0 � i ,06 x 1.3 12.6 x 1,0 = 17,4 PSF
P x KIR 1997 UBC
TOP OF FOOTING:
, ..
1.
4 NOMINAL 5/b ACTUAL OR
5.
SOIL 5HIALL BE WELL DRAINED FOR FOOTINGS AND FOUNDATIONS.' USE CONCRETE WITH A MIN,
.�. s
...�
(16) STRENGTH OF 2.500 PSI - TYPE II CEMENT (TYPE V INHERE REQUIRED BY OWNER. SOILS ENGINEER
(13) OR JURISDICTION). CRE SH BE A` MIN. OF 48 HOURS OLD PRIOR TO FINAL TENSIONING.
. CONCRETE ALL
6A (1'N) 1 6. LAP HORIZ. FTG. REBAR 40 BAR DIA.' LAP = 20' FOR #4 REBAR" 25" FOR #5 REBAR).
��. 15 -*-(15
-I 7 CONCRENR
TE MASOY UNITS SHALL COMPLY WITH ASTM II AND BE 2. N, 000 PSi Iw11F'MN UL -4111"I
RETURN CONDITION
4
P SH A MIN OF 1 DAYS OLD ,PRIOR
A - L - .._ - _. _ ..._ - CRITERIA FOR BLOCK IS BASED ON 1500 SI BLOCK ALL
q END OF WALL � -._ -
- T MAY USED OR
T BLOCKS WITH MORTAR BE
�� TO ROD TENSIONiNG. STANDARD HEAD AND BED JOIN LOpC
- - - -- INTERLOCKING BLOCKS MAY BE USED,
'MORTAR SHALL BE TYPE S, 2000 PSI MIN. MORTAR MAY BE USED AS GROUT IN 8* HIGH LIFTS,
1 1
MORTAR MUST BE A MIN. OF 4 HOURS OLD PRIOR TO INITIAL TENSONiNG AND 24 HOURS. OLD
FA PRIOR TO FiNAL TENSIONING
w r r
F
12 12 12 9. FIRST MASONRY COURSE MAY BE SET IN FRESH CONCRETE FOOTING. HEAD JOINTS MAY BE
OMITTED IN FiRST COURSE FOR WEEP HOLES.
b 11'1Z17&17777d1O. REINFORCING REBAR SHALL CONFORM TO ASTM A615; Fy = 40.000 PSI.
11. PROTO-N HARDWARE IS DEFINED AS: TENSION RODS, BEARING PLATES. COUPLERS, NUTS. ALL
(3) (s) (12) THREADS, DIRECT TENSION INDICATORS A DIRECT TENSION INDICATOR (DTI) IS A COMPRESSIBLE
tz 7 (
(16) WASHER) AND PLASTIC SADDLES. ALL OF THIS HARDWARE SHALL BE SUPPLIED BY ONLY AN
(14 APPROVED PROTO--11' LICENSEE TO THE CERTIFIED INSTALLER. POST TENSION RODS SMALL BE
OB END. OF -WALL 1 ..- -- - i • `+E
1 { {) 7 $ DIAMETER WITH 1 2" ROLL THREADS CONFORMING` TO ASTM A615 (FY = $0000 PSI) AND
( 15 /1 /
{ f., . CHEMISTRY SO THAT BENDING AND THREADING CAN BE ACCOMPLISHED WITHOUT
12 12 1 HAVE 'STEEL Ellis
{
J L
A CONTROL JOINT SPEC.
(31-. 01)-\ I-
WIND
FORCE
WALL
HEIGHT
4' PROTO 11
MOST TENSION
ROD SPACING
ON CENTER
6' PROTO 11
POST TENSION
ROD SPACING
ON CENTER
8' PROTO 11
iPOST 'TENSION
TROD SPACING
'ON CENTER
1
s9CTI
DIP FOOTING
ON CENTER
SPACING, SEE
DETAIL 4 FOR
DIP FOOTING
PROFILE, SEE
DETAIL 3 FOR
CONTINUOUS 8"
WI DE TRENCH
FOOTING. SEE.
DETAIL 3'
FOR SECTION.
6* TO 11
13,8 PSF
3'-4'
8'-0*
8,-0'
8'4'
16'-0*
8* z 150
70 MPH
4'-0r
$046
$040
g+;,,�0r
14"-B'
8r x 17'
(5) PiER DETAIL IN LIEU OF 'DIP'. SEE NOTE
�
EXP V
r
4'-$
6r-8 r
, r
8 -0
.
$♦ -0
, r
i0 -8
$* z19r
a
t
•� - •_ '
(EXAMPLE. FOR 1 4 RETAINING AND A 6 0
8'-0'
8114'
8'-4'
8' x 20'
6 BELOW WALL SiKHEDULE,
{3)
6'-0'
- 4'4'
64--�0'
8'-00
6111-6'
$' x 22'
I �" - I , s
604' '
2'-8'
4'-8'
6'-8"
4.-4*
8' x 26*
12. A CONTRACTOR OP71ON IS TO STAB THE /4
71-4'
34
4'-0'
50-4'
30-6'
8' x' 22'
w%3
(3!
8°-0'
tit
30-4'
4'-8'
3'-0'
8" x 29'
-_
Ii �
80-40
21-4*
4'-0,
'- •
� � SPACING OF EXP FOOTINGS. ABOVE 8 0
8'x 30'
� ...
*
.
g -4r
-
' r
2--0'
3'-4-
- AND WHERE DiP FOOTING SPACING' NOT
(')
*
8 -x 32'
CARU S O
TURLEY
1 .itiLY
SCOTT
IATc.
consulting
structural
engineers
I
_ 4 ��.
..- 7 i 4 h tr_.
B RETURN CONDITION .� - _. _ � - - � DAMAGE TO THE POST TENSION ROD. AREA. OF POST TENSION ROD .1503 SQUARE INCHES. ., 2 02 Nord t S
MASONRY NOTE. s
BEARING PLATES ARE Ile THICK ASTM A36 STEEL SEE DETAIL 5 FOR THS. 1/2 COUPLERS r, c
(1 / ( ) ®�, Suite � 200
CONTROL MAKE A CLEAN VERTICAL 2
-- PER ASTM A36 AND THE COUPLER` MUST FULLY ENGAGE THE UPPER AND LOWER ROD, FULLY \ R,
- - -. _ ,_ - - - ,�< _ - - - - - 5 ;,� Phoenix, Arizona &5 �'>
JOINT BREAK OF ALL MATERIAL cv
in ENGAGED AS DEFINED AS 1 " MHN. INTO COUPLER 1/2` NUTS ARE TO BE GRADE 8, PER ASTM �l,< G
-... r r- /2 .t t. �o o`� 602 912-9120
AM& 1/2 ALL THREADS PER ASTM A307, GRADE 60: DIRECT TENSION INDICATOR (DTI; - Q�� � ►,
IN CONTROL JOINT: F b 'CU y4�a
COMPRESSIBLE WASHER) IS PER ASTM F929 TESTING PROCEDURES. PLASTIC REBAR SADDLES O 'C' 4� o�. o fAX� (60 9 9 !0
CONTROL JOINT SPEC. -���'� r `r
B CON END OF WALL 12 r ARE NON-STRUCTURAL
C 16 1 `t
12 2 WIR P CED PER TAIL 8
12 HORIZONTAL JgNT REINFORCING SHALL BE 9 GAGE DtAANE7ER E AND LA DE � G
- AND COMFOE1 TO ASTM A82 LADDER TYPE. 9 GAGE DIAMETER.- LAP JOINT REINFORCING ONE
12
FULL CROSS SQUARE (6 MINIMUM LAP). d ���, QP e� \VP ,4'1\ C`'
Q O eQ, <o ne Q �:
SPECIAL WALL CONDITIONS AND OPTIONS 13, iN LIEU OF FULL HEIGHT RODS. CONTRACTOR MAY USE SHORTER RODS, 1/2 COUPLERS AND � <
. » Q' S� tir a �a � N� Fp
y STRAIGHT RODS THREADED' BOTH ENDS FOR ADDITIONAL LIFTS. MIN. OF 3" L HOOK,, OR J" o'� �a 0 7 ® Q
N0 SCALE. � ,��� ` o yo �Qa
HOOK AT END OF TENSION ROD. t®� ��� �� +u �n g055
14. VERTICAL CONTROL JOINTS TO �
PLACED. AT MAX 36' O,C. IN ALL NON -STUCCOED WALLS AND �QQ`�ti o 5�� 1
9 �� �Qc �� e'�I�, � EXP.12/� �
( 20' ON CENTER IN STUCCOED WALLS WITH CLEAN VERTICAL BREAK OF ALL MATERIALS. SEE �� c
NOTES: NOTES. �� ;� >ti v� �Ir
DETAIL 1 FOR ROD SPACING AT CONTROL JOINTS AND WALL ENDS. Q �, v
1. PROTO 11 FENCE .WALL. s P�'
1. PROM I FENCE WALL PER 15, ALL STEEL THREADS. `PLATES AND NUTS <SHALL BE APPROPRIATELY LUBRICATED AND FREE OF d UC-Tala
,� 2. 3' MORTAR COVER AROUND COUPLER AND/OR AN IN f - � �� �
NOTES: PRODUCT DATA SHEET. (1 , RUST TO INSURE PROPER TENSIONING. NO COUPLERS MAY OCCUR DIRECTLY BELOWD
POST TENSIONED. ROD FOR CORROSION ��CA��P
A. PROTO I TENSION ROD SHALL BE CONTACT WITH THE BEARING PLATE.
1. FENCE WALL - DETAIL NOT PROTECTION. R MAY INTO WET CONCRETE OR TIED IN PLACE AT CONTRACTOR OPTION:
(1) 7/16 DIA :STRAIGIiT,-TF•ItEADED 3. 7 6' DIA FULL HEIGHT POST TI:NtStONNED tfi. TENSION ODS M � STABBED
SHOWN FOR CLARITY, TAIL 6 NOTE N0. 3. AT CONTRACTOR OPTION, VERTICAL REBAR MAY BE STAGED DOWN
BOTH ENDS AND SHALL HAVE RODS WITH Y HOOKS, ROLL THREADS AT SEE
2 FINISHED GRADE, - INTO THE DIP PER OR CONTINUOUS TRENCH FOOTING AND EXTENDED +/-8' INTO FIRST COURSE
MIN. 12 EMBED INTO MASONRY TOP FOR NUT .ATTACHIA NT. •
3, NO SLOPING ADJACENT GRADE . , E AILS 3 AND 4,
RETAINING WALL WITH PLATE N 4. CONC. FTG. - NO COLD JOINTS PERMITTED, OF BLOCK SE DET }
ALLOWED. _ 17. A PROTO-0 DT1 (COMPRESSIBLE WASHER) SHALL BE INSTALLED AT EVERY TENSION ROD BETWEEN �
WASHER. II 5_ TRENCH MAY � OVER EXCAVATED AS SHOWN
»'
4. FACE OF FOOTING TO TOP OF THE BEARING PLATE AND NUT W/ THE DTI. TABS ..FACING UP AGAINST THE BOTTOM OF THE NUT,
2. SOLID GROUTED RETAINING FILL W/ COMPACTED FILL OR METE I
X 4 _ THE SPECIAL DEPUTY INSPECTION REQUIRED AT TIME OF FINAL TENSIONING BY A PRO
_TO-il ,
SLOPE. 6, t3 3' 6 DEEP (2RC(AAR PER FTG. MAY� ,, .
WALL DESIGNED BY OTHERS. APPROVED INSPECTOR SHALL VERIFY FINAL TENSIONING TO 6.000 POUNDS BY 1 OF 2 METHODS. a ill N)
5. BOTTOM OF SETTING PAD. (2 USED IN LIEU OF, DE FTG. SPACING AND
QRETAINING
INSTALLER TO VERIFY .. METHOD 1 � ' YIS<JAL. INSPECTION OF DIRECT TENSION INIIICATOR (DTI). TABS :FACING UP AND
Q � SETTING PAD TO REMAIN THE SAID.
6. SEE SCHEDULE FOR WALLS WALL DESIGNED BY OTHERS WILL
"' COLLAPSED AGAINST NUT' W/ NO LIGHT LEAKAGE` BETWEEN THE PROTO-1 DTI AND BOTTOM OF NUT -
UP UP TO 6'-0' HIGH...
p 7, N0 VOIDS OR HONEYCOMBING OF CONC. AT � � e ,-�; (.
SUPPORT THE PROM II FENCE JUNCTION OF POST ROD AND METHOD 2: USE OF A CALIBRATED TORQUE WRENCH TORQUED TO 55FT/LBS, (DTI MUST STILL � ?� � � � (D (0
7. SEE SCHEDULE FOR WALLS a WALL ABOVE.
C N VI AL INSPECTION OF DTI REQUIRED WHEN USING METHOD 2 : j ;; .1 0
REit�oRCNVG BARS. ALLOWED.. PROVIDE
PLACED WMTI METHOD 2. 0 SU ) ;� a � (�
ABOVE 6'-0' HIGH. w 3. FINISHED GRAM. INSPECTOR SHALL OBSERVE THE USE OF THREAD LUBRICANT, THE POSITION OF PLATE ON BOCK, r --� n
III cn CONSOLIDATION OF CONCRETE VIA VIBRATION, � ...,, O,
w 4. 2 MIN. IN BOND BEAM -LAP IA AND INTEGRITY OF MORTAR JOINTS. AND PROVIDE A SIGNED REPORT TO ALL APPROPRIATE PARTIES Q N `Cy
= {7 (3) RODDING OR OTHER APPROPRIATE MEANS
NOTE. sc WH OCCURS, 10 8 AT WALLS MASONRY DESIGN IS BASED ON THIS SPECIAL INSPECTION: `i' y
� ''' z 8)(11 { ) VERTICAL FOOTING REINFORCING T
THIS DETAIL. DESCRIBES THE I .- _ 1$. DESIGNS ILLUSTRATED ON TFIS PRODUCT DATA SHEET ARE FOR PROTO-1111 WALLS AND PROTO-11 n. <
5. BACKFILL SHALL BE NON 12 OVER 6 0 HIGH USE ,�ARE AVAfLAt3LE 1 Z t-- I-
MINIMUM DISTANCE REQUIREMENTS 3 EXPANSIVE SOILS. SEE N { 0 x �} OF
RETAINER WALLS UP TO A COMBINED HEIGHT OF 9-4*. ADDITIONAL SCHEDULES W C
F THE LOWEST FOOTING EDGE STRAIGHT 'J 6 - DIP OR PER. FOR PROTO-11 WALLS UP TO 13 -4 HIGH AND HIGHER HYBRID PROTO-11 WALLS �' �
OR SOILS REPORT. OR ,L» OKf�24 a c.,i Q Q
Z DY w ly
TO FINISHED GRADE. 6. COUPLER iF PARTIAL HEIGHT ROD IS 9. THIS DETAIL SHOWS THE POST TENSION ROD __j
USED IN LIEU OF FULL HEIGHT ROD. - W la.!`F- i,_
7. 1 /4 x1 x2 EMBEDMENT PLATE WITH 1 /2 CENTERED IN THE DIP FTG - HOWEVER THE 0
o c", POST TF.NESiON ROD SPACING IS INDEPENDENT .
o NUT ABOVE PLATE AND 1/2 ;COUPLER \ / (4X6) OF THE DIP FTG. AND THEY DO NOT NEED TO 1. POST TENSION ROD. --- ��
W BELOW PLATE (OR (2) 1/2 NUTS). / LINE UP. 2 NUT. tlO
w
(6)
SCHEDULE FOR
WALLS UP TO 6'-0'
FACE OF FOOTING MIN. DEPTH OF DIP
TO TOP OF SLOPE. OR TRENCH FOOTING
OR MINIMUM DEPTH OF
13" DIA PIER
12" OR MORE
2'-4"
3'-6-
6* TO 11
2#--r
3-•10
3 TO 5
2'-10
4-
PLACED Al ANY LOCATION ON THE IT +/-So INTO THE FIRST COURSE OF BLOCK, AND TABS COLLAPSED TO ACHIEVE TENSION LL Lr-
TOP
C
TOP OF THE RETAINING WALL \1 B. DTi IS ONE OF TWO APPROVED METHODS OF �
(7)
SCHEDULE FOR WALLS ABOVE 6'-0" UP TO 9-4w
FACE OF FOOTING
TO TOP OF SLOPE.
ADDED DEPTH OF DIP OR
OR TRENCH FOOTING 13"
ADDED DEPTH OF
DIA PIER
36. OR MORE
0"
/
10. NOT USED iN WALLS 6'-0" AND UNDER.
11. VERT, REINS, REQ'D WHEN USING CIRCULAR
6
3 COMPRESSED DTI INDICATOR - NO LIGHT PASSES
AND DTI WHEN
24-
9
9
12
®
L 0 UJ
Z H-
6
18 i
18-
3
200 1
20
v.
(5) PiER DETAIL IN LIEU OF 'DIP'. SEE NOTE
BETNkI:Fi BOTTOM OF NUT
PROPERLY TENSIONED,
7
OF DTI IS NOT REQUIRED.
3
F-
a
t
•� - •_ '
(EXAMPLE. FOR 1 4 RETAINING AND A 6 0
(6)
DIP FOOTINGS FOR WALLS OVER 6' -Cr
HIGH. USE AT THE TER
16
6 BELOW WALL SiKHEDULE,
{3)
4, TOP PLATE
TO COVER PLATE AND ' ROD
D.
INSTALLER MUST HAVE SPECIAL DEPUTY INSPECTIONcp
Q
I �" - I , s
I� -
USE 7' 4 SCHEDULE DESIGN.
'_ ' '
B. FOR All EXP C CONDITIONS WITH 6 0 WALL
8 -
1, HORIZONTAL JOINT REINFORCING SHALL
NOTE;
PROTO 0 WALL CONNECTION
TO TOP
12. A CONTRACTOR OP71ON IS TO STAB THE /4
. *
3 OR GREATER USE SCHEDULE .WALL. HEIGHT H .
{)
34
5. COLLAPSIBLE TABS
VOIDS OR JUNCTION OF POST TENSION
�
�,m (7A) REBAR SPACING IN TRENCH FOOTING FOR
P D BY ONE OF THESE TWO METHOD. BY
w%3
(3!
<
Q
tit
8: BELOW THE PLATE WASHER AND
•
5 -0 TO DAYLIGHT DETAIL FOR FOOTINGS
mill
(3)
PROM It FENCE WALL CAN BE
MIN. VERICAL REBAR DOWN INTO Tiff �, PER
CONTINUOUS TRENCH FOOTING AND EXTEND
Ii �
A. PROTO,-1 DTI To BE USED AT EACH TENSION ROD.
TABS FACING UP AGAINST BOTTOM OF 1/T NUT
M
A. 4' PROM It: 1/4 x 3 x 6
B. 6� PROM A: 1%4" x 4 1t2 x fi" "
x SECTION '
'- •
� � SPACING OF EXP FOOTINGS. ABOVE 8 0
CL
--
PLACED Al ANY LOCATION ON THE IT +/-So INTO THE FIRST COURSE OF BLOCK, AND TABS COLLAPSED TO ACHIEVE TENSION LL Lr-
TOP
C
TOP OF THE RETAINING WALL \1 B. DTi IS ONE OF TWO APPROVED METHODS OF �
(7)
SCHEDULE FOR WALLS ABOVE 6'-0" UP TO 9-4w
FACE OF FOOTING
TO TOP OF SLOPE.
ADDED DEPTH OF DIP OR
OR TRENCH FOOTING 13"
ADDED DEPTH OF
DIA PIER
36. OR MORE
0"
0'
30
6
6
24-
9
9
12
15
15
6
18 i
18-
3
200 1
20
(FLUSH OR CENTERED) BUT THE TENSIONN!IG, OTHER OPTION OF TENSIONING IS
1.1`(5) POST TENSIONED ROD SHALL AT PROTO-II (5) TORQUE TO 55 FT/LB5'USINO A CALIBRATED
(2) ALL TIMES BE PLACED BETWEENTORQUE WRENCH DTI MUST STILI. BE PLACED
(4)-7 '01 11�
THE 2 REINFORCING BARS AT DIP FOOTING PROFILE ON ROD F USING TORQUE WRENCH METHOD.
q,SEE GENERAL NOTE
`? } THE TOP OF THE RETAINING WALL NO SCALE3 C APPROVED SPECIAL 1DEPUTY INSPECTOR WILL
7.
(� am MEW PERFORM A VISUAL INSPECTION WHEN USING THE
(4) (1) DTi METHOD TO ,CONFIRM THE DTI IS COLLAPSED
(7� (2) NOTES: 2 Wi1H NO LIGHT LIGHT V -WS BETWEEN THE TABS
X 1 I. FILL CAP BLOCK WITH MORTAR. , NOD BOTTOM OF NUT. I' USK TORQUED I1 OCH
(1) O t ;"3 v €x
METiNOD DEPUTY INSPECTOR MILL GONIF�MI WALL
ROD FACING AND F007ING SELECTION NOTES
A. FOR ALL RETAINING CONDITION EXPOSURES B
6�
_ _ 7A. FOR 8' WIDE WALLS USE 1D"� WIDE FLANGE,
6" DEEP AT TOP OF FOOTING
1, (2) 8 3" MORTAR COVER AROUND COUPLER
2.
IMMEDIATELY FLIP" ONTO ROD.
CAP BLOCK OF SUFFICIENT. SIZE
(7) - ABOVE
AND C WITH LESS THAN 6 Q FENCE
�Q�
IS TORQUED TO 55 FTAM MN VISUAL NSPEC11ON
3 1, PROM 11 WALL
AND/OR POST TENSIONED ROD FOR
.Cr
Li
T
(2) ASSUME A MINIMUM FENCE HEIGHT
, '
to
2. 3' MORTAR COVER AROUND
AND OR POSTTENSIONED TENSIONED
CORROSION PROTECTION AT FIRST COURSE.
9. VERTICAL. REINF'€ORC14G AT TRENCH. AND
° "
• •
I F 6 -0 (H 'MIN = 6 + R ).
7
OF DTI IS NOT REQUIRED.
3
t
•� - •_ '
(EXAMPLE. FOR 1 4 RETAINING AND A 6 0
R00 FOR GORROS�N PROTECTION.
DIP FOOTINGS FOR WALLS OVER 6' -Cr
HIGH. USE AT THE TER
t ,
{3)
HIGH FENCE WALL, H -6'-O"+1'-4"= T _ 4
TO COVER PLATE AND ' ROD
D.
INSTALLER MUST HAVE SPECIAL DEPUTY INSPECTIONcp
I �" - I , s
I� -
USE 7' 4 SCHEDULE DESIGN.
'_ ' '
B. FOR All EXP C CONDITIONS WITH 6 0 WALL
8 -
1, HORIZONTAL JOINT REINFORCING SHALL
RODS WITH 3 HOOKS. ROLL THREADS
AT TOP FOR NUT ATTACHMENT. FNO
PROTO 0 WALL CONNECTION
TO TOP
OF CONVENTIONAL MASMRY
. *
3 OR GREATER USE SCHEDULE .WALL. HEIGHT H .
{)
34
STEEL PLATE SIZES
VOIDS OR JUNCTION OF POST TENSION
�
�,m (7A) REBAR SPACING IN TRENCH FOOTING FOR
P D BY ONE OF THESE TWO METHOD. BY
w%3
I Y i C. FOR ALL EXPOSURE B CONDITIONS WITH A
tit
8: BELOW THE PLATE WASHER AND
•
5 -0 TO DAYLIGHT DETAIL FOR FOOTINGS
RETAINING WALL
RE AI G AL
7
Ii �
WALL HEIGHT 6'-00 DR GREATER USE
M
A. 4' PROM It: 1/4 x 3 x 6
B. 6� PROM A: 1%4" x 4 1t2 x fi" "
x SECTION '
'- •
� � SPACING OF EXP FOOTINGS. ABOVE 8 0
AN APPROVED SPECIALDEPUTY INSPECTOR
NUSPECTOR TO PROVIDE A COMPLETED REPORT TO
LISTED
.. r
SCHEDULE WALL HEIGHT = H +8 .
U� �-, v_
OF FOOTING IS `REACHED, e.. A NOMINAL
{ 9
CONCRETE VIA VIBRATION. RODDING:..
A
- AND WHERE DiP FOOTING SPACING' NOT
(')
NO SCALE
NO SCALE
r
- TANNING R
{EXAMPLE. FOR 2 0 RE ( )
(4)
fi -0" HIGH WALL WOULD HAVE JOINT
REINFORCING IN A TOTAL OF THREE
C. 6 SLUMP PROM N: 1 4 x 4 x fi
/
,� AVAILABLE SPACE WIERTS AT 24 O.C. MAX
.� o� {)
I I "'� 5 O A TRACTOR IS TO. STAB THE
OPIIOPI
PARTES.
_THICKEN
FENCE F USE SCHEDULE
AND 6 ).
� cr
:..:_:.. 4. F T <P 3 ..MIN.
-� .�., . FOOTING 4 BOVINE
.- 1 . CON #4
tD
+I C 110 VERTICAL REBAR' DOWN INTO THE DIP. PIER
( )
1. .FOOTING DESIGN ALLOWABLES, 1000 PSF BEARING. 200 PSF T LATERAL SEISMIC SAIL PROFILE TYPE SD,
/F,
..1 r
I = F'+ _ -8
WALL HEIGHT R + $' 8 )
II
4 -
H COVER AS REQUIRED AROUND
ANCHOR BOLT.
D. 8' PROM Ie 1/4- x 6 1/2- x 8'
STEER. PLATES TO BE PLACED AT
[)Ti INDICATOR DIRECT TENSION
INDICATOR
D. NO SURCHARGES, PARKING, STRUCTURES.
•- !
ETC, WITHIN 5 0 OF RETAINING WALLS.
_➢ ��
_.. _w 12
� Rz �.
5. SEE SCMEDt1LE AND OTHER DETAILS.
IT +/-8 INTO THE FIRST COURSE OF BLOCK.
U... _.,. -�
NOTES..
II
EDGE
2
NO SCALE
3"(7)
> �" � c
� 5
DIP FOOTINGS MUST REMAIN THE SAME FOR A GIVEN LENGTH OF WALL,
1.
GROUT SOLID ONLY AT POST -TENSION
4) w
MIN
4, POST TENSION ROD IS INDEPENDENT OF DIP OR PIER SPACING.
TTHHE BEARS FULLY ON
d <<7
ROD CELLS BELOW GRADE.
THREE SIDES EXCEPT AT 8" PROM 00
a w
2.
LOW SOIL
-
NOTES.
II
WHERE THE STEEL PLATE SHOULD
NOTES
_ Q
z ; ¢!
3.
CONCRETE FOOTING.
�
1.
TOP OF FOOTING:
BEAR ON ALL FOUR SIDES.
1.
4 NOMINAL 5/b ACTUAL OR
.�. s
...�
4.
HIGH SOiL
1
2.
PROTO II WALL -VERTICAL POST
- 4,
CONTINUOUS HORIZONTAL JOINT
6' NOMINAL 5 5/8� ACTUAL OR
J3
'
N'1 10
5.
PROTO If FENCE WALL
r
TENSIONED ROD NOT SHOWN FOR
(�)
REINFORCING PER NOTE 2
iP
8' NOMINAL 7 5/8 ACTUAL MASONRY.
a�
tsi j c'
6,
* 1 -4 MAX AT 4 PROM It,
�°° (Z}
CLARITY.
5.
CENTER WEB BELOW.
Z
HORIZONTAL JOINT REINF SEE NOTE #14.
•a
�
* 2'-0" MAX AT 6' PROM It.
3.
8" HIGH COURSES ARE SHOWN
3.
N CONTINUOUS AT 4' & 6` PROM I
"
• 2'-8' MAX AT 8' PROM It.
2
1N DETAIL OTHER BLOCK SIZES
_ _ _
lid CONTINUOUS AT Q" PROTO I.
7.
A MODIFIED 6" THICK PROM 11
WALL MAY BEGIN WITH A SOLID
10
MAY BE USED AS REWIRED BY
THE FENCE WALL DESIGN,
OO r
1)
4.
CONCRETE SETTING PAD. NO VOIDS OR
HONEYCOMBING OF CONCRETE AT JUNCTION
cc Z
J
OF POST TENSION ROD AND 1: BARS
"
8 HIGH GROUTED COURSE OF
3
Jr- imp
-
ALLOWED, PROVIDE CONSOMATION
B' BLOCK, THE SOIL RETAINAGE
(4) I (5)
MAY THEN INCREASE TO 2'-8r�
ao
PLAN
2
(}
CONCRETE VIA VIBRATION, RODDING OR
OTHER APPROPRIATE MEANS
U.S:PATENTLt? 4:7°6,�a7
FOR 8 WIDE WALLS USE A 10 WIDE
4
X `
5.
DASHED LINE INDICATES LINE OF DIP FOOTING
PATENT 5.794,921x :
r
FLANGE. 6 DEEP AT TOP OF FOOTING.
TOP OF FENCE DETAIL
�
OR CLINE` of CONT TRENCH FOOTING.
AND
Arlo PATENT PENaI�Ir; �-
FILE: 99 5_`54-...NE4.t;VV`G
0 6. DEPTH OF CONTINUOUS TRENCH FOOTING.
(1)
5
NO SCALE
, i
7
s 8" AT 4' ANS 6' PROTO II
ROD FACING AND F007ING SELECTION NOTES
A. FOR ALL RETAINING CONDITION EXPOSURES B
6�
_ _ 7A. FOR 8' WIDE WALLS USE 1D"� WIDE FLANGE,
6" DEEP AT TOP OF FOOTING
1, (2) 8 3" MORTAR COVER AROUND COUPLER
NOTES.
(7) - ABOVE
AND C WITH LESS THAN 6 Q FENCE
3 1, PROM 11 WALL
AND/OR POST TENSIONED ROD FOR
T
(2) ASSUME A MINIMUM FENCE HEIGHT
, '
to
2. 3' MORTAR COVER AROUND
AND OR POSTTENSIONED TENSIONED
CORROSION PROTECTION AT FIRST COURSE.
9. VERTICAL. REINF'€ORC14G AT TRENCH. AND
° "
• •
I F 6 -0 (H 'MIN = 6 + R ).
7
1 COUPLER
3
•� - •_ '
(EXAMPLE. FOR 1 4 RETAINING AND A 6 0
R00 FOR GORROS�N PROTECTION.
DIP FOOTINGS FOR WALLS OVER 6' -Cr
HIGH. USE AT THE TER
t ,
HIGH FENCE WALL, H -6'-O"+1'-4"= T _ 4
3. 7 J16 DIA FULL HEIGHT POST TENSIONED
�.. 3 x
I �" - I , s
I� -
USE 7' 4 SCHEDULE DESIGN.
'_ ' '
B. FOR All EXP C CONDITIONS WITH 6 0 WALL
8 -
1, HORIZONTAL JOINT REINFORCING SHALL
RODS WITH 3 HOOKS. ROLL THREADS
AT TOP FOR NUT ATTACHMENT. FNO
O ,..-'�(
�,' STR T J' OR 1 w RECRED OF
L� 3 AIGFI
: EACH DIP FOOTING. AT DIP FOOTING l]ESKI+I.
. *
3 OR GREATER USE SCHEDULE .WALL. HEIGHT H .
{)
to
AT THE MORTAR NTS
BE PLACED E OR JO! �2
VOIDS OR JUNCTION OF POST TENSION
�
�,m (7A) REBAR SPACING IN TRENCH FOOTING FOR
w%3
I Y i C. FOR ALL EXPOSURE B CONDITIONS WITH A
9
8: BELOW THE PLATE WASHER AND
RflO AND REIIF. BARS ALLOWED.
II
_ _
WALLS: 6 e To 13' 0: SHALL MATCH.....
WALL HEIGHT 6'-00 DR GREATER USE
2'-0' O.C. THEREAFTER UNTO THE TOP
PROVIDE CONSOLIDATION OF
'- •
� � SPACING OF EXP FOOTINGS. ABOVE 8 0
.. r
SCHEDULE WALL HEIGHT = H +8 .
OF FOOTING IS `REACHED, e.. A NOMINAL
{ 9
CONCRETE VIA VIBRATION. RODDING:..
A
- AND WHERE DiP FOOTING SPACING' NOT
(')
r
- TANNING R
{EXAMPLE. FOR 2 0 RE ( )
fi -0" HIGH WALL WOULD HAVE JOINT
REINFORCING IN A TOTAL OF THREE
2
{) OR OTHER APPROPRIATE MEANS.
,� AVAILABLE SPACE WIERTS AT 24 O.C. MAX
.� o� {)
I I "'� 5 O A TRACTOR IS TO. STAB THE
OPIIOPI
NgTE�a:
_THICKEN
FENCE F USE SCHEDULE
AND 6 ).
COURSES).
)
:..:_:.. 4. F T <P 3 ..MIN.
-� .�., . FOOTING 4 BOVINE
.- 1 . CON #4
tD
+I C 110 VERTICAL REBAR' DOWN INTO THE DIP. PIER
( )
1. .FOOTING DESIGN ALLOWABLES, 1000 PSF BEARING. 200 PSF T LATERAL SEISMIC SAIL PROFILE TYPE SD,
/F,
..1 r
I = F'+ _ -8
WALL HEIGHT R + $' 8 )
1
{)
H COVER AS REQUIRED AROUND
ANCHOR BOLT.
OR CONTINUOUS TRENCH FOOTING AND EXTEND
� j\�=(9)
L
� " .
= TO = 10 -O , MAX .° HEIGHT FOR 8
2 , MAXIMUM MIIM HEIGHT FOR 4 PR01O I I 6 -8 MAX.MAX . HEIGHT GHT DR 6 PRO I I
,
D. NO SURCHARGES, PARKING, STRUCTURES.
•- !
ETC, WITHIN 5 0 OF RETAINING WALLS.
5. SEE SCMEDt1LE AND OTHER DETAILS.
IT +/-8 INTO THE FIRST COURSE OF BLOCK.
U... _.,. -�
PROTO It = 13'-4*COMBINATION WALLS MAY � USED.
.-.
3 . MAX N MUMU DIP FOOT t NNG SPACING = 16 -0 : MINIMUM SPAC I NII 3"-4*. TOLERANCE IS 1 ? t BUT THE NUMBER OF
3"(7)
DIP FOOTINGS MUST REMAIN THE SAME FOR A GIVEN LENGTH OF WALL,
4) w
4, POST TENSION ROD IS INDEPENDENT OF DIP OR PIER SPACING.
5. POST TENSION ROD SPACING' TOLERANCE IS ±80 BUT THE INKIER OF RODS FOR A GIVEN LENGTH OF WALL MUST
DETAIL AT SOIL RETAINAGE
HORIZONTAL JOINT REW URUNG: FOOTING ELEVATION AT POST TENSIONED ROD TYPICAL WALL SECTION AT DIP FOOTING AND TRENCH FOOTING REMA N N THE SAME .
1 x P CIRCULAR PIER FOOTING WITH 1 4 VERT WAY BE USED IN LIEU OF DIP FOOT NG
10 8 NO SCALE 6 No SCALE 6 3 • 3 -6 DEI' C aIL E OO NI .
N
NO SCALE O SCALE.
SPACING AND SETTING PAD TO REMAIN THE SAME.
TRACKING NUMBERS.
99---115-445
01-115-{ .:14
jOB NUMBER:
02-115-309
L A4V - ----TTNG NI'ER,:......-
AZ 1 PR'S
CHECKED: SCALL.-
AS s 0ED
DATE: - - -
/3/0
SHEET,