BWFE2022-0413 Structural Calcs6" (6'-0 TO 6'-8") PROTO II - EXPOSURE C - TRENCH FOOTING
'H' MAX PER SCHEDULE
3" MORTAR COVER
AROUND COUPLER
AND/OR POST
TENSION ROD.
U
w
CC
\ice\jam\
S
SETBACK
PER
51.1-A2
J/ 8"
CONT
CAP AND BLOCK PER
SHEET C.
STEEL PLATE TO BEAR FULLY
ON CENTER WEB OR END
FACE SHELL - SIZE PER
SHEET C.
HORIZONTAL JOINT REINFORCING
TOP 2 COURSES BELOW PLATE
AND AT 24" O.C. BELOW.
POST TENSION (PT) ROD SEE
SHEET B FOR ROD SPECS -
CENTER IN WALL.
PROTO II FENCE WALL.
FINISHED GRADE.
#4 CONTINUOUS
AT HOOK.
CONTINUOUS
CONCRETE
TRENCH
FOOTING.
5-0" TO
DAYLIGHT MIN.
2
—I1
MAX
DESIGN CRITERIA:
1. ALLOWABLE SOIL BEARING
PRESSURE = 1000 PSF MIN.
2. ALLOWABLE SOIL PASSIVE
PRESSURE = 150 PCF MIN.
3. SEE SHEET B, SHEET C, AND
SHEET D PRIOR TO START OF
CONSTRUCTION.
4. FOR INTERMEDIATE HEIGHTS
NOT SHOWN ON SCHEDULES,
USE THE NEXT HIGHEST WALL
HEIGHT.
FOR SIDEYARD RETURN WALLS
WHERE DRAINAGE SWALE
OCCURS, INSTALL DRAINAGE
BLOCK AT SWALE AT GRADE.
CITY OF LA QUINTA
BUILDING DIVISION
REVIEWED FOR
CODE
COMPLIANCE
DATE06i3012020 BY jF
FENCE WALL SCHEDULE AT LEVEL SOIL
'H'
MAX
DESIGN WIND
EXP/MPH
PT ROD
SPACING
'D'
MIN.
6'-0"
C AT 110
5'-4"
2'-2"
6'-8"
C AT 110
4'-0"
2'-4"
NOTE:
SEE SHEET S1.1-A2 FOR WALLS
WITHIN 50" OF TOP OF SLOPE.
PROTO II STANDARDS
LA QUINTA, CA
no scale
JOB NUMBER
19-0115-3150B
TRACKING #
17-115-2325
DRAWN
SAD
CARDS O
TURLEY
SCOTT
INC.
www.ctsaz.com
r-
i
PROTO-II TM WALL SYSTEMS
WWW.PROTO2.COM
3612 CALIFORNIA AVE LONG BEACH, CA 90807
ATTN: MARIO SALAZAR
PH# (562) 477-8529 — msalazar@protoii.com
(MAY ONLY BE INSTALLED RV APPROVED AND CERTIFIED INSTALLERS)
4", 6", AND 8' THICK POST —TENSIONED MASONRY WALLS
DATE
5/7/2020
PACKAGE
S1.1
ENGR
JAD
SHEET
Al
THESE DRAWINGS/CALCULATIONS ARE CONSIDERED PRELIMINARY —NOT FOR CONSTRUCTION OR RECORDING UNLESS THE STRUCTURAL ENGINEER OF RECORD'S
SEAL IS AFFIXED WITH WRITTEN SIGNATURE.
8" (3'-4" TO 4'-0") RETAINING WITH 6" 6'-0" PROTO II FENCE ON TOP -
EXPOSURE C - TRENCH FOOTING LEVEL BACKFILL
CONVENTIONAL RETAINING WALL SCHEDULE
'R'
MAX
DESIGN WIND
EXP/MPH
'X' BARS
(SOIL FACE)
TRENCH
'D' DEPTH
PT ROD
SPACING
3'-4"
C AT 110
#4 AT 40" O.C.
4'-1"
5'-4" 0.C.
4'-0"
C AT 110
#4 AT 32" 0.C.
4'-6"
5'-4" 0.C.
STEEL PLATE TO BEAR FULLY
ON CENTER WEB OR END FACE
SHELL — SIZE PER SHEET C.
3" MORTAR COVER AROUND
COUPLER AND/OR POST
TENSION ROD.
8" SOLID GROUTED
RETAINING WALL.
2 #4 IN BOND BEAM.
#4 VERT. AT 18" O.C. AT
NON —SOIL FACE. DOWEL
INTO FOUNDATION.
2" DIA WEEP HOLES AT
6'-0" O.C. AS ALTERNATE
TO PERFORATED PIPE.''�:
- z 2±
CLR
TYP
co z g
#4 AT 18" O.C. WITH
6" STD HOOK. TURN
AS REQUIRED TO
PROVIDE 3" COVER.
MUH
/
CONT.
DESIGN CRITERIA:
1. ALLOWABLE SOIL BEARING PRESSURE
= 1500 PSF MIN.
2. ALLOWABLE SOIL PASSIVE PRESSURE
= 150 PCF MIN.
3. ACTIVE PRESSURE = 30 PCF MAX.
4. SEE SHEET B, SHEET C, AND SHEET
D PRIOR TO START OF
CONSTRUCTION.
5. FOR INTERMEDIATE HEIGHTS NOT
SHOWN ON SCHEDULES, USE THE
NEXT HIGHEST WALL HEIGHT.
CAP AND BLOCK PER SHEET C.
HORIZONTAL JOINT REINF. TOP TWO
COURSES BELOW PLATE AND AT
24" O.C. BELOW.
PROTO II FENCE WALL.
POST TENSION (PT) ROD SEE
SHEET B FOR ROD SPECS —
CENTER IN WALL.
FINISHED GRADE 4:1 MAX
SLOPE. NO SURCHARGE —SEE
SHEET B FOR MORE INFO.
1/4"x1"x2" EMBED PLATE WITH 1/2"
NUT ABOVE PLATE AND 1/2" COUPLER
BELOW PLATE (OR (2) 1/2" NUTS).
CITY OF LA QUINTA
BUILDING DIVISION
REVIEWED FOR
CODE
COMPLIANCE
DATE 06/30/2020 BY
3/4" OPEN GRADED GRAVEL BACKFILL.
SDR 35 4" DIA PERFORATED PIPE WITH
1% MIN GRADIENT TO APPROVED OUTLET.
GEOFABRIC WRAP.
U
VERTICAL REINF. 'X'
BARS.
#4 CONTINUOUS AT
EACH HOOK.
CONTINUOUS CONCRETE
TRENCH FOOTING.
#4 CONTINUOUS
BOTTOM.
NOTES:
— FENCE MAY BE CENTERED ON RETAINING
WALL AT CONTRACTOR'S OPTION.
— DRAINAGE SHOWN ARE MINIMUM
REQUIREMENTS. SEE SOILS REPORT IF
AVAILABLE FOR FURTHER INFO.
NOTE:
THIS DETAIL NOT TO BE USED
WITHIN 50" OF TOP OF SLOPE.
PROTO II STANDARDS
LA QUINTA, CA
no scale
JOB NUMBER
19-0115-3150B
TRACKING #
17-115-2325
DRAWN
SAD
CARUSO
TURLEY
�SCOTT
INC.
www.ctsaz.com
S
r,
o�
ate.
poomorn
PROTO-II TM WALL SYSTEMS
WWW.PROTO2.COM
3612 CALIFORNIA AVE LONG BEACH, CA 90807
ATTN: MARIO SALAZAR
PH# (562) 477-8529 — msalazar@protoii.com
(MAY ONLY BE INSTALLED BY APPROVED AND CERTIFIED INSTALLERS)
4", 6', AND 8' THICK POST -TENSIONED MASONRY WALLS
DATE
5/7/2020
ENGR
JAD
PACKAGE
S4.1
SHEET
A
THESE DRAWINGSZCALCULAIIONS ARE CONSIDERED PRELIMINARY —NOT FOR CONSTRUCTION OR RECORDING UNLESS THE STRUCTURAL ENGINEER OF RECORD'S SEAL IS AFFIXED WITH WRITTEN SIGNATURE.
GENERAL STRUCTURAL NOTES PER 2019 CBC
1. SOIL SHALL BE FIRM AND COMPACTED PRIOR TO PLACEMENT OF CONCRETE. PRIOR TO FOUNDATION EXCAVATION, USER SHALL
VERIFY THROUGH GEOTECHNICAL ENGINEER THAT SITE SOILS CONDITIONS MEET OR EXCEED SOIL VALUES SHOWN ON SHEET A.
DRAWINGS TO BE UTILIZED FOR SINGLE RESIDENCES ONLY - SITE SPECIFIC DESIGN REQUIRED FOR LARGER PROJECTS.
2. FOOTINGS TO BE LEVEL. IF GROUND SLOPES THE FOOTING SHALL BE STEPPED. EACH STEP SHOULD BE PROPER HEIGHT TO FIT
BLOCK TYPE USED. ALL EXCAVATIONS SHOULD BE CLEAN AND CONTAIN NO LOOSE EARTH OR FOREIGN MATTER.
3. SEE SHEET A FOR EXPOSURE, WIND SPEED, POST TENSIONED ROD SPACING, FOOTING SIZES, ETC. USER IS RESPONSIBLE TO VERIFY
REQUIREMENTS WITH BUILDING DEPARTMENT AND OWNER. ALL WORK IS TO BE PERFORMED IN ACCORDANCE WITH THE APPROVED
SITE PLAN AND APPLICABLE CODE OR JURISDICTION REQUIREMENTS.
4. SOIL SUPPORTING FOUNDATIONS SHALL BE NON -EXPANSIVE WITH NO STANDING WATER DURING FOUNDATION PLACEMENT. USE
CONCRETE WITH A MINIMUM STRENGTH OF 2,500 PSI, TYPE II CEMENT. USE ASTM C150 TYPE V CEMENT WHERE REQUIRED BY
OWNER, SOILS ENGINEER, OR WHERE FOUNDATIONS ARE IN CONTACT WITH SOILS CONTAINING SOLUBLE SULFATES GREATER THAN
0.20%. ALL ADDITIONAL REQUIREMENTS NOTED IN THE GEOTECHNICAL REPORT FOR CONCRETE SHALL BE ADHERED TO BY PROTO II
INSTALLER. ALL CONCRETE SHALL BE THOROUGHLY CONSOLIDATED BY SUITABLE MEANS DURING PLACEMENT AND SHALL CURE A
MINIMUM OF 24 HOURS PRIOR TO TENSIONING.
5. LAP REINFORCING STEEL: LAP = 26" FOR #4 BARS AND 40" FOR #5 BARS IN MASONRY, AND 32" FOR #4 BARS AND 39" FOR #5
BARS IN CONCRETE.
6. CONCRETE MASONRY UNITS SHALL COMPLY WITH ASTM C-90 AND BE 2,000 PSI MIN. BLOCK SHALL BE A MIN OF 7 DAYS OLD
PRIOR TO ROD TENSIONING. STANDARD HEAD AND BED JOINT BLOCKS WITH MORTAR SHALL BE USED AT ALL RETAINING
CONDITIONS. AT NON -RETAINING CONDITIONS INTERLOCKING BLOCKS MAY BE USED. REPEATED EVENTS OF EXCESSIVE MOISTURE
AND DESTRUCTIVE CHEMICALS IN THE SOIL ARE NOT ADDRESSED IN THIS DESIGN AND, IF PRESENT, ARE LEFT TO OTHERS TO
MITIGATE.
7. MORTAR SHALL BE TYPE S, 2000 PSI MIN. MORTAR MUST BE A MIN. OF 4 HOURS OLD PRIOR TO INITIAL TENSIONING AND 24
HOURS OLD PRIOR TO FINAL TENSIONING. GROUT SHALL BE 2000 PSI PER THE LATEST EDITION OF ACI 530. MECHANICALLY
VIBRATE GROUT IMMEDIATELY AFTER PLACEMENT.
8. FIRST MASONRY COURSE MAY BE SET IN FRESH CONCRETE FOOTING.
9. REINFORCING REBAR SHALL CONFORM TO ASTM A615; Fy = 60,000 PSI.
10. PROTO-II HARDWARE IS DEFINED AS: TENSION RODS, BEARING PLATES, COUPLERS, NUTS, ALL THREADS, DIRECT TENSION
INDICATORS (A DIRECT TENSION INDICATOR (DTI) IS A COMPRESSIBLE WASHER) AND PLASTIC SADDLES. ALL OF THIS HARDWARE
SHALL BE SUPPLIED BY ONLY AN APPROVED PROTO-II LICENSEE TO THE CERTIFIED INSTALLER. POST TENSION RODS SHALL BE
7/16" DIAMETER WITH 1/2" ROLL THREADS CONFORMING TO ASTM A641 (FY = 60000 PSI) AND HAVE STEEL CHEMISTRY SO THAT
BENDING AND THREADING CAN BE ACCOMPLISHED WITHOUT DAMAGE TO THE POST TENSION ROD. AREA OF POST TENSION ROD =
.1503 SQUARE INCHES. BEARING PLATES ARE 1/4" THICK ASTM A592 (65 KSI). SEE SHEET C FOR DIMENSIONS. 1/2" COUPLERS
PER ASTM A563 GRADE A, AND THE COUPLER MUST FULLY ENGAGE THE UPPER AND LOWER ROD, FULLY ENGAGED IS DEFINED AS
1/2" MIN. INTO COUPLER. 1/2" NUTS ARE TO BE GRADE 8, PER ASTM A325. 1/2" ALL THREADS PER ASTM A307, GRADE 60.
DIRECT TENSION INDICATOR (DTI - COMPRESSIBLE WASHER) IS MANUFACTURED PER ASTM F959. PLASTIC REBAR SADDLES ARE
NON-STRUCTURAL.
11. HORIZONTAL JOINT REINFORCING SHALL BE 9 GAGE DIAMETER WIRE AND PLACED PER SHEET A AND CONFORM TO ASTM A82
LADDER TYPE, 9 GAGE DIAMETER. LAP JOINT REINFORCING ONE FULL CROSS SQUARE (6" MINIMUM LAP).
12. IN LIEU OF FULL HEIGHT RODS, CONTRACTOR MAY USE SHORTER RODS, 1/2" COUPLERS AND STRAIGHT RODS THREADED BOTH
ENDS FOR ADDITIONAL LIFTS. RODS SHALL HAVE A MIN. OF 3" 'L' HOOK, WITH 1/2" NUT AT END OF TENSION ROD WHERE
EMBEDDED IN FOOTING.
13. VERTICAL CONTROL JOINTS TO BE PLACED AT MAX. 36' O.C. IN ALL NON -STUCCOED WALLS AND 20' ON CENTER IN STUCCOED
WALLS WITH CLEAN VERTICAL BREAK OF ALL MATERIALS. POST TENSION ROD SHALL OCCUR WITHIN 12" OF END OF WALL AND 12"
EACH SIDE OF CONTROL JOINT. SEE SHEET D.
14. NO COUPLERS MAY OCCUR DIRECTLY BELOW AND IN CONTACT WITH THE BEARING PLATE. NO BOND BEAM BLOCK MAY BE USED AT
PLATE/TENSION LOCATION.
15. A PROTO-II DTI (COMPRESSIBLE WASHER) SHALL BE INSTALLED AT EVERY TENSION ROD BETWEEN THE BEARING PLATE AND NUT
WITH THE DTI "TABS" FACING UP AGAINST THE BOTTOM OF THE NUT. THE SPECIAL DEPUTY INSPECTION REQUIRED AT TIME OF
FINAL TENSIONING BY A DEPUTY INSPECTOR SHALL VERIFY FINAL TENSIONING TO 6,000 POUNDS BY 1 OF 2 METHODS; METHOD 1;
VISUAL INSPECTION OF DIRECT TENSION INDICATOR (DTI), TABS FACING UP AND COLLAPSED AGAINST NUT WITH NO LIGHT LEAKAGE
BETWEEN THE PROTO-II DTI AND BOTTOM OF NUT. METHOD 2: USE OF A CALIBRATED TORQUE WRENCH TORQUED TO 55 FT-LBS.
(DTI MUST STILL BE PLACED WITH METHOD 2. NO VISUAL INSPECTION OF DTI REQUIRED WHEN USING METHOD 2). INSPECTOR
SHALL OBSERVE THE USE OF THREAD LUBRICANT, THE POSITION OF PLATE ON BLOCK, AND INTEGRITY OF MORTAR JOINTS, AND
CONTINUES ON SHEET S4.1-B.2
PROTO II STANDARDS
LA QUINTA, CA
no scale
JOB NUMBER
19-0115-3150B
TRACKING #
17-115-2325
DRAWN
SAD
CARUSO
TURLEY
�SCOTT
INC.
www.ctsaz.com
°"mk PROTO-II TM WALL SYSTEMS
WWW.PROTO2.COM
3612 CALIFORNIA AVE LONG BEACH, CA 90807
ATTN: MARIO SALAZAR
PH# (562) 477-8529 — msalazar@protoii.com
(MAY ONLY BE INSTALLED BY APPROVED AND CERTIFIED INSTALLERS)
4% 6% AND 6' THICK POST -TENSIONED MASONRY WALLS
DATE
5/7/2020
ENGR
JAD
PACKAGE
S4.1
SHEET
B.1
THESE DRAWINGSZCALCULAIIONS ARE CONSIDERED PRELIMINARY —NOT FOR CONSTRUCTION OR RECORDING UNLESS THE STRUCTURAL ENGINEER OF RECORD'S SEAL IS AFFIXED WITH WRITTEN SIGNATURE.
GENERAL STRUCTURAL NOTES (CONT) PER 2019 CBC
PROVIDE A SIGNED REPORT TO ALL REQUIRED PARTIES. PROTO II MASONRY DESIGN IS BASED ON THIS SPECIAL INSPECTION.
16. POST TENSION ROD SPACING TOLERANCE IS ±8" BUT THE NUMBER OF RODS FOR A GIVEN LENGTH OF WALL MUST REMAIN THE
SAME.
17. ALL CONVENTIONALLY REINFORCED MASONRY DESIGNS ARE BASED ON FULL STRESSES AND REQUIRE INSPECTION. FOUNDATION INSPECTION
PRIOR TO PLACEMENT OF CONCRETE INCLUDES: FOOTING STEEL LOCATION AND GRADE, AND SIZE/DEPTH OF FOUNDATION AND CLEANLINESS
OF FOUNDATION. FOR MASONRY A PRE —GROUT INSPECTION SHALL BE PERFORMED. THE PRE —GROUT INSPECTION INCLUDES: VERIFICATION
OF THE LOCATION OF STRUCTURAL ELEMENTS, GRADE OF REINFORCEMENT AND OVERALL WORKMANSHIP INCLUDING BUT NOT LIMITED TO
HEAD AND BED JOINTS, AND QUALITY OF MATERIALS BEING USED FOR CONFORMANCE WITH CONSTRUCTION DOCUMENTS. ADDITIONAL
SPECIAL INSPECTIONS AS REQUIRED BY JURISDICTION.
18. SEISMIC DESIGN CRITERIA: Ss=1.794, S1=0.749 SOIL CLASS=D (ASSUMED), RISK CATEGORY II. NO DYNAMIC LOAD APPLIED TO
RETAINING WALLS PER CBC SECTION 1803.5.12(1)
19. NO SURCHARGES WITHIN 8'-0" OF WALL ARE ALLOWED. SURCHARGES INCLUDE, BUT ARE NOT LIMITED TO, HOUSE FOUNDATIONS,
DRIVEWAYS, FENCE WALLS, TREES WITHIN 8'-0" OF FACE OF WALL AND SOIL BACKFILL OVER 4:1 SLOPE.
20. DESIGNS ARE BASED ON A RISK CATEGORY II STRUCTURE, OCCUPANCY U.
21. SOIL ADJACENT TO FOUNDATIONS SHALL BE PROTECTED FROM EROSION, FISSURES, SCOUR, STANDING/POOLING WATER,
BURROWING ANIMALS, AND TREES/TREE ROOTS. FINISHED GRADE SHALL PROVIDE POSITIVE DRAINAGE AWAY FROM WALL AT A
MINIMUM GRADIENT OF 2%. PROTECTION OF SOILS ADJACENT TO FOUNDATIONS SHALL BE PROVIDED AND MAINTAINED BY OWNER.
PROTO II STANDARDS
LA QUINTA, CA
no scale
JOB NUMBER
19-0115-3150B
TRACKING #
17-115-2325
DRAWN
SAD
CARUSO
TURLEY
�SCOTT
INC.
www.ctsaz.com
°"mk PROTO-II TM WALL SYSTEMS
WWW.PROTO2.COM
3612 CALIFORNIA AVE LONG BEACH, CA 90807
ATTN: MARIO SALAZAR
PH# (562) 477-8529 — msalazar@protoii.com
(MAY ONLY BE INSTALLED BY APPROVED AND CERTIFIED INSTALLERS)
4% 6% AND 6' THICK POST -TENSIONED MASONRY WALLS
DATE
5/7/2020
ENGR
JAD
PACKAGE
S4.1
SHEET
B.2
THESE DRAWINGSZCALCULAIIONS ARE CONSIDERED PRELIMINARY —NOT FOR CONSTRUCTION OR RECORDING UNLESS THE STRUCTURAL ENGINEER OF RECORD'S SEAL IS AFFIXED WITH WRITTEN SIGNATURE.
TOP OF PROTO II WALL
(3)
(4)
(8)
%///A- //////I
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O J .
W///L %/////
Eli)
PLAN
KEY NOTES:
1. POST TENSION ROD.
2. NUT.
3. DIRECT TENSION INDICATOR (DTI).
4. BEARING TOP PLATE.
5. COLLAPSIBLE TABS.
6. MINIMUM TENSION TO BE 6,000 LBS LOAD AND
CONFIRMED BY ONE OF TWO METHODS PER
NOTES "B" & "C" BELOW.
7. AFTER TENSION INSPECTION, PLACE MORTAR
MOUND OVER THE TOP OF ROD/PLATE/NUT
LOCATION BLOCK.
8. OPTIONAL CAP BLOCK.
9. CONTINUOUS HORIZONTAL JOINT REINFORCING.
10. CENTER WEB OR END FACE SHELL BELOW.
11. STEEL PLATE SIZES:
A. 4" PROTO II:1/4"x3"x6"
B. 4" SLUMP PROTO II:1/4"x2 1/2"x6"
C. 6" PROTO II:1/4"x4 1 /2"x6"
D. 6" SLUMP PROTO I I:1 /4"x4"x6"
E. 8" PROTO II: 1/4"x6 1 /2"x8"
F. 8" SLUMP PROTO II: 1/4"x6 3/4"x6"
STEEL PLATES TO BE PLACED AT THE EDGE OF
THE CELL SO THAT THE PLATE BEARS FULLY ON
THREE SIDES.
12. DO NOT USE BOND BEAM BLOCK AT BEARING
PLATE LOCATIONS.
NOTES:
A. PROTO II DTI TO BE USED AT EACH TENSION ROD.
TABS FOR DTI SHOULD FACE UP AGAINST BOTTOM
OF NUT. TABS WILL COLLAPSE (NO LIGHT PASSES
BETWEEN BOTTOM OF NUT AND DTI) WHEN PROPER
TORQUE OF NUT HAS BEEN ACHIEVED.
B. AS ALTERNATE TO VISUAL INSPECTION OF TABS,
INSPECTION OF NUT TORQUE MAY BE ACHIEVED BY
USE OF A CALIBRATED TORQUE WRENCH. TORQUE
NUTS TO 55 FT-LBS. DTI STILL MUST BE PLACED ON
ROD IF USING TORQUE WRENCH METHOD. SEE
GENERAL NOTE ON SHEET B.
C. SPECIAL DEPUTY INSPECTOR WILL PERFORM A
VISUAL INSPECTION WHEN USING THE DTI METHOD TO
CONFIRM THE DTI IS COLLAPSED WITH NO LIGHT
LEAKS BETWEEN THE TABS AND BOTTOM OF NUT.
IF USING TORQUE WRENCH METHOD, DEPUTY
INSPECTOR WILL CONFIRM WALL IS TORQUED TO 55
FT-LBS. NO VISUAL INSPECTION OF DTI IS REQUIRED.
D. INSTALLER MUST HAVE SPECIAL DEPUTY INSPECTION
OF TENSIONING PERFORMED BY ONE OF THE TWO
METHODS NOTED ABOVE. SPECIAL DEPUTY INSPECTOR
TO PROVIDE A COMPLETED REPORT TO LISTED
PARTIES.
PROTO II STANDARDS
LA QUINTA, CA
no scale
JOB NUMBER
19-0115-3150B
TRACKING #
17-115-2325
DRAWN
SAD
CARUSO
TURLEY
SCOTT
INC.
www.ctsaz.com
8
mF
82
OPOPOP
PROTO-II Tw WALL SYSTEMS
WWW.PROTO2.COM
3612 CALIFORNIA AVE LONG BEACH, CA 90807
ATTN: MARIO SALAZAR
PH# (562) 477-8529 — msalazar@,rotoii.com
(MAY ONLY BE INSTALLED BY APPROVED AND CERTIFIED INSTALLERS)
4', 6% AND 6' THICK POST -TENSIONED MASONRY WALLS
DATE
5/7/2020
ENGR
JAD
PACKAGE
S4.1
SHEET
C
THESE DRAWINGS/CALCULATIONS ARE CONSIDERED PREUMINARY -NOT FOR CONSTRUCTION OR RECORDING UNLESS THE STRUCTURAL ENGINEER OF RECORD'S SEAL IS AFFIXED WITH WRITTEN SIGNATURE.
END OF WALL / CONTROL JOINT IN PROTO II WALL
PROTO II FENCE
WALL.
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POST -TENSION ROD.
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WO DO
POST -TENSIONED ROD
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SPACING PER SCHEDULE
BUT NOT TO EXCEED
4'-8" MAX.
POST -TENSION ROD.
PROTO II FENCE
WALL.
<0
z
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w 0
12"
C-*
#4 REINFORCING WITH 6" HOOK.
EMBED MIN 6" INTO FOOTING. FILL
REINFORCING CELLS WITH GROUT OR
8" HIGH MORTAR LIFTS.
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U
O
IC
NOTE:
- FOR CONVENTIONAL
MASONRY, MATCH WALL
REINFORCING.
- AT CONTROL JOINT PROVIDE
CLEAN VERTICAL BREAK OF
ALL MATERIALS.
PROTO II STANDARDS
LA QUINTA, CA
no scale
JOB NUMBER
19-0115-3150B
TRACKING #
17-115-2325
DRAWN
SAD
CARU S O
TURLEY
�SCOTT
INC.
www.ctsaz.com
PROTO-II TM WALL SYSTEMS
WWW.PROTO2.COM
3612 CALIFORNIA AVE LONG BEACH, CA 90807
ATTN: MARIO SALAZAR
PH# (562) 477-8529 — msalazar@protoii.com
(MAY ONLY BE INSTALLED BY APPROVED AND CERTIFIED INSTALLERS)
4% 6% AND 6' THICK POST -TENSIONED MASONRY WALLS
DATE
5/7/2020
ENGR
JAD
PACKAGE
S4.1
SHEET
D
THESE DRAWINGSZCALCULAIIONS ARE CONSIDERED PRELIMINARY —NOT FOR CONSTRUCTION OR RECORDING UNLESS THE STRUCTURAL ENGINEER OF RECORD'S SEAL IS AFFIXED WITH WRITTEN SIGNATURE.