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HomeMy WebLinkAboutPEC17-0010_S001_1508779483.pdf A. ROOF SNOW LOAD A. CONCRETE BLOCK UNITS SHALL CONFORM TO ASTM C90, GRADE N. MORTAR SHALL BEF40 4/12 PITCH AND GREATER 80 PSF ASTM C270 TYPE S OR M. LESS THAN 4/12 PITCH 100 PSF 4 cC 47 B. THE MINIMUM NET AREA COMPRESSIVE STRENGTH OF THE MASONRY, f'm, SHALL BE 1500 PSI . B. TYPICAL RESIDENTIAL FLOOR 40 PSF S 1Q,, 4E C. WALLS SHALL BE REINFORCED HORIZONTALLY AT 16" ON CENTER WITH 9 GAGE O C. IMPORTANCE FACTORS MINIMUM LADDER-TYPE REINFORCEMENT MEETING ASTM A82 MASONRY WALL J 11:10) CATEGORY II REINFORCEMENT. HORIZONTAL REINFORCING SHALL BE CONTINUOUS AROUND CORNERS. SEISMIC FACTOR IE 1.0 PEC SNOW FACTOR IS 1.0 D. ALL MULTIPLE WYTHE MASONRY WALLS SHALL BE GROUTED SOLID BETWEEN EACH APPROVED 5/22/2017 12:00:00 AM WIND FACTOR IW 1.0 WYTHE WITH ASTM C476 GROUT. D. WIND 7. STRUCTURAL STEEL 3 SECOND GUST 115 L 1 EXPOSURE B A. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 EXCEPT WIDE FLANGE BEAMS WHICH SHALL CONFORM TO ASTM 992, (50 KSI) AND EXCEPT TUBE COLUMNS TO ASTM E. SEISMIC A500, GRADE B, LATEST EDITIONS. STEEL SUPPLIER MAY PROVIDE ASTM A572, SITE CLASS C GRADE 50 AT HIS OPTION. MISCELLANEOUS EMBEDDED ITEMS SHALL BE A36 STEEL. CATEGORY B SS .255 B. ALL STRUCTURAL BOLTS SHALL BE A325N INSTALLED TO A MINIMUM SNUG TIGHT �1 1i1111IIJeo+j S1 .073 CONDITION. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A307 UNLESS NOTED OTHERWISE. titi %A NALOJ �i { . SDS 0.204 4.fit ' aggV E.e { `,'y SD1 0.0825 C. STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE BASIC SEISMIC FORCE RESISTING SYSTEM IS WOOD SHEAR WALL LATEST PROVISIONS OF AISC "MANUAL OF STEEL CONSTRUCTION." ir { SEISMIC RESPONSE COEFFICIENTS CS .029 4 �' !M , ' • *a RESPONSE MODIFICATION FACTOR 7 D. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AMERICAN WELDING SOCIETY � � + �'� ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE STANDARD QUALIFICATIONS TESTS AS OUTLINED IN AWS-D1.1. A *R ' ` ti r1►-1 •S/0IV .tis.• . x% F. LIVE LOADS ARE REDUCED PER CODE IF APPLICABLE. E. MINIMUM WELDS TO BE PER AISC TABLE J2.4 BUT NOT LESS THAN 3/16" CONTINUOUS ,epiy Safi..., FILLET UNLESS NOTED OTHERWISE. 1'1.1011010 G. CODE USED IN DESIGN: INTERNATIONAL BUILDING CODE, 2015 EDITION. F. STEEL FABRICATOR SHALL NOT RECEIVE ADDITIONAL COMPENSATION FOR SHOP 2. TESTING, INSPECTIONS AND OBSERVATIONS: DRAWING TIME FOR ANY REVISIONS TO ERECTION DRAWINGS NOR FOR ANY REVISIONS TO PIECE DRAWINGS PRIOR TO ENGINEER'S APPROVAL OF ERECTION DRAWINGS. A. THE STRUCTURAL ENGINEER DOES NOT PROVIDE INSPECTIONS OF CONSTRUCTION. STRUCTURAL ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF THE 8. NON-SHRINK GROUT 424o Architecture I n c CONSTRUCTION; SUCH OBSERVATIONS SHALL NOT REPLACE REQUIRED INSPECTIONS BY THE GOVERNING AUTHORITIES OR SERVE AS "SPECIAL A. NON-SHRINK GROUT SHALL BE PROVIDED: INSPECTIONS" AS MAY BE REQUIRED BY CHAPTER 17 OF THE INTERNATIONAL 1. BETWEEN COLUMN BASES AND CONCRETE OR MASONRY SUPPORTS. OWNER BUILDING CODE. 2. BETWEEN BEAM BEARING PLATES AND CONCRETE OR MASONRY SUPPORTS. B. THE FOLLOWING WORK SHALL BE INSPECTED BY THE SPECIAL INSPECTOR UNLESS 3. GROUT SHALL BE COMPLETE AND HAVE A MINIMUM COMPRESSIVE STRENGTH ARCHITECT 4240 ARCHITECTURE SPECIFICALLY WAIVED BY THE BUILDING OFFICIAL. OF 6000 PSI PRIOR TO ADDING BUILDING LOADS ABOVE. 3507 RINGSBYCT.STUITE117 DENVER, CO 80216 1. SOIL PREPARATION 9. WOOD CIVIL ALPINE ENGINEERING.INC. a. EARTHWORK EXCAVATION, PLACEMENT AND COMPACTION OF FILL A. ALL FRAMING AND TRUSS LUMBER SHALL BE DRY DOUGLAS FIR, LARCH, GRADED BY ENGINEER 34510 HIGHWAY 6UNIT A-9 AND IN-PLACE DRY DENSITY OF THE COMPACTED FILL FOR WESTERN WOOD PRODUCTS ASSOCIATION AND CONFORMING TO INTERNATIONAL EDWARDS, CO 81632 CONFORMANCE WITH THE APPROVED REPORT. BUILDING CODE AS FOLLOWS: LANDSCAPE SHERRY DORWARD 2. CONCRETE CONSTRUCTION 2" THICK - 4" TO 6" WIDE (WALL STUD ONLY) NO. 2 Fb = 900 PSI ARCHITECT P.O. BOX 3766 VAIL,CO 81658 2 TO 4 THICJK - 2 TO 4 WIDE NO. 1 Fb = 1200 PSI a. PERIODIC INSPECTION OF REINFORCING STEEL. 2" TO 4" THICK - 6" AND WIDER SELECT STRUCTURAL= 1500 PSI STRUCTURAL MONROE NEWELL b. PERIODIC VERIFICATION OF USE OF REQUIRED DESIGN MIX. 5" THICK - 5" AND WIDER SELECT STRUCTURAL= 1600 PSI ENGINEER 70 BENCHMARK RD.SUITE 204 c. CONTINUOUS INSPECTION AT THE TIME FRESH CONCRETE IS SAMPLED NOTED ALLOWABLE STRESSES ARE MINIMUMS AND FOR NONREPETITVE USES PRIOR AVON,CO 81620 TO FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND TO ALLOWABLE STRESS INCREASES. AIR CONTENT TESTS AND DETERMINE THE TEMPERATURE OF THE CONCRETE. MEP DMCEENGINEERING d. PERIODIC INSPECTION FOR MAINTENANCE OF SPECIFIED CURING B. WHEN PRESERVATIVE TREATED LUMBER IS REQUIRED BY CODE ALL CONNECTIONS AND ENGINEER 5737 6TH AVE. TEMPERATURE AND TECHNIQUES. NAILING SHALL BE ADEQUATELY GALVANIZED (DOUBLE DIPPED OR BETTER). LAKEWOOD,CO 80214 3. STEEL CONSTRUCTION C. TREATED SILL PLATE LUMBER MAY BE HEM-FIR, STRUCTURAL #1 GRADE. a. ALL WELDING SHALL RECEIVE CONTINUOUS SPECIAL INSPECTION D. PROVIDE METAL CROSS BRIDGING NOT OVER 8' ON CENTER FOR ALL 2X WOOD JOISTS. EXCEPT THE FOLLOWING: SOLID BLOCKING BETWEEN ALL JOISTS AT ALL SUPPORTS AND ENDS OF CANTILEVERS 1. WELDING DONE IN AN APPROVED FABRICATOR'S SHOP IN IS REQUIRED. ACCORDANCE WITH SECTION 1704.3. b. THE SPECIAL INSPECTOR NEED NOT BE CONTINUOUSLY PRESENT E. FASTEN ALL WOOD MEMBERS WITH COMMON NAILS ACCORDING TO THE IBC SCHEDULE DURING WELDING OF THE FOLLOWING ITEMS, PROVIDED THE MATERIALS, TABLE 2304-9.1 UNLESS NOTED OTHERWISE. WELDING PROCEDURES AND QUALIFICATIONS OF WELDERS ARE VERIFIED PRIOR TO THE START OF WORK; PERIODIC INSPECTIONS ARE F. PLYWOOD DECK AND/OR ORIENTED STRAND BOARD. MADE OF WORK IN PROGRESS; AND A VISUAL INSPECTION OF ALL WELDS 1. PANEL THICKNESS SHALL BE AS SHOWN ON THE DRAWING. APPLICATION SHALL IS MADE PRIOR TO COMPLETION OR PRIOR TO SHIPMENT OF SHOP BE IN ACCORDANCE WITH RECOMMENDATIONS OF THE AMERICAN PLYWOOD WELDING. ASSOCIATION. 1. SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16" IN SIZE. 2. EACH PANEL SHALL BE IDENTIFIED WITH THE GRADE-TRADEMARK OF THE 2. FLOOR AND ROOF DECK WELDING. AMERICAN PLYWOOD ASSOCIATION AND SHALL MEET THE REQUIREMENTS OF c. VERIFY WELD FILLER MATERIALS CONFORM TO AWS SPECIFICATIONS U.S. PRODUCTS STANDARD PSI, LATEST EDITION FOR PLYWOOD. ALL PANELS AND MANUFACTURER'S CERTIFICATE OF COMPLIANCE IS REQUIRED. WHICH HAVE ANY EDGE OR SURFACE PERMANENTLY EXPOSED TO THE d. PERIODIC INSPECTION OF THE STEEL FRAME TO VERIFY COMPLIANCE WEATHER SHALL BE OF THE EXTERIOR TYPE. WITH THE DETAILS SHOWN ON THE APPROVED CONSTRUCTION 3. FOR FLOORING USE 3/4" T&G STURD-I-FLOOR SHEATHING GLUED AND NAILED DOCUMENTS SUCH AS BRACING, STIFFENING, MEMBER LOCATIONS AND WITH 10D NAILS AT 6" ON CENTER ALONG PANEL EDGES AND AT 12" ALONG PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION. INTERMEDIATE SUPPORTS. e. VERIFY STRUCTURAL STEEL MATERIAL CONFORMS TO ASTM STANDARDS 4. FOR ROOF USE 3/4" (48/24 SPAN RATING) EXPOSURE I SHEATHING NAILED O SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS AND WITH 10D NAILS AT 4" ON CENTER ALONG PANEL EDGES AND AT 12" ALONG MANUFACTURER'S CERTIFIED MILL TEST REPORTS. INTERMEDIATE SUPPORTS. ammo f. PERIODIC VERIFICATION OF HIGH STRENGTH BOLTS, NUTS AND WASHERS 5. EXTERIOR WALLS SHALL HAVE ONE LAYER OF 5/8" EXPOSURE I PLYWOOD OR FOR CONFORMANCE TO ASTM STANDARDS SPECIFIED IN THE APPROVED OSB SHEATHING NAILED WITH 8d (OR 10d) NAILS AT 6" ON CENTER ALONG PANEL Immomm CONSTRUCTION DOCUMENTS AND MANUFACTURER'S CERTIFICATE OF COMPLIANCE. EDGES AND 12" ON CENTER AT INTERMEDIATE SUPPORTS. ALL PANEL EDGES SHALL BE BLOCKED. 4. MASONRY CONSTRUCTION 6. FLOORS AND ROOF SHEATHING SHALL BE INSTALLED WITH THE FACE GRAIN PERPENDICULAR TO SUPPORTS WITH END JOINTS STAGGERED. 1. FROM THE BEGINNING OF MASONRY CONSTRUCTION, THE 7. INSTALL SUITABLE EDGE SUPPORT BY USE OF PLYCLIPS, TONGUE AND FOLLOWING SHALL BE VERIFIED TO ENSURE COMPLIANCE: GROOVE PANELS OR SOLID WOOD BLOCKING SUPPORTS. a. PROPORTIONS OF SITE-PREPARED MORTAR, GROUT AND G. WOOD DECK O PRESTRESSING GROUT FOR BONDED TENDONS. (PERIODICALLY) b. PLACEMENT OF MASONRY UNITS AND CONSTRUCTION OF WOOD DECKING SHALL BE 2x T&G DOUGLAS-FIR LARCH (E=1,800,000 PSI, Fb=1750 PSI). MORTAR JOINTS. (PERIODICALLY) PLANKS SHALL BE SPLICED AT CENTER OF SUPPORT MEMBERS WITH ADJACENT c. PLACEMENT OF REINFORCEMENT, CONNECTORS AND PLANKS SPLICED AT ALTERNATE SUPPORT MEMBERS. EACH DECK PLANK SHALL BE PRESTRESSING TENDONS AND ANCHORAGES. PERIODICALLY) SLANT-NAILED TO THE TONGUE OF THE ADJOINING COURSE WITH 8d NAILS AT 24" ON LC, LC1 d. GROUT SPACE PRIOR TO GROUTING. (CONTINUOUSLY) CENTER WITH ALTERNATE PLANK NAILING OFFSET 12". NAIL EACH PLANK TO EACH L1J (.O CV e. PLACEMENT OF GROUT. (CONTINUOUSLY) SUPPORT WITH (2)-16d NAILS-1 STRAIGHT, 1 SLANTED. WOOD DECKING SHALL BE GLUED L11 - IN THE GROOVE JOINT WITH 40% GLUE COVERAGE. Ce N 2. THE INSPECTION PROGRAM SHALL VERIFY: N H. PREFABRICATED WOOD MEMBERS SHALL BE THE TYPE NOTED ON THE DRAWINGS AND (../, O 0 1=1 LLD a. SIZE AND LOCATION OF STRUCTURAL ELEMENTS. (PERIODICALLY) SHALL BE "BCI-JOIST" AS MANUFACTURED BY BOISE CORPORATION. ALTERNATES WO b. TYPE, SIZE AND LOCATION OF ANCHORS, INCLUDING SHALL BE REVIEWED BY THE ENGINEER. TO BE CONSIDERED, ALTERNATES SHALL LO = OTHER DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL HAVE A LOAD CAPACITY IN BENDING, SHEAR AND DEFLECTION EQUAL TO OR CZ) Q CD MEMBERS, FRAMES OR OTHER CONSTRUCTION. (CONTINUOUSLY) GREATER THAN THE SIZE SHOWN ON THE DRAWINGS. WEB BLOCKING AND BRIDGING --- z c. SPECIFIED SIZE, GRADE AND TYPE OF REINFORCEMENT. (PERIODICALLY) TO BE AS REQUIRED BY THE JOIST MANUFACTURER. � 7,41.d. WELDING OF REINFORCEMENT. (PERIODICALLY) = m CD e. PROTECTION OF MASONRY DURING COLD WEATHER I. LAMINATED VENEER LUMBER MEMBERS SHALL HAVE THE FOLLOWING STRESS (TEMPERATURE BELOW 40 DEGREES F) OR HOT WEATHER CAPACITIES: FB = 2800 PSI, E = 2,000,000 PSI, FC = 750 PSI, FV = 285 PSI. ammo ' J CXD (TEMPERATURE ABOVE 90 DEGREES F). (PERIODICALLY) BUILT UP MEMBERS SHALL BE CONNECTED IN ACCORDANCE WITH MANUFACTURERS' M Q CY') f. APPLICATION AND MEASUREMENT OF PRESTRESSING FORCE. (CONTINUOUSLY) RECOMMENDATIONS. CONTRACTOR SHALL HAVE THE OPTION OF USING 3 1/2" OR Q 5 1/4" WIDE MEMBERS. 07 M 3. PREPARATION OF ANY REQUIRED GROUT SPECIMENS, MORTAR amomml SPECIMENS AND/OR PRISMS SHALL BE OBSERVED. (CONTINUOUSLY) 10. NON-STRUCTURAL ELEMENTS ammo 3. FOUNDATIONS A. ELEMENTS SUCH AS NON-BEARING PARTITIONS, ETC. ATTACHED TO AND/OR SUPPORTED BY THE STRUCTURE SHALL TAKE INTO ACCOUNT DEFLECTIONS AND A. MAXIMUM SOIL DESIGN PRESSURE (ASSUMED) 2000 PSF OTHER STRUCTURAL MOVEMENTS. B. ALL FOOTING BEARING ELEVATIONS SHOWN ARE ASSUMED. EXACT BEARING B. FIRE PROTECTION FOR ALL STRUCTURAL PARTS SHALL BE PROVIDED AND SHALL MEET CO ELEVATIONS SHALL BE VERIFIED IN THE FIELD WITH ACTUAL CONDITIONS BY ALL CODE REQUIREMENTS FOR THE TYPE OF CONSTRUCTION SPECIFIED BY THE CONTRACTOR WITH APPROVAL OF SOILS ENGINEER AND ALL BOTTOMS OF FOOTINGS ARCHITECTURAL DRAWINGS. STRUCTURAL STEEL MEMBERS SHALL BE CONSIDERED SHALL BE A MINIMUM OF 48" BELOW EXTERIOR GRADE. UNRESTRAINED UNLESS NOTED OTHERWISE. 2X6 AT l'-4" C. ALL FOOTINGS ARE TO BE PLACED ON FIRM, UNDISTURBED, NATURAL SOIL OR 11. GENERAL WOOD STUD WALL .7b--\\\- mmml PROPERLY COMPACTED BACKFILL, APPROVED BY THE SOILS ENGINEER. BACKFILL STONE 2X6(TREATED) SHALL BE COMPACTED TO 95% (MINIMUM) MODIFIED PROCTOR DENSITY PER ASTM A. ENGINEER'S ACCEPTANCE MUST BE SECURED FOR ALL STRUCTURAL SUBSTITUTIONS. RE:ARCH. - WITH 1/2"0 ANCHOR BOLT mmml \\ D1557 UNLESS OTHERWISE RECOMMENDED. IF SOFT SPOTS ARE ENCOUNTERED AT 2'-8" REMOVE SOIL AND RECOMPACT WITH APPROVED FILL. B. VERIFY ALL OPENINGS THROUGH FLOORS, ROOF AND WALLS WITH MECHANICAL AND GEMMED (RE: SOIL REPORT FOR DESCRIPTION OF BEARING SOIL). ELECTRICAL CONTRACTORS. VERIFICATION OF LOCATIONS, SIZES, LINTELS AND TOP OF WALL REQUIRED CONNECTIONS ARE CONTRACTOR'S COMPLETE RESPONSIBILITY. AT OPENING RE:ARCH = D. CONTRACTOR SHALL BACKFILL EQUALLY ON EACH SIDE OF FOUNDATION WALLS IN 12 RE:PLAN 1.7/ INCH MAXIMUM VERTICAL LIFTS OR AS RECOMMENDED IN THE SOILS REPORT. REFER C. PRIOR TO INSTALLATION OF MECHANICAL AND ELECTRICAL EQUIPMENT OR OTHER -FLOOR SHEATHING 100'0" TO SOILS REPORT FOR BACKFILL MATERIAL. ITEMS TO BE ATTACHED TO THE STRUCTURE, ENGINEER'S APPROVAL OF CONNECTIONS EXTERIOR PAVING,ETC. RE:ARCH AND SUPPORTS SHALL BE OBTAINED. UNLESS SPECIFICALLY DETAILED ON TO MATCH EXISTING RE:PLAN E. CENTER ALL FOOTINGS UNDER WALLS OR COLUMNS UNLESS NOTED OTHERWISE ON PLANS. ARCHITECTURAL AND STRUCTURAL DRAWINGS, RESPECTIVE SUBCONTRACTOR SHALL FURNISH ALL HANGERS, CONNECTIONS, ETC., REQUIRED FOR INSTALLATION OF HIS ITEMS. F. CONTRACTOR TO PROVIDE, AT HIS EXPENSE, FIELD DENSITY TESTS ON COMPACTED S FILL UNDER FOOTINGS AND INTERIOR SLABS-ON-GRADE. D. PROVIDE ALL EMBEDDED ITEMS IN STRUCTURE AS NOTED ON ARCHITECTURAL, MECHANICAL, ELECTRICAL AND STRUCTURAL DRAWINGS. MISCELLANEOUS EMBEDDED i' - - G. NOTIFY SOILS ENGINEER WHEN EXCAVATION IS COMPLETED SO THAT CONDITIONS MAY ITEMS AND ANCHOR BOLTS SHALL BE FURNISHED BY STEEL SUPPLIER AND INSTALLED I-III-III-'-- 1 ji:Nill BE INSPECTED PRIOR TO PLACEMENT OF ANY FILL OR CONCRETE. BY CONCRETE CONTRACTOR. STEEL SHALL FULFILL ASTM A36. �IPq II�III1E11la I ( • =11 EHE ° 4. CONCRETE E. SUBMIT SHOP DRAWINGS TO ENGINEER FOR REVIEW OF ALL CONCRETE 1=111=11 L4X4X1/4 LFLOOR JOIST REINFORCING AND STRUCTURAL STEEL. THE MANUFACTURING OR FABRICATION CONTINUOUS °S RE:PLAN A. ALL CAST-IN-PLACE CONCRETE SHALL BE MADE WITH TYPE I/II PORTLAND CEMENT, OF ANY ITEMS PRIOR TO WRITTEN REVIEW OF SHOP DRAWINGS WILL BE WITH 5/8"0X 4" 4 STONE AGGREGATE AND SHALL SATISFY THE FOLLOWING REQUIREMENTS: ENTIRELY AT THE RISK OF THE CONTRACTOR. SHOP DRAWINGS NOT REVIEWED AND (EMBED)EXPANSION SIMPSON HANGER STAMPED BY CONTRACTOR PRIOR TO SUBMITTING WILL BE RETURNED AND NOT REVIEWED. ANCHORS AT 2'-O" 2X10(TREATED) CONCRETE ITEM F'C MIX TYPE MAX W/C RATIO % AIR REQ. WITH 1/2"0 ANCHOR BOLT F. WATERPROOFING, VAPOR BARRIERS, ETC., SHALL BE AS SHOWN ON THE ° AT 2'-8" FOOTINGS 3000 psi STD --- --- ARCHITECTURAL DRAWINGS AND AS INDICATED IN THE SPECIFICATIONS. S FOUNDATION WALLS 4000 psi STD --- --- INTERIOR SLABS ON GRADE 4000 psi STD 0.50 --- G. ALL MASONRY AND STONE VENEERS SHALL BE ATTACHED TO INTERIOR AND EXTERIOR RE:PLAN RE:PLAN a EXTERIOR CONCRETE (++) 4500 psi STD 0.45 6%-8% WALLS AS SPECIFIED IN SECTION 1405 OF THE INTERNATIONAL BUILDING CODE. ++ MAXIMUM SLUMP SHALL NOT EXCEED 4". H. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST FIELD AND ARCHITECTURAL DRAWINGS. , a B. CONTRACTOR SHALL SAWCUT OR TROWELCUT JOINTS IN SLABS ON GRADE. JOINTS NOTE: SHALL BE SPACED 12 FEET AND SAWCUT OR TROWELCUT 1/4 OF SLAB DEPTH X 3/16" AT SIM.SECTION STONE WIDE WITHIN 12 HOURS AFTER POURING. CARRY ALL SLAB REINFORCEMENT THROUGH 1-1 .*s ..1E II-1 BOTH SIDES OF WALL JOINT. -III a a III= �-� =0 )1=111g =1 11=1 11= =111=111= C. SLABS, FOOTINGS AND WALLS SHALL NOT HAVE JOINTS IN A 1=111=11 11=111=1 HORIZONTAL PLANE. ANY STOP IN CONCRETE WORK MUST BE MADE AT THIRD POINT OF / 2'0" / SPAN WITH VERTICAL BULKHEADS AND HORIZONTAL SHEAR KEYS UNLESS OTHERWISE SHOWN. ALL CONSTRUCTION JOINTS SHALL BE AS DETAILED OR AS REVIEWED BY THE ENGINEER. D. ALL CONCRETE WORK AND REINFORCEMENT DETAILING SHALL BE IN ACCORDANCE TYPICAL SITE WA L L WITH ACI BUILDING CODE 318 LATEST EDITION, UNLESS NOTED OTHERWISE. USE STANDARD HOOKS FOR DOWELS UNLESS NOTED OTHERWISE. ALL EXPOSED EDGES OF CONCRETE WORK SHALL HAVE 3/4 INCH CHAMFER. 3/4"= 1'4' 5. REINFORCEMENT A. ALL REINFORCING SHALL BE HIGH-STRENGTH DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60 EXCEPT TIES, STIRRUPS AND PLATE ANCHORS WHICH SHALL BE DEFORMED BARS, ASTM DESIGNATION A615, GRADE 40 OR ASTM A706 GRADE 60. 01 BUILDING PERMIT ISSUE 2017-07-19 B. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 GRADE 65 AND SHALL BE PROJECT NO.: 10663 LAPPED ONE FULL MESH AT SIDE AND END SPLICES AND WIRED TOGETHER. C. REINFORCEMENT PROTECTION UNLESS NOTED OTHERWISE: GENERAL 1. CONCRETE POURED AGAINST EARTH 3" NOTES 2. CONCRETE POURED IN FORMS (EXPOSED TO WEATHER OR EARTH) 2" 3. SLABS AND WALLS (NOT EXPOSED TO WEATHER) 3/4" D. REINFORCEMENT PLACEMENT AND TOLERANCES SHALL BE IN ACCORDANCE WITH SECTIONS 7.5, 7.6 AND 7.7 OF ACI 318, LATEST EDITION. F. NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAILED OR AUTHORIZED BYS 0 0 4/ THE STRUCTURAL ENGINEER. LAP SPLICES, WHERE PERMITTED, SHALL BE A MINIMUM OF 48 BAR DIAMETERS UNLESS NOTED OTHERWISE. MAKE ALL BARS CONTINUOUS AROUND CORNERS. F. PLACE TWO #5 (PER 8" THICKNESS) WITH 2'-0" PROJECTION AROUND ALL OPENINGS IN CONCRETE WALLS, AND SLABS. ALSO PROVIDE TWO #5 X 4'-0" DIAGONALLY AT EACH CORNER.