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HomeMy WebLinkAbout10146624.pdfGENERAL REQUIREMENTS: 1, NO CHANGES ARE TO BE MADE TO THESE PLANS WITHOUT THE KNOWLEDGE AND WRITTEN CONSENT OF THE ENGINEER OR ARCHITECT. 2. ALL DIMENSIONS CONTROLLED BY EXISTING CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AT THE SITE. 3. CONSTRUCTIONS AND MATERIALS SHALL COMPLY WITH AND BE INSTALLED IN ACCORDANCE WITH ALL THE REQUIREMENTS OF ALL LEGALLY CONSTITUTED PUBLIC AUTHORITIES HAVING JURISDICTION, INCLUDING ALL COUNTY AND LOCAL ORDINANCES, AND THE SAFETY ORDERS OF THE STATE INDUSTRIAL ACCIDENT COMMISSION, OSHA. 4. GENERAL CONTRACTOR SHALL VISIT THE JOB SITE AND VERIFY ALL GRADES, DIMENSIONS, AND CONDITIONS PRIOR TO BIDDING AND COMMENCING CONSTRUCTION. 5. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF ALL WORK, INCLUDING THAT OF ALL SUB -TRADES. 6. GENERAL CONTRACTOR SHALL NOTIFY ENGINEER AND ARCHITECT IMMEDIATELY OF ANY DISCREPANCIES FOUND WITHIN THE CONTRACT DOCUMENTS. 7. ALL WORK PERFORMED SHALL CONFORM WITH THE REQUIREMENTS OF THE CALIFORNIA BUILDING CODE (LATEST ADOPTED EDITION) OR OTHER APPLICABLE GOVERNING CODES AND BUILDING ORDINANCES. 8. ALL SUB -CONTRACTORS SHALL BE RESPONSIBLE FOR REMOVAL OF ALL DEBRIS ACCUMULATED AS A RESULT OF THEIR OPERATION. ALL SCRAP, DEBRIS, AND OTHER EXCESS MATERIAL SHALL BE REMOVED FROM THE BUILDING SITE. 9. THE OWNER SHALL HAVE THE RIGHT TO MAKE CERTAIN CHANGES IN THE WORK AND THE CONTRACT AMOUNT SHALL BE ADJUSTED ACCORDINGLY. HOWEVER, THE GENERAL CONTRACTOR SHALL NOT PROCEED WITH ANY CHANGES WITHOUT THE WRITTEN APPROVAL OF THE OWNER. 10. ALL MATERIALS SHALL BE FURNISHED AS SHOWN HEREIN UNLESS EQUAL ALTERNATES ARE APPROVED IN WRITING BY THE OWNER. 11. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING AND PROVIDING BRACING DURING CONSTRUCTION AND/OR ERECTION TO SUPPORT ALL LOADS TO WHICH THE STRUCTURE MAY BE SUBJECTED. 12. SEE ARCHITECT'S SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS, IF APPLICABLE. 13. ANY REFERENCE TO THE WORDS APPROVE, APPROVED, OR APPROVAL IN THESE DOCUMENTS SHALL BE HERE DEFINED TO MEAN GENERAL ACCEPTANCE OR REVIEW AND SHALL NOT RELIEVE THE CONTRACTOR AND/OR HIS SUB- CONTRACTORS OF ANY LIABILITY IN FURNISHING THE REQUIRED MATERIALS OR LABOR SPECIFIED. 14. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES, INCLUDING, BUT NOT LIMITED TO BRACING AND SHORING. OBSERVATION VISITS TO THE SITE BY FIELD REPRESENTATIVES OF THE ARCHITECT OR ENGINEER SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR THE CONSTRUCTION PROCEDURES. ANY SUPPORT SERVICES PERFORMED BY THE ARCHITECT OR ENGINEER DURING THE CONSTRUCTION SHALL BE DISTINGUISHED FROM CONTINUOUS AND DETAILED INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS. THESE SUPPORT SERVICES PERFORMED BY THE ARCHITECT OR ENGINEER, WHETHER OF MATERIAL OR WORK, AND FOR THE PURPOSE OF ASSISTING IN QUALITY CONTROL AND IN ACHIEVING COMPLIANCE WITH CONTRACT DOCUMENTS, DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION. 15. THE SHOP DRAWING REVIEW PROCESS BY THIS ENGINEER WILL ONLY COMMENCE AFTER THE SUBMITTED FABRICATION OR SHOP DRAWING HAVE BEEN AS FOLLOWS: A. INITIALLY REVIEWED AND ACCEPTED AS CONFORMING WITH THE STRUCTURAL CONSTRUCTION DRAWINGS BY THE RESPONSIBLE SUPERVISOR AND DRAWING CHECKER WITH THEIR SIGNATURES. B. APPROVED AND ACCEPTED WITH A STAMP FROM THE GENERAL CONTRACTOR AS CONFORMING TO THE CONSTRUCTION DOCUMENTS. 16. STRUCTURAL OBSERVATION WILL BE PERFORMED BY AN ENGINEER OR ARCHITECT EMPLOYED BY THE OWNER. THIS DESIGNATED -INDIVIDUAL SHALL CONFORM TO THE REQUIREMENTS AS STATED IN SECTION 1702. IMLSO sop FOUNDATION: 1. EXCAVATE FOR FOUNDATIONS TO THE DEPTHS SHOWN ON THE DRAWINGS BELOW UNDISTURBED SOIL OR COMPACTED EARTH, 24" MINIMUM UNLESS OTHERWISE NOTED. SEE SOILS REPORT FOR PAD AND FOOTING COMPACTION REQUIREMENTS, IF APPLICABLE. 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SHORING, ETC. NECESSARY TO SUPPORT CUT AND/OR FILL BANKS DURING EXCAVATION, AND FOR FORMING AND PLACEMENT OF CONCRETE. 3. CARE SHALL BE TAKEN NOT TO OVEREXCAVATE FOUNDATION AT LOWER ELEVATION. PREVENT DISTURBING SOILS AROUND FOOTINGS AT HIGHER ELEVATION. 4. FILLING AND BACKFILLING SHALL BE INSPECTED AND APPROVED BY THE PROJECT SOILS ENGINEER PRIOR TO FORMING. 5. ALL FILL AND BACKFILL MATERIAL SHALL BE APPROVED BY THE PROJECT SOILS ENGINEER. 6. FILLING AND BACKFILLING SHALL BE COMPACTED TO A MINIMUM OF 90% OR MORE IF SO NOTED, OF MAXIMUM DENSITY IN ACCORDANCE WITH THE SOILS REPORT AND ASTM TEST METHOD D-1557. FLOODING BACKFILL IS NOT PERMITTED. 7. WATER SHALL BE REMOVED FROM FOUNDATION EXCAVATION PRIOR TO PLACING OF CONCRETE. CARE SHALL BE TAKEN SO AS NOT TO DRY OUT UNDERLYING NATURAL SOILS. 8. A 6 MIL (MINIMUM) PLASTIC MEMBRANE SHALL BE PLACED ON THE PREPARED PAD SUBGRADE IN ALL AREAS AS SHOWN ON THE DRAWINGS WHERE FLOOR COVERINGS ARE TO BE INSTALLED, UNLESS OTHERWISE NOTED. PLACE 2" OF CLEAN SAND OVER MEMBRANE. SEE SOILS REPORT FOR ADDITIONAL REQUIREMENTS. 9. GENERAL AND CONCRETE SUB -CONTRACTOR SHALL REVIEW AND FAMILIARIZE THEMSELVES WITH THE SOILS REPORT AND THE CONTENTS OF SOILS REPORT SHALL BE MADE A PART OF THESE DRAWINGS. 10. THE SOILS REPORT IN ITS ENTIRETY SHALL BE INCLUDED AS PART OF THE CONTRACT DOCUMENTS, FOR RECOMMENDED SOIL BEARING PRESSURE, FOUNDATION MATERIAL AND SITE GRADING, SEE SOILS AND GEOLOGICAL REPORT. LATERAL PRESSURES: 1000 PSF. SLAB ON GRADE 1000 PSF. CONT. FTG'S 1000 PSF. PAD FTG'S 350 PCF. PASSIVE 30 PCF. ACTIVE 0.40 Cf COEFF. FRICTION CONCRETE: ALL CONCRETE CONSTRUCTION SHALL COMPLY WITH THE LATEST ADOPTED EDITION OF THE ACI CODE AND SPECIFICATIONS (ACI 318, ACI 301). THE FOLLOWING NOTES ARE PROVIDED FOR USE AS A GUIDE TO ALL REQUIREMENTS. CONTRACTOR SHALL SUBMIT A CONCRETE MIX DESIGN FOR ENGINEERING REVIEW PRIPR TO START OF CONSTRUCTION. 1. MATERIALS FOR CONCRETE: A. CEMENT SHALL CONFORM TO THE APPROPRIATE SPECIFICATION LISTED BELOW: 1. PORTLAND CEMENT, "SPECIFICATION FOR PORTLAND CEMENT" (ASTM C-150). 2. PORTLAND BLAST -FURNACE SLAG CEMENT OR PORTLAND- POZZOLAN CEMENT, "SPECIFICATION FOR BLENDED IE ro 3. UNLESS OTHERWISE PERMITTED OR REQUIRED, CEMENT SHALL BE TYPE V, ASTM C-150. 4. THE CEMENT USED IN THE WORK SHALL CORRESPOND TO THAT UPON WHICH THE SELECTION OF CONCRETE PROPORTIONS WAS BASED. ADMIXTURES SHALL NOT BE USED WITHOUT WRITTEN CONSENT OF THE ENGINEER. WATER: 1. MIXING WATER FOR CONCRETE SHALL CONFORM TO THE REQUIREMENTS FOR WATER SPECIFIED IN ASTM C-94. AGGREGATES: 1. AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO "SPECIFICATION FOR CONCRETE AGGREGATES" (ASTM C- 33). . FINE AND COARSE AGGREGATES SHALL BE REGARDED AS SEPARATE INGREDIENTS. EACH SIZE OF COARSE y AGGREGATE, A WELL AS THE COMBINATION OF SIZES WHEN TWO OR MORE ARE USED, SHALL CONFORM TO THE {y Y APPROPRIATE GRADING REQUIREMENTS OF THE APPLICABLE IR F Aq pq ammASTM SPECIFICATIONS. I 1 a 01j f ,r�gd 0 �ojja SHALL NOT i at r Stato LUM S���ITA AA i CONCRETE CONT.: 2. PROPORTIONING: A. GENERAL: CONCRETE FOR ALL PARTS OF THE WORK SHALL BE OF THE SPECIFIED QUALITY CAPABLE OF BEING PLACED WITHOUT EXCESSIVE SEGREGATION AND, WHEN HARDENED, OF DEVELOPING ALL CHARACTERISTICS REQUIRED BY THESE SPECIFICATIONS AND THE CONTRACT DOCUMENTS. B. STRENGTH: THE SPECIFIED COMPRESSIVE STRENGTH OF THE CONCRETE (F'c) FOR EACH PORTION OF THE STRUCTURE SHALL BE AS DESIGNATED BELOW. STRENGTH REQUIREMENTS SHALL BE BASED ON 28-DAY COMPRESSIVE STRENGTH, UNLESS A DIFFERENT TEST AGE IS SPECIFIED. SLAB -ON -GRADE 2500 PSI CONT. FTG'S 4000 PSI PAD FTG'S 4000 PSI DRYPACK OR GROUT FOR BASE PLATES 5000 PSI C. SLUMP: UNLESS OTHERWISE PERMITTED OR SPECIFIED, THE CONCRETE SHALL BE PROPORTIONED AND PRODUCED TO HAVE A SLUMP OF 4 IN. OR LESS IF CONSOLIDATION IS TO BE BY VIBRATION, 5 IN. OR LESS IF CONSOLIDATION IS TO BE BY METHODS OTHER THAN VIBRATIONS. WATER CEMENT RATIO IS TO BE 0.45 MAX D. MAXIMUM SIZE OF COARSE AGGREGATE: THE NOMINAL MAXIMUM SIZE OF THE AGGREGATE SHALL NOT BE MORE THAN ONE -FIFTH OF THE NARROWEST DIMENSION BETWEEN SIDES OF THE FORMS, ONE-THIRD OF THE DEPTHS OF SLABS, NOR THREE -FOURTHS OF THE MINIMUM CLEAR SPACING BETWEEN REINFORCING BARS. THESE LIMITATIONS MAY BE WAIVED IF, IN THE JUDGMENT OF THE ENGINEER, WORKABILITY AND METHODS OF CONSOLIDATION ARE SUCH THAT THE CONCRETE CAN BE PLACED WITHOUT HONEYCOMB OR VOIDS. E. ADMIXTURES: IF PERMITTED, ADMIXTURES USED SHALL BE SUBJECT TO THE LIMITATIONS BELOW: 1. THE AMOUNT OF CALCIUM CHLORIDE SHALL NOT EXCEED 2 PERCENT BY WEIGHT OF CEMENT. THE AMOUNT OF CALCIUM CHLORIDE SHALL BE DETERMINED BY THE METHOD DESCRIBED IN AASHTO T260-78. 2. FOR PRESTRESSED CONCRETE AND FOR ALL CONCRETE WHICH WILL CONTAIN EMBEDMENTS OF OR REMAIN IN CONTACT WITH ALUMINUM OR GALVANIZED METAL, IT SHALL BE DEMONSTRATED BY TEST THAT THE MIXING WATER OF THE CONCRETE, INCLUDING THAT CONTRIBUTED BY THE AGGREGATES AND ANY ADMIXTURES USED, WILL NOT CONTAIN A DELETERIOUS AMOUNT OF CHLORIDE ION, UNLESS PROTECTIVE MEASURES ACCEPTABLE TO THE ENGINEER ARE PROVIDED. 3. ALL ADMIXTURES SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS EXCEPT AS OTHERWISE SPECIFIED HEREIN. F. SELECTION OF PROPORTIONS: THE PROPORTIONS OF INGREDIENTS SHALL BE SUCH AS TO PRODUCE A MIXTURE WHICH WILL WORK READILY INTO THE CORNERS AND ANGLES OF THE FORMS AND AROUND REINFORCEMENT BY THE METHODS OF PLACING AND CONSOLIDATION EMPLOYED ON THE WORK, BUT WITHOUT PERMITTING THE MATERIALS TO SEGREGATE OR EXCESSIVE FREE WATER TO COLLECT ON THE SURFACE. 3. CONCRETE FLOOR SLABS ON GRADE SHALL BE 4" THICK (UNLESS OTHERWISE NOTED). SLABS WHICH ARE TO RECEIVE RESILIENT FLOORING CARPET OR DESIGNATED TO REMAIN EXPOSED SHALL BE TROWELLED SMOOTH. CONTRACTOR SHALL PROVIDE CONTROL JOINTS WITH A MAXIMUM AREA BETWEEN JOINTS OF 400 S.F., UNLESS OTHERWISE NOTED. MAXIMUM RATIO OF LONG SIDE TO SHORT SIDE SHALL BE 1-1/2 : 1. 4. ALL REINFORCING STEEL, WIRE MESH, ANCHOR BOLTS, HOLDOWN ANCHORS AND OTHER INSERTS SHALL BE SECURED IN POSITION AND INSPECTED BY THE BUILDING OFFICIAL PRIOR TO PLACING OF CONCRETE. REINFORCING STEEL: 1. REINFORCING STEEL SHALL CONFORM TO ASTM A-615 GRADE 60, UNLESS OTHERWISE NOTED. ALL REINFORCING SHALL BE FROM IDENTIFIED STOCK WITH MILL ANALYSIS SUPPLIED. 2. DOWELS SHALL BE PROVIDED AT POUR AND CONSTRUCTION JOINTS AND SHALL BE THE SAME SIZE AND SPACING AS THE REINFORCING SHOWN FOR THE SUBSEQUENT CONSTRUCTION, UNLESS OTHERWISE NOTED. 3. REINFORCING SHALL HAVE THE FOLLOWING MINIMUM COVER: A. CONCRETE CAST AGAINST EARTH. . . . . . 3" B. SLAB ON GRADE . . . . . . . . . CENTER (FOR ONE LAYER) 4. WHEN REQUIRED WELDING OF REINFORCING STEEL SHALL CONFORM TO "STRUCTURAL WELDING CODE - REINFORCING STEEL" (AWS D1 - 4-79). THE MILL ANALYSIS SHALL INCLUDE THE CARBON EQUIVALENCE TO ESTABLISH WELDABILITY. NO WELDING SHALL BE DONE AT THE BEND IN A BAR. WELDING OF CROSS BARS (TACK WELDING) SHALL NOT BE PERMITTED EXCEPT AS AUTHORIZED OR DIRECTED BY THE ENGINEER. 5. ALL CONTINUOUS BARS OR DOWELS OF #3 THRU #6 IN SIZE SHALL LAP 40 BAR DIAMETERS IN CONCRETE AND MASONRY, UNLESS OTHERWISE NOTED. FOR BARS LARGER THAN #6, SEE PLAN FOR SPLICE DETAILS. WIRE MESH SHALL LAP MINIMUM OF 12". 6. BARS SHALL BE CLEAN OF RUST, GREASE OR OTHER MATERIAL LIKELY TO IMPAIR BONDING. BENDS SHALL BE MADE COLD. 7. CONTINUOUS INSPECTION OF CONCRETE SHALL BE SCHEDULED SO THAT PLACEMENT OF REINFORCING STEEL, CONDUIT, SLEEVES, AND EMBEDDED ITEMS MAY BE CORRECTED PRIOR TO PLACEMENT OF OVERLYING GRIDS OF REINFORCING STEEL. 8. ALL REINFORCING STEEL LAPS OR SPLICES SHALL BE AS INDICATED ON PLANS. WHERE LAP OR SPLICE LOCATIONS ARE NOT SPECIFIED, LAPS OR SPLICES SHALL BE WELL STAGGERED. 9. ALL FIELD WELDED REINFORCING STEEL SHALL CONFORM TO ASTM A-706 GRADE 60. WELDING SHALL BE PERFORMED BY BUILDING DEPARTMENT APPROVED CERTIFIED WELDERS USING E70XX ELECTRODES. ALL FIELD WELDING SHALL BE CONTINUOUSLY INSPECTED BY A REGISTERED DEPUTY INSPECTOR AT THE EXPENSE OF THE GENERAL CONTRACTOR UNLESS A PRIOR AGREEMENT IS NEGOTIATED WITH THE OWNER. STRUCTURAL STEEL: 1. ALL STRUCTURAL STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM AND SHALL BE FABRICATED ACCORDING TO AISC PRACTICE AND SPECIFICATIONS FOR BUILDING. 2. PLATES & BARS SHALL CONFORM TO ASTM A-36 3. STRUCTURAL SHAPES SHALL CONFORM TO ASTM A-992. 4. TUBE MEMBERS SHALL CONFORM TO ASTM A-500, GRADE B (Fy = 46 KSI) PIPE COLUMNS SHALL CONFORM TO ASTM A-53, GRADE B. 5. WELDING SHALL CONFORM WITH THE LATEST ADDITION OF THE WELDING CODE AWSD1.1. USE APPROVED ELECTRODES CONFORMING WITH ASTM A-233. WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS APPROVED BY THE BUILDING DEPARTMENT. ALL FIELD WELDING SHALL BE CONTINUOUSLY INSPECTED BY A REGISTERED DEPUTY INSPECTOR, AT THE EXPENSE OF THE GENERAL CONTRACTOR UNLESS A PRIOR AGREEMENT IS NEGOTIATED WITH THE OWNER. 6 UNLESS OTHERWISE NOTED, ALL SHOP AND FIELD BOLTED CONNECTIONS SHALL BE IN ACCORDANCE WITH USING UNFINISHED AMERICAN STANDARD REGULAR BOLTS CONFORMING TO ASTM-A307. 7. STRUCTURAL STEEL SHOP DRAWINGS SHALL BE REVIEWED -BY THE STRUCTURAL ENGINEER PRIOR TO FABRICATION. 8. ALL EXPOSED WELDS SHALL BE FILLED AND GROUND SMOOTH WHERE METAL COULD COME IN CONTACT WITH THE PUBLIC. 9. NO HOLES OTHER THAN THOSE SPECIFICALLY DETAILED SHALL BE ALLOWED THRU STRUCTURAL STEEL MEMBERS. NO CUTTING OR BURNING OF STRUCTURAL STEEL WILL BE PERMITTED WITHOUT PRIOR CONSENT OF THE ENGINEER. 10. GROUTING OF COLUMN BASE PLATES: BASE PLATES SHALL BE DRYPACKED OR GROUTED WITH "FIVE-STAR" NON -SHRINK GROUT OR EQUAL. MINIMUM COMPRESSIVE STRENGTH SHALL BE AS SPECIFIED IN THE CONCRETE SECTION OF THESE NOTES. ALL SURFACES SHALL BE PROPERLY CLEANED OF FOREIGN MATERIAL PRIOR TO THE GROUTING OPERATION. 11. PROVIDE 3x NAILER WITH 1 /2" 0 BOLT AT 24" O.C. (2 FACES) AT ALL TS COLUMNS IN WOOD STUD WALLS. U.N.O. w..3 D� .. . POLICE FINAL 1 p REQUIRED a t m PL i'1 Ct yj. Intenior word only. i..Jl. 'J' k!vu UQ ". L ku i. ... }3� �..: b.. > i .a a,�. �,✓ .0 .. „....� .d .. ..+ u� Yi �r� z� 1r VGrE� a�5ba,� dub ,"✓s v x.> f �,. t ? �. ,< � a�-*�Y� .,�i ? „ti3 City of Santa Ain - 34e k�ccax nce of m sic., t,«4`s s� SM.LL sva e harid i' rrinli, rior l'c; ani ?"a: .. "o vi` i 115 ea of an provisions s ANY Uy Crulnuou wr SM`1,1h 1, ,; pi,; y > I F 131F SA Apt , 0 F�r� �QpA I�o�s w\cLet s�s't6M 1pe Prouicie� u✓�e✓- % � , 8 i I4 L 1 �. 72 H(-; s x I t tui�yu a> xsbmw Vd OCT 13 x 2004: ¢ity ofSaInta Ana I a PLOT DATE: '7-08-04 rIq El SPECIAL INSPECTION SPECIAL INSPECTION BY A DEPUTY REGISTERED INSPECTOR APPROVED BY THE BUILDING DEPARTMENT SHALL BE PROVIDED FOR THE FOLLOWING: (UNLESS NOTED OTHERWISE.) SEE ATTACHED INSPECTION LIST FOR ADDITIONAL REQUIREMENTS. REFER TO UBC SECTION 1701 FOR INFORMATION. SPECIAL INSPECTION IS REQUIRED FOR THE FOLLOWING: ❑ 1. PLACEMENT OF ALL CONCRETE WITH F'c OF 2500 PSI OR GREATER. ❑ 2. BOLTS INSTALLED IN CONCRETE. PRIOR TO PLACEMENT OF CONCRETE AROUND BOLTS. ❑ 3. SPECIAL MOMENT —RESISTING CONCRETE FRAME. 4. REINFORCING STEEL AND PRESTRESSING STEEL TENDONS. ❑ 4.1 DURING ALL STRESSING AND GROUTING OF TENDONS IN PRESTRESSED CONCRETE. ❑ 4.2 DURING PLACING OF REINFORCING STEEL AND PRESTRESSING TENDONS FOR ALL CONCRETE REQUIRED TO HAVE SPECIAL INSPECTION BY ITEM 1. 5.1 CONTINUOUS INSPECTIONS DURING WELDING OF ANY MEMBER OR CONNECTION EXCEPT: WELDING DONE IN AN APPROVED FABRICATOR'S SHOP. CONTINUOUS INSPECTION IS NOT REQUIRED FOR: SINGLE —PASS FILLET WELDS NOT EXCEEDING 5/16" FLOOR AND ROOF DECK WELDING WELDED STUDS WHEN USED FOR STRUCTURAL DIAPHRAGM OR COMPOSITE SYSTEMS. WELDED SHEET STEEL FOR COLD —FORMED STEEL FRAMING MEMBERS — SUCH AS STUDS AND JOISTS WELDING OF STAIRS AND RAILING SYSTEMS ❑ 5.2 SPECIAL MOMENT -RESISTING STEEL FRAMES. NON—DESTRUCTIVE TESTING IS ALSO REQUIRED. ❑ 5.3 WELDING OF REINFORCING STEEL. ❑ 6. HIGH STRENGTH BOLTING 7. STRUCTURAL MASONRY ❑ 7.1 OTHER THAN FULLY GROUTED OPEN—END HOLLOW —UNIT MASONRY, DURING PREPARATION AND TAKING OF ANY REQUIRED PRISMS OR TEST SPECIMENS, PLACING OF ALL MASONRY UNITS, PLACEMENT OF REINFORCEMENT, INSPECTION OF GROUT SPACE, IMMEDIATELY PRIOR TO CLOSING OF CLEANOUTS, AND DURING ALL GROUTING OPERATIONS. ❑ 7.2 FOR FULLY GROUTED OPEN—END HOLLOW —UNIT MASONRY DURING PREPARATION AND TAKING OF ANY REQUIRED PRISMS OR TEST SPECIMENS, AT THE START OF LAYING UNITS, AFTER THE PLACEMENT OF REINFORCING STEEL, GROUT SPACE PRIOR TO EACH GROUTING OPERATION, AND DURING ALL GROUTING OPERATIONS. ❑ 8. DURING MIXING AND PLACING OF CLASS B REINFORCED GYPSUM CONCRETE. ❑ 9. DURING APPLICATION OF INSULATING CONCRETE FILL WHEN PART OF A STRUCTURAL SYSTEM. ❑ 10. SPRAY APPLIED FIRE PROOFING. ❑ 11. PILING, DRILLED PIERS AND CAISSONS. DURING DRIVING AND CONSTRUCTION OF CAST —IN — PLACE DRILLED PILES OR CAISSONS. ❑ 12. SHOTCRETE. DURING THE TAKING OF TEST SPECIMINES AND PLACING OF ALL SHOTCRETE. ❑ 13. SPECIAL GRADING, EXCAVATION AND FILLING. DURING EARTH —WORK EXCAVATIONS, GRADING AND FILLING OPERATIONS INSPECTIONS ARE TO SATISFY REQUIREMENTS OF THE GRADING SECTION OF THE CODE. ❑ 14. SMOKE CONTROL SYSTEMS. SEE ARCHITECT FOR ADDITIONAL INFORMATION IF REQUIRED. REFER TO 2001 C.B.G. ADDITIONAL SPECIAL INSPECTION ITEMS SPECIFIC TO THIS JOB: ❑ A. VERIFY THAT THE SOILS CONDITIONS ARE IN SUBSTANTIAL CONFROMANCE WITH THE SOILS INVESTIGATION REPORT. ❑ B. VERIFY THAT THE FOOTING EXCAVATIONS EXTEND TO THE PROPER BEARING STRATUM. ❑ C. ALL EXPANSION ANCHOR INSTALLATIONS INCLUDING CLEANOUT AND TORQUE TEST. D. ALL EPDXY ANCHOR SYSTEMS INCLUDING CLEANOUT AND INSTALLATION. ❑ E. PLACEMENT OF ANCHOR BOLTS FOR ARCADE COLUMNS PRIOR TO PLACING CONCRETE. THE PERMIT APPLICATION SHALL RETAIN A. RESPONSIBLE ENGINEER APPROVED BY THE BUILDING OFFICIAL TO ENSURE THAT: A. ALL ELEMENTS OF CONSTRUCTION WHICH REQUIRE SPECIAL INSPECTION ARE INSPECTED BY QUALIFIED DEPUTY INSPECTORS APPROVED BY THE BUILDING OFFICIAL; AND B. ALL CODE DEFICIENCIES DETECTED AND DEVIATIONS FROM THE APPROVED PLANS ARE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION, AND IF NOT CORRECTED, REVISED DESIGNS TO OVERCOME THE DEFICIENCY SHALL BE PREPARED BY THE DESIGN ENGINEER OR ARCHITECT OF RECORD FOR APPROVAL BY THE BUILDING OFFICIAL; AND C. ALL CORRECTIVE WORK REQUIRED IS COMPLETED IN ACCORDANCE WITH APPROVED PLANS, SPECIFICATIONS, AND CITY ADOPTED CODES. A FINAL INSPECTION REPORT, SIGNED BY THE SPECIAL INSPECTOR AND THE RESPONSIBLE ENGINEER, IS SUBMITTED TO THE BUILDING OFFICIAL UPON THE COMPLETION OF EACH ELEMENT REQUIRING SPECIAL INSPECTION. THE REPORT MUST CERTIFY THAT THE WORK WAS IN COMPLIANCE WITH APPROVED PLANS, SPECIFICATIONS AND APPLICABLE CITY CODES INCLUDING ANY AUTHORIZED CHANGES TO THE PLANS. MASONRY: 1. MASONRY UNITS FOR HOLLOW UNIT MASONRY CONSTRUCTION SHALL BE GRADE "N" UNITS CONFORMING WITH ASTM C-90. CONSTRUCTION SHALL CONFORM WITH ALL APPLICABLE CODES AND ORDINANCES. f'm = 1500 PSI. U.N.O. 2. MORTAR SHALL BE FRESHLY PREPARED AND UNIFORMLY MIXED OF 1 PART PORTLAND CEMENT, 1 /2 MAXIMUM TO 1 /4 MINIMUM PARTS LIME PUTTY OR HYDRATED LIME AND 2-1/4 TO 3 PARTS CLEAN WASHED SAND. MORTAR TO BE TYPE "S" WITH AN ULTIMATE COMPRESSIVE STRENGTH OF 2,000 PSI AT 28 DAYS. 3. GROUT SHALL BE PROPORTIONED BY VOLUME AND SHALL HAVE SUFFICIENT WATER ADDED TO PRODUCE CONSISTENCY FOR POURING WITHOUT SEGREGATION. FINE GROUT, FOR USE IN SPACES 4" OR LESS IN BOTH HORIZONTAL DIMENSIONS SHALL BE COMPOSED OF 1 PART PORTLAND CEMENT, TO WHICH MAY BE ADDED NOT MORE THAN 1/10 PART HYDRATED LIME OR LIMEPUTTY, AND 2-1/4 TO 3 PARTS SAND, AND NOT MORE THAN 2 PARTS PEA GRAVEL. GROUT SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH (F'c) OF 2,000 PSI AT 28 DAYS. 4. GROUT ALL CELLS SOLID, UNLESS OTHERWISE NOTED. ALL ISOLATED BOLTS EMBEDDED IN MASONRY SHALL BE SOLID GROUTED IN PLACE WITH A MINIMUM OF 2 INCHES OF GROUT SURROUNDING BOLT. 5. PROVIDE 1 /2" DIAMETER ANCHOR BOLTS AT 2'-0" c.c. VERTICALLY WHERE WOOD STUDS AND MASONRY WALLS ADJOIN, TYPICAL UNLESS OTHERWISE NOTED. 6. ALL REINFORCING STEEL, ANCHOR BOLTS, HOLD—DOWN ANCHORS, AND OTHER INSERTS SHALL BE SECURED IN POSITION PRIOR TO GROUTING. A.B. . . . . . . ANCHOR BOLT ABV. . . . . . .ABOVE A/C . . . . . . AIR CONDITIONING ALT. . . . . . . ALTERNATE 0 . . . . . . . AT BLK. . . . . . .BLOCK BLK'G. . . . . .BLOCKING BM. . . . . . . BEAM B.N. . . . . . . BOUNDARY NAILING C . . . . . . . CAMBER CL . . . . . . . CENTER LINE C.J. . . . . . . CEILING JOIST CONC. . . . . . CONCRETE CONT. . . . . . CONTINUOUS D OR d . . . . NAIL PENNY DBL. . . . . . .DOUBLE DF . . . . . . .DOUGLAS FIR DFPT . . . . . DOUGLAS FIR PRESSURE TREATED 0 . . . . . . . DIAMETER DO . . . . . . .REPEAT FRAMING E.F. . . . . . . EACH FACE ELEV. . . . . . ELEVATION EQ. . . . . . . EQUAL EQUIP. . . . . .EQUIPMENT E.W. . . . . . . EACH WAY E.N. . . . . . . EDGE NAIL (E) . . . . . . EXISTING EXT. . . . . . . EXTERIOR FLR. . . . . . . FLOOR F.O.B. . . . . . FACE OF BEAM F.O.S. . . . . . FACE OF STUD FTG. . . . . . . FOOTING F.G. . . . . . . FINISH GRADE GA. . . . . . . GAUGE GALV. . . . . . GALVANIZED GLB. . . . . . .GLUE LAMINATED BEAM HDR. . . . . . HEADER HORIZ. . . . . .HORIZONTAL INT. . . . . . . INTERIOR JST. . . . . . . JOIST MAX. . . . . . .MAXIMUM MECH. . . . . . MECHANICAL MIN. . . . . . . MINIMUM N.T.S. . . . . . NOT TO SCALE O.C. . . . . . .ON CENTER OPNG. . . . . .OPENING R.R. . . . . . ROOF RAFTERS REINF. . . . . . REINFORCING R.O. . . . . . . ROUGH OPENINGS SHTG. . . . . . SHEATHING SQ. . . . . . . SQUARE STD. . . . . . . STANDARD SPECS. . . . . SPECIFICATIONS T&B . . . . . . TOP & BOTTOM T&G . . . . . . TONGUE & GROOVE TYP. . . . . . . TYPICAL U.B.C. . . . . . UNIFORM BUILDING CODE U.N.O. . . . . . UNLESS NOTED OTHERWISE VERT. . . . . . VERTICAL WD. . . . . . . WOOD W/ . . . . . . .WITH W.W.F. . . . . . WELDED WIRE FABRIC SUBSTITUTIONS: BEFORE SUBSTITUTIONS FOR ANY SYSTEM OR SUB —SYSTEM SHOWN ON THE DRAWINGS OR CALLED OUT IN THE SPECIFICATION WILL BE CONSIDERED, THE PERSON PROPOSING THE SUBSTITUTION WILL BE REQUIRED TO SUBMIT A LETTER TO THE STRUCTURAL ENGINEER STATING THE FOLLOWING: 1 THE PROPOSER AGREES TO PAY THE ENGINEER FOR THEIR COST FOR EVALUATING THE PROPOSED CHANGE. 2• THE PROPOSER AGREES TO PAY THE ENGINEER FOR THEIR COSTS FOR CHANGING THE DRAWINGS AND DETAILS SHOULD THIS BE REQUIRED BY THE BUILDING DEPARTMENT OR SHOULD THE ENGINEER DECIDE IT IS NECESSARY FOR CLARITY. 3. NET SAVINGS WHICH WILL ACCRUE TO THE OWNER SHOULD THE SUBSTITUTION BE APPROVED, (NET AFTER ALL COSTS,) SHEET NO: PLOT DATE: 7-08-04 11 �lv AS, tp DI ROOF FR--A-MING PLAN VICINITY MAP. 0�-N 4W *V,%-XNWJSI rKIE-ml r-67M 197 PLOT DATE: 7-08-04 (E) CONC. & CONC. I (WHERE Ot THREADED F SEE DET. 3 & 3A PILASTER SCHEDULE HEAT TREATING BUILDING BLDG. COLUMN DIM. "A" DIM. "B" DIM. rCr A-2 THRU 9 1'-9" 10" G-2 THRU 9 1'-8" 1'-0" NOTES: 1. CONTRACTOR IS FULLY RESPONSIBLE FOR SHORING. 2. INSTALLATION OF ANCHORS & SPECIALTY GROUTS SHALL BE IN STRICT ACCORDANCE WITH MANUFACTURER'S WRITTEN INSTRUCTIONS. 3. DURING INSTALLATION OF ANCHORS, NO REBAR SHALL BE CUT. CONTRACTOR SHALL LOCATE REBAR PRIOR TO INSTALLATION OF ANY ANCHORS. 4. CONTRACTOR IS RESPONSIBLE FOR REMOVAL AND REINSTALLATION OF CONDUIT, PIPING, ECT. 5. CONTRACTOR TO ENSURE PROPER SEAL AROUND STEEL JACKET (LEAK TIGHT) PRIOR TO PLACEMENT OF EPDXY GROUT. 6. PRIOR TO FABRICATION, CONTRACTOR SHALL VERIFY ALL REQUIRED DIMENSIONS. ELEVATION VIEW rA (E) WALL CAD PILASTER 1 /2"x3" SQ. PLATE WASHER TYP. . 44 (E) WALL 0 PILASTER d 4 43 in. m 1/2" STEEL JACKET 1 1/2" MIN. TO 2" MAX. ---f GROUT (MASTERBUILDER 4- 3/4" 0 THREADED "MP" EPDXY) OR TYP. ROD (A36) EA. SIDE APPROVED EQUAL 3 TORQUE "SNUG TIGHT" WT10.5x31 + 1/2 TURN WHERE OCCURS SEE DET. 4 FOR INFO. NOTES: NOT SHOWN 1. REMOVE ALL PAINT FROM SURFACES OF CONC. ROUGHEN CONCRETE SURFACE PRIOR TO PLACEMENT 2. REMOVE ALL RUST AND MILL SCALE FROM STEEL PRIOR TO PLACEMENT OF GROUT. STEEL SURFACE SHALL BE SAND BLAST CLEAN FOR BONDING TO GROUT. PLAN REPAIR / RETROFIT Jul 0 !FAIR 10 0 on (E) WALL 0 PILASTER PILASTER & (E) STL. GIRDER a a �.. $. \ • • k 3s• / / (N) 3/4" FE x 10" SQ. EA. SIDE W/ 4-3/4"0 HILTI HIT HY150 EMBED=S" `tx o / .,�+ i ��' } i 4 UPGRADE THAT WILL BE PERFORMED AT A LATER DATE. j I IT IS RECOMMENDED THAT DETAIL 5 BE INCLUDED IN CURRENT SCOPE OF WORK BUT MAY BE DEFFERED i AT OWNER'S DESCRETION. PLAN TYP. WALL ANCHORAGE TO STL. GIRDER �0 j V T �� SLOp�.Oi (E) CONC. WALL & CONC. BEAM (WHERE OCCURS) i� Do o0 V STEEL JACKET --✓ SEE DET. 3 OR 3A (E) PILASTER —! ELEVATION WT10.5 (E) WALL Chi PILASTER 1/2" STEEL JACKET 1 1/2" MIN. TO 2" MAX. As 1/2 1$ x3" SQ. PLATE WASHER TYP. .:. 0 4 4— 3/4" 0 THREADED ROD (A36) EA. SIDE TORQUE "SNUG TIGHT" �n + 1/2 TURN n. )A" WT10.5x31 WHERE OCCURS SEE DET. 4 FOR INFO. NOTES: NOT SHOWN 1. REMOVE ALL PAINT FROM SURFACES OF CONC. ROUGHEN CONCRETE SURFACE PRIOR TO PLACEMENT 2. REMOVE ALL RUST AND MILL SCALE FROM STEEL PRIOR TO PLACEMENT OF GROUT. STEEL SURFACE SHALL BE SAND BLAST CLEAN FOR BONDING TO GROUT. PLAN REPAIR / RETROFIT CHIP AND REMOVE CRACKED CONC. PREP CONC. SURFACE PER GROUT MANUFACTURER'S INSTRUCTIONS. PRE-SOAK AREA. 4 POUR BACK W/ . (E) CRACK MASTERBUILDERS "EMACO SI I" 4 (E) STEEL GIRDER 4 n II (E) WALL & PILASTER n II SHORING u u AS REQUIRED 6-3/4.0 HILTI W/ HIT HY150 EMBED.=12" (6—TOTAL) NO REBAR SHALL BE CUT VIEW rB NO SCALE - (E) WALL & PILASTER ELEVATION .. p 1. .4 . 0 bill (E) CRACK (E) STEEL GIRDER REPAIR CRACK BY PRESSURE EPDXY INJECTION USING INJECTION PORTS PER MANUFACTURER'S INSTRUCTIONS EPDXY MATERIAL MASTERBUILDERS SBC CONCRESIVE 1360 ELEVATION MINOR CRACK REPAIR � M ® 00 00 C100 W C`- 0 �U tA 00 i � Y x W a No. C 05269 Exp. 12-8i-06 This design and drawing are for use on specific site indicated and Is the exclusive property of PLUMP ENGINEERING INC, and shall not be used, duplicated or altered in part or in whole without written approval of PLUMP ENGINEERING INC. Copyright 2ODC o NI rights reseed z _0� WfHQIm UCLaZ ?az_z0�) c-5P4 iMWn c3w~Foz zm Zo 0a�.Owm ()m UuznN�om crm< �+ azZ�qzo �� ISODD E Cn 1'--i Zaizzzo LC U O O E a • d r r • i • r • PROJECT NO, 040516.1 REVISIONS REV. 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