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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 1111111111 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. I '/;/z* POST -TENSION ROD. ¢ 0 N 00¢IX U C) WO DO POST -TENSIONED ROD y SPACING PER SCHEDULE BUT NOT TO EXCEED 4'-8" MAX. POST -TENSION ROD. PROTO II FENCE WALL. <0 z O U w 0 12" C-* #4 REINFORCING WITH 6" HOOK. EMBED MIN 6" INTO FOOTING. FILL REINFORCING CELLS WITH GROUT OR 8" HIGH MORTAR LIFTS. N ¢ <n U 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.