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HomeMy WebLinkAbout5646-17GENERAL NOTES 11 WIND CONCRETE FOUNDATION/SITEWORK 1. THE GENERAL CONTRACTOR AND EACH SUBCONTRACTOR SHALL WIND EXPOSURE = C 1. ALL CONCRETE SHALL CONFORM TO THE LATEST EDITION OF 1. THE FOUNDATION DESIGN IS BASED ON THE FOUNDATION VERIFY ALL DIMENSIONS AND SITE CONDITIONS BEFORE STARTING THE CALIFORNIA BUILDING CODE. INVESTIGATION BY SOIL REPORT SUBMITTED: WORK, THE ARCHITECT OR ES1"E, NC. SHALL BE NOTIFIED PER: RMA GROUP, INC, OF ANY DISCREPANCY. SBP - 1500 pal 2. CONCRETE SHALL BE DESIGNED AND TESTED AS OUTLINED IN PROJECT NO. : 04-118-01 CANTILVER WALL THE SPECS. DATE JUNE 6, 2005 2. DIMENSIONING SHALL TAKE PRECEDENCE OVER SCALES FRICTION - .43 3. ALL CEMENT SHALL CONFORM TO ASTM C-150. (PER USGS WEB SHOWN ON DRAWINGS. TYPICAL DETAILS AND GENERAL PLEASE CROSS-REFERENCE EXPOSURE CLASS SHOWN BELOW WITH 2. THE ALLOWABLE SOIL BEARING VALUE IS 1500 PSF FOR CORROSION TABLE ON SGN-2 FOR CONCRETE REQUIREMENTS CONTINUOUS FOOTINGS, NOTES ARE MINIMUM REQUIREMENTS TO BE USED WHEN CONDITIONS ARE NOT SHOWN OTHERWISE. PROJECT EXP0SURE CLASS 3. ALL SITE PREPARATION, EXCAVATION AND COMPACTION SHALL CLASS LOTS BE DONE UNDER THE SUPERVISION OF THE SOIL ENGINEER. 3. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE SO ALL LOTS OVER GENERAL NOTES AND TYPICAL DETAILS, WHERE NO 4. SEPARATE PERMITS SHALL BE OBTAINED FOR ALL FENCES CO ALL LOTS AND WALLS, AS REQUIRED. DETAILS ARE SHOWN CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON PROJECT. 5. PROVIDE NON -EXPANSIVE FILL AS REQUIRED TO LEVEL PAD. 6. SURFACE WATER WILL DRAIN AWAY FROM BUILDING. DRAINAGE 4. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS SH SHALL BE 2% FROM BUILDING TO SWALE LINE. SWALE SHALL DRAIN OF THE 2013 EDITION OF THE CALIFORNIA BUILDING CODE, 4. FINE AND COARSE AGGREGATE SHALL CONFORM TO ASTM 0-33 1L% (MIN.} FROM REAR OF BUILDING T STREET. AND ANY OTHER REGULATING AGENCIES WHICH HAVE AUTHO- FOR STANDARD WEIGHT CONCRETE AND ASTM C-330 FOR LIGHT WEIGHT CONCRETE. 7. THERE SHALL BE NO UTILITY TRENCH NEAR THE BUILDING FOUNDATION RITY OVER ANY PORTION OF THE WORK, INCLUDING THE WHICH EXTEND DEEPER THAN A 45 DEGREE LINE PROJECTED DOWN STATE OF CALIFORNIA DIVISION OF INDUSTRIAL SAFETY, AND 5. ALL AGGREGATE SHALL BE COMPARABLE TO 'SAN GABRIEL AND AWAY FROM THE BOTTOM OUTSIDE CORNER OF ANY FOOTING. THOSE CODES AND STANDARDS LISTED IN THESE NOTES VALLEY' AGGREGATE. THE SHRINKAGE SHALL BE AS PER ASTM AND SPECIFICATIONS. C-157 WITH THE AVERAGE DRYING SHRINKAGE AT 28 -DAYS 8. SLAB SUBGRADE REQUIREMENTS ARE NOT WITHIN THE SCOPE NOT EXCEEDING 0.04%. OF WORK OR LIABILITY OF ESI/FME, INC. THE SUBGRADE 5. APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL CONFIGURATION SHOWN IN DETAIL 1/FD1 OR THE POST -TENSION OR ALLOWABLE FAILURE TO COMPLY WITH THE PLANS AND 6. DRYPACK SHALL BE COMPOSED OF ONE PART PORTLAND DETAILS REFLECT THE GENERAL RECOMENDATIONS OF THE SOILS CEMENT TO NOT MORE THAN THREE PARTS SAND, ENGINEER, AND/OR THE SITE CONDITIONS, IT IS THE RESPONSIBILITY SPECIFICATIONS. ANY DESIGN WHICH FAILS TO BE CLEAR OR OF THE OWNER TO REVIEW THE SLAB SUBGRADE CONFIGURATION IS AMBIGUOUS MUST BE REFERRED TO THE DESIGNER OR 7. ANCHOR BOLTS, HOLDOWN BOLTS, DOWELS, INSERTS, ETC. WITH THE SOILS ENGINEER, AND CONCRETE/FLOORING CONTRACTORS, ENGINEER FOR INTERPRETATION OR CLARIFICATION. SHALL BE SECURELY TIED IN PLACE PRIOR TO POURING CONCRETE. FOR ADEQUATE MOISTURE PROTECTION. PLEASE REFER TO THE SOILS 6. SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS B. CONCRETE SHALL BE CURED BY KEEPING CONTINUOUSLY WET REPORT FOR ADDITIONAL RECOMENDATIONS. FOR PITS, TRENCHES, ROOF OPENINGS, DEPRESSIONS ETC. FOR 10 -DAYS OR BY AN APPROVED CURING COMPOUND. NOT SHOWN ON STRUCTURAL DRAWINGS. 9. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND 9. ALL HOLDOWN ANCHORS, POST BASES AND HOLDOWN BOLTS SHALL PLUMBING DRAWINGS FOR MISCELLANEOUS ITEMS TO BE CAST BE TIED INTO PLACE PRIOR TO FOUNDATION INSPECTION. 7. VIBRATION EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED BY ESiRu�, NC INTO CONCRETE AND FLOOR DEPRESSIONS, PITS, ETC. 10. PLACE 20'-0' REBAR IN FOUNDATION AT SERVICE LOCATIONS. STUB UP REBAR ABOVE THE FLOOR BY ELECTRIC SERVICE METERS, 8. THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING, 10. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF EXPANSION SHORING, TEMPORARY SUPPORTS, ETC. IS SOLE RESPONSIBILITY JOINTSSCORINGETCFOR CONCRETE WALKS AND SLABS , , . , 11. FOR THE LOCATION OF CONTROL JOINTS, REFER TO THE FOUNDATION PLAN. (ZIP STRIP OR EQUAL). MINIMUM OF 20'-0' O.C. EACH WAY OF THE CONTRACTOR, AND HAS NOT BEEN CONSIDERED BY 11. ALL STRUCTURAL CONCRETE, TYPE II OR V F'c = 3,000 PSI IS RECOMMENDED. ESVFME, NC. THE CONTRACTOR IS RESPONSIBLE FOR THE ALL CONTINUOUS FOOTINGS AND PADS, TYPE II OR V F'c 3,000 PSI STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION 12. DRIVEWAY PAVING SHALL BE 4' PORTLAND CEMENT CONCRETE. OF ALL SHEAR WALLS, ROOF AND FLOOR DIAPHRAGMS ALL CONCRETE SHALL REACH MINIMUM COMPRESSIVE STRENGTH (5 SACKS MIN.). AND FINISH MATERIALS. HE SHALL PROVIDE THE NECESSARY 28 - DAYS, 13. FOR POST -TENSION SLAB, REFER TO APPROVED PLANS BRACING TO PROVIDE STABILITY PRIOR TO THE APPLICATION PREPARED BY OTHERS. OF THE AFOREMENTIONED MATERIALS. OBSERVATION VISITS 12. ALL CONCRETE WITH F'c GREATER THAN 2,500 PSI SHALL HAVE SPECIAL INSPECTION PER SECTION 1704 OF THE 2013 14. MINIMUM SLAB REINFORCEMENT AND PAD REQUIREMENT SHALL TO THE SITE BY ESV --ME, NO. SHALL NOT INCLUDE INSPECTION CBC UNLESS NOTED OTHERWISE. CONFORM TO THE SOILS ENGINEER'S RECOMMENDATIONS, U.N.O.. OF THE ABOVE ITEMS. 13, CONCRETE FOR SLAB ON GRADE SHALL HAVE A MAXIMUM OF 5 in. 9. CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND OF SLUMP PER ASTM C-143. 5 SACKS OF CEMENT PER CUBIC MASONRY EARTHWORK OPERATIONS FOR FILLED EXCAVATIONS OR BURIED YARD OF CONCRETE. CEMENT ASTM C-150 TYPE 1 OR 2 MIN. STRUCTURES SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, 1. ALL MASONRY WORK SHALL CONFORM TO THE LATEST EDITION ETC, IF ANY SUCH STRUCTURES ARE FOUND, ESVFME, INC.THE CALIFORNIA BUILDING CODE. AND THE SOIL ENGINEER SHALL BE NOTIFIED IMMEDIATELY. REINFORCING STEEL 2. CONCRETE BLOCK SHALL BE OF SIZES SHOWN ON ARCHITECTURAL 10. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON 1. ALL REINFORCING SHALL BE ASTM A-615 GRADE 40 FOR #5 BARS AND DRAWINGS AND/OR CALLED FOR IN SPECS. AND CONFORM TO FRAMED FLOORS OR ROOF. LOAD SHALL NOT EXCEED THE DESIGN SMALLER. ALL REINFORCING SHALL BE ASTM A-615 GRADE 60 FOR #6 ASTM C90-05, GRADE 'A' NORMALWEIGHT UNITS WITH MAXIMUM LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING BARS AND LARGER. WELDED WIRE FABRIC TO BE ASTM A-185, LINEAR SHRINKAGE OF 0.06 % f'm = 1500 PSI GROUTED AND/OR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN LAP 1-1/2 SPACES, 9' MIN. FOR STRUCTURAL SLABS ALL REINFORCED CELLS. STRENGTH. REINFORCING 45 AND LARGER TO BE ASTM A-615 GRADE 60 3. MORTAR MIX SHALL CONSIST OF ONE PART PORTLAND 11. CONSTRUCTION DOCUMENTS IDENTIFIED AS 'BID SET' ON ANY OR CEMENT, VOLUME OF SAND NOT LESS THAT 2-1/2 AND 2. ALL BARS SHALL BE DEFORMED AS PER ASTM A615 / A615M. NOT MORE THAN 3 TIMES THE SUM OF THE VOLUMES ALL SHEETS MAY BE SUBJECT TO REVIEW. THIS REVIEW MAY RESULT OF CEMENT AND LIME USED, AND Y4 TO J/ PART IN CHANGES WHICH MAY BE MADE TO THE PLANS PRIOR TO THE 3. ALL BARS SHALL BE CLEAN OF LOOSE FLAKY RUST, GREASE OR HYDRATED LIME OR LIME PUTTY. MINIMUM COMPRESSIVE ISSUANCE OF THE FINAL CONSTRUCTION SET WHICH WILL CONTAIN OR OTHER MATERIALS LIKELY TO IMPAIR BOND. STRENGTH OF MORTAR TO BE f'm=1800PSI NO 'BID SET' DESIGNATIONS, CONSTRUCTION DOCUMENTS IDENTIFIED AS 4. GROUT SHALL CONSIST OF ONE PART PORTLAND 'BID SET' ARE NOT CONSTRUED AS BEING THE COMPLETED OR FINAL 4. ALL BENDS SHALL BE MADE COLD. CEMENT 3 PARTS SAND AND 2 PARTS PEA GRAVEL. DRAWINGS AND THEY SHOULD NOT IN ANY WAY BE USED AS SUCH. 5. SPLICING OF #3-#5 BARS SHALL HAVE A MIN, LAPPING OF 42 DIA. OR COMPRESSIVE STRENGTH OF GROUT SHALL NOT BE LESS THAN f'g - 2000 PSI. 12. ALL GUARD RAILS AND HANDRAILS SHALL BE DESIGNED TO WITHSTAND 32' MIN., WHICH EVER IS GREATER, IN ALL CONTINUOUS REINFORCEMENT 5. PROVIDE CLEANOUT OPENINGS AT BOTTOM OF ALL VERTICALLY A LATERAL POINT LOAD OF 200 POUNDS APPLIED HORIZONTALLY AT OF FOOTINGS AND CONCRETE WALLS, EXCEPT AS NOTED ON PLANS, GROUTED CELLS IF GROUT LIFT EXCEEDS 5'-0', RIGHT ANGLES, AT ANY POINT TO TOP RAIL. A 50 PLF LOAD IS MASONRY REINFORCEMENT SHALL HAVE LAPPINGS OF 40 DIA, FOR GRADE 6, ALL REINFORCING SHALL HAVE A MINIMUM COVERAGE OF 1/2' GROUT, 40 8 48 DIA, FOR GRADE 60 MIN. OR 2'-0', WHICH EVER IS GREATER, REQUIRED AT 3 -STORY AND MULTI -FAMILY. 7. BOLTS SHALL BE GROUTED WITH 1' OF GROUT BETWEEN BOLT 6. ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY AND MASONRY. 13. THESE PLANS ARE INTENDED SOLELY FOR THE USE OF THE OWNER PLACED BEFORE POURING CONCRETE. 8. NO PIPES OR DUCTS SHALL BE PLACED IN MASONRY WALLS 7, CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AT LEAST UNLESS SPECIFICALLY NOTED OR DETAILED. FOR CONSTRUCTION AND ARE EXPRESSLY NOT INTENDED FOR USE EQUAL TO THE DIAMETER OF THE BARS. COVER SHALL BE AS FOLLOW: IN MARKETING. EXTERIOR ELEVATIONS AND OTHER DETAILS 9. DOWELS IN CONCRETE FOR MASONRY WALLS SHALL BE THE ON THESE PLANS ARE ONLY A REPRESENTATION AND MAY VARY NC MASONRY SAME SIZE AND SPACING AS MASONRY WALL REINFORCING. SIGNIFICANTLY FROM THE ACTUAL CONSTRUCTION, A. POURED AGAINST EARTH 3" 2" B. POURED AGAINST FORM BELOW GRADE 2" 2" 10. ALL MASONRY, EXCEPT VENEER, SHALL BE REINFORCED 14. SLAB ON GRADE REQUIREMENTS TO BE PER THE SOIL ENGINEERS #6 AND LARGER 2" 2" GROUTED MASONRY, GROUT CELLS CONTAINING REINFORCING RECOMENDATIONS SOLELY. THE SLAB ON GRADE IS A #5 AND SMALLER 1 1/2" 1 1/2" UNLESS NOTED OTHERWISE. GROUT SOLID ALL MASONRY NON-STRUCTURAL ITEM AND THEREFORE HAS NOT BEEN DESIGNED C. FORMED SLABS 1" 1" RETAINING EARTH UP TO 6 in. ABOVE RETAINING WALL. BY THE STRUCTURAL DESIGN ENGINEER. 15. IN THE EVENT OF CONFLICT BETWEEN THE ARCHITECTURAL GENERAL D. SLABS ON GRADE (FROM TOP OF SLAB) 1" 1" 11. ALL VERTICAL REINFORCING IN MASONRY WALLS NOT RETAINING NOTES AND THE STRUCTURAL GENERAL NOTES (SHT SGN), E. COLUMNS AND BEAMS TO MAIN BARS 1 1/2' 2" EARTH SHALL BE LOCATED IN THE CENTER OF THE WALL, U.N.O. F. WALLS - EXPOSED TO WEATHER 1 1/2' 1 1/2" THE MORE STRINGENT REQUIREMENT SHALL GOVERN, NOT EXPOSED TO WEATHER, #11 AND SMALLER 3/4' 3/4' 12. REINFORCING SHALL BE SECURELY HELD AND BRACED IN CORROSIONREQUIREMENTS #14 AND #18 1 1/2' 1 1/2' PLACE TO PREVENT MOVEMENT WHILE PLACING MASONRY. 13. THE MINIMUM QUALTIY ASSURANCE PROGRAM FOR TABLE 4.3.1 AC1318-08 REQUIREMENTS FOR CONCRETE MASONRY IN NON-ESSENTIAL FACILATIES SHALL COMPLY BY EXPOSURE CLASS WITH TABLE 1.18.2 OF TMS 402-08/ACI 530-08/ASCE 5-08.. THE MINIMUM QUALTIY ASSURANCE PROGRAM FOR NORMAL LIGHTWEIGHT CONC. MASONRY IN ESSENTIAL FACILITIES SHALL COMPLY WITH AGGREGATE TE MIN ViAGGREGATE -(c) WITH TABLE 1.18.3 OF TMS 402-08/ACI 530-08/ASCE 5-08.. CAT. SEVERITY CLASS CONDITION Maximum f'c Normal Weight andLightweight ADDITIONAL REQUIREMENTS w/cm A e 99 9ae Concretepsi WATER-SOLUBLE DISSOLVED SULFATE (SO4)IN SULFATE (SO4)IN CEMENTI SOIL, PERCENT WATER, PPM TYPE BY WEIGHT NOTNO TYPE APPLICABL SO 0-0.10 0-150 N/A 21500 RESTRICTION S SULFATE MODERATE S1 0.10-0.20 150-1500 0.50 4,000 II (SEAWATER) SEVERE S2 0,20-2.00 1500-10.000 0.45 4,500 V§ VERY SEVERE S3 '2.00 10,000 0.45 4,500 pozzolanuor slagil MAX. WATER-SOLUBLE CHLORIDE ION(CI-) CONTENT IN CONCRETE PERCENT BY WEIGHT OF CEMENT# REINFORCED PRESTRESSED CONCRETE CONCRETE NOT CO CONCRETE DRY OR PROTECTEDN/A 2,500 1.00 0.06 APPLICABL FROM MOISTURE C MODERATECONCRETE C1 EXPOSED TO MOISTURE BUT NOT TO EXTERNAL SOURCES ((A 2,500 0.30 0.06 CORROSION CHLORIDES, PROTECTION C2 CONCRETE EXPOSED TO MOISTURE MENTEINFORC SEVERE''* AND EXTERNAL SOURCES OF CHLORIDES FROM DEICING CHEM) AL43) 51000 0.15 0.06 WATER, SEATWATER, OR SPRAY ROM THESE SOURCES. I Alternative combinations of cermentitious materials of those listed in Table 4.3.1 shall be permitted when tested for sulfate resistance and meeting criteria in 4.5.1 of ACI 318. $ For seawater exposure, other types of portland cements with tricalcium alumigate (C A) contents up to 10 percent are permitted if the w/cm does not exceed 0.40. § Other available types of cement such as Type III or Type I are permitted In Exposure Classes S1 or §2 it the C A contents are less than 8 or 5 percent, repsectively. II The ammount of the specific source of the possolan or slag to be used shall not be less than the ammount that has been determined by service record to improve sulfate resistance when used in concrete containing Type V cement, Alternatively, the amount of the specific source of the pssolan or slag to be sused shall not be less than the amount tested in accordance with ASTM C1012 and meeting the criteria of 4.5.1 of ACI 318. * Water-soluable chloride ion content that is contributed from the ingredients include water, aggregates, cerementitious materials, and admixutres shall be determined on the concrete mixture by ASTM C1218 at age between 29 and 42 days. **Requirements of 7.7.6 of ACI 318 shall be statisfied. See 18.16 of ACI 318 for unbonded tendons. DESIGN LOADS: SEISMIC 11 WIND SEISMIC DESIGN CATEGORY=D WIND VELOCITY = 115 MPH SITE CLASS = 0 WIND EXPOSURE = C SEISMIC -FORCE -RESISTING SYSTEM RISK CATEGORY I FREE STANDING WALLS/ COLUMNS ANALYSIS PROCEDURE SOILS ASCE 7-10 CH.15 NON -BUILDING R = 1.25 PASSIVE -390 pal SBP - 1500 pal (PER USGS WEBSITE) CANTILVER WALL Ss = 1.939 SI = .711 ACTIVE - 43 pat FRICTION - .43 (PER USGS WEBSITE) (PER USGS WEB SDS - 1.293 1 Fa = 1.01 REO D SPECIAL MPECTIONS: 1. PERIODIC INSPECTION OF MASONRY Ot DECORATiVE LIGHT FIXTURE SEF. LIGH IING PLAN, TO BE MFNSOIA 4083,001 OR APPROVED EQUAL TOP OF LIGHT FIXTURE TO ALIGN W/ TOP OF PRECAST SIGN PAN. O8X8X16 SPLIT BLOCK 13 CONSTRUCTION. O FOAM CAP FORMED IN DIMENSIONS SHOWN W/ SMOOTH STUCCO FINISH. COLOR TO MATCH PRECAST CONCRETE PILASTER CAP OI 40" SQ. PILASTER USED THROUGHOUT THE PROJECT. THE CAP ON THE 40" PILA! IS A OUICKCRETE ,t0-E44PI NA71JRAL CONCRETE COLOR LIGHT SAND BLAST FINISH T MATCH PILASTERS THROUGH OUT THE PROJECT. Q PILASTER CONCRETE FOOTING O CUSTOM DECORATIVE PRECAST CONCRETE PLAQUE. TO BE SELECTED BY LANDSCAPE ARCHITECT. GROUT IN PLACE. ATTACH TO PRECISION BLOCK AS REQUIRED OCOMPACTED SUB GRADE PER SOILS REPORT. (2)STEEL REINFORCEMENT, © 18"w x 36"h STUCCO RETA WALL. SEE DETAIL 2. SHEE O 6X8X16 RECESSED PRECISII BLOCK BACKING 10 OUICKCRETE J{0-D6SEWC PRECAST CONC. BORDER. MITER CORNERS. ATTACH T( RECESSED LEDGES AS REQUIRFD 24' x 16' CONT. FTG. w/ (2) #4 T/B •- I? CONIC. SLAB OR O. • p @ •• :• • ' L�=I�� OVER 6. SOLID GROUT �1�lelelee ND #4 HORIZ. GROUT CELL w/ m REINF. ONLY 6x8x16 CMU w/ ■I !e! !i! C®�� - ® 11■ leel■e®�®LAP-SOLID - - • i lei !e!e--i-d ® ©0 REINF. ONLY ��■� lel el�llli�� ' -, - ' -(CENTE- ; ,. `Iti nsl• eta_ �■� �� SF CELL) AND SOLID (2) 8x8x16 CMU GROUT e S AND 4 �� a.� air• �I ��I fry lr� • • /. IL �fi0t�t✓•�t�t�®�II��� Q®■� BELOW RECESS • D.C. AND HORIZ. V- @ TOP COURSE COURSE TOP COURSE CL REINF & GROUT it■e■®■ele®tele! iee�ielelelsly� _ ■ �ICr)• _GRADE.� 11■■■e■eeelele� 1®■� ;,��� 1■ a■■■ a eee■-n Im" I hllee0■ �uiNl, �� �; - rCLR CLR Ila_ �e������IIIN1 : lil=1tz 101-01 8' N=ara�P =1NNI=111NI1�� CONT. 4% [� • - NT -• • • • WALL SECTION A g) COMMUNITY PILASTER 12' 3• m LU CMU WALL #4 HORIZ. w N - PER SECTION OR 24' D.C. 3 I ( 24- -�l L WIDE I L -----J I I I I I� 10' WIDE L -----------J 24' x 18' CONT, FTG. w/ (2) #4 T/B SECTION B FOUNDATION PLAN Mi 11Ta - ALL SPECIAL INSPECTIONS SHALL BE PERFORMED BY INDEPENDENT INSPECTION MAW+ 3YI AGENCY EMPLOYED BY THE OWNER AND NOT THE CONTRACTOR PER SECTION 1701.1. D MGN D an - AGENCY OR INSPECTOR DOING SPECIAL INSPECTION MUST BE APPROVED BY THE DEPARTMENT OF BUILDING AND SAFETY, CITY OF FONTANA. - THE OWNER MUST SUBMIT SIGNED STATEMENT CERTIFYING SATISFACTORY COMPLETION C ECK0 "" OF WORKS REQUIRING SPECIAL INSPECTION PRIOR TO THE FINAL INSPECTION. CITY OF FONTANA LANDSCAPE PLANS KNOX AVENUE - NORTH SIDE SCNz SHOWN STATION 86+23.00 TO 99+84.50 AS DATEi a t� - ,/7 DVCa NW 1 % DATE CM ENGDEM RCE. 51152 EXP. DATE 21 JN. -E014 011414 ESI/FME,INC. STRUCTURAL ENGINEERS 1800 E. 16TH STREET, UNIT B SANTA ANA, CA 92701 PHONE: 714-835-2800 FAX: 714-835-2819 FA 76-18-14 W@l90300�1 1 r� Z V 0000 .--� 1 U00 W O ON �mrosssse% �o Q' Z s ,a% OO U� PLAN CHECK # DATE 05/02/14 JOB # E014 SL -1