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GENERAL GEOTECHNICAL & FOUNDATIONS CONCRETE MASONRY POST-INSTALLED ANCHORS & DOWELS TESTING AND SPECIAL INSPECTIONS 1. ALL CONSTRUCTION SHALL COMPLY WITH THE PROVISIONS OF THE 2019 CALIFORNIA 1. GEOTECHNICAL CRITERIA USED FOR FOUNDATION DESIGN: 1. ALL CONCRETE UNIT MASONRY WORK SHALL CONFORM TO CHAPTER 21A OF THE 2019 ***NOTE: POST-INSTALLED ANCHORS PROVIDED IN THE EVENT THAT REBAR OR CAST-IN-PLACE 1. GENERAL BUILDING CODE (CBC), TITLE 24, PART 2, VOLUMES 1-2 (2016 INTERNATIONAL BUILDING A) GEOTECHNICAL REPORT BY WALLACE KUHL & ASSOCIATES INC., STOCKTON, CA. CALIFORNIA BUILDING CODE (CBC) AND 2013 EDITIONS OF TMS 402/ACI 530/ASCE 5 AND ANCHOR BOLTS ARE MISSED OR INCORRECTLY PLACED, CONTRACTOR SHALL NOTIFY PROJECT A) ALL TESTS AND SPECIAL INSPECTIONS SHALL CONFORM TO APPLICABLE CODE (IBC) WITH 2016 CALIFORNIA AMENDMENTS, INCLUDING SECTIONS AND 'A' CHAPTERS REPORT NO. 12430.01P, DATED 09-18-19 & 04-10-20. TMS 602/ACI 530.1/ASCE 6. INSPECTOR & SEOR ENGINEER FOR DIRECTIONS PRIOR TO PROCEEDING WITH INSTALLATION. REQUIREMENTS OF 2019 CALIFORNIA BUILDING CODE (CBC) SECTION 1701A AND PERTAINING TO DSA-SS). GEOTECHNICAL REPORT SHALL BE CONSIDERED PART OF CONSTRUCTION APPROVED FORM DSA-103, "STATEMENT OF STRUCTURAL TESTS AND SPECIAL DOCUMENTS. ALL RECOMMENDATIONS DESCRIBED THEREIN SHALL BE IMPLEMENTED 2. ALL BLOCK UNITS SHALL BE NORMAL OR MEDIUM WEIGHT UNITS, WITH MINIMUM A. GENERAL - APPLICABLE TO ALL ANCHORS: INSPECTIONS." 2. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL IN PROJECT'S CONSTRUCTION, INCLUDING GRADING, STRIPPING OF EXISTING COMPRESSIVE STRENGTH OF 2,800 PSI, CONFORMING TO ASTM C90. MORTAR SHALL BE TYPE 1. ANCHORS SHALL BE INSTALLED ONLY WHERE SPECIFIED ON DRAWINGS, PER B) ALL TESTS OF MATERIALS AND TESTING LABORATORY SHALL BE IN ACCORDANCE ENGINEER FOR DIRECTION PRIOR TO PROCEEDING. MATERIAL, LOCATION, TYPE AND INSTALLATION OF FILL MATERIAL, AND COMPACTION. "S", CONFORMING TO ASTM C270. GROUT SHALL HAVE MINIMUM COMPRESSIVE STRENGTH OF MANUFACTURER'S INSTRUCTIONS, USING MANUFACTURER'S EQUIPMENT, WHERE APPLICABLE. WITH 2019 CALIFORNIA ADMINISTRATIVE CODE (CAC) SECTION 4-335. 3,000 PSI AT 28 DAYS, CONFORMING TO ASTM C476. INSTALLER SHALL HAVE ON SITE A COPY OF MANUFACTURER'S INSTALLATION INSTRUCTIONS AND C) THE OWNER SHALL EMPLOY AND PAY THE INSPECTION/TESTING LABORATORY. 3. DETAILS OF CONSTRUCTION ARE TYPICAL, UNLESS NOTED OTHERWISE, AND SHALL APPLY B) CONTINUOUS & SPREAD FOOTINGS: ICC-ES OR IAPMO-UES REPORT. COSTS OF RE-TESTING MAY BE BACK-CHARGED TO THE CONTRACTOR. AT ALL LOCATIONS OF SIMILAR CONSTRUCTION. TYPICAL DETAILS ARE NOT CUT AT EVERY MINIMUM WIDTH: 12" (CONTINOUS FOOTINGS) & 24" (SPREAD FOOTINGS) 3. DESIGN OF MASONRY IS BASED ON COMPRESSIVE STRENGTH OF MASONRY f'm OF D) INSPECTOR SHALL BE APPROVED BY DSA. INSPECTIONS SHALL BE IN ACCORDANCE APPLICABLE LOCATION ON THE PLANS. MINIMUM EMBEDMENT BELOW LOWEST ADJACENT FINISHED GRADE: 18" 2,000 PSI AND FULL ALLOWABLE STRESSES PER CBC. SPECIAL INSPECTION IS REQUIRED. 2. ANCHORS SHALL BE INSTALLED ONLY INTO CURED CONCRETE OR MASONRY GROUT THAT SEE INSPECTION NOTES FOR ADDITIONAL REQUIREMENTS. HAS ATTAINED THE MIN. DESIGN COMPRESSIVE STRENGTH AT MIN. 28 DAY AGE, EXCEPT AS WITH CAC SECTION 4-333(b), AND THE DUTY OF THE INSPECTOR SHALL BE IN 4. DO NOT SCALE DRAWINGS FOR DIMENSIONAL INFORMATION. NOTED BELOW FOR ADHESIVE ANCHORS. IF INSTALLATION OF ANCHORS INTO CONCRETE OR ACCORDANCE WITH CAC SECTION 4-342. C) ALLOWABLE SOIL PRESSURES USED FOR FOUNDATION DESIGN: D: 2000 PSF 4. f'm COMPLIANCE SHALL BE VERIFIED BY THE "UNIT STRENGTH METHOD" PER TMS 602/ACI MASONRY ELEMENTS PRIOR TO 28-DAY AGE IS ANTICIPATED, CONTRACTOR SHALL NOTIFY E) COPIES OF ALL TEST/INSPECTION REPORTS SHALL BE SUBMITTED TO ARCHITECT, DEAD PLUS LIVE LOA 5. SHORING, TEMPORARY BRACING AND OTHER METHODS AND MEANS OF CONSTRUCTION IS TOTAL LOAD W/ SEISMIC OR WIND: 2667 PSF 530.1/ASCE 6 ARTICLE 1.46.2 AND CBC SECTION 2105A.3 (DSA-SS). TEST UNITS PRIOR TO ENGINEER PRIOR TO INSTALLATION IN ORDER TO ALLOW SPECIFYING PROVISIONS FOR SUCH. STRUCTURAL ENGINEER, PROJECT INSPECTOR. AND DSA-SSS. THE RESPONSIBILITY OF THE CONTRACTOR, AND IS NOT INCLUDED IN THE SCOPE OF THE PROVISIONS MAY INCLUDE COMPRESSION TEST CYLINDERS BE FIELD-CURED IN CONDITIONS STRUCTURAL DRAWINGS. ALLOWABLE FRICTION COEFFICIENT: 0.325 CONSTRUCTION. UNITS AND GROUT SHALL BE TESTED DURING CONSTRUCTION FOR EVERY MATCHING SUBJECT CONCRETE OR MASONRY ELEMENTS, PLUS USE OF CEMENT TYPES AND/OR 2. FOUNDATIONS (DRILLED PIERS, FOOTINGS, GRADE BEAMS), WALLS AND SLABS-ON-GRADE: ALLOWABLE PASSIVE PRESSURE: 250 PCF 5,000 SQ. FEET OF WALL AREA. VERIFY MORTAR TYPE. ADMIXTURES IN MIX DESIGNS TO PROVIDE THE REQUIRED COMPRESSIVE STRENGTHS AT A) NOTIFY ENGINEER AND PROJECT INSPECTOR 48 HOURS BEFORE CONCRETE IS TO 6. THE FOLLOWING NOTES ARE FOR GENERAL MATERIAL GRADES AND PROCEDURES. SEE PIER/PILE ALLOWABLE LATERAL PRESSURE: 250 PCF PLUS 1/3 INCREASE 5. REINFORCING SHALL BE AS SPECIFIED FOR CONCRETE. ANTICIPATED AGES LESS THAN 28 DAYS. INSTALLATION OF ANCHORS INTO CONCRETE OR BE PLACED OR FORMS CLOSED TO ALLOW FOR INSPECTION OF EXCAVATIONS AND SPECIFICATIONS AND REMAINDER OF DRAWINGS FOR COMPLETE REQUIREMENTS. ITEMS NOTED MASONRY GROUT BEFORE CURING FOR 28 DAYS WILL NOT BE APPROVED WITHOUT THESE REINFORCING PLACEMENT. IN PLANS, SECTIONS AND DETAILS TAKE PRECEDENCE OVER GENERAL NOTES. IGNORE 1 FT. AT TOP. 6. LAP ALL BARS 72 BAR-DIAMETERS, BUT NOT LESS THAN 24" AT ALL SPLICES. PROVIDE )FOR SHORT TERM LOADS PROVISIONS BEING SPECIFIED, AND MET BY CONTRACTOR. B SPECIAL INSPECTION IS REQUIRED PER CBC SECTION 1705A.3. on C) THE TESTING AGENCY SHALL PERFORM THE FOLLOWING: VERDE DESIGN MINIMUM PIER SPACING: 3 DIAMETERS BEND PLUS 24" EXTENSION ON HORIZONTAL BARS AT ALL WALL INTERSECTIONS. 7. LOADS: 3. WHERE POST-INSTALLED ANCHORS ARE USED TO MITIGATE OMITTED OR MISPLACED * REVIEW ALL CONCRETE MIX DESIGNS. ALL DESIGNS SHALL A) LIVE: CAST-IN-PLACE ANCHORS, ADDED SPECIAL INSPECTION AND TESTING COSTS ASSOCIATED WITH BE SUBMITTED TO AND APPROVED BY TESTING AGENCY PRIOR TO ORDERING LANDSCAPE ARCHITECTURE CANTILEVERED RETAINING WALL: 7. SEE STEEL NOTES FOR BOLTS EMBEDDED IN MASONRY. ALL ANCHOR BOLTS THROUGH CONCRETE. CIVIL ENGINEERING ACTIVE PRESSURE: 50 PC ROOF: 20 PSF (REDUCIBLE) PCF (LEVEL BACKFILL FACE SHELLS OF MASONRY UNITS SHALL BE GROUTED IN PLACE WITH AT LEAST 1" OF GROUT THE POST-INSTALLED ANCHORS WILL BE PAID FOR BY THE DISTRICT, HOWEVER, SUCH COSTS ( ) WILL BE BACK-CHARGED TO THE CONTRACTOR. * FOR EACH CONCRETE MIX PLACED, AGENCY SHALL CAST (4) SPORT PLANNING&DESIGN B WIND: RESTRAINED RETAINING WALL: BETWEEN BOLT AND SHELL, ALL AROUND BOLT. TEST CYLINDERS IN ACCORDANCE WITH ASTM C31 FOR EACH 50 CUBIC EXPOSURE C, 95 MPH BASIC WIND SPEED AT-REST PRESSURE: 70 PCF (LEVEL BACKFILL) 4. PRIOR TO DRILLING HOLES FOR ANY POST-INSTALLED ANCHORS INTO NEW OR EXISTING 1843 Iron Point Rd #140 90 PCF 2H:1V BACKFILL 8. REINFORCING BARS AND TIES SHALL BE HELD AT LEAST 1 2" CLEAR FROM MASONRY UNIT YARDS OR 2000 SQUARE FEET, OR FRACTION THEREOF, OF CONCRETE DIRECTIONAL PROCEDURE ( ) / CONCRETE OR MASONRY, ALL REINFORCING BARS IN AREA OF NEW ANCHORAGE HOLES SHALL PLACED EACH DAY, AND TRANSPORT CYLINDERS TO LAB. Folsom,CA 95630 PASSIVE PRESSURE: 250 PCF FACE SHELLS, EXCEPT BARS MAY BEAR ON CROSS WEBS OF BOND BEAM UNITS. PARALLEL BE LOCATED WITH PACHOMETER OR OTHER SUITABLE DEVICE AND CLEARLY MARKED IN THE tel:916.415.6554 TEST CYLINDERS IN ACCORDANCE WITH ASTM C39. TEST (1) CYLINDER AT C) SEISMIC: BARS SHALL BE HELD AT LEAST 1" CLEAR BETWEEN, EXCEPT AT CONTACT LAP SPLICES. FIELD. NEW ANCHORS SHALL BE INSTALLED NOT LESS THAN 1" CLEAR FROM REINFORCING. fax:408.985.7260 BUILDING RISK CATEGORY II D) ENGINEERED FILL AND COMPACTION: WHERE REINFORCING BARS CANNOT BE LOCATED, CARE SHALL BE TAKEN WHILE DRILLING HOLES 7 DAYS AND (2) CYLINDERS AT 28 DAYS. HOLD LAST TEST CYLINDER FOR w wv.VerdeDesigninc.com PER GEOTECHNICAL REPORT RECOMMENDATIONS. 9. UNITS SHALL BE LAYED IN RUNNING BOND. USE OF OPEN-END UNITS THROUGHOUT IS SO THAT REINFORCING BARS ARE NOT CUT OR DAMAGED AND HOLES SHALL BE REPAIRED & 60 DAYS. EQUIVALENT LATERAL FORCE PROCEDURE (ASCE 7-16 SECTION 12.8) * INSPECT FINAL PLACEMENT OF ALL REINFORCING AND STEEL EMBEDS AS LATITUDE: 37.9693, LONGITUDE: -121.2361 ENCOURAGED. USE OF SPEED-BLOCK (NON-GROUTED OPEN-END UNITS) IS NOT ALLOWED. RELOCATED AS REQUIRED. USE OF DRILLS WITH GROUND FAULT INTERRUPTERS (GFI) IS INDICATED ON DETAILS PRIOR TO CONCRETE PLACEMENT. SEISMIC DESIGN CATEGORY (SDC) D IF OPEN-END UNITS ARE NOT USED, ALL LINTEL HEAD JOINTS SHALL BE FILLED SOLID WITH RECOMMENDED. * CONTINUOUS INSPECTION OF CONCRETE PLACEMENT FOR ALL DRILLED PIERS [ifo SITE CLASS D MORTAR. AND GRADE BEAM FOOTINGS. Ss=0.676, S,=0.270; F°=1.259, F�=2.060; STRUCTURAL CONCRETE 5. PROVIDE TESTING AND INSPECTIONS OF ANCHOR INSTALLATIONS PER TESTING AND SPECIAL D) SEE ITEM 7 BELOW FOR INSPECTIONS BY GEOTECHNICAL ENGINEER. STAMP S 0.851, 0.556; 0.567, S 0.371 10. ALL STARTER (BOTTOM) COURSE UNITS SHALL BE INVERTED BOND-BEAM UNITS, TYPICAL INSPECTION NOTES, THIS SHEET. Ms= �= Sos= 01= THROUGHOUT. TOPS OF FOOTINGS RECEIVING MASONRY UNITS AND GROUT SHALL BE zo IMPORTANCE FACTOR: Ie=1.00 1. ALL CONCRETE WORK SHALL CONFORM TO CHAPTER 19A OF THE 2019 CALIFORNIA ROUGHENED TO FULL 1 8" AMPLITUDE (1/4" PEAK-TO-VALLEY , FOR FULL WIDTH OF UNITS. 6. ANCHORS OTHER THAN THOSE SPECIFIED BELOW MAY BE USED ONLY WHEN CURRENT 3. CONCRETE UNIT MASONRY: R=5 FOR SPECIAL REINFORCED (CMU) SHEAR WALLS / ( / ) A) SPECIAL INSPECTION IS REQUIRED PER CBC SECTION 1705A.4. i R=3 FOR SIGNS & BILLBOARDS BUILDING CODE (CBC) AND 2014 ACI STANDARD 318 AND ASTM C94, SPECIFICATION FOR ICC-ES OR IAPMO-UES REPORT FOR SUCH IS SUBMITTED FOR REVIEW AND APPROVAL IN B) VERIFY VM COMPLIANCE PER UNIT STRENGTH METHOD PER r R-1.5 FOR STEEL POLES READY-MIX CONCRETE. CEMENT SHALL BE PORTLAND CEMENT TYPE II AND SHALL COMPLY 11. GROUT ALL CELLS SOLID UNLESS NOTED OTHERWISE ON DRAWINGS. NO ITEMS OTHER WRITING. ANCHORS SHALL NOT BE INSTALLED UNTIL ANCHORS ARE APPROVED BY STRUCTURAL Q = WITH ASTM C150. CALCIUM CHLORIDE SHALL NOT BE USED. COARSE AND FINE AGGREGATE THAN REBAR, STEEL CONDUIT AND ANCHOR BOLTS SHALL BE EMBEDDED IN CMU. ALL HOLES ENGINEER AND DSA, AND TEST LOADS ARE DETERMINED AND ISSUED. CBC SECTION 2105A.3. p R1.25 FOR SELF-SUPPORTING STRUCTURES Cs=0.113 (STRENGTH), 0.081 (ALLOWABLE STRESS) FOR CMU SHEAR WALLS SHALL COMPLY WITH ASTM C33. CONCRETE MIX DESIGNS SHALL BE SUBMITTED TO AND CREATED FOR EXTRACTION OF TESTING/SAMPLE CORES SHALL BE FILLED SOLID WITH C) VERIFY REINFORCING PLACEMENT. Cn Cs=0.189 (STRENGTH), 0.135 (ALLOWABLE STRESS) FOR SIGNS & BILLBOARDS APPROVED BY TESTING AGENCY PRIOR TO ORDERING CONCRETE. APPROVED NON-SHRINK GROUT AND FINISHED TO MATCH TEXTURE OF ADJACENT FACE SHELL. 7. ANCHORS IN CONTACT WITH PRESERVATIVE-TREATED AND FIRE-RETARDANT-TREATED WOOD D) INSPECT GROUT SPACE AND PLACEMENT. o SHALL BE OF HOT-DIPPED ZINC-COATED GALVANIZED STEEL OR STAINLESS STEEL. ANCHORS E) MASONRY CORE TEST PER CBC SECTION 2105A.4. AFTER MASONRY HAS CURED, U Cs=0.378 (STRENGTH), 0.270 (ALLOWABLE STRESS) FOR STEEL POLES EXPOSED TO WEATHER NOT LESS THAN TWO C 2. ALL STRUCTURAL CONCRETE MIXES SHALL HAVE MIN. FIVE (5) SACKS CEMENT PER CU. 12. GROUTING SHALL BE DONE BY THE LOW-LIFT METHOD ONLY (UNITS LAID UP 4'-0" HIGH OR REQUIRED TO BE CORROSION RESISTANT SHALL BE OF HOT-DIPPED ORES SHALL BE TAKEN, INSPECTED FOR WORKMANSHIP AND C Cs=0.454 (STRENGTH), 0.324 (ALLOWABLE STRESS) FOR ALL OTHER STRUCTURES YARD AND MAX. WATER-TO-CEMENT RATIO OF 0.60. CONCRETE MIX PROPERTIES SHALL BE ZINC-COATED GALVANIZED STEEL OR STAINLESS STEEL. TESTED IN SHEAR. Cv-0.113 STRENGTH 0.081 ALLOWABLE STRESS). MAXIMUM AT A TIME, AND 4'-0" HIGH MAXIMUM LIFTS). ANY REQUESTS TO USE HIGH-LIFT Of (STRENGTH), ( ) AS FOLLOWS: GROUTING METHOD SHALL BE MADE AT LEAST FOUR (4) WEEKS PRIOR TO LAYING UP OF F) INSPECT CORING OPERATION AND CORES. Of A) SLABS-ON-GRADE & CONCRETE WALLS: UNITS, AND WILL BE CONSIDERED A CHANGE TO THE DRAWINGS, REQUIRING DSA-APPROVAL. B. EXPANSION ANCHORS: E) LOAD COMBINATIONS FOR DESIGN: 28-DAY COMP. STRENGTH: 3,000 PSI 1. EXPANSION ANCHORS SHALL BE WEDGE TYPE ANCHORS ONLY AND SHALL HAVE ICC-ES OR 4. POST-INSTALLED ANCHORS IN CONCRETE AND CONCRETE MASONRY: CONSULTANT Z CONCRETE: PER CBC SECTION 1605A.2 FOR STRENGTH DESIGN. ADDITIONAL DSA REQUIREMENTS FOR HIGH-LIFT METHOD WILL BE ISSUED AS A CHANGE IAPMO-UES APPROVAL, INCLUDING APPROVAL FOR RESISTANCE TO SEISMIC AND WIND LOADS, A GENERAL - APPLICABLE TO ALL ANCHORS AND DOWELS: o FOUNDATIONS: PER CBC SECTION 1605A.3.2 FOR ALLOWABLE STRESS DESIGN. LARGE AGGREGATE SIZE: 1/2" - 1" ORDER, AND SUBMITTED TO DSA FOR APPROVAL. PASSING ICC-ES CRITERIA AC193 (CONCRETE) & AC01 (MASONRY). USE ONE OF THE ) Li ALL OTHERS: PER CBC SECTION 1605A.3.1 FOR ALLOWABLE STRESS DESIGN. MAX. SLUMP: 4" 1) ALL EXPANSION ANCHORS, SCREW ANCHORS AND ADHESIVE ANCHOR SYSTEMS011 DENSITY: 145 - 150 PCF (NORMAL WEIGHT, HARD ROCK AGGREGATE) 13. IF LOADING OF CONCRETE MASONRY ELEMENTS PRIOR TO 28-DAY AGE IS ANTICIPATED, FOLLOWING ICC-ES OR IAPMO-UES APPROVED SYSTEMS: USED SHALL HAVE ICC-ES OR IAPMO-UES APPROVAL. CONCRETE: Z EXPOSURE CLASS: CO, S1 (ACI 318 TABLE 19.3.1.1) CONTRACTOR SHALL NOTIFY ENGINEER PRIOR TO SUBMITTAL OF GROUT AND/OR MORTAR MIX 2) PERIODIC SPECIAL INSPECTION IS REQUIRED FOR ALL ANCHORS. 9T Ke STRUCTURAL ABBREVIATIONS DESIGNS IN ORDER TO ALLOW SPECIFYING PROVISIONS FOR SUCH. PROVISIONS MAY INCLUDE a) HILTI KWIK BOLT TZ (ESR-1917), (TYP. ANCHOR SPECIFIED U.N.O. B) EXPANSION ANCHORS IN CONCRETE & MASONRY: B) FOOTINGS & GRADE BEAMS: COMPRESSION TEST CYLINDERS TO BE FIELD-CURED IN CONDITIONS MATCHING SUBJECT b) SIMPSON STRONG-BOLT 2 ANCHORS (ESR-3037), 1) PULL-TEST OR TORQUE-TEST 100% OF ANCHORS EXCEPT AS NOTED; PULL-TEST STRUCTURAL ENGINEERS, INC. bi 28-DAY COMP. STRENGTH: 3,000 PSI MASONRY ELEMENTS, PLUS USE OF CEMENT TYPES AND/OR ADMIXTURES IN MIX DESIGNS TO c) DEWALT/POWERS POWER-STUD+ SD2, SD4 & SD6 ANCHORS (ESR-2502). OR TORQUE-TEST 10% OF SOLE PLATE ANCHOR BOLTS AND 50% OR ALTERNATE 1505 MERIDIAN AVE, SUITE B PHONE 408.978.1970 PROVIDE THE REQUIRED COMPRESSIVE STRENGTHS AT ANTICIPATED AGES LESS THAN 28 DAYS. MASONRY: ANCHORS FOR EQUIPMENT ANCHORAGE AND IN NON-STRUCTURAL APPLICATIONS. r A.B. ANCHOR BOLT I.D. INSIDE DIAMETER LARGE AGGREGATE SIZE: 1" - 1-1/2" SAN JOSE, CALIFORNIA 95125 FAX 408-267-7919 Q ADJ ADJACENT IN INCH MAX. SLUMP: 4" LOADING OF MASONRY ELEMENTS BEFORE CURING FOR 28 DAYS WILL NOT BE APPROVED a) HILTI KWIK BOLT 3 (ESR-1385), (TYP. ANCHOR SPECIFIED U.N.O.A 2) PULL-TEST LOAD VALUES SPECIFIED BELOW ARE BASED ON (1-1/4) TIMES THE WWW.AKHSE.COM AKH JOB M19-071 APPROX APPROXIMATE INT INTERIOR DENSITY: 145 - 150 PCF (NORMAL WEIGHT, HARD ROCK AGGREGATE) WITHOUT THESE PROVISIONS BEING SPECIFIED, AND MET BY CONTRACTOR. b) SIMPSON WEDGE-ALL ANCHORS (ESR-1396), MAXIMUM DESIGN TENSION STRENGTHS AS PROVIDED IN THE ICC-ES REPORT ARCH ARCHITECTURAL c) DEWALT/POWERS POWER-STUD+ SD1 (ESR-2966) FOR HILTI KWIK-BOLT TZ (ESR-1917) IN CONCRETE, IN ACCORDANCE WITH CBC co LAM LAMINATE EXPOSURE CLASS: C1, SO (ACI 318 TABLE 19.3.1.1) d) ITW RED HEAD TRUBOLT+ WEDGE ANCHORS (ESR-4058). SECTION 1910A.5.4, AND (2) TIMES THE MAXIMUM ALLOWABLE TENSION LOADS BLDG BUILDING LBS POUNDS NOTE: OTHER EXPANSION ANCHORS MAY BE USED ONLY WHEN ICC-ES OR IAPMO-UES AS PROVIDED IN THE ICC-ES REPORT FOR HILTI KWIK-BOLT 3 ESR-1385) IN o QROFEss/oNq` C) C.I.D.H. PIER FOOTINGS: (� 0. H BLK BLOCK 28-DAY COMP. STRENGTH: 3,000 PSI STRUCTURAL STEEL REPORT FOR SUCH IS SUBMITTED TO AND APPROVED BY ENGINEER AND DSA AND TEST LOADS MASONRY. 1� � M Hy I/ ��, 0 BLKG BLOCKING KSI KIPS PER SQ. IN. ARE DETERMINED AND ISSUED. 3 PULL-TEST ANCHORS IN TENSION WITH CALIBRATED HYDRAULIC RAM TO VALUES 2 bi BM BEAM LARGE AGGREGATE SIZE: 1/2" - 1" ) p B.N. BOUNDARY NAILING MAX MAXIMUM MAX. SLUMP: 4" 1. ALL STEEL AND MISC. IRON SHALL BE FABRICATED AND ERECTED IN CONFORMANCE WITH SPECIFIED BELOW. No. s3zso 2. EXPANSION ANCHORS SHALL HAVE EMBEDMENT NOT LESS THAN EIGHT (8) ANCHOR ANCHOR NOMINAL EMBEDMENT CONC. TEST MASONRY TEST INSTALLATION EXP. 3/31/21 0 BOT BOTTOM M.B. MACHINE BOLT DENSITY: 145 - 150 PCF (NORMAL WEIGHT, HARD ROCK AGGREGATE) A.I.S.C. SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL DIAMETERS, OR AS OTHERWISE SPECIFIED IN DETAILS. TORQUE ANCHORS DURING INSTALLATION DIAMETER (GONG./MASONRY) LOAD LBS. LOAD (LBS.) TORQUE (FT.-LBS.) It w BP BASEPLATE MECH MECHANICAL EXPOSURE CLASS: C1, SO (ACI 318 TABLE 19.3.1.1) FOR BUILDINGS.BRG BEARING MFR MANUFACTURER �"TO THE RECOMMENDED INSTALLATION TORQUE VALUES SPECIFIED IN MANUFACTURER'S ICC-ES 2%6" / 2Y" 1905 1250 25 SX STRucTORP\,-�P bi B.S. BOTH SIDES MIN MINIMUM OR IAPMO-UES REPORT. co C) NON-STRUCTURAL CONCRETE WALKS ON GRADE: 2. STEEL MATERIAL SHALL BE AS FOLLOWS: �" 3%" / 3y"*(3"**) 4050 1450*(1035**) 40 11 w MISC MISCELLANEOUS 28-DAY COMP. STRENGTH: 2,500 PSI W SHAPES: ASTM A992 C. CHEMICAL ADHESIVE ANCHORS AND DOWELS: 5 * ** * ** C TOC CENTER TO CENTER PLATES, CHANNELS & ANGLES: ASTM A36 UNLESS NOTED OTHERWISE 4/6" / 4" (3Y" ) 5525 1990 (1365 ) 60 LARGE AGGREGATE SIZE: 3/8" - 3/4" 1. ALL THREADED RODS AND REBAR DOWELS INSTALLED IN HARDENED CONCRETE OR MASONRY C.B. CARRIAGE BOLT <N> NEW RECTANGULAR TUBES TS OR HSS): ASTM A500 GRADE B, F -46 KSI 3 " 5%6 4%" 7150 2630 110 MAX. SLUMP: 5" ( ) y GROUT WITH "ADHESIVE" SHALL BE A TWO-PART NOZZLE-MIXED ICC-ES OR IAPMO-UES / �_d CJ CONTROL JOINT OR N.S. NEAR SIDE DENSITY: 145 - 150 PCF (NORMAL WEIGHT, HARD ROCK AGGREGATE) PIPES (STD., X-STRG. & XX-STRG.): ASTM A53 GRADE B, Fy=35 KSI APPROVED CHEMICAL ADHESIVE SYSTEM, PASSING ICC-ES CRITERIA AC308 CONCRETE & AC58 * - AT ANCHOR INSTALLED IN THE FACE OF GROUT-FILLED MASONRY � "/ Z CONSTRUCTION JOINT N.I.C. NOT IN CONTRACT ( ) Q ROUND TUBES (HSS): ASTM A500 GRADE B, Fy=42 KSI MASONRY USE ONE OF THE FOLLOWING ICC-ES OR IAPMO-UES APPROVED SYSTEMS: ** - AT ANCHOR INSTALLED IN THE TOP OF GROUT-FILLED MASONRY C.1. CAST IRON NO. NUMBER (MASONRY). CL CENTERLINE NTS NOT TO SCALE 3. STEEL REINFORCING BARS SHALL CONFORM TO ASTM A615, GR. 60 U.N.O. STEEL POSTS SUPPORTING NETTING & METAL CHAIN-LINK FABRIC UP TO 10 FT. HIGH CONCRETE: 4) ALTERNATIVELY, TORQUE-TEST ANCHORS WITH CALIBRATED TORQUE WRENCH TO p ALTERNATIVELY, #4 AND SMALLER BARS MAY CONFORM TO ASTM A615, GR. 40. WELDED SHALL BE GALVANIZED PIPES COMPLYING WITH ASTM F1083, REGULAR GRADE VALUES SPECIFIED IN MANUFACTURER'S ICC-ES OR IAPMO-UES REPORT FOR CLG CEILING WIRE FABRIC SHALL CONFORM TO ASTM A185. 30 KSI YIELD STRENGTH, SCHEDULE 40. HOT-DIP ZINC GALVANIZING SHALL a) HILTI 'HIT-RE 500-V3' ADHESIVE ANCHOR SYSTEM (ESR-3814), (SPECIFIED U.U.O.) RECOMMENDED INSTALLATION TORQUE WITHIN 1/4 TURN OF THE NUT FOR Z CMU CONCRETE MASONRY UNIT O.C. ON CENTER b) SIMPSON "SET-XP" ADHESIVE ANCHOR SYSTEM (ESR-2508), COMPLY WITH ASTM A123, WITH MIN. OF 1.8 OZ./SQ. FT. OUTSIDE AND INSIDE. 3/8"O SLEEVE ANCHOR ONLY AND WITHIN 1/2 TURN OF THE NUT FOR ALL w COL COLUMN 0.D. OUTSIDE DIAMETER c) DEWALT/POWERS "PURE110+" ADHESIVE ANCHOR SYSTEM (ESR-3298), / CD 4. GROUT SHALL BE NON-SHRINK GROUT U.N.O. CONFORMING TO ASTM C1107. GROUT STEEL POSTS SUPPORTING NETTING & METAL CHAIN-LINK FABRIC OVER 10 FT. HIGH OTHER ANCHORS. z CONC CONCRETE OPP OPPOSITE d) ITW RED HEAD "G5+" ADHESIVE ANCHOR SYSTEM (ESR-4138). Q CONT CONTINUOUS SHALL HAVE A 7-DAY COMPRESSIVE STRENGTH 5,000 PSI MIN. GROUT SHALL BE MASTER SHALL BE GALVANIZED PIPES PER ASTM A53 (GR. B, Fy=35 KSI) OR MASONRY: C.P. COMPLETE PENETRATION PERP PERPENDICULAR BUILDERS "MASTERFLOW 928", SIKA SIKAGROUT 212, OR APPROVED EQUAL. FOLLOW ROUND TUBES PER ASTM A500 (GR. B., Fy=42 KSI) HOT-DIP ZINC GALVANIZED C) RODS & DOWELS WITH CHEMICAL ADHESIVE IN CONCRETE & MASONRY: C6 a) HILTI HIT SYSTEM WITH HY-200 ADHESIVE (ESR-3963), (SPECIFIED U.N.O.) Z CTRD CENTERED PL STEEL PLATE MANUFACTURER'S SURFACE PREPARATION RECOMMENDATIONS. PER ASTM A123, WITH MIN. OF 1.8 OZ./SQ. FT. OUTSIDE AND INSIDE. 1) PULL-TESTING OF RODS INSTALLED IN CHEMICAL ADHESIVE IS REQUIRED FOR "SET-XP" ADHESIVE ANCHOR SYSTEM (IAPMO ER-0265), w CTSK COUNTERSINK P.P. PARTIAL PENETRATION HEADED STUDS: ASTM A108 TYPE B, Fy=51 KSI ALL ANCHORS. TESTING OF REBAR USED ONLY AS SHEAR DOWELS ACROSS PLYWD PLYWOOD 5. BONDING AGENT SHALL BE MASTER BUILDERS "MASTEREMACO ADH 326", SIKA ARMATEC MACHINE BOLTS (M.B.): ASTM A307 GRADE A, A563 FOR NUTS, F844 FOR WASHERS c) DEWALT/POWERS "AC100+ GOLD" ADHESIVE ANCHOR SYSTEM (ESR-3200). COLD JOINTS IN SLABS-ON-GRADE, WHERE SLAB IS NOT PART OF THE LATERAL cliNOTE: OTHER CHEMICAL ADHESIVE ANCHOR SYSTEMS MAY BE USED ONLY WHEN ICC-ES OR W <D> DEMO PSF POUNDS PER SQ. FT. 110 EPOCEM, OR APPROVED EQUAL, AND SHALL BE APPLIED PER MANUFACTURER'S ANCHOR BOLTS/RODS (A.B.): ASTM F1554 GRADE 36, A307 GRADE C, OR A36 FORCE-RESISTING SYSTEM, IS NOT REQUIRED. o IAPMO-UES REPORT FOR SUCH IS SUBMITTED TO AND APPROVED BY ENGINEER AND DSA AND DBL DOUBLE PSI POUNDS PER SQ. IN. RECOMMENDATIONS. THREADED RODS: ASTM A307 OR A36 (MAY BE THREADED FOR ENTIRE LENGTH) TEST LOADS ARE DETERMINED AND ISSUED. 2) PULL-TEST LOAD VALUES SPECIFIED BELOW ARE BASED ON (1-1/4) TIMES THE 0 DIA OR 0 DIAMETER WELDING ELECTRODES: E70XX MAXIMUM DESIGN TENSION STRENGTHS AS PROVIDED IN THE ICC-ES REPORT N DIAG DIAGONAL RAD RADIUS 6. CURING COMPOUND SHALL BE APPROVED BY ENGINEER, AND APPLIED PER FOR HILTI HIT-RE 500-V3 (ESR-3814) IN CONCRETE, IN ACCORDANCE WITH U_ DO DITTO REINF REINFORCING 2. ANCHORS SHALL BE INSTALLED ONLY INTO CURED CONCRETE OR MASONRY GROUT OF MIN. MANUFACTURER'S RECOMMENDATIONS. 3. UNLESS NOTED OTHERWISE, ANCHOR BOLTS, MACHINE BOLTS AND THREADED ANCHOR 21 DAY AGE. IF INSTALLATION OF ANCHORS INTO CONCRETE OR MASONRY ELEMENTS PRIOR TO CBC SECTION 1910A.5.4, AND (2) TIMES THE MAXIMUM ALLOWABLE TENSION o DWG DRAWING REQREVD REVISION RODS THROUGH STEEL AND EMBEDDED IN CONCRETE SHALL CONFORM TO ASTM F1554, A307 21-DAY AGE IS ANTICIPATED, CONTRACTOR SHALL NOTIFY ENGINEER PRIOR TO INSTALLATION LOADS AS PROVIDED IN THE ICC-ES REPORT FOR HILTI HIT HY-200 7. CONSTRUCTION JOINTS SHALL BE ROUGHENED TO FULL 1/4" AMPLITUDE (ICRI CSP 9) OR A36. ANCHOR BOLTS/RODS SHALL HAVE A STANDARD BOLT HEAD OR TIGHTENED DOUBLE FOR DIRECTION. ESR-3963 IN MASONRY. 0 EA EACH R.O. ROUGH OPENING WITH BUSH HAMMER OR OTHER APPROVED METHOD. SURFACES SHALL BE CLEANED OF DUST NUTS. THREADED RODS SHALL HAVE TIGHTENED DOUBLE NUTS AT END. ANCHOR BOLT 3) PULL-TEST ANCHORS IN TENSION WITH CALIBRATED HYDRAULIC RAM TO VALUES bi E.F. EACH FACE RWD REDWOOD AND DEBRIS IMMEDIATELY PRIOR TO PLACEMENT OF NEWER CONCRETE. PROJECTION SHALL BE ADEQUATE FOR FULL ENGAGEMENT OF PLATES, WASHERS, NUTS, ETC. 3. INSTALLATION OF CHEMICAL ADHESIVE ANCHORS IN HORIZONTAL OR OVERHEAD APPLICATIONS SPECIFIED BELOW, BASED ON MIN. EMBEDMENT OF 100 IN CONCRETE & 90 IN ELEC ELECTRICAL AND SHALL BE VERIFIED BY CONTRACTOR PRIOR TO PLACEMENT OF CONCRETE OR GROUT. ELEV ELEVATION S.A.D SEE ARCH'L DRAWINGS SHALL BE INSTALLED BY AN ACI/CSRI CERTIFIED ADHESIVE ANCHOR INSTALLER. MASONRY, U.N.O. 8. REINFORCING STEEL SHALL BE CONTINUOUS WHERE POSSIBLE. SPLICE WITH CONTACT ANCHOR/BAR MIN. EMBEDMENT CONIC. TEST MASONRY TEST INSTALLATION w E.N. EDGE NAILING S.M.D. SEE MECH'L DRAWINGS LAP-SPLICES. STAGGER ALL SPLICES. SPLICE LENGTHS SHALL BE 57 BAR-DIAMETERS 4. ALL WELDING ON STRUCTURAL STEEL SHALL CONFORM WITH AWS D1.1 CODE AND SHALL EQ EQUAL S.L.D. 4. HOLES SHALL BE DRILLED 1/8" TO 1/4" LARGER IN DIAMETER THAN ROD OR BAR OUTER DIAMETER (CONC./MASONRY) LOAD LBS. LOAD (LBS.) TORQUE (FT.-LBS.) bi SEE LANDSCAPE DRAWINGS MINIMUM. WELDED WIRE FABRIC SHALL BE LAPPED TWO (2) FULL SQUARES, BUT NOT LESS BE PRE-QUALIFIED WELDS CONFORMING TO AWS D1.1. UNLESS SPECIFICALLY INDICATED AS N E.W. EACH WAY S.F. DIAMETER, AS SPECIFIED IN ICC-ES OR IAPMO-UES REPORT. 3 3 3%" 3%"* 2910 1510* 15 W SQUARE FEET THAN 12'. FIELD WELDING, ALL WELDS MAY BE PERFORMED IN SHOP OR FIELD. � , # / EXIST OR <E> EXISTING SIM SIMILAR 2", #4 5" / 4Y"*(4"**) 5165 2290*(1760**) 30 EXTER EXTERIOR SPEC SPECIFICATION 5. HEADED STUDS SHALL BE WELDED WITH AUTOMATICALLY TIMED STUD WELDING EQUIPMENT. 5. BARS/RODS SHALL HAVE EMBEDMENT IN ADHESIVE NOT LESS THAN TEN (10) NOMINAL � SQ 9. EXTEND HORIZONTAL BARS IN FOUNDATIONS AND WALLS INTO INTERSECTING FOUNDATIONS BAR/ROD DIAMETERS IN CONCRETE AND NINE (9) NOMINAL BAR/ROD DIAMETERS IN MASONRY, %", #5 6Y4" / 5%"*(4"**) 8245 2220*(1960**) 60 SQUARE STUDS SHALL NOT BE FILLET- OR BUTT-WELDED UNLESS SPECIFICALLY SHOWN AS SUCH ON <F> FUTURE STD AND WALLS WITH BEND AND 30 BAR DIAMETER EXTENSION, BUT NOT LESS THAN 24' OR AS OTHERWISE SPECIFIED IN DETAILS. 3 3 „* SHEET TITLE p STAGGERED EXTENSION. DETAILS. *�4", #6 7Y" / 6/ 10150 2720 100 Li HWS FLATO HEAD (WOOD SCREW STIFF STIFFENER 6. ALL COMPLETE AND FULL PENETRATION GROOVE WELDS (DESIGNATED BY "C.P." OR 6. INSTALLATION TORQUE FOR ALL ANCHORS SHALL BE REDUCED ACCORDING TO ** - AT ANCHOR I- AT ANCHOR INSTALLED INSTALLED IN THE TOP N THE EOFFFGROUT-FILLED DMASONRY Y ATHLETICS p 10. WELDING OF REINFORCING SHALL NOT BE ALLOWED. U FIN FINISH SYM SYMMETRICAL "F.P.") SHALL USE BACK-UP PLATES UNLESS NOTED OTHERWISE. ALL PARTIAL-PENETRATION MANUFACTURER'S RECOMMENDATION DUE TO THE VICINITY OF ANCHOR TO EDGE OF CONCRETE. Z F.0.6. FACE OF BLOCK 11. SEE STRUCTURAL STEEL NOTES FOR ANCHOR BOLTS CAST IN CONCRETE. WELDS (DESIGNATED BY "P.P.") SHALL HAVE LARGEST EFFECTIVE THROAT ALLOWED BY AWS. 5. WELDING OF STRUCTURAL STEEL. TESTING LAB SHALL: STRUCTURAL NOTES & F.O.C. FACE OF CONCRETE T&G TONGUE & GROOVE 7. THE BOND STRESSES AS SPECIFIED IN ICC-ES OR IAPMO-UES REPORT SHALL BE BASED A) VERIFY CERTIFICATION OF WELDERS AT START OF WORK. Q F.O.F. FACE OF FINISH THIRD THREADED GROOVE WELDS NOT NOTED WITH "C.P.", "F.P." OR "P.P" SHALL BE COMPLETE PENETRATION ON LONG TERM ELEVATED TEMPERATURES OF NOT LESS THAN 110 DEGREES F. B) REVIEW WELDING PROCEDURE SPECIFICATIONS SUBMITTED BY FABRICATOR. MATERIAL GRADES F.O.S. FACE OF STUD T.O.C. TOP OF CONCRETE 12. ANCHOR BOLT PROJECTION SHALL BE ADEQUATE FOR FULL ENGAGEMENT OF PLATES, WELDS. N F.P. FULL PENETRATION T.O.F. TOP OF FRAMING WASHERS, NUTS, ETC. AND SHALL BE VERIFIED BY CONTRACTOR PRIOR TO PLACEMENT OF C) PROVIDE CONTINUOUS INSPECTION OF ALL COMPLETE AND PARTIAL PENETRATION F.S. FAR SIDE T.O.S. TOP OF STEEL CONCRETE OR GROUT. ANCHOR BOLTS SHALL BE FIRMLY SECURED TO FORMS TO PREVENT 7. WELDING PROCEDURE SPECIFICATIONS SHALL BE SUBMITTED TO THE ARCHITECT AND THE GROOVE WELDS, AND ALL FILLET WELDS 3/8" AND LARGER. o FT FOOT OR FEET TS TUBE STEEL THEIR MOVEMENT DURING CONCRETE PLACEMENT. WET-SETTING OF ANCHOR BOLTS IS NOT TEST AND INSPECTION AGENCY'S WELDING INSPECTOR FOR REVIEW AND APPROVAL PRIOR TO D) PROVIDE PERIODIC INSPECTION OF ALL FILLET WELDS 5/16" AND SMALLER. bi FTG FOOTING TYP TYPICAL ALLOWED. START OF FABRICATION. E) TEST WELDS AS DEEMED NECESSARY BY THE INSPECTION AGENCY TO ENSURE PROJECT NAME o GA GAGE U.N.O. UNLESS NOTED OTHERWISE 13. MAINTAIN THE FOLLOWING MINIMUM CONCRETE COVER FOR REBAR: 8. MINIMUM SPACING OF ALL BOLTS, 7/8"O AND SMALLER IN STEEL SHALL BE 3" o.c. AND METAL ROOF DECK ADEQUACY OF WELDS AND CONFORMANCE TO THE DRAWINGS AND SPECIFICATIONS. GALV GALVANIZED WHERE CONIC. IS PLACED AGAINST EARTH = 3 THE MINIMUM EDGE DISTANCE FROM CENTERLINE OF HOLE TO EDGE OF PLATE OR MEMBER 6. ADDITIONAL INSPECTIONS BY STRUCTURAL ENGINEER: 0 1. METAL DECK SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS AND ICC-ES Q G.I. GALVANIZED IRON VERT VERTICAL WHERE CONCRETE IS FORMED AND EXPOSED TO EARTH OR WEATHER 2" SHALL BE 1-1/2", UNLESS NOTED OTHERWISE ON DRAWINGS. WHERE BOLTS ARE INSTALLED OR IAPMO REPORT. ARCHITECT AND ENGINEER SHALL BE NOTIFIED AT LEAST 48 HOURS PRIOR TO THE FRANKLIN HIGH SCHOOL o GLB GLUE-LAMINATED BEAM WHERE CONCRETE IS NOT EXPOSED TO EARTH OR WEATHER = 1-1/2' THROUGH FLANGES OF "W" OR SIMILAR SHAPES, THE BOLT GAGE SHALL BE AS FOLLOWING TO ALLOW FOR INSPECTION OF THE RESPECTIVE WORK PRIOR TO bi GYP.BD. GYPSUM BOARD W/ WITH SLABS ON GRADE = 3/4" RECOMMENDED BY AISC. 2. METAL DECK SHALL BE AS MANUFACTURED BY VERCO MANUFACTURING CO. (ER-0217 ENCLOSING IN FINISHES: ATHLETIC IMPROVEMENTS L-1 W/0 WITHOUT A) AT SUBSTANTIAL COMPLETION OF ANY AREA OF FOUNDATION WORK AND RETAINING o HDR HEADER WT WEIGHT OR STEEL 14. WHERE SIDES OF FOUNDATIONS (FOOTINGS, GRADE BEAMS OR WALLS) ARE CAST 9. HOLES FOR BOLTS IN STEEL SHALL BE 1/16" MAXIMUM LARGER IN DIAMETER THAN AND ER-2018), WITH THE FOLLOWING PROPERTIES: WALLS PRIOR TO CLOSING OF FORMS OR PLACEMENT OF CONCRETE. W HORIZ HORIZONTAL DUGOUTS: B AT SUBSTANTIAL COMPLETION OF ANY AREA OF STRUCTURAL STEEL FRAMING. Q WT SECTION AGAINST EARTH WITHOUT FORMS, FOUNDATION SHALL BE WIDENED 1" AT EACH SUCH BOLTS. HOLES FOR ANCHOR BOLTS SHALL NOT BE MORE THAN 5 16 LARGER FOR A.B.'S ) w HR HOUR WWF WELDED WIRE FABRIC SURFACE. / PROFILE: 3" DEEP, N-24, WITH STANDARD INTERLOCKING SIDELAP 3 „25/" Uj H.S. HIGH STRENGTH UP TO 1"O, AND NOT MORE THAN 1/2" LARGER FOR A.B.'S OVER 1"O. ALL HOLES SHALL THICKNESS: 16 GA. /s 8 W BE DRILLED OR PUNCHED. BURNING OF HOLES IS NOT ALLOWED, WHETHER IN FIELD OR 7. INSPECTIONS BY GEOTECHNICAL ENGINEER: H.S.B. HIGH STRENGTH BOLT PER-FOOT PROPERTIES: I = 1.647 +S = 0.950, -S = 1.005 3 15. EXCAVATION FOR FOOTINGS BELOW DEPTHS SHOWN ON DRAWINGS SHALL BE BACKFILLED SHOP. A) PROVIDE PERIODIC INSPECTION OF SITE PREPARATION & GRADING - STRIPPING HSS HOLLOW STEEL SECTION WITH CONCRETE. STEEL GRADE: GRADE 50, Fy = 50 KSI, Fu = 65 KSI U! • OR DISCING OPERATIONS. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH PROJECT ADDRESS FINISH: G90 GALVANIZED WITH PRIMER ON BOTH SIDES. Q 10. ALL STRUCTURAL STEEL IN EXTERIOR SPACES OR EXPOSED TO VIEW IN INTERIOR 17 ' AND HAVE REACHED PROPER MATERIAL. PRIOR TO PLACEMENT OF COMPACTED z 16. NOTIFY ENGINEER, PROJECT INSPECTOR, AND DSA-SS AT LEAST 48 HOURS BEFORE ANY SPACES SHALL BE PAINTED WITH TWO (2) COATS OF ALKYD RED OXIDE PRIMER, COMPLYING FILL, OBSERVE SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY. 4600 E. FREMONT ST. Z CONCRETE IS TO BE PLACED OR FORMS CLOSED TO ALLOW FOR INSPECTION OF EXCAVATIONS WITH SSPC-PAINT 25 OR U.S. FEDERAL SPEC TT-P-645, WITH MIN. DRY THICKNESS OF 24 B) PROVIDE CONTINUOUS INSPECTION OF ENGINEERED FILL OPERATIONS. VERIFY USE 0 AND REINFORCING PLACEMENT. SEE ALSO SPECIAL INSPECTION REQUIREMENTS. POOL BUILDING: STOCKTON CA 9521 5 0 2 MILS. SEE ARCHITECTURAL SPECS FOR FINISH PAINTING. STRUCTURAL STEEL IN PROFILE: 1.5" DEEP, HSB-36 WITH STANDARD INTERLOCKING SIDELAP OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT ENCLOSED SPACES AND NOT EXPOSED TO WEATHER NEED NOT BE PAINTED OR PRIMED �3Y V 2� � 6" AND COMPACTION OF COMPACTED FILL. w 17. CONTRACTOR SHALL, PRIOR TO EXCAVATION, VERIFY FOOTING CONDITIONS AND FINISH ICC-ES APPROVAL: PER REPORT ESR-1735P UNLESS NOTED OTHERWISE. STEEL TO BE EMBEDDED IN CONCRETE SHALL NOT BE PAINTED. C) PROVIDE CONTINUOUS INSPECTION OF EXCAVATIONS FOR DRILLED PIER FOOTINGS. W GRADE PAVING ELEVATIONS AT PERIMETER OF BUILDING. VERIFY THAT FOOTINGS HAVE THICKNESS: 18 Ga. / PER-FOOT PROPERTIES: I = 0.377 +S = 0.411, -S = 0.417 ® ® ® VERIFY PLACEMENT LOCATIONS, PLUMBNESS, DIAMETERS AND LENGTHS. RECORD U_ SPECIFIED MINIMUM DEPTH BELOW ADJACENT GRADE AND THAT FOOTINGS DO NOT "DAYLIGHT" 11. ALL NON-PAINTED STEEL FASTENERS EXPOSED TO WEATHER OR IN UNENCLOSED CONCRETE VOLUMES. o OR OTHERWISE INTERFERE WITH INTENDED EXTERIOR CONDITIONS. NOTIFY ENGINEER IF SUCH SPACES SHALL BE HOT-DIPPED GALVANIZED, UNLESS NOTED OTHERWISE. GALVANIZED BOLTS FINISH: G90 GALVANIZED WITH PRIMER ON BOTH SIDES. 1�d'j,I, SUBMITTAL DATE 01 Ir INTERFERENCE EXISTS PRIOR TO EXCAVATION. AND NUTS SHALL BE PROVIDED BY SAME MANUFACTURER. 3. ATTACHMENT TO SUPPORTING FRAMING AT DUGOUTS: 36„ DD/50% SUBMITTAL 03/06/202 Of 18. IF LOADING OF CONCRETE ELEMENTS PRIOR TO 28-DAY AGE IS ANTICIPATED, 12. ALL STRUCTURAL STEEL SPECIFIED ON DRAWINGS TO BE GALVANIZED SHALL BE USE 15/16"0 PUDDLE WELDS (1/2"� EFF. DIA.) THUS: CONTRACTOR SHALL NOTIFY ENGINEER PRIOR TO SUBMITTAL OF CONCRETE MIX DESIGNS IN HOT-DIPPED ZINC GALVANIZED WITH MIN. 1.8 OZ./SQ. FT. ON ALL SURFACES. GALVANIZING TO PERPENDICULAR SUPPORTS: FOUR (4) PW PER 24" SHEET SHOP DRAWING SUBMITTALS DSA 100% SUBMITTAL 05/01/202 o ORDER TO ALLOW SPECIFYING PROVISIONS FOR SUCH. PROVISIONS MAY INCLUDE SHALL BE TOUCHED UP AT FIELD-WELDED CONNECTIONS, FIELD-DRILLED HOLES, OR TO PARALLEL SUPPORTS: PW ® 12" o.c. & 3" - 6" FROM ENDS a COMPRESSION TEST CYLINDERS BE FIELD-CURED IN CONDITIONS MATCHING SUBJECT FIELD-CUT EDGES WITH A HIGH-ZINC DUST-CONTENT PAINT. ALONG SIDELAPS: BUTTON PUNCH @ 12 o.c. & 3 - 6' FROM ENDS. 1. PROVIDE SHOP DRAWINGS FOR THE FOLLOWING MATERIALS/PRODUCTS: m CONCRETE ELEMENTS, PLUS USE OF CEMENT TYPES AND/OR ADMIXTURES IN MIX DESIGNS TO A) CONCRETE MIX DESIGNS (SUBMIT TO TESTING/INSPECTION AGENCY) o PROVIDE THE REQUIRED COMPRESSIVE STRENGTHS AT ANTICIPATED AGES LESS THAN 28 DAYS. z B) CONCRETE & MASONRY REINFORCING o LOADING OF CONCRETE ELEMENTS BEFORE CURING FOR 28 DAYS WILL NOT BE APPROVED 4. ATTACHMENT TO SUPPORTING FRAMING AT POOL BUILDING: SEE DRAWINGS, B/S2.3. C) CONCRETE SLAB AND WALL CONTROL/CONSTRUCTION JOINT LAYOUT w WITHOUT THESE PROVISIONS BEING SPECIFIED, AND MET BY CONTRACTOR. - Of C3 Z 5. PROVIDE STEEL UNDERSIDE CLOSURE BELOW DECKING AT ALL EXTERIOR WALLS AT D) CONCRETE MASONRY UNITS ZZ DUGOUTS, AND WHERE SPECIFIED BY ARCHITECTURAL DRAWINGS, PER DETAIL 31/S2.1. E) CONCRETE MASONRY GROUT MIX DESIGN (SUBMIT TO TESTING/INSPECTION AGENCY) 0 o F) STRUCTURAL STEEL AND MISC. METALS NO. REVISIONS DATE w 6. TOUCH-UP: ALL WELDS SHALL BE TOUCHED UP WITH SPRAY-ON ZINC GALVANIZING AS 2. SEE SPECIFICATIONS FOR OTHER SUBMITTALS AND SUBMITTAL PROCEDURE. �> RECOMMENDED BY MANUFACTURER PRIOR TO RE-APPLICATION OF PRIMER AND PAINT. - 0 7. LAYOUT: DECK SHALL BE LAID OUT SUCH THAT A DOWN-FLUTE IS CENTERED OVER W o EVERY CMU WALL PARALLEL TO DECK FLUTES. USE ONE-PIECE SHEETS OVER ENTIRE TRANSVERSE DIMENSION OF BUILDINGS. NO SHEET LAPS/SPLICES ARE ALLOWED WITHIN 6" OF CMU FLUTES PARALLEL TO FLUTES. Uj Z,Uj0 wM �� Ujwzn� Q� afZ o� 0� Z�L �3 EU IO Op z= ZI <3 Z J a.� 0 o DRAWN BY CHECKED BY a�_ 4� JJQ TDH Z W o DATE ISSUED SCALE 00- 05/01 /2020 NONE Z� �a K} via PROJ. NO. 1 91 1 000-1 21 1 U 0 O U5 L, W Z Q Q SHEET NO.c 1 1 00 0 w� V 1 • 1 OF<O <01 DRAWING NAME: P:\Verde Design\M19-071 Fronk) in HS Athletics\Dwgs\Structural\S1 .1 Structural Notes.dwg Jose ATHLETICS STRUCTURAL NOTES & MATERIAL GRADES PLOT DATE: 04-23-20 PLOTTED BY: