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Home My WebLink About4883-30TOP OF CAP +4'-6" ° ° ° e e ° A .4 A a. A' All' ° u u . • . • ` 6" THICK CONC. 3000 PSI Wq LW/ SPECIAL INSPECTION •°'. P � °.•. . ° ENTER #4 VERT. BAR @ 12" O.C. #4 HORIZ. BAR @ 12„ O.C. I .1 ° � z I +/- 80° Q ° J F. G. F.G. (DATUM) +0'-0"HH-1111 III N II II IIII a. .a III IIII iill - #5 BAR @ 12 O.C. e e e e e e EA. WAY AT TOP 8c 1'-0" _' BOTT. o o a A. o IIII IIII IIII z YPQ • •o I- � III III A � e 0 e_ TOP OF CAP +4'-6" F.G. (DATUM) +0'-0" #5 BAR @ 12" O.C. EA. WAY AT TOP & BOTT. 3" 3" ;L Lf +/- 6'-4" CONC. FOUNDATION a 641 Z v u LL C LL L a LL C r d 6'-4" x 10'-11 " x 18" DEEP, 3000 PSI CONC. PAD, SPECIAL INSPECTIONS REQUIRED FOUNDATION PLAN & SECTION (4'-4" x 8'-11 ") 4 � I♦.a ° a n u .4 6" THICK CONC. 3000 PSI ° WALL ° W/ SPECIAL INSPECTION / ENTER #4 VERT. BAR @ 12 O.C. • ;�. A • r• L ° a #4 HORIZ. BAR @ 12" O.C. o +/- 80° Q o F. G. Underground Service Alert Underground SECTION 4216/4217 OF THE GOVERNMENT CODE REQUIRES A DIG ALERT IDENTIFICATION NUMBER BE ISSUED BEFORE A PERMIT TO EXCAVATE WILL BE VALID FOR YOUR DIG ALERT I.D. NUMBER CALL UNDERGROUND SERVICE ALERT TOLL FREE 1-800-227-2600 TWO WORKING DAYS BEFORE YOU DIG +/- 5'-W CONC. FOUNDATION rA +I/- 10'-1 1 " Q 4 4� < d. U -4-/- q'-10" FACE OF \A/AI I -4" FACE OF FI .5'-10" x 5`10" x 18" DEEP, 3000 PSI CONC. IPAD, SPECIAL INSPECTIONS REQUIRED FOUNDATION PLAN &SECTION (3'=1Q" x Z"-10") FOOTHILL BLVD Q��e`�0P Hae°"qeF LANDSCAPE MEDIAN �` `No. w �Q� NO 4124 9y m FROM CHERRY AVENUE TO HEMLOCK AVENUE sT�' anz r cruR 9 P �Q- / OF CA0C +/- 5'-10" C n FAI 0 CITY OF FONTANA CALIFORNIA, 92335 IE2 N.T.S. � G U K f o i�� o R 6 Z R U- LL �ZQ ��0 Y o F m o F 2600 E. PACIFIC COAST HWY. STE 130 0 O LL- - iE 3: W � � � In w O o Q U U- Q LO - u- , O_ + N.T.S. � osaM J-� Z O U CL ,N.cc,fjy zQN_ X23 H 06 0Nzd-9zu.- au, J � O W o u,Zpm o,qO W z 0) 1 urtt.l�zNzZ QrQ0p,a�a0 C F 6 W O K U K f o i�� o R 6 Z R LANDMARK STRUCTURES, INC. LL �ZQ ��0 Y o F m o F 2600 E. PACIFIC COAST HWY. STE 130 0 y �n Q QQNOtu < Long Beach, CA 90804 iE 3: W � � � In TEL: (562) 498 9166 FOUNDATIONS 1. FOUNDATION DESIGN IS BASED ON 2010 CALIFORNIA BUILDING CODE REPORT BY: N A DATED: N/A THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIREMENTS THEREIN AND MAINTAIN A COPY ON THE JOB SITE AT ALL TIMES. 2. ALLOWABLE SOIL PRESSURE: 1500 PSF. FOR CONTINUOUS FOOTING 1 500 PSF. FOR SPREAD FOOTING 3. ALL EXCAVATIONS SHALL BE INSPECTED AND APPROVED BY THE SOILS ENGINEER OR INSPECTOR PRIOR TO POURING FOOTINGS. 4. FOOTINGS SHALL BE POURED AGAINST FIRM UNDISTURBED NATURAL SOIL OR ENGINEERED, COMPACTED FILL, AS REQUIRED BY SOILS ENGINEER. 5. FILL AT RAMP WALLS AND RETAINING WALLS SHALL BE OF CLEAN NON -EXPANSIVE MATERIAL FREE OF ORGANICS AND PLACED UNDER CONTROLLED COMPACTION TO 90% OF MAXIMUM DENSITY, U.N.O. 6. ROOF AND AREA RUNOFF, AND AREA DRAINAGE SHALL BE DIRECTED AWAY FROM BUILDING. 7. ALL WATER SHALL BE REMOVED FROM FOUNDATION EXCAVATIONS PRIOR TO PLACING OF CONCRETE. 8. PROVIDE ADEQUATE DRAINAGE BEHIND ALL RETAINING WALLS AWAY FROM BUILDING. STRUCTURAL OBSERVATION IS REQUIRED 1. STRUCTURAL OBSERVATION IS REQUIRED. 2. PER SECTION 1702 OF 2010 CALIFORNIA BUILDING CODE, THE OWNER IS REQUIRED TO HIRE AN ENGINEER OR ARCHITECT TO PERFORM STRUCTURAL OBSERVATION. THE STRUCTURAL OBSERVER MUST BE CURRENTLY LICENSED IN THE STATE OF CALIFORNIA AND MUST BE APPROVED BY LANDMARK STRUCTURES, INC. 3. THE STRUCTURAL OBSERVER SHALL PERFORM STRUCTURAL OBSERVATION IN COMPLIANCE WITH SECTION 1702 OF 2010 CALIFORNIA BUILDING CODE, OR PER CITY OF FONTANA STRUCTURAL OBSERVATION REQUIREMENTS. A MEETING BETWEEN THE STRUCTURAL OBSERVER AND THE GENERAL CONTRACTOR IS REQUIRED PRIOR TO THE START OF CONSTRUCTION TO ARRANGE FOR THE REQUIRED STRUCTURAL OBSERVATION AT SIGNIFICANT STAGES OF CONSTRUCTION. 4. STRUCTURAL OBSERVATION IS REQUIRED FOR STRUCTURAL SYSTEM OR ELEMENTS AND DETAILS SHOWN ON SHEETS SDI THRU SD3. STRUCTURAL OBSERVATION IS REQUIRED AT THE FOLLOWING STAGES OF CONSTRUCTION: A) FOUNDATION DETAILS ON SHEET S1 & S2 PRIOR TO POUR. B) AT COMPLETION OF STRUCTURAL CORRECTIONS. GENERAL CONDITIONS 1. GENERAL CONTRACTOR SHALL VISIT THE BUILDING SITE AND SHALL VERIFY ALL CONDITIONS AND DIMENSIONS PRIOR TO STARTING ANY WORK AND SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK AND MATERIALS, INCLUDING THOSE FURNISHED BY SUB -CONTRACTORS. ENGINEERS SHALL BE NOTIFIED IMMEDIATELY OF ANY DISCREPANCIES. 2. ALL ASTM, ACI AND AITC DESIGNATIONS SHALL BE AMENDED TO MOST RECENT DATE, UNLESS NOTED OTHERWISE. 3. GENERAL DETAILS ON THIS SHEET SHALL BE USED WHERE APPLICABLE, UNLESS OTHERWISE NOTED. 4. ALL OMISSIONS OR CONFLICTS BETWEEN VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH ANY WORK IN QUESTION. 5. CONTRACTOR SHALL PROVIDE SAFE AND ADEQUATE TEMPORARY ERECTION BRACING ON ALL BEAMS, WALLS, ETC. TO PROVIDE FULL STRUCTURAL STABILITY. BRACING SHALL NOT BE REMOVED UNTIL THE ELEMENT SUPPORTED IS CAPABLE OF SUPPORTING ITS DESIGN LOADING. 6. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE CURRENT UNIFORM BUILDING CODE AND ALL LOCAL CODE REQUIREMENTS. 7. IN NO CASE SHALL WORKING DIMENSIONS BE SCALED FROM PLANS, SECTIONS OR DETAILS ON THE STRUCTURAL DRAWINGS. 8. REFER TO ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR MOULDS, ORNAMENTS, GROOVES, CLIPS, GROUNDS, DROPPED SLABS, CURBS, ETC., NOT SHOWN ON STRUCTURAL DRAWINGS. 9. DESIGN CRITERIA: SEE DESIGN CALCULATIONS CODE: 2010 CALIFORNIA BUILDING CODE AS AMENDED TO DATE. CRAVITY LOADS: LATERAL LOADS: WIND: EXPOSURE C AND BASIC WIND SPEED = 100 MPH SEISMIC: SOIL SITE CLASS = D Ss = 1.501 g , Fa= 1.0 , SDS = 1.001 S1 = 0.600g , Fv= 1.5 , SDI = 0.600 SEISMIC DESIGN CATEGORY = D BEARING WALL SYSTEMS: SPECIAL REINFORCED CONCRETE SHEAR WALLS R=5, I=1 FOR RIGID NONBUILDING, Cs=0.2W REINFORCING STEEL 1. ALL REINFORCING STEEL SHALL BE AS FOLLOWS: A. NO. 4 BARS AND SMALLER - INTERMEDIATE GRADE CONFORMING TO A615-40 B. NO. 5 BARS AND LARGER - HARD GRADE CONFORMING TO A615-60 C. ALL MASONRY WALL REINFORCING, INCLUDING MASONRY WALL FOOTINGS, SHALL BE INTERMEDIATE GRADE CONFORM- ING TO A615-60 D. ALL BARS SHALL BE DEFORMED AS PER ASTM A305 E. WIRE MESH SHALL CONFORM TO ASTM A185 2. ALL BARS SHALL BE CLEAN OF RUST, GREASE OR OTHER MATERIALS LIKELY TO IMPAIR BOND. 3. ALL BENDS SHALL BE MADE COLD. 4. SPLICING OF BARS SHALL HAVE LAPPING OF 36 BAR DIAMETERS OR 24" MINIMUM IN ALL CONTINUOUS REINFORCEMENT OF FOOTINGS AND CONCRETE WALLS, AND 40 BAR DIAMETERS OR 24" MINIMUM IN MASONRY WALLS. UNLESS OTHERWISE DETAILED, REINFORCING STEEL IN CONTINUOUS BEAMS AND SPANDRELS SHALL HAVE TOP STEEL SPLICED AT MID -SPAN AND THE BOTTOM STEEL SPLICED OVER SUPPORTS. 5. ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY PLACED BEFORE POURING CONCRETE OR APPLYING MORTAR OR GROUT. 6. WELDING OF REINFORCING STEEL SHALL BE PERFORMED BY THE ELECTRIC ARC PROCESS UTILIZING E60XX ELECTRODES, AND PERFORMED BY WELDERS CERTIFIED BY THE CITY. 7. ALL WELDING TO BE DONE UNDER THE CONTINUOUS INSPECTION OF A DEPUTY INSPECTOR REGISTERED BY THE CITY OR AS OTHERWISE REQUIRED BY THE ENGINEER. 8. REINFORCING STEEL CASE AGAINST AND EXPOSED TO EARTH SHALL HAVE 3" OF CLEAR COVER UNLESS SPECIFICALLY DETAILED OTHERWISE. CONCRETE 1 . CONCRETE USED IN THE WORK SHALL HAVE THE FOLLOWING ULTIMATE COMPRESSIVE STRENGTH AT AGE 28 DAYS: LOCATION IN ULTIMATE STRUCTURE STRENGTH f'c A. SLAB ON GRADE .......................................... 2000psi � B. WALL FOOTINGS .......................................... 3000 psi w/ SPEC. INSP. C. STRUCTURAL WALLS ..................................... 3000 psi w/ SPEC. INSP. 2. ALL CONCRETE SHALL BE STONE CONCRETE UTILIZING AGGREGATE CONFORMING TO ASTM C33. CEMENT SHALL BE TYPE V CONFORMING TO ASTM C150 MAXIMUM WATER -CEMENT RATIO SHALL BE 0.45 BY WEIGHT. 3. REINFORCING STEEL SHALL HAVE MINIMUM PROTECTIVE CONCRETE COVERING AS FOLLOWS, UNLESS SPECIFICALLY DETAILED: CONCRETE CAST AGAINST AND EXPOSED TO EARTH ........... 3" FORMED SURFACES EXPOSED TO WEATHER OR EARTH A. #5 BAR OR SMALLER AND WIRE MESH ...... 1 1/211 B. #6 TO #18 BARS ...........:.......... . 2" FORMED SURFACES NOT EXPOSED TO WEATHER OR EARTH A. SLABS, WALLS AND JOISTS ............................. 3/4" B. BEAMS AND COLUMNS ................................... 1 1/211 4. BEFORE CONCRETE IS PLACED, THE CONTRACTOR SHALL COORDINATE AND CHECK WITH ALL TRADES TO ENSURE THE PROPER PLACEMENT OF ALL OPENINGS, SLEEVES, INSERTS, CURBS, DEPRESSIONS, ETC., RELATING TO THE WORK, AS SHOWN IN THE DRAWINGS. ANY CHANGE OR DISCREPANCY SHALL BE APPROVED BY THE STRUCTURAL ENGINEER AND THE LOCAL BUILDING AGENCY PRIOR TO PLACING OF CONCRETE. 5. ALL CONCRETE WITH A COMPRESSIVE STRENGTH IN EXCESS OF 2500 psi AT 28 DAYS SHALL BE PLACED UNDER THE SUPERVISION OF A DEPUTY INSPECTOR LICENSED BY THE LOCAL BUILDING OFFICIAL. 6. PLACEMENT DRAWINGS FOR REINFORCING STEEL SHALL BE PROVIDED AT THE SITE A MINIMUM OF ONE WORKING DAY PRIOR TO PLACING OF REINFORCING STEEL. 7. CONCRETE QUALITY: INSPECTION AND TESTS SHALL CONFORM TO THE LOCAL BUILDING CODE REQUIREMENTS FOR CONCRETE DESIGNED BY ULTIMATE STRENGTH METHOD. 8. ALL CONCRETE MIXES SHALL CONFORM TO THE PROPORTIONS ESTABLISHED BY CODE FOR THE VARIOUS CONCRETE STRENGTHS REQUIRED FOR THE WORK. CONTRACTOR SHALL ENGAGE A CERTIFIED INDEPENDENT TESTING LABOR- ATORY TO PREPARE SIX (6) DESIGNS FOR THE WORK. COPIES OF SUCH MIX M DESIGN, AS WELL AS 7 -DAY AND 28 -DAY CYLINDER TEST RESULTS SHALL -BE 00 SENT TO THE STRUCTURAL ENGINEER AND THE LOCAL BUILDING OFFICIAL TO OBTAIN APPROVAL PRIOR TO ITS USE IN THE WORK. 0 Z W CITY* OF FONTANA J CITY DRAWING FILE NO. U. PLAN, SECTION, DETAIL &NOTES 4883 C� DRAWN BY: ILL BOULEVARD SCALE: ? FOOTHILL AS NOTED DESIGNED BY: FROM CHERRY AVENUE DATE: TO HEMLOCK AVENUE 01-17-11 0 CHECKED BY: % DRAWING NO.: 30 •8 REV REVISION DESCRIPTION DATE CITY DATE 1111-3523 V