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GENERAL NOTES PROTO II FENCE WALL SCHEDULE CALIFORNIA
1. POST TE=NSIONED ROD.
Z END OF WAIL 1. WALL IS DESIGNED FOR wNo FORCES As REQUIRED BY THE LOCAL JURISDICTION eu1�DING EVILANAT 1 ON OF WIND LOAD DESIGNATIONS: DIP FOOT i NG DES 1 GN y
-It It 3. 4' PROTO M WALL- OFFICIALS SEE SCHEDULE FOR NAND FORCE, POST TENSIONED ROD SPACING, FOOTING
(s) { (s) 4. #4 VERTICAL NTH r HOOK sIZE ETC. WIND LOADS ANNE CALCULATED AS FOLLOW:
IN FOUNDATION. 2. THESE DESIGNS ARE NOT TO BE USED FOR RETAINING EARTH ABOVE 1 -4 FOR 40 P = Ce x Cq x qe x I INCLUDES 8N SCHEDULE
(3)-\(4) 9 n 56 PER SPECIFICAMNS - DISTANCE PROTO N. AND 2'-0' FOR 6' PROTO 0 AND 2'-8' FOR Ir PROTO N AS MEASURED FROM G WIND FORM
FACTOR, iIN POM
O MSfEPUx.9. U.B.C. MT�1eI = (FV)
I Al\ -(6)
O TO NEXT POST TENSIONED ROD. LOIN SOLI TO HIGH SOK. SEE DETAIL 10. : PRESSURE OOEFF 1 C I ENT FOR STRUCTURE -SEE U.B.C. TABLE 23N (FOR NMII ELEMENTS Cq = 1.3)
7 #4 REINFORCING WITH 6 HOOK 3. FOOTINGS SMO" BE LEVEL, OF iF GROUND SLOPES. USE STEP FOOTINGS. EACH STEP �
(6) (g) 6. INTO FOOTING BELOW. FILL - N = tNIi�o STAGMATidI PRESSURE. SEE u.9.C. TABLE 23F ANO u.B.C. SECTION 23T0
SHOULD 8E A HEIGHT TO FIT MASONRY SYSTEM. ALL EXCAVATIONS SHOULD BE CLEAN I = IM�tTANCE FACTOR PER U.O.C. TABLE 2406 (FOR FENCES I = 1.0)
WITH GROUT OR f HiGH LVS AND CONTAIN NO LOOSE EARTH OR FOREIGN MATTER.
(1) OF MORTAR.4. SOIL SHALL BE COMPACTED AND MANE A MINIMUM BEARING CAPACITY OF 1.000 POUNDS EXAIl�LE: LIP. C • 70 t NEfEI>tS TO EIM�t>IE C WITH qe • 7b illi
7. POST TENSIONED ROD SPACM PER SQUARE FOOT AND A LATERAL CAPACITY OF 200 POUNDS PER SQUARE FOOT PER I = 1.06 it 1.3 x (.75 x 12.6) x 1.0 s 13.41 PSF
PER SCHEDULE. FOOT OF DEPTH. (SEE l•C SECTION 2320)
& FILL CORNER CELL NTH MORTAR S. SOiL SHALL BE WELL DRA"ED FOR FOOTINGS AND FOUNDATIONS, USE CONCRETE HATH A AM 12'-0' P = 1.06 x 1.3 x 12.6 x 1.0 • 17.4 PSF PER 1994 UBC
16 (8) (8 HIGH LIFTS) AND LAP MINIMUM STRENGTH OF 2,000 PSI - TYPE N MINIMUM OF 48 HOURS OLD PRIOR TO
CI 7 D1 Ei HORIZONTAL JOINT REINFORCMiIG. TENSIONING. WIND WALL 4' PROTO i 1 6' PROTO I I 8' PROTO I 1 DIP FOOTING CONTINUOUS f SPREAD FOOTINGS
(3) AZ (1) 9. ALTERNATE BLACK TYPE. FORM HE I GHT POST TENS ION POST TENS 1 ON I POST TENS I ON SPAC i NG , SEE TRENCH FOOT i NG . TH I CKNESS BY
12 (1) Q. LAP REINFORCING STEEL 40 BARS DIAMETERS (LAP 20 FOR #4 BARS 23 FOR #s NO SPAC I ii G ROOD SPAC I NG I NOD SPAC I NG DETA 1 L 4 FOR SEE DETAIL 3 ; W I DTH ( I NCIES) =
10. THIS PILASTER TO OCCUR BETWNEEN Bim), I DIP FOOTING FOR SECTION. 'SEE
DET ION? CARUSO
(1 POST TENSION RODS, POST TENSION PROF ILE. SEE
7. CONCRETE MASONRY UNITS SMALL sE 2,000 PSN MINIMUM AND 7 DAYS OLD PIWM TO
1 N s sTOSPECIFICABAST SPACING PER TENSIONING. DETAIL 3 FOR TURLEY.
SECTION -
�`+ S. MORTAR SHALL BE TYPE S. 2000 PSI MINIMUM. MORTAR MAY BE USED AS GROUT IN 8• ?
NOTE: (i (1 (1 HIGH UFTS. 16.9 PSF 3'-4' 10'-8' 12'-0' 16'--0' 16'-0' 8' x 16' 7 x 21 (� 0 T
Q 1 104 9. FIRST COURSE MAY BE SET IN FRESH CONCRETE FOOTING. EJP C ' v ;
• (10) RUN HORIZONTAL � � 4 -0 7 -4 i i -4 1 S -4 12 -0 8 x 18 7 x 24 .
JOINT REINFORCING 4' --0' 5' -4' 8' --a' 11 ' -4' 8' -$' 8' x 20' 7 x 28
10. HEAD JOINTS MAY BE OMITTED IN FIRST COURSE FOR WEEP HOLES. - - INC
THROUGH OPTION S. 5'-4' 3'�' 6'-d' 8'-0' 6'-8' Be x 22' 7 x 31
IN LK PEASIERS •PROTON 11. REINFORCING RODS SHALL CONFORM TO ASTM A615 Fy = 40,000 PSI. DEFORMED. •
.L 8 12, 6-0 2 -•8 4 -8 60-40
5 -4 Bex 23 i 7 x 34 y
1A 12. POST TENSIONING RODS AND ANCHORS SMALL BE 7/16• DIAMETER WITH 1/2' DIAMETER 6'-e' 2 -0' 4'-0' 4'-8' 4'-4' 8' x 25' 7 x 38 consulting
2) C2 12 02 12 EZ 12 ROLL THREADS OR 1/2' DIAMETER WITH 1/2' DIAMETER CUT THREADS. RODS SMALL I7'-4' - 3'-4' 4'-0' 3'-6' 8' x 26' 8 x 39 structural
10 00 10 CONFORM TO AISI C1001L Fy 60,000 PSI AREA EQUALS .1303 SQUARE INCHES. - -
8'-0' ' 2'-8' 2'-8' 3'-0' 8' x 28' 8 x 43 t
SPECIAL WALL CONDITIONS 8'-e' - 2 ► -0. 2'--8' - 8' x 29' 1 9 X 44 eIIgineeT9
1 13. LAP HORIZONTAL JOINT REINFORCING 6 OR ONE CROSS WIRE PLUS AN INCH. _ ___ _ __ :
NO SC ALE 14. HORIZONTAL JOINT REINFORCING SMALL BE PLACED PER DETAIL & HORIZONTAL JOINT 9 �� - 1'-4' 2'-0' - 8' x 31' 10 X 47
REINFORCING SHALL BE 9 GAGE DIAMETER. LADDER OR TRUSS TYPE. AND CONFORM TO 10' 10-40 2' --O' low x 11 X 47 2702 North 44th Strut
ASTM ABZ. LAP JOINT REIWORCIAIG ONE FULL SQUARE. Suite
2 At!Qo�o 85
(2) 15. IN LIEU OF FULL HEIGHT RODS. CONTRACTOR MAY USE SHORT RODS AND COUPLERS. (602) 912-9120
X N.� 3 HOOK REQUIRED AT END OF APtCHOR BOLT IN FOOTING.
(1) (1) 1. FILL CAP BLOCK VMTH MORTAR.
IMMEDIATELY 'FLIP' ONTO ROD. 16. POST TENSIONED RODS SHALL BE TENSIONED TO 6,000 POUNDS USING A CALIBRATED
2. CAP BLOCK OF SUFFICIENT SiZE TORQUE WRENCH OR OTHER APPROPRIATE MEANS. QRot=ESsjoti
(3) TO COVER PLATE A1� R00. 17. VERTICAL CONTROL JOINTS SHALL BE PROVIDED AT 36'-0' MAX. CONTROL. JOINTS SHALL Q- � G
3, STEEL PLATE SIZES: • BE PLACED BETWEEN POST TENSIONED RODS SUCH THAT RODS ARE WITHIN 4'-R'" MAX. )• 2c�
1 A. 4• PROTO 11: 1/4• x 3• x 6 OF CONTROL JOINT. MASONRY BLOCKS MAY INTERLOCK AT JOINT (MORTAR MAY BE �' 2
() 4 B. 6 PROTO a: 1/40 x 4 112 x 6 OMITTED). HORIZONTAL JOiNT REINFORCING MAY BE INTERRUPTED AT CONTROL JOINTS. w 3325 rmirn
NOTES. N O C. 6' SLUMP PROTO N: 1/4 x 4' x 6' EYP.12/31/9� A
NOTES: i. MOTO 11 FENCE WALL PER D. 8' PROTO 11: 1/4' x 6 i/20 x Be i& ALL STEEL THREADS AND NUTS SHALL 8E APPROPRIATELY LUBRICATED AND FREE OF �----
1. FENCE WALL -DETAIL NOT
PRODUCT DATA SHEET. II (4) STEEL PLATES TO BE PLACED AT RUST.
A. ? Jt 6 •ANCHOR BOLT OR FULL � THE EDGE Of THE CELL S0 THAT
SHOWN FOR CLARITY. � HEIGHT ROD SHALL HAVE THE PLATE BEARS FULLY ON 19. RODS AND/OR ANCHOR BOLTS MAY 8E STABBED INTO NET CONCRETE OR TIED IN PLACE S'j� �vc-+f0
2. FINISHED GRADE. � � MIN '2' EMBED INTO THREE SIDES EXCEPT AT 8 PROTO N AT CONTRACTORS OPTION. TFoFCAL%-
(1) MASONRY RETAINING WHERE THE STEEL PLATE SHOULD 20. THE FENCE WALL MAY SLOPE WITH THE GRADE AT THE CONTRACTOR'S OPTION (i.e. THE
o WALL WITH 3 HOOK. BEAR ON ALL FOUR SIDES.
TOP OF WALL IS NOT LE\& - BUT INSTEAD FOLLOWS THE GRADE SLOPE). MAXIMUM
a 2. SOUR GROUTED RETAINING 4. CONTINUOUS HORIZONTAL JOINT SLOPE EQUALS 5% CONFIRM ACCEPTABILITY OF DESIGN NTH OWNER.
FACE OF WALL TO DEPTH OF DIP WALT. DESIGNED BY OTHERS. �_ REINFORCING PER NOTE 1i4.
TOP OF SLOPE. FOOTING OR PIER. 3. FINISHED GRADE 5 5. CENTER NEB BELOW. 21. SPECIAL DEPUTY INSPECTION REQUIRED ON POST -TENSIONING.
4. 2 MIN. IN 90NO BEAM - IAP ( )
» � I 20 WHERE OCCURS. 1
12 OR MORE 2N-4'# ; I 5. B ACK FII SHALL BE NON-
» EXPANSIVE SOILS. SEE
(2) 6 2- 7 �j 41 2 f SOILS REPORT.
3» 2'-9' W i I 6. COUPLER IF' ANCHOR BOLT iS
C SED IN UE�1 OF FULL HEIGHT
Y.
ROD
U X Ply V_
ON
!ON Q
NC TL. TOP OF FENCE DETAIL
6-08 (6) PROTO 11 FENCE WALL CAN BE5
TO DAYLIGHT ( I PLACED AT ANY LOCATION ON THE NO SCALE Q Q
(3) TOP OF THE RETAINING WALL � � Z
I (FLUSH OR CENTERED) BUT THE
POST TENSIONED ROD SHALL AT oil -
ALL TiMES 9E PLACED BETWEEN NOTES. NOTES: `
C� O
` (5)
THE 2 REINFORCING BARS AT 1. MASONRY WALL.. 1) 1. 4' NOMINAL 3 5/8' ACTUAL OR Z
t (2) THE TOP OF THE RETAINING WALL 2 3' MORTAR COVER AROUND 6' NOMINAL 5 5/8' ACTUAL OR p
(4)-/ ,,* COUPLER AND/OR POST TENSIONED s' NOMINAL 7 5/8' ACTUAL Cr
z
ROD FOR CORROSION PROTECTION. 2
MASONRY. Q
3. 7/16'U FULL HEIGHT POST TENSIONED 2 HORIZONTAL JOINT REINFORCING - -J
-1 ATI�_ RODS WITH 3' HOOKS. ROLL THREADS SEE NOTE f14.
(1) AT TOP FOR NUT ATTACHMENT. 3,
� #4 CONT. AT 4' & 6` PROTO M
#5 CONT. AT 8' PROTO N
(2) ��. PROTO 11 WALL CONNECPON TO TOP OF CONVENTIONAL MASONRY li 4. SPREAD FOOTING -SEE
THIS DETAIL DESCRIBES THE 7RETAINING WALL (2) ERLL' +
._:.,
S` ALTERNATE HOOKS OF POST +
MINIMUM DISTANCE REQUIREMENTS NO SCALE TENSION RODS.
FOR THE LOWEST FOOTING EDGE (2) 6. 3' MORTAR COVER AROUND COUPLER _
TO FINISHED GRADE. I MND/OR POST TENSIONED ROO FOR
tI CORROSION PROTECTION.
(6) (3)
(3) (5) (4)
5- ttRdUW
TO DAYUGHT -
- I Y Z
59-011" TO DAYLIGHT DETAIL NADTH 1 00
9 NO SCALE NOTES _ V)
1. TOP OF FOOTING. P
'D 1 2. MOTO II WALL - VERTICAL POST FOOTING ELEVATION AT POST TENSIONED ROD rMCA1. WALL SEC7M AT SPREAD F007MfG
TENSIONED ROD NOT SHOWN FOR 2
CLARI TY. NO SCALE NO SCALE LU
�° (2) 3. 8' HIGH COURSES ARE SHOWN Z
2 IN DETAIL. OTHER BLOCK SIZES = O
MAY BE USED AS REQUIRED BY �
NOTES: THE FENCE WALL DESIGN. 1) 3 NOTES: 1 NOTES: Z
W
1. GROUT SOUP AT POST -TENSION 3 , ( 1. MASONRY WALL 1. 4' =AL 3 5/b' ACTUAL ORRODS BELOW GRADE- -- 2. 3' MORTAR COVER AROUND 6' AL 5 5/8' ACTUAL OR
2. LOW SOIL. 4 �' COUPLER AND/OR POST TENSIONED (2) 8' NOMINAL 7 5/18' ACTUAL E--
3• CONCRETE FOOTING. ROD FOR CORROSION PROTECTION. MASONRY. V)
O
4. HIGH SOIL.
,� � 3. 7/160ii FULL HEIGHT POST TENSIONED Z HORIZONTAL JOINT REINfORCMIG - �
5. PROTO 1i FENCE WALL. �,. RODS NTH 3' HOOKS. ROLL THREADS SEE NOTE #14.
I 6. x 1'-4' MAX. AT 4' MOTO Ii. 5 AT TOP FOR NUT ATTACHMENT. 3. #4 CONTINUOUS AT 4' • 6' PROM N
• 2'-0' MAX. AT 6" PROTO N. 4. CONCRETE FOOTING - NO COLD #5 CONTINUOUS AT 8' PROTO IL
(4) I (5) • V-8' MAX AT 8' PROTO 11. x° 6 (2) JOINTS PERMITTED. 4. CONCRETE SETTING PAD. /r
_ 5. DASHED UNE INDICATES UNE Of
I� II TRENCH MAY BE OVEREXCAVATEO (2)FOOTING
+c AS SHOWN - FILL NTH COMPACTED DP OR UIE OF 0
FILL. CONTINUOUS TRENCH FOOTING. 97-115-026
(1) 7 6. 1300 x 3'-6' DEEP CIRCULAR PiER 6. DEPTH OF CONTINUOUS TRENCH
MORtnTAt JOIi�NT Rflf4fORCt 3) FOOTING MAY BE USED IN LIEU OF FOOTING. _% ORAIMN.
�D (REF. GENERAL NOTE 414). 'r DP FOOTING. SPACING TO REMAIN 7. s 8' AT 4' AND 6' PROM N. y
8 1. HORIZONTAL JOINT REINFORCING SHALL _1 THE SAME. • 8' TO 12' AT 8' PROTON -SEE CLF® LV
BE PLACED AT THE MORTAR JOINTS #2 `V 3'_0» (a) (3) SCHEDULE. • C A`� CHECKED:
(2) 'io 8t #3 BELOW THE PLATE WASHER AND s MINIMUM 10 VIDE X 6 DEEP FLANGE
_�._ 2'-0' O.C. THEREAFTER UNTiL THE TOP REQUIRED AT 8' PROM u w LL$ Oa PGS
OF FOOTING IS REACHED. (e.g. A NOMINAL 8' WIDE TRENCH. SCALE: 3
W-06 HIGH WALL wouLO HAVE JOINT a 3' MORTAR COVER AROUND COUPLER
ii As NOTED
Ahm REINFORCING IN AT TOTAL OF THREE \ / (4X6) m MND/OR POST TENSIONED R00 FOR NDTES:
COURSES). 4) CORROSION PROTECTXX 1. FOOT 1 NG DES 1 GN ALLOWABLES : 1000 PSF BEARING. 200 PSF/FT LATERAL. DANE:
(3) (t) \\ / '� 2. MAX i MJ1M HEIGHT FOR 4' PROM I I = be -go: MAX . FE I Kis FOR 6' PROM If • 10*-**. MAX. !E 1 GIT FOR •'
n�
\ / (s) PHOTO I I = 13'-4' COMB I NATION W&LSiMAY BE LMD . 2-5-97
v (7 �-(S) 3. MAX I M IM D 1 P FOOTING SPAC I NIG = 1$'-0': Y I N I M M SPACING = 3'-40. TOLERANCE IS 126t BUT THE tiAArGER OF
160 ), ,� DIP FOOT I NGS MUST REYA I N THE SALE FOR A GIVEN LENGTH OF WLL . �T:
�, _ 4. POST TENSION N� IS I N EPEIDENT OF FOOT 1 NC SPACING.
OVA AT SOL RETAINAGE HORIZONTAL JOINT REINFORCING DIP FOOTING PROFILE TYPICAL WALL SECTION AT DIP FOOTING AND TRENCH FOOTING
S. POST TENS 1 AIN Nm SlACltuc TOLERANiiCE I s �' WT 11E Nt>iiER AIF iloos FOR �► c r � LENC11i OF WrrwLL MJ6T
10 NO SCALE 4 NO SCALE "� � SCALE
� RE]iMl N THE SAW. I .
NO SCALE 6. 13 • x 3'-4* SEP CIAM&M PIER FOOTING, MY BE USED IN LIEU OF DIP FOOTING. SPAC I N6 TO KWi N THE � )
sAuE Z r.
r; r - f ' . -. s i r •M1 `tr.i.F - - . .r.• a d - . �. si ♦S.
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