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1. REFER TO THE TYPICAL DETAIL SHEETS FOR TYPICAL DETAILS OF CONSTRUCTION. TYPICAL DETAILS APPLY TO ALL CONSTRUCTION DOCUMENTS AND MAY NOT BE SPECIFICALLY REFERENCE THEREIN. UNLESS SPECIFICALLY NOTED OR SHOWN OTHERWISE, CONTRACTOR IS RESPONSIBLE FOR IDENTIFYING THESE TYPICAL DETAILS PRIOR TO COMMENCEMENT OF WORK. WHERE CONDITIONS REQUIRE MODIFICATIONS OF A TYPICAL DETAIL, THE CONTRACTOR SHALL SUBMIT MODIFIED DETAIL FOR APPROVAL BY THE ENGINEER OF RECORD AND DSA PRIOR TO FABRICATION AND INSTALLATION. DETAIL OF CONSTRUCTION NOT SHOWN SHALL BE OF SAME NATURE AS THOSE SHOWN FOR SIMILAR CONSTRUCTION.
2. CONTRACTOR SHALL CONSIDER THE PROJECT SPECIFICATIONS A PART OF THE CONTRACT DOCUMENTS. SPECIFIC NOTES AND DETAILS ON DRAWINGS GOVERN OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE DISCREPANCIES OCCUR BETWEEN GENERAL NOTES, PLANS, DETAILS AND SPECIFICATIONS, THE MOST STRINGENT REQUIREMENTS SHALL GOVERN. NOTIFY THE AOR OR SEOR IMMEDIATELY WHERE CONFLICT OCCURS BETWEEN DRAWINGS AND SPECIFICATIONS.
3. THESE DOCUMENTS SHALL NOT BE CONSTRUED AS STAND-ALONE DOCUMENTS. CONTRACTOR SHALL COORDINATE WITH ALL OTHER CONSULTANTS WORK.
4. CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO COMMENCEMENT OF WORK AND NOTIFY THE AOR OR SEOR OF ANY CONFLICT. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST ARCHITECTURAL DIMENSIONS. DO NOT SCALE DRAWINGS. IF DIMENSIONS ARE OMITTED OR NOT CLEAR, CONTACT THE AOR OR SEOR. ALL DIMENSIONS RELATED TO EXISTING CONDITIONS SHALL BE FIELD VERIFIED BY THE CONTRACTOR. DIMENSIONS ARE TO CENTERLINE OF COLUMNS UNO. DIMENSIONS GOVERN OVER SCALED DRAWINGS.
5. CONTRACTOR SHALL IMMEDIATELY NOTIFY THE SEOR OF ANY CONFLICTS BETWEEN THE STRUCTURAL DRAWINGS AND OTHER DISCIPLINE DRAWINGS, OR OF EXISTING CONDITIONS NOT SHOWN OR DIFFERENT FROM THOSE SHOWN ON CONTRACT DOCUMENTS PRIOR TO COMMENCEMENT OF WORK.
6. CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE MEANS AND METHODS OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE CONSTRUCTION AND ALL ADJACENT PROPERTIES DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE BUT ARE NOT LIMITED TO BRACING, SHORING OF LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS TO THE SITE BY THE ARCHITECT OR ENGINEER SHALL NOT CONSTITUTE ACCEPTANCE OF CONSTRUCTION MEANS AND METHODS.
7. MODIFICATIONS AND SUBSTITUTION REQUESTS FOR MATERIALS SPECIFIED ON STRUCTURAL DRAWINGS MUST BE ACCEPTED IN WRITING BY SEOR AND DSA PRIOR TO PROCEEDING WITH WORK. CURRENT EVALUATION REPORTS AND PRODUCT INFORMATION SHALL BE PROVIDED TO THE STRUCTURAL ENGINEER DEMONSTRATING THE REQUIRED CAPACITY AND PERFORMANCE OF THE MATERIAL TO BE SUBSTITUTED.
8. CONTRACTOR SHALL COMPLY WITH THE "CONSTRUCTION SAFETY ORDERS" ISSUED BY THE LATEST EDITION OF THE STATE OF CALIFORNIA AND ALL DIVISION OF OCCUPATIONAL SAFETY AND HEALTH REGULATIONS (OSHA) REQUIREMENTS AS THEY APPLY TO THIS PROJECT. THE AOR/SEOR AND THE OWNER DO NOT ACCEPT ANY RESPONSIBILITY FOR THE CONTRACTOR'S FAILURE TO COMPLY WITH THESE REQUIREMENTS.
9. ALL WORK IS NEW UNLESS INDICATED AS EXISTING.
10. WHERE CONSTRUCTION EQUIPMENT AND/OR MATERIALS ARE PLACED OVER ELEVATED STRUCTURE, EQUIPMENT AND/OR MATERIALS SHALL BE DISTRIBUTED SUCH THAT CONSTRUCTION LOADS DO NOT EXCEED THE ROOF/FLOOR DESIGN LIVE LOAD OR RESULTS IN UNBALANCED LOADING CONDITION. CONSTRUCTION LOAD SHALL NOT RESULT IN EXCESSIVE SHORT-TERM OR LONG-TERM DEFLECTIONS IN STRUCTURAL MEMBERS AND SLABS.
11. ADEQUACY OF THE STRUCTURE TO SUPPORT TEMPORARY LOADS DURING CONSTRUCTION SHALL BE VERIFIED BY A LICENSED SHORING ENGINEERS RETAINED BY CONTRACTOR. SHORING SYSTEM SHALL BE DESIGNED AS A COMPLETE SYSTEM THAT INCLUDES BUT NOT LIMITED TO GRAVITY LOADS AND LATERAL LOADS.
12. IN EXISTING STRUCTURE WHERE MODIFICATIONS TO AN EXISTING LOAD-BEARING WALL IS REQUIRED, PROVIDE TEMPORARY BRACING/SHORING UNTIL NEW LOAD-BEARING WALL CONSTRUCTION IS COMPLETED AND LOAD PATH IS RESTORED.
13. REFER TO THE PROJECT SPECIFICATIONS FOR SHOP DRAWING REQUIREMENTS AND SUBMITTALS. SHOP DRAWINGS SHALL BE SUBMITTED TO SEOR PRIOR TO FABRICATION (ALLOW FOR A REVIEW DURATION OF 10 BUSINESS DAYS), AND SHALL CONSIST OF EITHER ELECTRONIC FILES OR TWO HARD COPIES (ONE SET FOR OUR RECORDS AND ONE REPRODUCIBLE SET).
14. REVIEW OF SHOP DRAWINGS AND SUBMITTALS BY THE AOR AND SEOR IS FOR GENERAL COMPLIANCE WITH THE CONTRACT DOCUMENTS AND DOES NOT CONSTITUTE AUTHORIZATION TO DEVIATE FROM TERMS AND CONDITIONS OF CONTRACT. THE CONTRACTOR WILL REMAIN RESPONSIBLE FOR ALL ERRORS OF DETAILING, FABRICATION, AND FOR CORRECT FITTING OF ALL STRUCTURAL MEMBERS, INCLUDING COORDINATION WITH OTHER TRADES. SHOP DRAWINGS AND SUBMITTALS DO NOT CONSTITUTE CHANGE ORDERS. ANY PROPOSED CHANGES TO THE STRUCTURAL DOCUMENTS MUST BE SUBMITTED IN WRITING AS A REQUEST FOR SUBSTITUTION TO THE ARCHITECT AND SEOR FOR APPROVAL.
15. PREPARE PROJECT-SPECIFIC SHOP DRAWINGS, TO SCALE. DO NOT BASE SHOP DRAWINGS ON REPRODUCTIONS OF THE CONTRACT DOCUMENTS.
16. PENETRATION THROUGH SLABS AND WALLS SHALL BE ADEQUATELY IDENTIFIED BY CONTRACTOR AND SUBMITTED TO ENGINEER OF RECORD FOR REVIEW AND APPROVAL PRIOR TO PLACEMENT OF CONCRETE OR CMU. CORE DRILLING SHALL ONLY BE PERMITTED WHERE AUTHORIZED IN WRITING BY SEOR PRIOR TO PROCEEDING WITH THE WORK. CORE DRILLS SHALL NOT CUT ANY REINFORCING, UNLESS PERMITTED BY SEOR IN WRITING. THE CONTRACTOR IS TO COORDINATE WORK OF ALL TRADES TO ENSURE COMPLIANCE. ALL CORE DRILLS ARE TO BE PRESENTED TO THE INSPECTOR OF RECORD (IOR) FOR VERIFICATION. THE IOR IS TO DOCUMENT CORES EXAMINED INDICATING AN ABSENCE OF REINFORCING
17. STRUCTURAL JOINT DIMENSIONS SHOWN ON PLANS AND DETAILS (EXPANSION, SEISMIC, SEPARATION, ETC) WHERE OCCURS INDICATE THE MINIMUM CLEAR DISTANCE REQUIRED. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS AND INFORMATION.
18. CONTRACTOR IS TO ESTABLISH AND VERIFY OPENINGS AND INSERTS FOR ITEMS TO BE INSTALLED BY OTHER TRADES PRIOR TO SUBMITTAL OF SHOP DRAWINGS AND CONSTRUCTION.
19. LOAD-BEARING AND LATERAL-LOAD RESISTING WALLS ARE DESIGNED AS FULLY RESTRAINED AT FLOOR/ROOF LEVEL. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED TO RESIST DEAD, LIVE, LATERAL LOADS AND EQUIPMENT/CONSTRUCTION LOAD DURING CONSTRUCTION.
20. SEE MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR SIZE AND LOCATION OF EQUIPMENT PADS, EQUIPMENT ANCHORAGE TO STRUCTURE, AND EQUIPMENT WEIGHTS; ANCHORAGE OF DUCTWORK, PIPING, ELECTRICAL CONDUITS TO STRUCTURE; ELECTRICAL CONDUIT RUNS, OUTLETS AND BOXES IN CONCRETE SLABS AND WALLS; PIPE SLEEVES, TRENCHES, AND OPENINGS THROUGH WALLS AND SLABS FOR DUCTWORK, PIPE RUNS, AND ELECTRICAL CONDUIT RUNS.
21. MECHANICAL, ELECTRICAL, AND PLUMBING LOADS SHALL BE SUPPORTED FROM BEAMS. EXCEPTION: LIGHT MECHANICAL, ELECTRICAL, AND PLUMBING LOADS MAY BE SUPPORTED BY METAL DECK ASSEMBLY, BUT MUST BE ANCHORED INTO STRUCTURAL CONCRETE BY A SYSTEM HAVING CURRENT ICC-ES REPORT.
22. SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF DOOR AND WINDOW OPENINGS IN STRUCTURAL WALLS; SIZE AND LOCATION OF FLOOR AND ROOF OPENINGS AND SLAB EDGES; SIZE AND LOCATION OF NON-BEARING CMU WALLS AND OPENINGS THEREIN; SIZE AND LOCATION OF CONCRETE CURBS, SLOPES, DEPRESSIONS, DRAINS, NON-STRUCTURAL PARTITIONS, CHANGES IN LEVEL, CHAMFERS AND REVEALS, INSERTS FOR FINISH SYSTEMS; EXTERIOR WALL SYSTEM AND LOCATION; STAIR SIZE AND LOCATION, FRAMING AND DETAILS, UNLESS DETAILED ON STRUCTURAL DRAWINGS; DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS.
23. THESE DRAWINGS SHALL NOT BE USED FOR CONSTRUCTION IF THE STRUCTURAL ENGINEER'S SEAL AND SIGNATURE IS NOT AFFIXED TO THESE DRAWINGS.
24. IN THE EVENT OF CONFLICTS, INCONSISTENCIES AND DISCREPANCIES BETWEEN OR AMONG THE CONTRACT DOCUMENTS THE AOR/SEOR DECIDE WHICH OF THE CONFLICTING REQUIREMENTS WILL GOVERN BASED UPON THE MOST STRINGENT OF THE REQUIREMENTS. THE CONTRACTOR SHALL PERFORM THE WORK CONSISTENT WITH THE AOR/SEOR'S DECISION WITHOUT ADJUSTMENT OF THE CONTRACT SUM OR CONTRACT TIME.
25. SCHEDULE CONSTRUCTION OPERATIONS IN SEQUENCE REQUIRED TO OBTAIN THE BEST RESULTS, WHERE INSTALLATION OF ONE PART OF THE WORK DEPENDS ON INSTALLATION OF OTHER COMPONENTS, BEFORE OR AFTER ITS OWN INSTALLATION. COORDINATE INSTALLATION OF DIFFERENT COMPONENTS TO ENSURE MAXIMUM PERFORMANCE AND ACCESSIBILITY FOR REQUIRED MAINTENANCE, SERVICE, AND REPAIR.
26. FULL REHABILITATION OF BUILDINGS A & B TO COMPLY WITH 2019 CBC PER 2019 CAC SECTION 4-309 (C) SEE REH REPORTS 04-119648 & 04-119691.
GENERAL:1. GOVERNING CODE AUTHORITY: THE DIVISION OF THE STATE ARCHITECT (DSA) - STRUCTURAL
SAFETY.
2. ALL WORK SHALL BE IN CONFORMANCE WITH THE CALIFORNIA BUILDING CODE (CBC) 2019 EDITION, INCLUDING ALL AMENDMENTS BY THE DIVISION OF THE STATE ARCHITECT -STRUCTURAL SAFETY, AND OTHER STANDARDS AND CODES LISTED IN THE CONTRACT DOCUMENT. ALL STANDARDS USED SHALL BE THE LATEST EDITION APPROVED BY THE CODE ENFORCEMENT AGENCY.
ANALYSIS METHOD: EQUIVALENT LATERAL FORCE PROCEDURE
EXISTING BUILDING ASEISMIC FORCE RESISTING SYSTEM:SPECIAL REINFORCED MASONRY SHEAR WALLRESPONSE MODIFICATION COEFFICIENT, R 5.0DEFLECTION AMPLIFICATION FACTOR, CD 3.5OVERSTRENGTH FACTOR, Ω0 2.5SEISMIC RESPONSE COEFFICIENT, CS 0.288V BASE BUILDING A 630 kNO STRUCTURAL IRREQULARITIES PER TABLE 12.3-1 EXIST
NEW RESTROOM BUILDING & BUILDING BSEISMIC FORCE RESISTING SYSTEM:SPECIAL REINFORCED MASONRY SHEAR WALLRESPONSE MODIFICATION COEFFICIENT, R 5.0DEFLECTION AMPLIFICATION FACTOR, CD 3.5OVERSTRENGTH FACTOR, Ω0 2.5SEISMIC RESPONSE COEFFICIENT, CS 0.230V BASE RESTROOM 34.3 kV BASE BUILDING B 69.5 kNO STRUCTURAL IRREQULARITIES PER TABLE 12.3-1 EXIST
NEW LUNCH SHELTER & SIGNAGE TOWERSEISMIC FORCE RESISTING SYSTEM:STEEL ORDINARY CANTILEVER COLUMN SYSTEMRESPONSE MODIFICATION COEFFICIENT, R 1.25DEFLECTION AMPLIFICATION FACTOR, CD 1.25OVERSTRENGTH FACTOR, Ω0 1.25SEISMIC RESPONSE COEFFICIENT, CS 0.921V BASE SHELTER 45.9 kNO STRUCTURAL IRREQULARITIES PER TABLE 12.3-1 EXIST
STRUCTURAL BASIS OF DESIGN:
CONCRETE TYPE
MAX AGGREGATE
SIZE
MIN COMPRESSIVE STRENGTH AT28 DAYS (f'c)
LOCATIONMAX W/C
RATIO
SLAB ON GRADE 3,000 PSI 1" 0.45
ALL OTHER STRUCTURAL CONCRETE (UNO) 3,000 PSI 1" 0.50
STRUCTURAL CONCRETE:1. CONCRETE SHALL BE MIXED, PLACED AND CURED IN ACCORDANCE WITH THE LATEST CBC
EDITION OF ACI 318 AND ACI 301, AND PROJECT SPECIFICATIONS.
2. STRUCTURAL CONCRETE SHALL MEET THE FOLLOWING DESIGN CRITERIA UNLESS NOTED OTHERWISE:
A. MAXIMUM DRY UNIT WEIGHT OF NORMAL-WEIGHT CONCRETE SHALL NOT EXCEED 150 ± 3 PCF.
B. WHEN PLASTICIZER (ASTM C1017, TYPE I OR II) OR WATER REDUCER (ASTM C494, TYPE F OR G) IS USED, MAXIMUM SLUMP SHALL BE 4" PRIOR TO ADMIXTURE AND 8" INCLUDING ADMIXTURE AT THE POINT OF DELIVERY. IN THE ABSENCE OF PLASTICIZER AND WATER REDUCER, SLUMP AT THE POINT OF DELIVERY SHALL NOT EXCEED 4" IN FLATWORKAND 5" ELSEWHERE.
C. WATER-CEMENT (W/C) RATIO INDICATES WATER TO CEMENTITIOUS MATERIALS RATIO.THE MAXIMUM WATER-CEMENT (W/C) RATIO FOR SLABS ON GRADE AND ALL OTHER SLABS RECEIVING ADHERED FLOORING FINISHES SENSITIVE TO MOISTURE SHALL NOT EXCEED 0.45.
D. SLABS ON GRADE, TOPPING SLABS, SHALL HAVE A MAXIMUM SHRINKAGE RATE OF 0.045% MAXIMUM AT 28 DAYS PER ASTM C 157. SUBMIT SHRINKAGE TEST RESULTS AS PART OF CONCRETE MIX DESIGN FOR REVIEW AND APPROVAL BY SEOR.
E. MAXIMUM AGGREGATE SIZE SHALL BE AS NOTED IN TABLE ABOVE, BUT NOT LARGER THAN LEAST OF ONE-FIFTH THE NARROWEST DIMENSION BETWEEN SIDES OF FORMS, ONE-THIRD THE DEPTH OF SLAB, AND THREE-FOURTH THE MINIMUM SPECIFIED CLEAR SPACING BETWEEN INDIVIDUAL REINFORCING BARS OR TENDONS.
F. AGGREGATE GRADATION OF 3/8" MAXIMUM (PEA GRAVEL) SHALL NOT BE USED WHERE FINISHED CONCRETE SURFACE IS EXPOSED TO VIEW.
G. ALL CONCRETE ARE ASSIGNED TO EXPOSURE CLASSES F0, S0, P0 AND C0 AS DEFINED IN TABLE 19.3.1.1 OF ACI 318, UNLESS NOTED OTHERWISE. FOR CONCRETE IN CONTACT WITHGROUND, EXPOSURE CLASS S1 SHALL BE ASSIGNED.
3. CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL OR CAUSE SEGREGATION OF AGGREGATES. IN SUCH CASES, HOPPERS AND VERTICAL CHUTES OR TRUNKS SHALL BE USED. CHUTES OR TRUNKS SHALL BE OF VARIABLE LENGTHS SO THAT FREE UNCONFINED FALL OF CONCRETE SHALL NOT EXCEED SIX FEET. A SUFFICIENT NUMBER OF CHUTES OR TRUNKS SHALL BE USED TO ENSURE THE CONCRETE IS KEPT LEVEL AT ALL TIMES.
4. CONSTRUCTION JOINTS SHALL BE CLEANED AND ROUGHENED BY REMOVING THE ENTIRE SURFACE TO EXPOSE CLEAN AGGREGATE SOLIDLY EMBEDDED IN THE MORTAR MATRIX. SEE PLANS AND DETAILS FOR LOCATION AND TYPE OF CONSTRUCTION JOINT. LOCATIONS OFADDITIONAL CONSTRUCTION JOINTS NOT SHOWN ON THESE PLANS SHALL BE SUBMITTED TO SEOR FOR APPROVAL PRIOR TO CONCRETE PLACEMENT.
5. CONCRETE MIX PROPORTIONING SHALL BE BASED ON FIELD DATA AND/OR LABORATORY TRIAL MIXES AS REQUIRED BY CBC, ACI 318, ACI 214R AND ACI 301. THE CONCRETE SHALL BE WORKABLE AND MEET DURABILITY AND STRENGTH REQUIREMENT OF THE CODE. SUBMIT CONCRETE MIX PROPORTIONING DATA INCLUDING HISTORICAL STRENGTH RECORDS AND/OR LABORATORY TRIAL MIXES FOR EACH TYPE AND COMPRESSIVE STRENGTH PREPARED, SIGNED AND SEALED BY A CALIFORNIA LICENSED CIVIL OR STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL BY AOR/SEOR AND DSA'S LABORATORY ACCEPTANCE PROGRAM (LEA) PRIOR TO CONCRETE PLACEMENT.
6. AGGREGATES IN NORMAL-WEIGHT CONCRETE SHALL BE HARD ROCK AND CONFORM TO ASTM C33. AGGREGATES IN LIGHT-WEIGHT CONCRETE SHALL BE EXPANDED SHALE AND CONFORM TO ASTM C330.
7. PORTLAND CEMENT SHALL BE TYPE Ɪ/ꞮꞮ AND SHALL CONFORM TO ASTM C150, LOW ALKALI. MILL TESTS WITH CERTIFICATES OF COMPLIANCE SHALL BE SUBMITTED.
8. FLY ASH OR OTHER POZZOLANS CONFORMING TO ASTM C618 CLASS F MAY BE USED AS A PARTIAL SUBSTITUTION FOR PORTLAND CEMENT UP TO A MAXIMUM OF 25% TOTAL CEMENTITIOUS MATERIALS BY WEIGHT IF THE MIX DESIGN IS PROPORTIONED BY FIELD EXPERIENCE OR TRIAL MIXTURES.
9. READY-MIXED CONCRETE SHALL BE BATCHED, MIXED AND DELIVERED IN CONFORMANCE WITH ASTM C94.
10. ADMIXTURES SHALL CONFORM WITH THE FOLLOWING REQUIREMENTS:WATER REDUCTION AND SETTING TIME MODIFICATION IN CONFORMANCE WITH ASTM C494PRODUCING FLOWING CONCRETE IN CONFORMANCE WITH ASTM C1017.AIR ENTRAINMENT IN CONFORMANCE WITH ASTM C260.INHIBITING CHLORIDE-INDUCED CORROSION IN CONFORMANCE WITH C1582.
11. LEAN CONCRETE, WHERE SPECIFICALLY INDICATED, SHALL CONTAIN 2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE.
12. DRYPACK OR NON-SHRINK GROUT SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 5000 PSI, AND CONSIST OF MASTERFLOW 713, EUCON NS GROUT, SIKA GROUT 212, OR APPROVED EQUAL. FOR THICK GROUT LAYERS FOLLOW MANUFACTURER'S GUIDELINES TO ATTAIN THE REQUIRED STRENGTH, WHICH MAY INCLUDE THE ADDITION OF PEA FINE AGGREGATES. FOR BASE PLATES LARGER THAN 6 SQUARE FEET, USE HI-FLOW GROUT OR MASTERFLOW 928.
13. DO NOT USE ANY CONCRETE OR GROUT CONTAINING CHLORIDES. WATER USED IN MIX SHALL BE CLEAN AND POTABLE.
14. PRIOR TO ERECTING ANY ELEMENTS THAT LOAD THE FOUNDATION, CONCRETE MUST REACH AN UNCONFINED COMPRESSION STRENGTH OF 2000 PSI MINIMUM AS DETERMINED BY TESTING ORPREVIOUSLY DOCUMENTED DATA FOR THE MIX DESIGN USED UNDER SIMILAR CONDITIONS, AND MUST BE ALLOWED TO CURE FOR A MINIMUM OF 3 DAYS.
15. MAINTAIN CONCRETE ABOVE 50 DEGREES FAHRENHEIT AND IN A MOIST CONDITION FOR A MINIMUM OF 7 DAYS AFTER PLACEMENT UNLESS OTHERWISE ACCEPTED BY SEOR.
16. SEE ARCHITECTURAL DRAWINGS FOR WALL OPENING SIZES AND LOCATIONS, WALL OFFSETS, CHAMFERS, KERFS, DRIPS AND FOR EXTENT OF DEPRESSIONS, RAMPS, ETC.
17. PROVIDE SLEEVES FOR ALL PIPES THROUGH CONCRETE WALLS AND FOOTINGS WHERE SHOWN ON THESE DRAWINGS. CORING IS NOT PERMITTED WITHOUT PRIOR APPROVAL BY THE SEOR.
18. EXPOSED CORNERS OF SLABS, BEAMS, WALLS, COLUMNS, ETC. SHALL BE FORMED WITH 3/4" CHAMFER OR 1/2" RADIUS TOOLED EDGE, UNO.
19. SUBMIT SHOP DRAWINGS INDICATING LOCATIONS OF CONCRETE CONSTRUCTION JOINTS TO SEOR FOR REVIEW AND APPROVAL PRIOR TO PLACING CONCRETE. LOCATE CONSTRUCTION JOINTS TO MINIMIZE EFFECTS OF SHRINKAGE AND AT POINTS OF LOW STRESS. HORIZONTAL CONSTRUCTION JOINTS ARE NOT PERMITTED IN BEAMS AND SLABS UNLESS SPECIFICALLYSHOWN ON THE DRAWINGS OR APPROVED BY SEOR PRIOR TO CONSTRUCTION.
20. PRIOR TO PLACING CONCRETE, REINFORCING BARS (INCLUDING WELDED WIRE REINFORCEMENT), EMBEDDED PLATES, ANCHOR BOLTS, AND OTHER CONCRETE EMBEDMENTS SHALL BE WELL SECURED IN POSITION.
21. CONCRETE PLACEMENT SHALL CONFORM TO ACI 304 AND CONTRACT DOCUMENTS. INTENTIONALLY ROUGHEN ALL PREVIOUSLY HARDENED CONCRETE SURFACES TO A FULL AMPLITUDE OF 1/4-INCH AGAINST WHICH FRESH CONCRETE IS PLACE.
22. CURING COMPOUNDS, SEALERS, HARDENERS, ETC., USED ON CONCRETE THAT RECEIVES A FINISH SHALL BE APPROVED BY THE ARCHITECT BEFORE USE.
1. DESIGN OF FOUNDATION SYSTEM IS BASED ON RECOMMENDATIONS PROVIDED IN THE GEOTECHNICAL REPORT AS NOTED BELOW:• GEOTECHNICAL REPORT BY LEIGHTON CONSULTING, INC.• PROJECT NO 12744.001• REPORT DATE JUNE 22, 2020• ADDENDUM DATE N/A
THE GEOTECHNICAL REPORT SHALL BE CONSIDERED PART OF THE CONTRACT DOCUMENTS.
2. FOUNDATIONS SHALL BE FOUNDED ON UNDISTURBED NATURAL SOIL OR ENGINEERING FILL PER RECOMMENDATIONS IN THE GEOTECHNICAL REPORT. MINIMUM FOUNDATION WIDTH AND EMBEDMENT ARE AS NOTED BELOW:• MINIMUM FOOTING WIDTH 12"• MINIMUM FOOTING EMBEDMENT (BOTTOM OF FOOTING
ELEVATION RELATIVE TO LOWEST ADJACENT GRADE) 12"
3. SPREAD FOOTING AND CONTINUOUS WALL FOOTING DESIGN IS BASED ON THE SOIL NET ALLOWABLE BEARING PRESSURE AS NOTED BELOW:• DEAD LOAD + LIVE LOAD 1,200 PSF• DEAD LOAD + LIVE LOAD + LATERAL LOADS
OF FOOTING (INCLUDING 1/3 INCREASE) 1,600 PSF• MAXIMUM NET ALLOWABLE BEARING PRESSURE 2,000 PSF• MAXIMUM NET ALLOWABLE BEARING PRESSURE
(INCLUDING 1/3 INCREASE) 2,667 PSF
4. RESISTANCE TO LATERAL LOADS ARE PROVIDED BY FRICTION AT BASE AND SIDES OF FOOTINGS AND PASSIVE RESISTANCE, AS NOTED BELOW BY PROPERLY COMPACTED ENGINEERED FILL OR UNDISTURBED NATURAL SOIL:• ALLOWABLE COEFFICIENT OF FRICTION 0.4• ALLOWABLE PASSIVE PRESSURE (PER FOOT OF DEPTH
OF FOOTING) 350 PSF
FRICTION RESISTANCE AND PASSIVE RESISTANCE ARE COMBINED WITHOUT REDUCTION.
5. FOUNDATIONS FOR MINOR ANCILLARY STRUCTURES NOT ATTACHED TO THE MAIN BUILDING (I.E. PLANTER WALLS OR TRASH ENCLOSURES) ARE DESIGNED FOR A NET ALLOWABLE BEARING PRESSURE OF 1200 PSF. BOTTOM OF FOOTINGS SHALL BE MINIMUM 12" BELOW LOWEST ADJACENT GRADE AND ESTABLISHED ON 12" OF PROPERLY COMPACTED FILL OR UNDISTURBED NATIVE MATERIALS PER GEOTECHNICAL REPORT.
6. ALL GRADING, FOUNDATION, AND DRAINAGE PLANS SHALL BE REVIEWED BY THE GEOTECHNICAL ENGINEER UPON SUBMITTAL. A CERTIFIED LETTER BY THE GEOTECHNICAL ENGINEER IS REQUESTED STATING THAT THE RECOMMENDATIONS CONTAINED WITHIN THE SOILS REPORT HAVE BEEN INCORPORATED INTO THE PROJECT PLANS AND SPECIFICATIONS PRIOR TO CONSTRUCTION.
7. THE CONTRACTOR SHALL CONFORM TO ALL RECOMMENDATIONS AND CONDITIONS INDICATED IN THE GEOTECHNICAL REPORT. THE GEOTECHNICAL ENGINEER SHALL OBSERVE ALL FOOTING EXCAVATIONS PRIOR TO CONCRETE PLACEMENT.
8. SUBSURFACE SOIL PREPARATION:A. ALL EXISTING UNDOCUMENTED FILL WITHIN FOOTPRINT OF PROPOSED WORK SHALL
BE REMOVED AND RECOMPACTED PER GEOTECHNICAL ENGINEER'S RECOMMENDATION. ALL TOPSOILS SHALL BE REMOVED AS REQUIRED BY THE GEOTECHNICAL ENGINEER.
B. THE OVER-EXCAVATION SHALL EXTEND HORIZONTALLY 2 FEET BEYOND EDGE OF PROPOSED FOOTING PERIMETER AND 1 FOOT BELOW BOTTOM OF FOOTING ELEVATIONS PER RECOMMENDATIONS IN THE GEOTECHNICAL REPORT.
C. GEOTECHNICAL ENGINEER SHALL BE RETAINED DURING THE OVEREXCAVATION PROCESS. THE ACTUAL DEPTH OF REMOVAL WILL BE DETERMINED DURING GRADING OPERATIONS.
D. OFFSITE FILL MATERIAL SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT.
9. PRIOR TO CONTRACTOR REQUESTING A DSA PROJECT INSPECTOR FOUNDATION INSPECTION, THE GEOTECHNICAL ENGINEER SHALL ADVISE THE BUILDING OFFICIAL IN WRITING THAT: A. THE BUILDING PAD WAS PREPARED IN ACCORDANCE WITH THE GEOTECHNICAL
REPORT.B. THE UTILITY TRENCHES HAVE BEEN PROPERLY BACKFILLED AND COMPACTED.C. THE FOUNDATION EXCAVATIONS COMPLY WITH THE INTENT OF THE GEOTECHNICAL
REPORT.
10. SPREAD FOOTINGS ARE CENTERED UNDER WALLS AND COLUMNS, UNO.
11. FOUNDATION EXCAVATION SHALL BE CONTINUOUSLY INSPECTED BY THE GEOTECHNICAL ENGINEER OF RECORD, RETAINED BY OWNER.
12. FOUNDATION EXCAVATION, BACKFILLING, AND COMPACTION SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER OF RECORD AND IOR PRIOR TO PLACEMENT OF REINFORCING STEEL AND CONCRETE. GEOTECHNICAL ENGINEER SHALL PROVIDE A LETTER OF COMPLIANCE TO THE OWNER.
13. CONTRACTOR SHALL PROTECT ALL UTILITY LINES, ETC. ENCOUNTERED DURING EXCAVATION AND BACKFILLING. THE AOR AND SEOR ARE NOT RESPONSIBLE FOR THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES WHETHER OR NOT SHOWN ON THE DRAWINGS. THE LOCATION OF ANY EXISTING UNDERGROUND UTILITIES SHOWN ON THE DRAWINGS ARE APPROXIMATE. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE OWNER SHOULD ANY SUCH UNIDENTIFIED CONDITIONS BE DISCOVERED. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGES WHICH MAY RESULT FROM FAILURE TO EXACTLY LOCATE AND PRESERVE ALL EXISTING UNDERGROUND UTILITIES.
14. THE SLAB ON GRADE IS NOT DESIGNED TO SUPPORT TRAFFIC FROM CRANES OR OTHER HEAVY CONSTRUCTION VEHICLES. CONTRACTOR SHALL REPAIR OR REPLACE DAMAGED CONCRETE SLABS AT NO ADDITIONAL COST TO OWNER.
15. FOUNDATIONS MAY BE CAST DIRECTLY AGAINST EXCAVATIONS PROVIDED THAT EXCAVATION IS CAPABLE OF MAINTAINING A VERTICAL CUT WITHOUT SLOUGHING FOR A PERIOD OF AT LEAST 72 HOURS. FOUNDATION SHALL BE CAST NO MORE THAN 72 HOURS AFTER FOOTING EXCAVATION. FOUNDATION DIMENSION SHALL BE ENLARGED BY AN ADDITIONAL ONE INCH FOR THE SIDE CAST AGAINST EARTH.
16. FINISHED GRADING IMMEDIATELY ADJACENT TO BUILDING PERIMETER SHALL BE SLOPED AWAY FROM BUILDING TO PROVIDE POSITIVE DRAINAGE. LANDSCAPE IRRIGATION SHALL NOT OCCUR WITHIN FIVE FEET OF BUILDING PERIMETER EXCEPT WHEN ENCLOSED IN PLANTERS THAT DIRECT DRAINAGE AWAY FROM STRUCTURE AND FOUNDATIONS. DISCHARGE FROM DOWNSPOUTS AND ROOF DRAINS SHALL NOT OCCUR ONTO UNPROTECTED SOILS WITHIN FIVE FEET OF BUILDING PERIMETER.
17. REFER TO ARCHITECTURAL DRAWINGS FOR LOCATION OF CONTROL JOINTS (CJ). WHERE CONTROL JOINTS ARE NOT INDICATED ON CONTRACT DOCUMENTS, SUBMIT SHOP DRAWINGS LOCATING ALL CONTROL JOINTS FOR REVIEW AND APPROVAL BY AOR PRIOR TO CONCRETE PLACEMENT. MAXIMUM SPACING BETWEEN CONTROL JOINTS IN EACH DIRECTION IS 12'-6" AND AREA BETWEEN CONTROL JOINTS SHALL NOT EXCEED 150 SQUARE FEET WITH ASPECT RATIO NOT GREATER THAT 2:1.
GEOTECHNICAL & FOUNDATION:
1. DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO LATEST CBC REFERENCED EDITION OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" (ANSI/AISC 360) AND AISC "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS (ANSI/AISC 341).
2. ALL WORK SHALL BE IN CONFORMANCE WITH ANY AND ALL TESTING, INSPECTION, QUALIFICATION, AND QUALITY ASSURANCE PROVISIONS AS REQUIRED BY THE BUILDING CODE AND ANY APPLICABLE STANDARDS. THESE STANDARDS INCLUDE, BUT ARE NOT LIMITED TO THE LATEST CBC REFERENCED EDITION OF THE FOLLOWING CODES:
• ANSI/AISC 360 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" • ANSI/AISC 341 "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS"• AWS D1.1 "STRUCTURAL WELDING CODE - STEEL"• AWS D1.8 "STRUCTURAL WELDING CODE - SEISMIC SUPPLEMENT"• RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS"• ANSI/AISC 303 " CODE OF STANDARD PRACTICE FOR STEEL BUILDING AND BRIDGES"• ANSI/AISC 358 " PREQUALIFIED CONNECTIONS FOR SPECIAL AND INTERMEDIATE STEEL
MOMENT FRAMES FOR SEISMIC APPLICATIONS"
CONFORMANCE TO SUPPLEMENTS TO THESE STANDARDS, IF PUBLISHED ON OR BEFORE THE DATE OF PERMIT ISSUANCE, IS ALSO REQUIRED. ALTHOUGH THESE CONTRACT DOCUMENTS INCLUDE GENERAL REFERENCES TO CODES AND STANDARDS, AND REFERENCES TO OR INCLUSIONS OF SPECIFIED PROVISIONS, OMISSIONS OF ANY APPLICABLE CODE, STANDARD, OR PROVISION DOES NOT RELIEVE THE GENERAL CONTRACTOR FROM COMPLIANCE TO THE APPLICABLE REQUIREMENTS. COORDINATION OF QUALITY CONTROL AND QUALITY ASSURANCE IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR.
3. STRUCTURAL STEEL MATERIAL SHALL CONFORM TO THE FOLLOWING ASTM STANDARDS, UNO:
SHAPE MATERIAL/GRADEWIDE FLANGE SECTIONS ASTM A992PLATE, ANGLE, CHANNEL & TEES ASTM A36 (UNO)PLATES USED IN SFRS ASTM A572 (50 KSI)SQUARE OR RECTANGULAR HSS ASTM A500, GRADE B (46 KSI)ROUND HSS ASTM A500, GRADE C (46 KSI)PIPES ASTM A53, GRADE B (35 KSI)MACHINE BOLTS (MB) ASTM A307HIGH-STRENGTH BOLTS (CONVENTIONAL) ASTM F3125 GRADE A325 (TYPE 1) UNOHIGH-STRENGTH BOLTS (TWIST-OFF-TYPETENSION-CONTROLLED) ASTM F3125 GRADE F1852 (TYPE 1) UNOTHREADED RODS USED AS ANCHOR BOLTS ASTM F1554, GRADE 36 (UNO)THREADED RODS USED IN SFRS ASTM F1554, GRADE 55 (WELDABLE
WITH SUPPLEMENT S1)
4. HEADED STUD ANCHORS (SHEAR CONNECTOR STUDS ) IN CONCRETE SHALL BE NELSON TYPE S3L (ICC ESR-2856) OR AN APPROVED EQUAL, AND SHALL CONFORM TO ASTM A29-12, GRADES 1010 THROUGH 1020, COLD-DRAWN STEEL, WITH A MINIMUM ULTIMATE TENSILE STRENGTH OF 65 KSI. HEADED STUDS WELDING TEST AND INSPECTION SHALL CONFORM TO AWS D1.1, CHAPTER 7.
5. ALL STEEL FABRICATION SHALL BE PERFORMED BY A LICENSED FABRICATOR.
6. ALL STRUCTURAL STEEL AND MISCELLANEOUS STEEL PERMANENTLY EXPOSED TO WEATHER OR GROUND SHALL BE HOT-DIP GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH ASTM A385 UNLESS A WEATHER PROOF COATING IS SPECIFIED BY THE ARCHITECT, UNO. STAINLESS AND WEATHERING STEELS, WHERE SPECIFIED, ARE EXEMPT FROM THIS REQUIREMENT. GALVANIZED SURFACES SHALL BE PROTECTED DURING CONSTRUCTION AND SHALL BE REPAIRED AS NECESSARY. BOLTED CONNECTIONS PERMANENTLY EXPOSED TO WEATHER SHALL USE GALVANIZED HIGH-STRENGTH BOLTS ASTM F3125 GRADE A325 TYPE 1 OR GALVANIZED ASTM F3125 GRADE F1852 TYPE 1. WELDED CONNECTIONS PERMANENTLY EXPOSED TO WEATHER SHALL RECEIVE ZINC RICH TOUCH UP PAINT (COORDINATE WITH AOR)
7. ALL ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALL COMPLY WITH AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" (ANSI/AISC 303), SECTION 10.
8. SEE ARCHITECTURAL DRAWINGS FOR NAILER HOLES, WELDED STUDS OR OTHER ITEMS NOT SHOWN IN STRUCTURAL DRAWINGS.
9. WHERE STEEL IS EMBEDDED IN CONCRETE OR MASONRY, PROVIDE HOLES AS REQUIRED FOR PASSAGE OF CONTINUOUS REINFORCING BARS WHERE INDICATED ON DRAWINGS.
10. DO NOT CUT HOLES IN STRUCTURAL STEEL WITHOUT WRITTEN APPROVAL OF THE SEOR.
11. PLACE NON-SHRINK OR DRYPACK GROUT UNDER ALL BASE PLATES AND ALLOW TO CURE BEFORE APPLYING ANY LOAD.
12. ALL STRUCTURAL STEEL SHALL BE ERECTED PLUMB AND TRUE TO LINE. TEMPORARY BRACING SHALL BE INSTALLED AND SHALL BE LEFT IN PLACE UNTIL OTHER MEANS IS PROVIDED TO ADEQUATELY BRACE THE STRUCTURE.
13. PROVIDE UPWARD CAMBER TO ALL BEAMS SPECIFIED TO HAVE CAMBER. AMOUNT MEASURES IN THE FIELD PRIOR TO ERECTION SHALL NOT DEVIATE MORE THAN ALLOWED BY AISC SPECIFICATIONS. BEAMS WITHOUT SPECIFIED CAMBER SHALL BE FABRICATED TO SO THAT ANY MINOR CAMBER DUE TO ROLLING SHALL BE UPWARD AFTER ERECTION.
14. SUBMIT SHOP DRAWINGS TO AOR OR SEOR FOR REVIEW AND, UPON REQUEST, TO GOVERNING CODE AUTHORITY. INDICATE AN ERECTION SEQUENCE OF WELDING TO MINIMIZE LOCKED-UP STRESSES OR DISTORTION FOR MOMENT-RESISTING STEEL FRAMES.
15. COMPOSITE STRUCTURAL BEAMS AND GIRDERS ARE DESIGNED FOR UNSHORED CONSTRUCTION UNLESS NOTED OTHERWISE.
16. ALL STEEL NOT ENCASED IN CONCRETE, MASONRY, OR FIREPROOFING SHALL BE SHOP PRIMED AND PAINTED PER SPECIFICATIONS, EXCEPT FOR TOP FLANGE OF BEAMS SUPPORTING METAL DECK. ANY ABRASIONS OR UNPAINTED AREAS SHALL BE REPAIRED AFTER ERECTION.
17. HOURLY FIRE RESISTIVE REQUIREMENTS FOR STRUCTURAL STEEL MEMBERS SHALL BE DETERMINED PER CBC TABLE 601. REFER TO ARCHITECTURAL DRAWINGS FOR BUILDING TYPES OF CONSTRUCTION AND FIREPROOFING MATERIALS.
18. SEE "HIGH-STRENGTH BOLT" AND "WELDING" NOTES FOR ADDITIONAL INFORMATION.
19. CONTRACTOR SHALL PROVIDE ALLOWANCE FOR 5 TONS OR 2% OF STRUCTURAL STEEL WHICHEVER IS GREATER TO BE FABRICATED AND/OR ERECTED DURING THE PROGRESS OF CONSTRUCTION AS MAY BE DIRECTED BY THE AOR/SEOR. THE UNUSED PORTION SHALL BE CREDITED TO THE OWNER AT THE COMPLETION OF STRUCTURAL STEEL WORK.
STRUCTURAL STEEL:
1. SEE "STRUCTURAL STEEL" NOTES FOR ADDITIONAL INFORMATION.
2. WELDING PROCEDURES, ELECTRODES AND WELDER QUALIFICATIONS SHALL CONFORM TO THE LATEST CBC REFERENCED EDITION OF THE CODE:- STRUCTURAL WELDING CODE-STEEL AWS D1.1 BY AMERICAN WELDING SOCIETY.- AISC "SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" (ANSI/AISC 360).
3. WELDERS SHALL BE CERTIFIED TO CONFORM WITH AWS STANDARDS AND APPROVED BY THE GOVERNING CODE AUTHORITY.
4. WELDS SHALL BE PREQUALIFIED PER AWS D1.1. NON-PREQUALIFIED WELDED JOINTS SHALL BE QUALIFIED BY TEST AND SUPPORTING PROCEDURE QUALIFICATION RECORD (PQR).
5. SUBMIT TO AOR AND SEOR WRITTEN WELDING PROCEDURE SPECIFICATION (WPS) FOR ALL WELDS USED ON PROJECT PRIOR TO FABRICATION FOR REVIEW AND APPROVAL. FOR WELDS NOT PREQUALIFIED, THE SUPPORTING PROCEDURE QUALIFICATION RECORD (PQR) SHALL ALSO BE SUBMITTED WITH THE WPS. WPS SHALL BE IN ACCORDANCE TO AWS D1.1, AND SHALL INCLUDE THE FOLLOWING INFORMATION FOR EACH WELD TYPE POSITION:
a. BASE METAL TYPES AND THICKNESS.b. SKETCH OF JOINT DESCRIBING GEOMETRY AND APPLICABLE DIMENSIONS, WELD TYPE AND
SIZE, SEQUENCE OF WELD DEPOSITION AND MAXIMUM LAYER THICKNESS AND BEAD WIDTHS.c. APPLICABLE WELD PROCESS (SWAM OF FCAW).d. ELECTRODE MANUFACTURER'S TECHNICAL INFORMATION AND CERTIFICATE OF
CONFORMANCE.e. FILLER METAL PER AWS STANDARD AND ELECTRODE SPECIFICATION AND CLASSIFICATION.f. ELECTRICAL CHARACTERISTICS FOR WELD PROCESS USED SUCH AS TYPE OF CURRENT AND
ACCEPTABLE RANGE OF CURRENT MEASURED IN AMPERAGE, VOLTAGE RANGE, AND ELECTRODE DIAMETER. FOR WELD FEED PROCESS, INDICATE MANUFACTURER RECOMMENDED WIRE SPEED, MELT OFF RATE AND DEPOSITION RATE.
6. WELDING OF STRUCTURAL STEEL SHALL BE PERFORMED PER AWS D1.1 USING E70XX ELECTRODES UNLESS OTHERWISE NOTED. ELECTRODE DIAMETER SHALL NOT EXCEED PREQUALIFIED LIMITS SHOWN IN AWS D1.1 TABLE 3.7, AS APPLICABLE. FOR FCAW PROCESS, MAXIMUM ELECTRODE SIZE SHALL NOT EXCEED 1/8 INCH.
7. ALL FULL PENETRATION WELDS SHALL BE ULTRASONIC TESTED (UT) PER AWS D1.1 AND D1.8REQUIREMENTS AS APPLICABLE.
8. SHOP WELDING, INCLUDING ULTRASONIC TESTING OF FULL PENETRATION WELDS SHALL BE PERFORMED ON THE PREMISES OF AN APPROVED FABRICATOR.
9. ALL GROOVE OR BUTT WELDS SHALL BE COMPLETE PENETRATION WELDS, UNO. ALL EXPOSED BUTT WELDS SHALL BE GROUND SMOOTH.
10. ALL EXPOSED WELDS ON ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALL COMPLY WITH AISC CODE OF STANDARD PRACTICE, SECTION 10.
11. GRIND ALL EXPOSED WELDS SMOOTH IN ALL STEEL DESIGNATED AS ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) OR WHERE INDICATED IN ARCHITECTURAL AND/OR STRUCTURAL DRAWINGS.
12. FIELD WELD SYMBOLS SHOWN IN CONTRACT DOCUMENT REFLECT ENGINEERING INTENT AND NO ATTEMPT IS MADE TO IDENTIFY AND/OR CLASSIFY TYPES OF WELDS. AT FABRICATOR'S OPTION, ANY WELD INDICATED ON CONTRACT DOCUMENT AS FIELD WELD MAY BE SHOP WELDED AND ANY WELD INDICATED ON CONTRACT DOCUMENT AS SHOP WELD MAY BE FIELD WELDED AND VICE VERSA. FABRICATOR SHALL CONSIDER MEANS & METHODS OF CONSTRUCTION, ERECTION TOLERANCES, PLACEMENT TOLERANCES, SEQUENCING, INSPECTION, ETC.
13. WELDING OF SHEET METAL AND METAL STUDS SHALL BE IN ACCORDANCE WITH AWS D1.3.
14. TESTING LABORATORY WILL VERIFY COMPLIANCE WITH ACCEPTED WPS AND WILL PROMPTLY NOTIFY AOR/SEOR IF DEVIATIONS ARE FOUND.
1. "SFRS" (SEISMIC FORCE RESISTING SYSTEM) INDICATES THAT PART OF THE STRUCTURAL SYSTEM THAT HAS BEEN CONSIDERED IN THE DESIGN TO PROVIDE REQUIRED RESISTANCE TO SEISMIC FORCES PRESCRIBED IN THE APPLICABLE BUILDING CODE. THE VERTICAL FORCE-RESISTING ELEMENTS OF THE SEISMIC-FORCE RESISTING SYSTEM ARE IDENTIFIED ON THE STRUCTURAL DRAWINGS.
2. "DIAPHRAGMS" ARE UNTOPPED STEEL DECK TO TRANSFER LOAD TO AND BETWEEN ELEMENTS OF THE SEISMIC FORCE - RESISTING SYSTEM. DIAPHRAGMS SHALL BE CONSIDERED PART OF SEISMIC FORCE-RESISTING SYSTEM (SFRS).
3. "COLLECTOR LINE" INDICATES MEMBERS AND CONNECTIONS THAT SERVE TO TRANSFER LOADS BETWEEN DIAPHRAGMS AND THE VERTICAL FORCE-RESISTING ELEMENTS OF THE SEISMIC FORCE-RESISTING SYSTEM. COLLECTOR LINES SHALL BE CONSIDERED PART OF SEISMIC FORCE-RESISTING SYSTEM (SFRS).
4. DETAILS, MATERIALS, WORKMANSHIP, AND TESTING AND INSPECTION REQUIREMENTS OF WELDED JOINTS IN THE SFRS SHALL CONFORM TO THE LATEST CBC REFERENCED EDITION OF THE FOLLOWING CODES AND STANDARDS:a. AWS D1.1 "STRUCTURAL WELDING CODE-STEEL"b. AWS D1.8 "STRUCTURAL WELDING CODE-SEISMIC SUPPLEMENT"c. ANSI/AISC 341, "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS" SECTION J
(QUALITY CONTROL AND QUALITY ASSURANCE)
5. WELD MATERIALS USED IN SLRS WELDED CONNECTIONS SHALL CONFORM TO THE FOLLOWING TOUGHNESS REQUIREMENTS:a. WELDED CONNECTIONS SHALL BE MADE WITH A FILLER METAL MEETING THE REQUIREMENTS
SPECIFIED IN CLAUSES 6.1, 6.2 AND 6.3 OF AWS D1.8/D1.8M CAPABLE OF PROVIDING A MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FT-LB AT 0°F AS DETERMINED BY THE APPROPRIATE AWS CLASSIFICATION TEST METHOD.
b. WELDED CONNECTIONS DESIGNATED AS "DEMAND CRITICAL", SHALL BE MADE WITH A FILLER METAL MEETING THE REQUIREMENTS SPECIFIED IN AWS D1.8/D1.8M CLAUSES 6.1, 6.2 AND 6.3 CAPABLE OF PROVIDING A MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FT-LB AT -20°F AS DETERMINED BY THE APPROPRIATE AWS CLASSIFICATION TEST METHOD, AND 40 FT-LB AT 70°F AS DETERMINED BY CHAPTER J OF ANSI/AISC 341.
c. FOR HOT ROLLED SHAPES WITH FLANGE THICKNESS EQUAL TO OR GREATER THAN 1 1/2 INCHES AND PLATES WITH THICKNESS EQUAL TO OR GREATER THAN 2 INCHES SHALL HAVE A MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FT-LB AT 70°F.
6. WELDERS PERFORMING WELDING WITHIN THE "SFRS" SHALL BE QUALIFIED IN ACCORDANCE WITH AWS D1.8 CHAPTER 5.
7. HYDROGEN LEVEL FOR ELECTRODES USED IN SFRS WELDED JOINTS SHALL MEET THE REQUIREMENTS PER AWS D1.8 AND ANSI/AISC 341. ELECTRODES FOR ALL OTHER WELDS SHALL BE LOW HYDROGEN TYPE.
STRUCTURAL STEEL (CONTINUED):WELD:
STEEL IN SEISMIC FORCE RESISTING SYSTEM (SFRS):
1. SEE "AS BUILT" DRAWINGS FOR EXISTING BUILDING ITEMS NOT SHOWN OR NOTED.
2. FIELD VERIFY ALL CONDITIONS & DIMENSIONS PRIOR TO SHOP DRAWING PRODUCTION ANDFABRICATION OF STRUCTURAL ELEMENTS.
3. WHERE ALL OTHER EXISTING CONDITIONS VARY SIGNIFICANTLY FROM THOSE SHOWN ON THESE DRAWINGS, THE STRUCTURAL ENGINEER SHALL BE NOTIFIED PRIOR TO CONTINUED CONSTRUCTION RELATED TO SUBJECT CONDITIONS.
4. SHORE ALL EXISTING CONSTRUCTION AS REQUIRED, INCLUDING WHERE WELDING TO EXISTING STEEL FRAMING. SHORING DESIGN BY OTHERS.
5. ALL EXISTING CONCRETE SURFACES TO BE IN CONTACT WITH NEW CONCRETE SHALL BEROUGHENED TO 1/4" MINIMUM AMPLITUDE. USE ICC APPROVED BONDING AGENT ON EXISTINGCONCRETE PRIOR TO PLACING NEW CONCRETE.
6. VERIFY LOCATION OF EXISTING REBAR BEFORE FABRICATION USING NON-DESTRUCTIVE TESTING.EXISTING REINFORCING SHALL BE AVOIDED WHERE DRILLING FOR POST-INSTALLED ANCHORS OR CONCRETE DOWELS.
7. THE GENERAL CONTRACTOR SHALL COORDINATE THE WEIGHT AND SPECIFIC LOCATION OF ALLMECHANICAL EQUIPMENT WITH THE STRUCTURAL FRAMING. IF THE EQUIPMENT DEVIATES INWEIGHT OR LOCATION FROM THOSE INDICATED IN THE DRAWINGS, THE STRUCTURAL ENGINEER'S APPROVAL MUST BE OBTAINED PRIOR TO INSTALLATION OF THE UNITS.
8. ALL EXISTING WOOD FRAMING MEMBERS SUPPORTING NEW MECHANICAL UNITS SHALL BEINSPECTED FOR DAMAGE AND DETERIORATION PRIOR TO INSTALLATION OF THE UNITS. NOTIFY THE STRUCTURAL ENGINEER IF DAMAGE OR DETERIORATION IS DISCOVERED.
9. ALL EXISTING (E) WOOD ELEMENTS TO REMAIN SHALL BE FIELD INSPECTED DURING CONSTRUCTION AND TREATED FOR DRYROT REMOVAL / CONTROL. WHERE EXISTING GLUE LAMINATED TIMBER BEAMS TO REMAIN ARE FOUND TO HAVE EXTENSIVE DRYROT DEEPER THAN THE TOP TWO LAMINATIONS (3"), THE STRUCTURAL ENGINEER SHALL BE NOTIFIED PRIOR TO CONTINUED CONSTRUCTION RELATED TO SUBJECT GLUE LAMINATED TIMBER BEAMS .
10. ALL EXISTING CONNECTIONS AT ELEMENTS TO BE REPLACED SHALL BE REPLACED OR RE-ATTACHED TO MATCH EXISTING CONDITIONS.
EXISTING CONDITIONS:1. DEMOLITION WORK SHALL BE CONDUCTED IN SUCH A MANNER AS TO NOT DAMAGE EXISTING
ELEMENTS THAT ARE TO REMAIN IN THE FINISHED BUILDING.
2. VERIFY EXISTING BUILDING DIMENSIONS AND ELEVATIONS. NOTIFY AOR/SEOR OF ANY DISCREPANCIES BEFORE PROCEEDING WITH WORK.
3. PROVIDE MEASURES NECESSARY TO PROTECT THE EXISTING STRUCTURE DURING DEMOLITION WORK. PROTECTIVE MEASURES SHALL REMAIN IN PLACE UNTIL THE FINAL STRUCTURAL ELEMENTS ARE IN PLACE AND ABLE TO SAFELY CARRY ALL IMPOSED EXISTING BUILDING LOADS. SUCH MEASURES INCLUDE, BUT NOT LIMITED TO, BRACING AND SHORING.
4. EXISTING ELEMENTS OF THE STRUCTURE THAT ARE TO REMAIN IN THE FINISHED BUILDING SHALL BE PROTECTED AS NECESSARY TO MINIMIZE DAMAGE DURING DEMOLITION WORK, ANY SUCH DAMAGE SHALL BE REPAIRED AND/OR REPLACE AT NO ADDED COST.
5. ROUGHEN EXISTING CONCRETE SURFACES AGAINST WHICH FRESH CONCRETE IS TO BE PLACED TO A FULL AMPLITUDE OF 1/4 INCH.
6. EXISTING CONCRETE ELEMENTS THAT ARE TO BE REMOVED BY CHIPPING SHALL BE STARTED WITH A 3/4 INCH DEEP SAW CUT. CORNERS SHALL BE DRILLED TO PREVENT OVER-CUTTING. EXPOSED SAW CUT LINES SHALL BE CLEAN, STRAIGHT AND SMOOTH.
7. EXISTING REINFORCING STEEL TO REMAIN SHALL BE CLEANED TO BARE METAL.
8. DEMOLISHED MATERIAL PLACE ON EXISTING FLOORS SHALL BE SPREAD OUT SUCH THAT IMPOSED LOADS DO NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING WHERE OVERLOAD IS ANTICIPATED.
DEMOLITION NOTES:
1. SPECIFIED COMPRESSIVE STRENGTH (f"m) OF COMPLETED CONCRETE MASONRY UNITS IS 2,000 PSI UNO. TESTING OF THE CONSTRUCTED MASONRY SHALL BE PROVIDED IN ACCORDANCE WITH CBC 2019 SECTION 2015A.5 FOR MASONRY PRISM METHOD TESTING OR SECTION 2105A.6 FOR UNIT STRENGTH METHOD TESTING.
2. MORTAR MIX SHALL CONFORM TO THE REQUIREMENTS OF ASTM C270 TYPE S.MORTAR SHALL MEET THE MINIMUM STRENGTH REQUIREMENTS GIVEN IN ASTM C270 TABLES 1 AND 2. MORTAR TYPE S, SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 1,800 PSI AT 28 DAYS.
3. GROUT SHALL MEET THE MINIMUM STRENGTH REQUIREMENTS GIVEN IN ASTM C476 AND TMS 602 SECTION 2.2. GROUT SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AT 28 DAYS. AGGREGATES FOR COARSE GROUT SHALL CONFORM TO ASTM C404.
4. CONCRETE MASONRY UNITS (CMU) SHALL BE MEDIUM-WEIGHT HOLLOW LOAD-BEARING UNITS CONFORMING TO ASTM C90. NORMAL-WEIGHT OR LIGHT-WEIGHT UNITS MAY BE USED IF APPROVED BY THE AOR/SEOR. USE OPEN END BLOCKS AT VERTICAL REINFORCING AND BOND BEAM BLOCKS AT HORIZONTAL REINFORCING LOCATIONS. MINIMUM NET AREA COMPRESSIVE STRENGTH OF ASTM C90 CONCRETE MASONRY UNITS FOR TYPE S MORTAR SHALL BE 2,000 PSI.
5. CEMENT SHALL BE LOW ALKALI CONFORMING TO ASTM C150, TYPE I OR TYPE II. USE OF MASONRY CEMENT IS PROHIBITED.
6. WATER MUST BE CLEAN AND POTABLE AND FREE OF DELETERIOUS AMOUNTS OF OILS, ACIDS, ALKALIES, ORGANIC MATERIALS, AND SOLUBLE SALTS SUCH AS POTASSIUM AND SODIUM SULFATES.
7. GROUT SHALL BE A WORKABLE MIX SUITABLE FOR PLACING WITHOUT SEGREGATION AND SHALL BE THOROUGHLY MIXED. GROUT SHALL BE PLACED BY PUMPING OR AN APPROVED ALTERNATE METHOD AND SHALL BE PLACED BEFORE INITIAL SET OR HARDENING OCCURS. GROUT SHALL BE CONSOLIDATE BY MECHANICAL VIBRATION DURING PLACING AND RECONSOLIDATE AFTER EXCESS MOISTURE HAS BEEN ABSORBED, BUT BEFORE WORKABILITY IS LOST.
8. GROUT POUR HEIGHT SHALL NOT EXCEED THAT SHOWN IN TMS 602 TABLE 6. BETWEEN GROUT POURS, A HORIZONTAL CONSTRUCTION JOINT SHALL BE FORMED BY STOPPING GROUT POUR 1 1/2" BELOW TOP OF MORTAR JOINT. GROUT SHALL BE PLACED IN A CONTINUOUS POUR IN GROUT LIFTS AS INDICATED BELOW:
a. LOW-LIFT GROUTED CONSTRUCTION: UNITS SHALL BE LAID A MAXIMUM OF 4'-0" LIFT FOR 8-INCH NOMINAL HOLLOW UNIT MASONRY AND 5'-4" LIFT FOR 10-INCH NOMINAL AND LARGER HOLLOW UNIT MASONRY. GROUTING SHALL FOLLOW EACH LIFT AND SHALL BE CONSOLIDATED SO AS TO COMPLETELY FILL ALL VOIDS AND EMBED ALL REINFORCING STEEL. HORIZONTAL REINFORCING SHALL BE FULLY EMBEDDED IN GROUT IN A UNINTERRUPTED POUR.
b. HIGH-LIFT GROUTED CONSTRUCTION:WHERE HIGH-LIFT GROUTING IS USED, THE METHOD SHALL BE APPROVED BY THE ENFORCEMENT AGENCY. CLEANOUT OPENINGS SHALL BE PROVIDED IN EVERY CELL AT THE BOTTOM OF EACH POUR OF GROUT. ALTERNATIVELY, IF THE COURSE AT THE BOTTOM OF THE POUR IS CONSTRUCTED ENTIRELY OF INVERTED DOUBLE OPEN END BOND BEAM UNITS, CLEANOUT OPENINGS NEED ONLY BE PROVIDED FOR ACCESS TO EVERY REINFORCED CELL AT THE BOTTOM OF EACH POUR OF GROUT. THE CLEANOUTS SHALL BE SEALED BEFORE GROUTING. AN APPROVED ADMIXTURE THAT REDUCES EARL WATER LOSS AND PRODUCES AN EXPANSION ACTION SHALL BE USED IN THE GROUT.
9. CELLS SHALL BE IN VERTICAL ALIGNMENT. ALL CELLS SHALL BE GROUTED SOLID UNLESS OTHERWISE NOTED.
10. SEE REINFORCING STEEL GENERAL NOTES FOR REINFORCING REQUIREMENTS IN CMU.
11. DOWELS IN FOOTINGS SHALL MATCH SIZE AND SPACING OF VERTICAL REINFORCING UNO. DOWELS SHALL BE SET TO ALIGN WITH CELLS CONTAINING REINFORCING STEEL.
12. REINFORCING STEEL SHALL BE SECURED AGAINST DISPLACEMENT PRIOR TO GROUTING USING WIRE POSITIONERS. PROVIDE A MINIMUM OF ONE BAR DIAMETER, LARGEST SIZE AGGREGATE PLUS 1/4-INCH, OR 1/2-INCH, WHICHEVER IS GREATER, GROUT BETWEEN MAIN REINFORCING STEEL AND MASONRY UNIT.
CONCRETE MASONRY UNITS:
13. REINFORCING STEEL SHALL HAVE A MINIMUM COVER, INCLUDING CMU FACE SHELL, AS FOLLOWS:a. CMU NOT EXPOSED TO EARTH OR WEATHER 1 1/2"b. CMU EXPOSED TO EARTH OR WEATHER:
NO.6 AND LARGER 2"NO.5 AND SMALLER 1 1/2"
14. MINIMUM CLARENCE BETWEEN PARALLEL REINFORCING STEEL SHALL BE THE GREATER OF ONE INCH, ONE NOMINAL BAR DIAMETER, OR 4/3 TIMES THE MAXIMUM SIZE OF AGGREGATE.
15. PROVIDE 1/2" MINIMUM GROUT COVER AROUND ANCHOR BOLTS, REINFORCING STEEL DOWELS, AND OTHERS INSERTS PENETRATING CMU SHELL. ANCHOR BOLTS SHALL BE HEADED TYPE BOLTS.
16. LAYOUT OF MASONRY BLOCK UNITS SHALL BE PER ARCHITECTURAL DRAWINGS. BLOCK MODULES/MORTAR JOINTS SHOWN ON THESE DRAWINGS ARE FOR PRESENTATION PURPOSES ONLY, AND NOT INTENDED TO SUPERCEDE ARCHITECTURAL DESIGN REQUIREMENTS.
WELD CL -CENTERLINE CLR -CLEAR CMU -CONCRETE MASONRY UNITS COL -COLUMN CONC -CONCRETE CONN(S)-CONNECTION(S), CONNECTCONST -CONSTRUCTION CONT -CONTINUE, CONTINUOUS CPL -COVER PLATE db -REINFORCING BAR DIAMETER DBA -DEFORMED BAR ANCHOR DBL -DOUBLE DCW -DEMAND CRITICAL WELD DEG -DEGREE DET -DETAIL DIA -DIAMETERDIFF -DIFFERENCE, DIFFERENTIAL DIM -DIMENSION DL -DEAD LOAD DN -DOWN DP -DEEPDWA -DEFORMED WIRE ANCHOR DWG(S)-DRAWING(S)DWL(S) -DOWEL(S)EA -EACHEBF -ECCENTRICALLY BRACED FRAMEEE -EXTENDED END EF -EACH FACEEJ -EXPANSION JOINT EL -ELEVATIONELEC -ELECTRICALELEV -ELEVATOR EMBED -EMBEDMENT, EMBEDDEDEN -EDGE NAILINGENGR -ENGINEEREOD -EDGE OF DECK EOR -ENGINEER OF RECORDEOS -EDGE OF SLAB EQ -EQUALEQUIP -EQUIPMENTEQUIV -EQUIVALENT EW -EACH WAYEXIST -EXISTINGEXP -EXPANSIONEXT -EXTERIORFA -FACEFAB -FABRICATEF'c -28 DAY CONCRETE
COMPRESSIVE STRENGTHFD -FLOOR DRAINFDN -FOUNDATION FIN -FINISH FLG -FLANGE FL, FLR -FLOOR FS -FAR SIDE FTG -FOOTING Fy -YIELD STRESS GA -GAGE, GAUGE GALV -GALVANIZED GB -GRADE BEAMGEN -GENERAL GL -GRID LINE GR -GRADEGRAV -GRAVITY H -HEIGHTHGR -HANGER HORIZ -HORIZONTAL HSA -HEADED STUD ANCHOR HSS -HOLLOW STRUCTURAL
STEEL SECTIONHWS -HEADED WELDED STUD ID -INSIDE DIAMETER IF -INSIDE FACE INT -INTERIOR JT -JOINTKIP, k -KIPSKSF -KIPS PER SQUARE FOOT
L -LENGTH, STEEL ANGLELB(S) -POUND(S) Ld -DEVELOPMENT LENGTH Ldh -HOOKED REINFORCING BAR
DEVELOPMENT LENGTHLL -LIVE LOAD LLBB -LONG LEG BACK TO BACK LLH -LONG LEG HORIZONTAL LLV -LONG LEG VERTICAL LSL -LONG SLOTTED HOLE IN
STEEL CONSTRUCTION Ls -LAP SPLICELWC -LIGHT WEIGHT CONCRETE MAS -MASONRYMAX -MAXIMUM MC -MISCELLANEOUS CHANNEL MECH -MECHANICAL MEP -MECHANICAL, ELECTRICAL &
PLUMBINGMEZZ -MEZZANINE MF -MOMENT FRAMEMH -MIDHEIGHT MIN -MINIMUM MISC -MISCELLANEOUS MJ -MOVEMENT JOINTMFR -MANUFACTURER NIC -NOT IN CONTRACT NO -NUMBER NOM -NOMINAL NS -NEAR SIDE NTS -NOT TO SCALE NWC -NORMAL WEIGHT CONCRETE OC -ON CENTEROCBF -ORDINARY CONCENTRICALLY
BRACED FRAME OD -OUTSIDE DIAMETER OH -OPPOSITE HANDED OPNG(S)-OPENING(S) OPP -OPPOSITEOPP HD-OPPOSITE HAND PAF -POWDER ACTUATED FASTENER PC -PRECAST CONCRETE, PILE CAPPCF -POUNDS PER CUBIC FOOTPH -PLASTIC HINGEPJP -PARTIAL JOINT PENETRATION
WELD PL -PLATEPLF -POUNDS PER LINEAR FOOTPRELIM-PRELIMINARYPROJ -PROJECT, PROJECTION PSF -POUNDS PER SQUARE FOOTPSI -POUNDS PER SQUARE INCHPT -POST-TENSION (ED) (ING)QTY -QUANTITYRAD, R -RADIUS RC -REINFORCED CONCRETEREF -REFERENCE REINF -REINFORCE, REINFORCEMENT REQD -REQUIRED REV -REVISION RTU -ROOF TOP UNITS -AMERICAN STANDARD SHAPE SAD -SEE ARCHITECTURAL DRAWINGS SC -SLIP CRITICALSCBF -SPECIAL CONCENTRICALLY
BRACED FRAME SCHED -SCHEDULE SDL -SUPERIMPOSED DEAD LOADSDS -SELF-DRILLING SCREWSSECT -SECTION SEOR -STRUCTURAL ENGINEER OF RECORDSFRS -SEISMIC FORCE RESISTING SYSTEM SHT -SHEET SIM -SIMILAR SJ -SEISMIC JOINT SLBB -SHORT LEG BACK TO BACKSMF -SPECIAL MOMENT FRAME SOG -SLAB ON GRADESPA -SPACE, SPACING SPEC(S)-SPECIFICATION(S) SQ -SQUARE SS -STAINLESS STEEL SSL -SHORT SLOTTED HOLE STD -STANDARD STL -STEELSTIFF -STIFFENERSTIR -STIRRUPSTRUCT-STRUCTURE SW -SHEAR WALLSWEN -SHEAR WALL EDGE NAILINGSYM -SYMMETRIC, SYMMETRICALt -THICKNESS T&B -TOP AND BOTTOM TEMP -TEMPORARY THK -THICK THRD -THREADEDTO -TOP OFTOB -TOP OF BEAM TOC -TOP OF CONCRETE TOF -TOP OF FOOTINGTOM -TOP OF MASONRY TOP -TOP REINFORCING BARS TOS -TOP OF STEEL TOW -TOP OF WALL tw -WEB THICKNESS TYP -TYPICAL UNO -UNLESS NOTED OTHERWISE UT -ULTRA-SONIC TEST VERT -VERTICAL VIF -VERIFY IN FIELD W -WIDE FLANGE, WIDE, WIDTH W/ -WITH W/O -WITHOUT WP -WORK POINT WPS -WELDING PROCEDURE
SPECIFICATION WT -WEIGHT, STRUCTURAL STEEL
TEE SECTION WWF -WELDED WIRE FABRICWWR -WELDED WIRE REINFORCEMENT X-STR -EXTRA STRONGXX-STR -DOUBLE EXTRA STRONG
ABBREVIATIONS:1. DESIGN, FABRICATION AND ERECTION OF COLD-FORMED STEEL FRAMING SHALL CONFORM
TO THE SPECIFICATIONS AND STANDARD OF THE AMERICAN IRON AND STEEL INSTITUTE (AISI), AS CONTAINED IN THE "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURALMEMBERS", LATEST EDITION, INCLUDING ALL APPLICABLE AMENDMENTS.
2. ALL COLD-FORMED STEEL FRAMING SHALL BE ERECTED PLUMB AND TRUE TO LINE. TEMPORARY BRACING SHALL BE INSTALLED AND LEFT IN PLACE UNTIL OTHER MEANS IS PROVIDED TO ADEQUATELY BRACE THE STRUCTURE.
3. COLD-FORMED STEEL GRADES: A. 18 GA (43 MILS) OR THINNER ................. ASTM A1003 GRADE 33 (Fy = 33 KSI) B. 16 GA (54 MILS) AND THICKER ............... ASTM A1003 GRADE 50 (Fy = 50 KSI)
4. ALL COLD-FORMED STEEL FRAMING SHALL BE BRACED AS REQUIRED BY SECTION D3 OF THE AISI SPECIFICATION.
5. SUBMIT COLD-FORMED STEEL FRAMING SHOP DRAWINGS AND SPECIFICATIONS TO THE EOR FOR REVIEW PRIOR TO FABRICATION.
6. COLD-FORMED STEEL STUDS AND TRACKS ARE TO BE ATTACHED WITH SHEET METAL SCREWS (SMS) WITH SIZES CALLED OUT ON THE DETAILS. PENETRATION OF SCREWS THROUGH JOINED MATERIAL SHALL NOT BE LESS THAN 3 EXPOSED THREADS. SCREWS ARE TO BE INSTALLED AND TIGHTENED IN ACCORDANCE WITH SCREW MANUFACTURER'SRECOMMENDATIONS. SHEET METAL SCREWS SHALL COMPLY WITH ASTM C1513, SELF-DRILLING AND TAPPING TYPE, WITH PANCAKE FRAMER HEAD TYPE FOR #10 SMS ANDHEX WASHER HEAD TYPE FOR #12 AND #14 (1/4"Ø) SMS UNLESS NOTED OTHERWISE.
7. COLD-FORMED STUD MEMBERS SHALL BE UNPUNCHED WHERE USED FOR THE FOLLOWING:HEADERS AND SILLS OF OPENINGS WIDER THAN 3'-0", AND BUILT-UP BOX AND BACK-TO-BACKSECTIONS. PUNCH-OUTS SHALL BE LOCATED IN THE CENTER OF THE WEB WITH A MINIMUMSPACING OF 24"OC, HAVE A MAXIMUM WIDTH OF HALF THE MEMBER DEPTH OR 2 1/2", WHICHEVER IS LESS, AND A MAXIMUM LENGTH OF 4 1/2". THE MINIMUM DISTANCE BETWEEN THE END OF THE MEMBER AND THE NEAR EDGE OF THE PUNCH-OUT SHALL BE 12".
8. WELDING OF LIGHT GAGE STEEL SHALL BE IN ACCORDANCE WITH AMERICAN WELDING SOCIETY (AWS) D1.3.
COLD-FORMED STEEL FRAMING:SPECIAL INSPECTIONS AND TESTS:1. APPROVED TESTING AND ISPECTION AGENCY SHALL PERFORM SPECIAL INSPECTIONS AND
TESTINGS IN ACCORDANCE WITH CBC SECTION 1705A AND WITH THIS SECTION FOR THE FOLLOWING WORK. SEE PROJECT DSA FORM 103 FOR TESTING AND INSPECTION REQUIREMENTS.
2. AN APPROVED TESTING AND INSPECTION AGENCY, RETAINED BY OWNER AND SATISFACTORY TO AOR/SEOR AND GOVERNING CODE AUTHORITY, SHALL PERFORM SPECIAL INSPECTIONS AND TESTS REQUIRED BY THIS CONTRACT AND IN ACCORDANCE WITH APPLICABLE CODE. THESE SPECIAL INSPECTIONS AND TESTS ARE IN ADDITION TO THE INSPECTIONS REQUIRED BY CBC SECTION 110. AN APPROVED TESTING AND INSPECTION AGENCY IS A RECOGNIZED AGENCY REGULARLY ENGAGED IN CONDUCTING TESTS AND/OR FURNISHING INSPECTION SERVICES, WHERE SUCH AGENCY HAS BEEN APPROVED BY THE GOVERNING CODE AUTHORITY.
3. THE APPROVED TESTING AND INSPECTION AGENCY SHALL KEEP RECORDS OF ALL SPECIAL INSPECTIONS AND TESTS AND SHALL FURNISH REPORTS OF SPECIAL INSPECTIONS AND TESTS TO THE GOVERNING CODE AUTHORITY AND THE AOR/SEOR. REPORTS SHALL INDICATE WHETHER THE WORK INSPECTED OR TESTED WAS OR WAS NOT COMPLETED IN CONFORMANCE TO APPROVED CONSTRUCTION DOCUMENTS. DISCREPENCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF NOT CORRECTED, THE DISCREPENCIES SHALL BE BROUGHT TO THE ATTENTION OF THE GOVERNING CODE AUTHORITY AND THE ARCHITECT (STRUCTURAL ENGINEER) PRIOR TO THE COMPLETION OF THAT PHASE OF WORK. A FINAL REPORT DOCUMENTING REQUIRED SPECIAL INSPECTIONS AND TESTS, AND CORRECTION OF DISCREPENCIES, SHALL BE SUBMITTED UPON COMPLETION OF THAT PHASE OF WORK.
4. WHERE FABRICATION OF STRUCTURAL, LOAD-BEARING OR LATERAL LOAD-RESISTING MEMBERS OR ASSEMBLIES IS BEING CONDUCTED ON THE PREMISES OF A FABRICATOR’S SHOP, SPECIAL INSPECTION OF THE FABRICATED ITEMS SHALL BE PERFORMED DURING FABRICATION. SPECIAL INSPECTIONS DURING FABRICATION ARE NOT REQUIRED WHERE WORK IS DONE ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED BY THE GOVERNING CODE AUTHORITY TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION. FABRICATOR APPROVAL SHALL BE IN ACCORDANCE TO CBC SECTION 1704A.2.5.1.
5. THE APPROVED TESTING AND INSPECTION AGENCY SHALL SUBMIT MATERIAL TEST REPORTS INDICATING WHETHER TESTED MATERIALS ARE IN COMPLIANCE WITH CONTRACT DOCUMENTS TO OWNER, CONTRACTOR, AOR/SEOR AND UPON REQUEST TO GOVERNING CODE AUTHORITY.
6. REFER TO DSA-103 FORMS FOR ADDITIONAL TESTING AND ISPECTION REQUIREMENTS.
EXISTING BUILDING MATERIALS:MASONRY - f'm = 1500 psi
1. REFER TO THE SPECIFIED PRODUCT EVALUATION REPORT FOR MANUFACTURER RECOMMENDED PROCEDURES.
2. CLEAN OUT ANCHOR HOLES AND SET ANCHORS PER THE PRODUCT'S ICC REPORT FOR THE APPROPRIATE CONDITIONS. INSTALL UNDER SUPERVISION OF THE SPECIAL INSPECTOR WHERE REQUIRED. CONTACT THE SEOR FOR GUIDANCE AS REQUIRED FOR UNIQUE CONDITIONS.
3. ALL POST-INSTALLED ANCHORS ARE TO BE TENSION TESTED WITH THE EXCEPTION THAT TORQUE TESTING IS ALLOWED IF THE ANCHORS ARE SPECIFICALLY DESIGNED AS TORQUE CONTROLLED.
4. APPLY PROOF TEST LOADS TO ANCHORS WITHOUT REMOVING THE NUT IF POSSIBLE. IF NOT, REMOVE NUT AND INSTALL A THREADED COUPLER TO THE SAME TIGHTNESS OF THE ORIGINAL NUT USING A TORQUE WRENCH AND APPLY LOAD.
5. TESTING SHOULD OCCUR 24 HOURS MINIMUM AFTER INSTALLATION OF THE SUBJECT ANCHORS.
6. ALL TESTS SHALL BE PERFORMED IN THE PRESENCE OF THE SPECIAL INSPECTOR OR INSPECTOR OF RECORD.
7. REACTION LOADS FROM TEST FIXTURES MAY BE APPLIED CLOSE TO THE ANCHOR BEING TESTED, PROVIDED THE ANCHOR IS NOT RESTRAINED FROM WITHDRAWING OR RESTRICTED FROM A CONCRETE SHEAR CONE TYPE FAILURE MECHANISM.
8. TEST EQUIPMENT IS TO BE CALIBRATED BY AN APPROVED TESTING LABORATORY IN ACCORDANCE WITH STANDARD RECOGNIZED PROCEDURES.
9. THE FOLLOWING CRITERIA APPLY FOR THE ACCEPTANCE OF INSTALLED ANCHORS:A. HYDRAULIC RAM METHOD: ANCHORS TESTED WITH A HYDRAULIC JACK OR SPRING
LOADED DEVICES SHALL MAINTAIN THE TEST LOAD FOR A MINIMUM OF 15 SECONDS AND SHALL EXHIBIT NO DISCERNABLE MOVEMENT DURING THE TENSION TEST, E.G. AS EVIDENCED BY LOOSENING OF THE WASHER UNDER THE NUT.
B. TORQUE WRENCH METHOD: ANCHORS TESTED WITH A CALIBRATED TORQUE WRENCH MUST ATTAIN THE MANUFACTURER RECOMMENDED TORQUE WITHIN 1/2 TURN OF THE NUT.
C. EXCEPTIONS:• WEDGE OR SLEEVE TYPE: ONE-QUARTER (1/4) TURN OF THE NUT FROM 3/8"
SLEEVE ANCHOR ONLY.• THREADED TYPE: ONE-QUARTER (1/4) TURN OF THE SCREW AFTER INITIAL SEATING
OF THE SCREW HEAD.
10. POST-INSTALLED ANCHORS SHALL BE TESTED IN ACCORDANCE WITH THE PROVISIONS OF CBC SECTIONS 1910A.5. IF ANY ANCHOR FAILS TESTING, TEST ALL ANCHORS OF THE SAME TYPE NOT PREVIOUSLY TESTED UNTIL TWENTY (20) CONSECUTIVE ANCHORS PASS, THEN RESUME THE INITIAL TEST FREQUENCY. IF THE ANCHORS ARE USED FOR THE SUPPORT & BRACING OF NON-STRUCTURAL COMPONENTS (PIPE, DUCT OR CONDUIT), THE TWENTY (20) SHALL BE ONLY THOSE ANCHORS INSTALLED BY THE SAME TRADE.
11. INSPECTOR OF RECORD (IOR) SHALL REQUEST PULL TEST VALUES FROM SEOR FOR EACH TYPE OF POST-INSTALLED ANCHOR AT LEAST 48 HOURS PRIOR TO PULL TEST.
12. WHEN INSTALLING DRILLED-IN ANCHORS AND/OR POWDER ACTUATED FASTENERS IN EXISTING NON-PRESTRESSED REINFORCED CONCRETE, USE CARE AND CAUTION TO AVOID CUTTING OR DAMAGING THE EXISTING REINFORCING BARS. WHEN INSTALLING THEM INTO EXISTING PRESTRESSED CONCRETE (PRE- OR POST- TENSIONED) LOCATE THE PRESTRESSED TENDONS BY USING A NON-DESTRUCTIVE METHOD PRIOR TO INSTALLATION. EXERCISE EXTREME CARE AND CAUTION TO AVOID CUTTING OR DAMAGING THE TENDONS DURING INSTALLATION. MAINTAIN A MINIMUM CLEARANCE OF ONE INCH BETWEEN THE REINFORCEMENT AND THE DRILLED-IN ANCHOR AND/OR PIN.
13. RE-USE OF SCREW ANCHORS OR HOLES IS NOT PERMITTED.
PRODUCT TYPE DIAMETER ICC-ES REPORT
POST-INSTALLED ANCHOR IN CONCRETE TORQUE (FT-LBS)
HILTI KB-TZ
HILTI HIT-RE 500 V3
SIMPSON TITEN HD
EXPANSION
ADHESIVE
SCREW
1/2"
#4 REBAR
5/8"
ESR-1917
ESR-3814
ESR-2713
40
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100
1. ALL PAFS SHALL BE MANUFACTURED WITH STEEL CONFORMING TO AISI 1060 OR 1070 MODIFIED, TEMPERED TO A ROCKWELL "C" HARDNESS OF 58 ±1 FOR X-U TYPE FASTENERS AND SHALL BE MANUFACTURED BY HILTI (ICC REPORT ESR-2269) OR APPROVED EQUAL.
2. PAFS FOR ANCHORING TO CONCRETE SHALL BE 0.157 IN DIAMETER WITH MIN. PENETRATION OF 1 1/4 IN INTO CONCRETE. MINIMUM EDGE DISTANCES AND SPACINGS PER MANUFACTURER ESR.
3. PAFS FOR ANCHORING TO STEEL SHALL BE 0.157 IN DIAMETER WITH MIN. PENETRATION THROUGH BASE METAL. FOR STEEL BASE-MATERIAL THICKNESS GREATER THAN OR EQUAL TO 3/8 IN, FASTENER POINT PENETRATION THROUGH THE STEEL NOT REQUIRED IF MINIMUM EMBEDMENT OF 5/16 IN IS ACHIEVED. MINIMUM EDGE DISTANCES AND SPACINGS PER MANUFACTURER ESR.
4. MAINTAIN ALL APPLICABLE EDGE DISTANCES AT CURBS AND SLAB EDGES.
POST-INSTALLED ANCHOR:
POWDER DRIVEN FASTENERS:
1. VISUAL OBSERVATIONS WILL BE PERFORMED AT THE DISCRETION OF THE OWNER, ARCHITECT, EOR, AND AS REQUIRED BY THE BUILDING OFFICIAL IN ACCORDANCE WITH THE BUILDING CODE.VISUAL OBSERVATIONS SHALL NOT BE CONSIDERED AS A SUBSTITUTE FOR THE SPECIAL INSPECTION REQUIREMENTS.
2. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO NOTIFY THE EOR AS TO WHENEACH MAJOR PHASE OF CONSTRUCTION IS READY FOR OBSERVATION A MINIMUM OF FIVE (5)WORKING DAYS IN ADVANCE.
3. THE FOLLOWING MAJOR PHASES OF CONSTRUCTION REQUIRE A SITE VISIT AND STRUCTURALOBSERVATION REPORT FROM THE SEOR:
• FOUNDATION REBARS AND ANCHOR RODS - PRIOR TO FIRST CONCRETE PLACEMENT
• STRUCTURAL STEEL FRAMING - AFTER PLACEMENT OF METAL DECK, WELDED STUDSAND REINFORCING AND PRIOR TO FIRST CONCRETE PLACEMENT
• EXTERIOR STUD WALL - METAL STUD IN-PLACE PRIOR TO SHEATHING
• COMPLETION OF THE STRUCTURAL SYSTEM
4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ENSURING THAT ANCHORAGE, FASTENER,REINFORCEMENT, WELDS, CONNECTIONS, ETC. ARE VISIBLE FOR OBSERVATION WHEN THE SEOR IS ON SITE AND FOR ANY SCHEDULING DELAYS DUE TO NONCOMPLIANT ITEMS FOUND DURING THE OBSERVATION.
5. AT THE CONCLUSION OF THE WORK INCLUDED IN THE PERMIT, THE STRUCTURAL OBSERVERSHALL SUBMIT TO THE BUILDING OFFICIAL A WRITTEN STATEMENT THAT THE SITE VISITS HAVEBEEN MADE AND IDENTIFY ANY REPORTED DEFICIENCIES THAT, TO THE BEST OF THE STRUCTURAL OBSERVERS' KNOWLEDGE, HAVE NOT BEEN RESOLVED.
STRUCTURAL OBSERVATIONS:
1. REVIEW OF SHOP DRAWINGS AND SUBMITTALS BY THE SEOR IS FOR GENERAL COMPLIANCE WITHTHE CONTRACT DOCUMENTS.
2. SHOP DRAWINGS SHALL BE SUBMITTED TO THE SEOR FOR REVIEW PRIOR TO FABRICATION. THE CONTRACTOR WILL REMAIN RESPONSIBLE FOR ALL ERRORS OF DETAILING, FABRICATION, AND FOR CORRECT FITTING OF ALL STRUCTURAL MEMBERS INCLUDING COORDINATION WITH OTHER TRADES.
A. SHOP DRAWINGS SHALL BE SUBMITTED TO THE SEOR (ALLOW FOR A REVIEW DURATION OF 10 BUSINESS DAYS), AND SHALL CONSIST OF EITHER ELECTRONIC FILES OR ONLY ONE SET FOR OUR RECORDS AND ONE REPRODUCIBLE SET.
B. SEOR WILL RETURN THE REPRODUCIBLE SET CLEARLY MARKED WITH COMMENTS. ANY REQUIRED RECORD SET COPIES SHALL BE MADE FROM THIS RETURNED SET.
C. REPRODUCTION OF STRUCTURAL PLANS & DETAILS FOR SHOP DRAWINGS IS PROHIBITED.SUBCONTRACTOR/FABRICATOR IS TO PROVIDE INDEPENDENTLY CREATED DRAWINGS BASED ON THE STRUCTURAL PLANS AND DETAILS.
3. SHOP DRAWINGS AND SUBMITTALS DO NOT CONSTITUTE CHANGE ORDERS. ANY PROPOSEDCHANGES TO THE STRUCTURAL DOCUMENTS MUST BE SUBMITTED IN WRITING AS A REQUEST FOR SUBSTITUTION TO THE ARCHITECT AND SEOR AND DSA FOR APPROVAL.
4. EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND OR SEISMIC FORCE-RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM OR A WIND- OR SEISMIC-RESISTINGCOMPONENT LISTED IN THE STATEMENT OF SPECIAL INSPECTIONS SHALL SUBMIT A WRITTENSTATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTION.
5. THE FOLLOWING LIST SUMMARIZES IMPORTANT STRUCTURAL SUBMITTALS FOR THIS PROJECT. REFER TO THE SPECIFICATIONS FOR A COMPLETE LIST AND ADDITIONAL REQUIREMENTS.
GENERAL• QUALIFICATION DATA FOR APPROVED INSTALLERS AND FABRICATORS• CERTIFICATES OF CONFORMANCE FOR PREFABRICATED MEMBERS
CONCRETE REINFORCEMENT• MANUFACTURER'S PRODUCT DATA, SPECIFICATIONS AND INSTALLATION PROCEDURES
FOR PROPRIETARY MATERIALS AND REINFORCEMENT• STEEL PRODUCER'S CERTIFICATES OF MILL ANALYSIS, TENSILE AND BEND TESTS• SHOP DRAWINGS FOR FABRICATION, BENDING AND PLACEMENT
CAST-IN-PLACE CONCRETE• DESIGN MIX FOR EACH CONCRETE MIX• MATERIAL TEST REPORTS• MATERIAL CERTIFICATES FOR CEMENT, AGGREGATES AND ADMIXTURES• MANUFACTURER'S PRODUCT DATA FOR WATERSTOPS, BONDING AGENTS, VAPOR
RETARDERS, JOINT FILLER, CURING MATERIALS AND FLOOR TREATMENTS• SHOP DRAWINGS FOR PROPOSED LOCATIONS OF ADDITIONAL CONSTRUCTION OR
CONTROL JOINTS NOT SHOWN ON THE STRUCTURAL PLANS• MINUTES FROM PREINSTALLATION CONFERENCE
STRUCTURAL STEEL• MANUFACTURER'S MILL CERTIFICATES• MILL TEST REPORTS• SHOP DRAWINGS FOR FABRICATION AND ASSEMBLY OF MEMBERS• ERECTION PLAN SEQUENCE AND PROCEDURES• WELDING PROCEDURE SPECIFICATIONS (WPS)• TEST REPORTS FOR SHOP AND FIELD WELDED AND BOLTED CONNECTIONS
STEEL DECK• SHOP DRAWINGS INDICATING TYPE, LAYOUT, DETAILS, AND OPENINGS LARGER THAN 0'-8"
COLD-FORMED METAL FRAMING• SHOP DRAWINGS INDICATING LAYOUT AND DETAILS
UNIT MASONRY• DESIGN MIX FOR GROUT• MATERIAL TEST REPORTS
ROUGH CARPENTRY• PRODUCT DATA FOR TREATMENTS AND PRESERVATIVES• MATERIAL CERTIFICATES FOR DIMENSION LUMBER
1. REINFORCING GRADES FOR CONCRETE OR MASONRY:A. ALL BARS EXCEPT THOSE TO BE WELDED............ ASTM A615, GRADE 60B. TIES AND STIRRUPS .................................................. ASTM A615, GRADE 60C. WELDED WIRE FABRIC .............................................. ASTM A1064D. ALL BARS TO BE WELDED ....................................... ASTM A706, GRADE 60
NOTE: ALL BARS SHALL BE DEFORMED.
2. MAINTAIN MINIMUM CONCRETE COVER FROM FACE OF CONCRETE TO EDGE OF ALL REINFORCEMENT AS FOLLOWS (UNO):
CONDITIONS COVERCAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3"
FORMED AND EXPOSED TO EARTH OR WEATHER#6 BARS AND LARGER 2"#5 BARS AND SMALLER 1 1/2"
UNEXPOSED RAISED SLABS AND WALL FACES 3/4"(#11 BARS AND SMALLER)
UNEXPOSED COLUMNS AND BEAMS 1 1/2"
SLAB ON GRADEFROM BOTTOM OF SLAB 2"FROM TOP OF SLAB 1 1/2"
OTHER CONCRETE NOT EXPOSED TO WEATHER OR 3/4"EARTH FOR #11 BARS AND SMALLER
PROVIDE THE LARGEST COVER REQUIRED FOR ALL APPLICABLE CONDITIONS. WHERE #3 STIRRUPS OR TIES ARE USED, ENSURE THAT THE COVER FOR LONGITUDINAL BARS IS ADEQUATE.
3. REINFORCEMENT SHALL BE PLACED IN ACCORDANCE WITH THE CONCRETE REINFORCING STEELINSTITUTE (CRSI) "MANUAL OF STANDARD PRACTICE". EACH REINFORCING BAR SHALL BE WIRED TO A CROSS BAR AT A MAXIMUM SPACING OF 24"OC. PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT REINFORCING IN POSITIONS SHOWN ON THE PLANS. DO NOT USE WOOD OR BRICK TO SUPPORT REINFORCING.
4. SPLICES IN CONTINUOUS REINFORCEMENT AS USED IN WALLS, WALL FOOTINGS, ETC., SHALL HAVE A CLASS "B" LAP (1'-6" MIN) AND THE SPLICES IN ADJACENT BARS SHALL BE NOT LESS THAN 5'-0" APART. VERTICAL WALL BARS SHALL BE SPLICED AT OR NEAR FLOOR LINES. BARS MAY BE WIRED TOGETHER AT SPLICES OR LAPS EXCEPT FOR TOP REINFORCING OF BEAMS AND SLABS OR WHERE SPECIFICALLY DETAILED TO BE SEPARATED. WELDED WIRE FABRIC SHALL BE LAPPED 12" MINIMUM.
5. ALL DOWELS, ANCHOR BOLTS AND OTHER HARDWARE TO BE SET IN CONCRETE SHALL BE TIED IN PLACE PRIOR TO PLACEMENT OF CONCRETE. NO WET SETTING, STABBING, RODDING OR OTHER MOVEMENT OF EMBEDDED ITEMS SHALL BE PERFORMED DURING PLACEMENT OF CONCRETE.
6. BEND REINFORCING BARS COLD.
7. STEEL SHALL BE KEPT CLEAN AND FREE OF RUST.
8. DOWELS BETWEEN FOOTING AND WALLS OR COLUMNS SHALL BE THE SAME GRADE, SIZE AND SPACING AS THE MAIN REINFORCING UNO.
9. ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN THE FINAL IN PLACE INSPECTION IS MADE.
10. CHAIRS OR SPACERS FOR REINFORCING SHALL BE PLASTIC WHEN RESTING ON EXPOSED SURFACES.
11. WHERE LONGITUDINAL REINFORCING BARS ARE PLACED IN 2 OR MORE LAYERS, BARS IN THE UPPER LAYERS SHALL BE PLACED DIRECTLY ABOVE BARS IN THE BOTTOM LAYER.
12. ALL BENDS WITHIN STIRRUPS, HOOPS, AND CROSS-TIES SHALL ENGAGE A LONGITUDINAL BAR. PROVIDE #4 SPACER BAR WHERE A LONGITUDINAL BAR IS NOT SPECIFICALLY DETAILED.
13. WELDING OF REINFORCING BARS SHALL BE PERFORMED PER AMERICAN WELDING SOCIETY (AWS) D1.4 USING E90XX ELECTRODES FOR A615 REINFORCING AND E80XX ELECTRODES FOR A706 REINFORCING.
14. CONTRACTOR SHALL PROVIDE ALLOWANCE FOR 5 TONS OR 2% OF REINFORCING STEEL WHICHEVER IS GREATER TO BE FABRICATED AND/OR PLACED DURING THE PROGRESS OF CONSTRUCTION AS MAY BE DIRECTED BY THE AOR/SEOR. THE UNUSED PORTION SHALL BE CREDITED TO THE OWNER AT THE COMPLETION OF CONCRETE WORK.
CONCRETE SHEAR WALL AND MOMENT FRAMES:1. THE FOLLOWING REINFORCEMENT SHALL COMPLY WITH ASTM A706:
a. VERTICAL REINFORCEMENT AT INTERSECTIONS AND ENDS OF CONCRETE WALLS ENCLOSEDIN TIES OR STIRRUPS.
b. LONGITUDINAL MOMENT FRAME REINFORCING BARS.
REINFORCING STEEL:
1. METAL DECK AND ACCESSORIES SHALL BE COLD FORMED GALVANIZED STEEL SHEETS IN CONFORMANCE WITH ASTM A653-55 GRADE 50 HAVING A MINIMUM YIELD STRENGTH OF 50,000 PSI WITH GALVANIZED COATING DESIGNATION OF G60 (MIN). GALVANIZING PROCESS SHALL BE HOT-DIP COMPLYING WITH ASTM A924.
2. SEE TYPICAL DETAILS FOR REINFORCING AROUND OPENINGS IN CONCRETE ON METAL DECK. CONTRACTOR SHALL COORDINATE SIZE AND LOCATIONS OF OPENINGS WITH THE VARIOUS TRADES. NO LOADS SHALL BE HUNG FROM DECK UNLESS SHOWN ON STRUCTURAL DRAWINGS OR APPROVED IN WRITING BY SEOR..
3. FLOOR AND ROOF DECK IS DESIGNED FOR UNSHORED CONSTRUCTION, UNO. MAINTAIN 3 CONTINUOUS SPAN CONDITION WHEREVER POSSIBLE (2 SPAN MIN) EXCEPT AT STAIR LANDING AND WHERE NOTED OTHERWISE ON PLANS. PROVIDE ADEQUATE SHORING OR HEAVIER GAUGE DECK WHERE MAXIMUM DECK SPAN AS SHOWN ON METAL DECK SCHEDULE ON TYPICAL DETAILS ARE EXCEEDED.
4. PROVIDE 2" MINIMUM BEARING AT ALL SUPPORTS. END LAPS OF METAL DECK SHALL BE A MINIMUM OF 2" AND SHALL OCCUR ONLY OVER SUPPORTS. DECK SHALL BE LAID OUT SO THAT A LOW FLUTE FALLS ON EACH PARALLEL SUPPORT.
5. ATTACH METAL DECK TO STEEL SUPPORTING MEMBERS BY WELDING AS SPECIFIED ON THE CONSTRUCTION DOCUMENTS. DECK WELDING SHALL BE IN COMPLIANCE WITH ANSI/AWS D1.3 USING E60 OR E70 ELECTRODES. WELDERS SHALL BE AWS CERTIFIED AS REQUIRED BY THE GOVERNING CODE AUTHORITY. PUDDLE WELDS SHALL HAVE THE FOLLOWING MINIMUM DIMENSIONS: 3/4" NOMINAL (1/2" EFFECTIVE) DIAMETER. SPACING FOR TOP SEAM, SIDE SEAM, BUTTON PUNCH, OR PUNCHLOK CONNECTION SHALL BE IN ACCORDANCE WITH CONSTRUCTION DOCUMENTS. SEE TYPICAL METAL DECK DETAILS.
6. SUBMIT SHOP DRAWINGS FOR METAL DECK TO SEOR FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS SHALL SHOW TYPE OF DECK, LAYOUT OF DECK, THE SIZE AND LOCATION OF ANY OPENINGS OF WIDTH GREATER THAN 8", AND DECK ATTACHMENT METHOD.
7. DO NOT HANG FROM STEEL DECK IN EXCESS OF WHAT IS SHOWN IN TYPICAL DETAILS. CONTRACTOR SHALL PROVIDE SUPPLEMENTARY SECONDARY FRAMING AS REQUIRED FOR LOADING CONDITIONS NOT IN COMPLIANCE WITH CRITERIA INDICATED IN TYPICAL DETAILS.
8. ALL DECK WELDS IN EXPOSED AREA SHALL BE DE-SLAGGED, CLEANED AND PRIMED WITH ZINC-RICH PRIMER.
METAL DECK:
1. ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. DOUGLAS FIR (DF) SHALL BE GRADEDBY THE WESTERN WOOD PRODUCTS ASSOCIATION GRADING RULES, AND ASTM D245. WOOD SPECIES SPECIFICATIONS ("DF" INDICATES 'DOUGLAS FIR-LARCH CONFORMING TO DOC PS20):
NON-LOAD BEARING STUDS, TOP PLATES, BLOCKING, FURRING AND BRACING.............. DF #2JOISTS, RAFTERS, PURLINS, BEAMS & POSTS ..................................................................... DF #1 (UNO)LOAD BEARING STUDS (UNO ON PLAN):
2. REDWOOD SHALL BE GRADED BY THE CALIFORNIA REDWOOD ASSOCIATION, REDWOODINSPECTION SERVICE.
3. MOISTURE CONTENT OF SAWN LUMBER SHALL NOT EXCEED 19% WHEN FRAMING STARTS OR SHEATHING IS APPLIED. ANY NONCOMPLIANT WORK SHALL BE REJECTED AND REFRAMED WITH ACCEPTABLE LUMBER.
4. ARCHITECTURALLY EXPOSED TIMBERS 4" NOMINAL IN THE LEAST DIMENSION SHALL NOT CONTAIN BOXED HEART.
5. WOOD MEMBERS SHALL BE PRESERVATIVE-TREAED (PT) OR NATURALLY DURABLE (WITHAPPROVAL OF SEOR) WHERE EXPOSED TO WEATHER AND IN ACCORDANCE WITH CBC SECTION 2304.12. SILL PLATES SHALL BE PRESERVATIVE-TREATED DOUGLAS FIR #2. END CUTS AND HOLES IN PT SILL PLATES SHALL BE TREATED.
6. FASTENERS FOR PRESERVATIVE-TREATED WOOD, WOOD EXPOSED TO WEATHER, AND FIRERETARDANT-TREATED WOOD SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL,STAINLESS STEEL, SILICON BRONZE OR COPPER. THE COATING WEIGHTS FOR ZINC-COATED FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153.
EXCEPTION: FASTENERS OTHER THAN NAILS, TIMBER RIVETS, WOOD SCREWS AND LAG SCREWS SHALL BE PERMITTED TO BE OF MECHANICALLY DEPOSITED ZINC COATED STEEL WITH COATING WEIGHTS IN ACCORDANCE WITH ASTM B 695, CLASS 55 MINIMUM.
7. ALL CONNECTORS THAT ARE EXPOSED TO WEATHER SHALL BE HOT-DIPPED GALVANIZED, STAINLESS STEEL OR AN EQUIVALENT APPROVED BY THE SEOR.
8. UNLESS NOTED OTHERWISE, SILL FASTENERS FOR INTERIOR NON-STRUCTURAL WALLS MAY BE 0.157" DIAMETER x 1" EMBED PDF's AT 24"OC.
9. SILL PLATES SHALL BE BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS AT 48" OC MAX, UNO, WITH A BOLT BETWEEN 7 x BOLT DIAMETER (4 3/8" MIN) TO 12" FROM THE END OF EACH PIECE OF SILL (2 BOLTS MIN EACH PIECE). PIECE OF SILL SHALL BECONSIDERED ENDED WHERE PLATE IS CUT OUT OVER ONE-THIRD OF CROSS-SECTION.
10. ANCHOR BOLTS FOR BEARING WALLS SHALL HAVE 9" EMBEDMENT (UNO) MEASURED FROM TOP OF SLAB.
11. ALL BOLTS IN WOOD SHALL BE ASTM A307 STANDARD BOLTS, UNO. BOLTS AND SCREWS SHALL BE TIGHTENED AT TIME OF ERECTION AND RETIGHTENED BEFORE CLOSING IN OR AT THE COMPLETION OF THE JOB. HOLES IN WOOD AND STEEL MEMBERS FOR BOLTS SHALL BE THE NOMINAL BOLT DIAMETER PLUS 1/16".
12. HOLES IN WOOD FOR LAG SCREWS SHALL BE FIRST BORED TO THE SAME DIAMETER ANDDEPTH AS THE SHANK. HOLES FOR THE THREADED PORTION SHALL BE BORED WITH A BITDIAMETER EQUAL TO 40% TO 70% OF THE SHANK DIAMETER IN DOUGLAS FIR. FOR OTHERWOOD, SEE SECTION 11.1.4 OF 2018 NDS.
13. LAG SCREWS AND SCREWS SHALL BE SCREWED AND NOT DRIVEN INTO PLACE.
14. STANDARD CUT STEEL WASHERS SHALL BE PROVIDED UNDER HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS WHICH BEAR ON WOOD. SEE SHEAR WALL SCHEDULE FOR WASHER REQUIREMENTS AT SHEAR WALL SILL BOLTS WHERE OCCUR.
15. STUD BEARING WALLS AND PARTITIONS SHALL HAVE DOUBLE TOP PLATES LAPPED AT WALL AND PARTITION INTERSECTIONS. JOINTS IN UPPER AND LOWER MEMBERS OF DOUBLE TOP PLATES SHALL BE STAGGERED AT LEAST 4'-0".
16. NOTCHING AND HOLES SHALL NOT BE ALLOWED EXCEPT AS DETAILED ON THESE PLANS OR AS APPROVED BY THE EOR.
17. INSTALL WINDOWS AND DOORS IN STUD WALLS AFTER DEAD LOADS ARE APPLIED, AND PROVIDE A 1/2" SHIM SPACE AT THE HEAD CONDITION.
18. ALL STRUCTURAL FLOOR, ROOF AND WALL SHEATHING SHALL BE APA RATED AND SHALLCONFORM TO DOC PS1 OR PS2.
19. ALL EXTERIOR STUD WALLS SHALL BE COMPLETELY SHEATHED WITH 15/32" SHEATHING,EXPOSURE-1 (32/16), TYPICAL, UNO.
20. INTERIOR BEARING WALLS ARE SHOWN ON PLANS AND SHALL HAVE 15/32" SHEATHING, EXPOSURE-1, (32/16), TYPICAL UNO.
21. ALL STRUCTURAL WALL SHEATHING SHALL BE SPLICED ON 2" NOMINAL BLOCKING AT HORIZONTAL JOINTS, UNO.
22. AT FLOOR FRAMING, PROVIDE BRIDGING OR FULL-HEIGHT BLOCKING PER BUILDING CODE.
23. ALL EXTERIOR WALLS AND INTERIOR BEARING WALLS ARE 2x6 STUDS @ 16"OC TYPICAL, UNO.
24. STRUCTURAL FLOOR AND ROOF SHEATHING SHALL BE AS SPECIFIED BELOW, UNO. 1/8" GAP SHALL BE PROVIDED BETWEEN ADJACENT PANELS. PANELS WITH GRADE STAMP INDICATION "SIZED FOR SPACING" MAY BE USED TO FACILITATE THIS REQUIREMENT. SHEATHING AT EXTERIOR DECKS SHALL BE EXTERIOR RATED PLYWOOD. SEE PLANS FOR REQUIRED BOUNDARY AND EDGE NAILING NOT LISTED BELOW.
A. ROOF SHEATHING:.................. 15/32" APA RATED SHEATHING, (5-PLY OR OSB)EXPOSURE-1 (32/16)BN...10d @ 6"OCEN...10d @ 6"OCFN...10d @ 12"OC(UNBLOCKED, WITH PLY CLIPS)
2. STRUCTURAL GLUED-LAMINATED (GLULAM) TIMBER OF SOFTWOOD SPECIES SHALL BE INCONFORMANCE WITH ANSI/AITC STANDARD A190.1 AND ASTM D3737, OR OTHER CODE APPROVED DESIGN, MANUFACTURING AND/OR QUALITY ASSURANCE PROCEDURES. MEMBERS SHALL BE MARKED WITH THE ENGINEERED WOOD SYSTEM APA EWS
TRADEMARKINDICATING CONFORMANCE WITH THE MANUFACTURING, QUALITY ASSURANCE, AND MARKING PROVISIONS OF ANSI/AITC STANDARD A190.1. THE MANUFACTURER OR SELLER SHALL SUBMIT CERTIFICATES OF CONFORMANCE.
3. GLULAM TIMBERS SHALL BE MANUFACTURED TO MEET THE FOLLOWING REQUIREMENTS.
• NDS 24F-V4 REQUIREMENTS: Fb=1850 PSI TOP AND 2400 PSI BOTTOM; Fv=265 PSI ;E=1,800,000 PSI WITH 1600 FT RADIUS CAMBER UNLESS OTHERWISE NOTED ON THEDRAWINGS.
• NDS 24F-V8 REQUIREMENTS: Fb=2400 PSI TOP AND BOTTOM: Fv=265 PSI; E=1,800,000 PSI WITH 1600 FT RADIUS CAMBER UNLESS OTHERWISE NOTED ON THE DRAWINGS.
• NO CAMBER AT CANTILEVER PORTION UNO ON PLANS.
4. GLUED LAMINATED TIMBER EXPOSED TO WEATHER SHALL BE PRESSURE TREATED WITH PRESERVATIVE.
5. MOISTURE CONTENT OF GLU-LAMINATED MEMBERS SHALL NOT EXCEED 16%.
6. GLU-LAM TIMBER SHALL BE PROTECTED DURING SHIPPING AND FIELD HANDLING IN ACCORDANCE WITH AITC 111.
7. OTHER GLULAM TIMBER COMBINATIONS AS SPECIFIED IN APA'S CODE REPORT NER-486.
SAWN LUMBER LEGEND
CONTINUOUS BLOCKING END OF MEMBER
ROUGH CARPENTRY / WOOD FRAMING:
GLUED-LAMINATED FRAMING:
(UNLESS OTHERWISE NOTED ON PLANS)
NAIL SPACING SHALL NOT BE LESS THAN REQUIRED PENETRATION. EDGE AND END DISTANCES SHALL BE NOT LESS THAN HALF THIS SPACING. ALL SPACING AND EDGE AND END DISTANCES SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. HOLES FOR NAILS, WHERE NECESSARY TO PREVENT SPLITTING, SHALL BE BORED OF A DIAMETER SMALLER THAN THAT OF THE NAILS. COMMON OR BOX NAILS MAY BE USED FOR NAILING AT TYPICAL CONNECTIONS NOTED BELOW (U.N.O.). FOR ALL CONNECTIONS OTHERWISE NOTED OR DETAILED ON PLANS, COMMON NAILS SHALL BE USED (SEE NAIL SCHEDULE BELOW).
CONNECTION LOCATION
1. JOIST TO SILL GIRDER TOENAIL
2. BRIDGING TO JOIST TOENAIL EACH END
3. 1" x 6" SUBFLOOR OR LESS TO EACH JOIST FACE NAIL
4. WIDER THAN 1" x 6" SUBFLOOR TO EACH JOIST FACE NAIL
FASTENING
(3) 8d COMMON
(2) 8d COMMON
(2) 8d COMMON
(3) 8d COMMON
5. 2" SUBFLOOR TO JOIST OR GIRDER BLIND AND FACE NAIL(2) 16d COMMON
6. SILL PLATE TO JOIST OR BLOCKING TYPICAL FACE NAIL16d @ 16" OC
SILL PLATE TO JOIST OR BLKG AT BRACED WALL PANEL BRACED WALL PANEL(3) 16d @ 16" OC
7. TOP PLATE TO STUD END NAIL(2) 16d COMMON, TYP, UNO(4) 16d COMMON @ 2x10 STUDS
8. STUD TO SILL PLATE END NAIL(4) 8d COMMON OR (2) 16d COMMON, TYP, UNO.(4) 16d COMMON AT 2x10 STUDS(2) 20d COMMON AT 3x SILL PLATE
9. DOUBLE STUDS FACE NAIL16d @ 24" OC
10. DOUBLE TOP PLATES TYPICAL FACE NAIL16d @ 16" OC
LAP SPLICE(8) 16d COMMON
11. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PL
TOENAIL(3) 8d COMMON
12. RIM JOIST TO TOP PLATE TOENAIL8d @ 6" OC
13. TOP PLATES, LAPS AND INTERSECTIONS FACE NAIL(2) 16d COMMON
14. CONTINUOUS HEADER, TWO PIECES 16" OC ALONG EDGE16d COMMON
15. CEILING JOISTS TO PLATE TOENAIL(3) 8d COMMON
16. CONTINUOUS HEADER TO STUD TOENAIL(4) 8d COMMON
17. CEILING JOISTS, LAP OVER PARTITIONS FACE NAIL(3) 16d COMMON
18. CEILING JOISTS TO PARALLEL RAFTERS FACE NAIL(3) 16d COMMON
19. RAFTER TO PLATE TOENAIL(3) 8d COMMON
20. 1" DIAGONAL BRACE TO EACH STUD AND PLATE FACE NAIL(2) 8d COMMON
21. 1" x 8" SHEATHING TO EACH BEARING FACE NAIL(3) 8d COMMON
22. WIDER THAN 1" x 8" SHEATHING TO EACH BEARING FACE NAIL(3) 8d COMMON
23. BUILT-UP CORNER STUDS 24" OC16d COMMON
24. BUILT-UP GIRDER AND BEAMS FACE NAIL AT TOP AND BOTTOM STAGGERED ON OPPOSITE SIDES
20d COMMON @ 32" OC
FACE NAIL AT ENDS AND AT EACH SPLICE
(2) 20d
25. 2" PLANKS AT EACH BEARING16d COMMON
26. COLLAR TIE TO RAFTER FACE NAIL(3) 10d COMMON
27. JACK RAFTER TO HIP TOENAIL(3) 10d COMMON
FACE NAIL(2) 16d COMMON
28. ROOF RAFTER TO 2x RIDGE BEAM TOENAIL(2) 16d COMMON
FACE NAIL(2) 16d COMMON
29. JOIST TO BAND JOIST FACE NAIL(3) 16d COMMON
30. LEDGER STRIP FACE NAIL EA JOIST(3) 16d COMMON
NAILING SCHEDULE:
1. ALL REQUIREMENTS OF ACI 336.1 SHALL APPLY REGARDLESS OF PILE DIAMETER UNLESS OTHERWISE NOTED IN THE CONSTRUCTION DOCUMENTS.
2. DRILLING OPERATIONS SHALL BE DONE BY PERSONS AND/OR FIRMS REGULARLY ENGAGED IN SUCH WORK.
3. CENTER OF DRILLED HOLES AND LONGITUDINAL CENTERLINE OF THE PILE REINFORCING CAGE SHALL NOT VARY FROM REQUIRED LOCATION BY MORE THAN TWO INCHES. LONGITUDINAL AXIS SHALL NOT BE OUT OF PLUMB BY MORE THAN TWO PERCENT FROM THE VERTICAL DIRECTION. THE CONTRACTOR SHALL MAINTAIN A RECORD OF THE AS-BUILT LOCATION OF THE CENTER OF ALL PILES. PILES CONSTRUCTED IN EXCESS OF THE ABOVE CRITERIA SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT (STRUCTURAL ENGINEER) FOR REVIEW.
4. DRILLED HOLES SHALL BE FILLED WITH CONCRETE AS SOON AS POSSIBLE AFTER DRILLING. DO NOT LEAVE HOLES OPEN OVERNIGHT.
5. CONCRETE SHALL VIBRATE FOR THE ENTIRE LENGTH OF THE PILE USING SUITABLE MEANS AND SHALL BE THOROUGHLY WORKED AROUND REINFORCEMENT.
6. CONCRETE SHALL BE PLACED IN ONE CONTINUOUS OPERATION. CONSTRUCTION JOINTS IN CIDH PILES ARE NOT PERMITTED.
7. DRILLING OPERATIONS AND PLACING OF REINFORCING STEEL AND CONCRETE SHALL BE OBSERVED BY A QUALIFIED GEOTECHNICAL ENGINEER AND DEPUTY INSPECTOR, RETAINED BY OWNER AND SATISFACTORY TO ARCHITECT (STRUCTURAL ENGINEER) AND GOVERNING CODE AUTHORITY. PERFORM SPECIAL INSPECTIONS REQUIRED OF THIS CONTRACT AND CBC SECTION 1705A.8.
8. REFER TO FOUNDATION GENERAL NOTES FOR PILE TESTING AND CAPACITY VERIFICATION REQUIREMENTS.
9. REFER TO CAST-IN-PLACE CONCRETE AND REINFORCING STEEL GENERAL NOTES FOR BALANCE OF CONCRETE AND REINFORCING STEEL REQUIREMENTS.
CAST-IN-DRILLED-HOLE (CIDH) PILES:
LEDGEND:
INDICATES TOP OF FOOTING ELEVATIONTOF = X'-X"
INDICATES (N) DEPRESSED SLAB PER NOTE 11. SEE ARCH FOR EXACT DEPTH AND EXTENT.
INDICATES SPOT ELEVATION RELATIVE TO TYP TOP OF SLAB ELEVATION. VERIFY WITH ARCH.
X'-X"
INDICATES (E) CMU WALL FULLY GROUTED. SEE ARCH FOR EXACT LOCATION AND EXTENT. REFER TO S4.00 & S4.01 FOR WALL ELEVATIONS.
CONC CURB WHERE OCCURS PER ARCH. SEE 21/S1.1 FOR CURB INFO
EMBED3" MIN
PER SCHEDLAP SPLICE
ALIGN UNOPER ARCH
EQEQ
EQEQ
BARS ARE IN SAME PLANE
(E) CONCRETE SLAB ON GRADE TO REMAIN
(N) CONCRETE SLAB W/ #3 @ 12" OC EW TO MATCH (E), PLACE REINF AT MID-DEPTH OF SLAB, UNO
EXISTINGNEW
EPOXY DOWELS W/ HILTI HIT-RE 500V3 EPOXY (ICC-ES ESR-3814), SIZE & SPACING TO MATCH (N) SOG REINF
EMBED3" MIN
EQEQ
LAP SPLICE PER SCHED
ROUGHEN (E) SURFACE TO 1/4" MIN AMPLITUDE
ALIGN UNOPER ARCH
BARS ARE IN SAME PLANE
(E) CONCRETE SLAB ON GRADE TO REMAIN. VERIFY EXTENT W/ ARCH DWG
(N) CONC SOG W/ REINF PER PLAN
EXISTINGNEW
#3 EPOXY DOWELS W/ HILTI HIT-RE 500V3 EPOXY (ICC-ES ESR-3814), SIZE & SPACING TO MATCH (N) SOG REINF
EMBED3" MIN
2'-6"
CONC CURBWHERE OCCURSPER ARCH SEE 21/S1.1FOR CURB INFO
ALIGN UNOPER ARCH
LAP SPLICE
EQEQ
(E) CONCRETE SLAB ON GRADE TO REMAIN. VERIFY EXTENT W/ ARCH DWG
(N) CONC SOG W/ REINF PER PLAN
EXISTINGNEW
EPOXY DOWELS W/ HILTI HIT-RE 500 V3 EPOXY (ICC-ES ESR-3814), SIZE & SPACING TO MATCH (N) SOG REINF
EMBED3" MIN
EQEQ
LAP SPLICE PER SCHED
BARS ARE IN SAME PLANE
CONC CURBWHERE OCCURSPER ARCH SEE 21/S1.1FOR CURB INFO
(E) CONCRETE SLAB ON GRADE TO REMAIN. VERIFY EXTENT W/ ARCH DWG
CONC CURB WHERE OCCURSPER ARCH SEE FOR CURB INFO
1' - 6"
EQEQ
EQEQ
ROUGHEN (E) SURFACE TO 1/4" MIN AMPLITUDE
(N) CONCRETE SLAB W/ #3 @ 12" OC EW TO MATCH (E), PLACE REINF AT MID-DEPTH OF SLAB, UNO
/21 S1.1
3x'D'MIN
'D'
PIPE
MIN
4" C
LEAR
PIPE
NOTE:NO PIPE PENETRATION PERMITTED THRU FOOTINGIF 'H' IS LESS THAN 24".WHERE FOOTING DEPTH IS LESS THAN 24", STEP FOOTING LOCALLY SO THAT PIPE PENETRATION OCCURS ABOVE FOOTING
'H' ≥
24"
SLEEVE (SCH 40)WHERE INDICATEDIN MEP DWGS
FOOTING
PIPE AND CONDUITSPER MEP DWGS
FOOTING
PIPE AND CONDUITSPER MEP DWGS
SLEEVE
TYPICAL 1" CLEAR SPACING BETWEEN OUTISDE DIAMETER OF PIPE AND INSIDEDIAMETER OF SLEEVE
LOCATE PIPES WITHINMIDDLE-THIRD OF FOOTING DEPTH DO NOT CUT OR INTERRUPTFOOTING REINFORCING
SLAB-ON-GRADEWHERE OCCURS
SLAB-ON-GRADEWHERE OCCURS
SLAB-ON-GRADEWHERE OCCURS
ELEVATIONSECTION
ELEVATIONSECTION
WALLWHERE OCCURS
WALLWHERE OCCURS
SLAB-ON-GRADEWHERE OCCURS
FOOTING
ELEVATIONSECTION
WALLWHERE OCCURS
3x'D'MIN
'D'
PIPE
PIPE AND CONDUITSPER MEP DWGS TYP
1' - 0" MIN
12" MIN. IF LESS THAN 12",FILL W/ (2) SACKS SLURRYTO BOTTOM OF FOOTING
COMPACTED FILLWHERE OCCURS
ADDED CONCRETEMUST BE PLACEDBEFORE FOOTING(2-SACK SLURRY)
SLEEVE (SCH40)
f'c=3000 PSI(VERIFY W/ GEOTECHNICALENGINEER)
SLAB-ON-GRADEWHERE OCCURS
6" M
IN6"
MIN
ALL A
ROUN
D1"
MIN
CLR
6" M
IN6"
MIN
ALL A
ROUN
D1"
MIN
CLR
ALL A
ROUN
D1"
MIN
CLR
12
12
MIN 9"
MIN 1'-6"
MIN
6'-0"
MIN 4'-0"
ALL AROUND 6"
ALL AROUND1" CLR
ENCASE PIPES WITH LEAN CONCRETE (PER GEOTECHNICALENGINEER RECOMMENDATIONS)BELOW FOOTING INFLUENCE ZONE
SLEEVE (SCH40) [ALT: 1" MIN THICKCOMPRESSIBLE MATERIAL ATCONTRACTOR'S OPTION] TYP
ENCASED PIPE WITHIN FOOTING INFLUENCE ZONESHALL BE INSTALLED PRIOR TO FOUNDATION WORK TO AVOIDUNDERMINING FOOTING
FOOTING INFLUENCE ZONE NO EXCAVATION PERMITTEDBELOW THIS LINE AFTERFOOTING IS IN PLACE
EXCAVATION ABOVE FOOTINGINFLUNCE ZONE MAY BE PERMITTEDAFTER FOOTING IS IN PLACELOCATE PIPE TRENCH AS SHOWNSO THAT FOOTINGS WILL NOT BE UNDERMINED
NOTE:
IF DEPTH OF PIPE TRENCH FALL BELOW FOOTING INFLUENCE ZONE THEN CONCRETE FOOTING MUST BE STEPPED DOWN AT CONTRACTOR EXPENSE OR ENCASE PIPE AS SHOWN.
NO SCALES1.114 TYPICAL NEW CONC CURB ON EXISTING SOG DETAIL
NO SCALES1.131 TYP MEP EQUIPMENT CONCRETE PAD ON-GRADE
NO SCALES1.124 TYPICAL MEP EQUIPMENT CONCRETE PAD AT (E) SLAB-ON-GRADE
NO SCALES1.132 TYP EQUIPMENT CONCRETE PAD AT (N) SLAB-ON-GRADE
NO SCALES1.141 (N) SOG TO (E) SOG
NO SCALES1.151 TYP CONC INFILL AT (E) DEPRESSION
NO SCALES1.152 TYP (N) DEPRESSED SLAB TO (E) SOG
NO SCALES1.142 TYP (N) DEPRESSED SLAB REPLACEMENT
NO SCALES1.125
TYP (N) DEPRESSED SLAB TO CONC INFILLAT (E) DEPRESSION
NO SCALES1.153 TYPICAL PIPE PENETRATION DETAIL BELOW GRADE
NO SCALES1.154 TYPICAL TRENCH ADJACENT TO FOUNDATION
NO SCALES1.115 DROP OFF RAIL SECTION
SCALE: 1" = 1'-0"S1.134 SLAB DEPRESSION AT WALL TRACK
NOTES:1. BEARING AND SHEAR WALL INTERSECTIONS SHALL BE CONSIDERED DIAPHRAGM BOUNDARIES, TYP.2. ROOF SHEATHING PANELS SHALL BE STAGGERED AS SHOWN WITH LONG DIRECTION OF SHEATHING
PERPENDICULAR TO TRUSSES OR JOISTS.
DIAPHRAGM BOUNDARY
PLYWOOD PANEL
NAILING TO DIAPHRAGMBOUNDARY & EDGES 8d @ 6" OCNAILING TO INTERMEDIATEFRAMING MEMBERS8d @ 12" OC
JOISTS OR TRUSSES PER PLAN
PLYWOODPANEL EDGE
NAILING TO SUPPORTED PLYWOOD PANEL EDGES (8d @ 6" MIN)
FLAT 2X BLKG BETWEEN FRAMING MEMBERS PER
AT BLOCKED DIAPHRAGM LOCATIONS
MARK
NOTES:1. PROVIDE VERCO METAL DECKING AND ACCESSORIES IN CONFORMANCE WITH IAPMO ER-2018.
.108 DIA HILTI-X-C PINS@ 8" O.C. EMBEDDED1" MIN. INTO CMUICC ER 1752
33 MIL BLOCKINGTO MATCH STUD SIZE
MAX.3"
UNISTRUT P1000/P1001MAX. SPACING 10'-0" ALONGLENGTH OF JOIST
1/2" HHCS w/ P1010CHANNEL NUT w/SPRING EACH END
2x4 BOTTOM CHORD
10 GA x 1 1/2" WIDEBENT PLATE
THREADED ROD HANGERPER MEP DRAWINGSNOTE: TOTAL NUMBER OF HANGERS SHALL BE LIMITED SUCH THAT TOTAL LOADS IMPOSED TOUNISTRUT SPAN DO NOT EXCEEDWHAT IS INDICATED
150 LBS MAX TOTALw/ UNISTRUT (P1000)ANYWHERE ALONGUNISTRUT SPAN
250 LBS MAXUNISTRUT SEISMIC BRACINGPARALLEL TO UNISTRUT SPAN(+/- 15") WHERE OCCURS(MAXIMUM ONE PER UNISTRUT SPAN)
NOTE:MAXIMUM HANGING LOAD OF 300 LBS PER SPAN IS ALLOWED FROM UNISTRUT SEPARATED BY A MINIMUM OF 10'-0".
(E) ROOF SHEATHING
(E) TRUSSES OR(N) FRAMING
ADD BRIDGING @ (E) OPEN WEB JOISTSPER 32/S1.2
12 GA CLIP x 1 1/2" MIN WIDEAT WIRE HANGERS
2x4 BOTTOM CHORD OF OPEN WEB JOISTS
WIRE HANGER AND / ORSTRAP PER MEP DRAWINGSSEE NOTE BELOW
NOTE:MAXIMUM HANGING LOAD OF 20 LBS PER SPAN IS ALLOWED PROVIDED THAT ALL OF THE FOLLOWING CRITERIA ARE MET:A. ATTACHMENT TO BOTTOM CHORD OF TRUSS OR BEAM.B. TOTAL NUMBER OF HANGERS AND BRACES SHALL BE LIMITED SUCH THAT
TOTAL LOADS IMPOSED ON TRUSS DO NOT EXCEED 10 LBS / FT.C. THE MINIMUM TRANSVERSE BRACING BETWEEN THE HANGERS IN THE
DIRECTION PERPENDICULAR TO TRUSS IS 5'-4" STAGGERED.
#10 x 1 1/2" WOOD SCREWS
1/2" MAX.
STUDS PER PLAN
(E) JOISTS PER PLAN
54 MIL x 3" LONG SLOTTED TRACKw/ (2) - #8 x 1 1/2" WOOD SCREWSTO EACH JOIST
PARTITION CONNECTION ATNON SOUND RATED OR FIRE RATED WALLS
(E) SHEATHING
350S162-33 BRIDGINGw/ (3) - #10 x 1 1/2" LONGSCREWS @ 24" O.C. MAX.SPACING, MIN.(1) - SET OFBRIDGING PER WALLEACH END OF WALL BRIDGINGMEMBERS TO BE ADJACENT TOEACH OTHER WITHIN 1'-0" OF WALL
SCALE: 1" = 1'-0"S1.231 WOOD MEMBER NOTCHING DETAIL
SCALE: 1 1/2" = 1'-0"S1.214 TYPICAL BRIDGING
SCALE: 1" = 1'-0"S1.222 PARTITION CONNECTION
SCALE: 1" = 1'-0"S1.233 CEILING JOIST SPAN TABLE
SCALE: 1" = 1'-0"S1.221 UNISTRUT DETAIL
SCALE: 1" = 1'-0"S1.234 TYP MEP HANGER
SCALE: 1" = 1'-0"S1.232 PARTITION
SCALE: 1" = 1'-0"S1.241 TYPICAL OPENING IN ROOF
SCALE: 1" = 1'-0"S1.242 NON BEARING WALL CONNECTION
CONT TOP TRACK TO MATCH TYP WALL STUD SIZE & MILS, SPLICE PER
VERTICAL CRIPPLE STUDS INTERRUPTED BY OPENING
HEADER OF SIZE & TYPE NOTED IN SCHEDULE 12/S1.3, SEE 14/S1.3 FOR CONNECTION TO JAMB STUDS
FULL HEIGHT JAMB STUDS, SEE SCHEDULE FOR SIZE & NUMBER OR STUDS REQ
HEADER BEARING STUD, TO MATCH JAMB SIZE & MILS
54 MILS MIN CONT BOTTOM TRACK
OPENING
33S1.3
33S1.3
S1.314
A
B
S1.315
SILL OF SIZE & TYPE NOTED IN SCHEDULE
/23 S1.3
33S1.3
C
W
NOTES:1. SCHEDULE APPLIES TO OPENINGS IN NON-BEARING STUD WALLS WITH STUDS
SPACED AT 16" OC OR 12" OC.2. HEADER MEMBERS SHALL ALL BE UNPUNCHED.3. CONTACT SEOR IF WALL HEIGHT EXCEEDS THE MAXIMUM VALUE IN TABLE →
TALLER WALLS WILL REQUIRE SPECIAL CALUCLATIONS & DETAILING.4. FRAMING MEMBERS AT OPENINGS ARE DESIGNED FOR THE FOLLOWING LOADS:
• LATERAL LIVE LOAD → 5 PSF• (2) LAYERS OF 5/8" GYPSUM BOARD SHEATHING EACH SIDE → 11 PSF• COLLATERAL WALL DEAD LOAD (MEP, INSULATION, ETC.) → 5 PSF• VERTICAL & HORIZONTAL SEISMIC LOADS → VARIES
5. CONTACT SEOR IF WALL LOADS EXCEED THOSE NOTED ABOVE.
W ≤ 2'-8"
OPENING WIDTH 'W' STUD WIDTH
3 5/8" TO 6"
MAX WALL HEIGHT
(2) 400S162-43
STUDS
(2) T150-54 x WALL WIDTH
TRACKS
S162-43 x WALL WIDTH
STUDS
(2) T150-43 x WALL WIDTH
TRACKS
S162-43 x WALL WIDTH
STUDS # OF STUDS
2SEE SCHED53/S1.3
2'-8" < W ≤ 4'-0" 3 5/8" TO 8" (2) 600S162-43 (2) T150-54 x WALL WIDTH
S162-43 x WALL WIDTH
(2) T150-43 x WALL WIDTH
S162-43 x WALL WIDTH 3
4'-0" < W ≤ 5'-4"3 5/8" TO 6" (2) 800S162-43 (2) T150-54 x
WALL WIDTH S162-43 x WALL WIDTH
(2) T150-43 x WALL WIDTH
S162-43 x WALL WIDTH 3
8" (2) 800S162-43 (2) 800T150-68
5'-4" < W ≤ 8'-0"3 5/8" OR 4" (2) 800S162-54 -OR-
(2) 1000S162-43(2) T150-54 x WALL WIDTH S162-43 x
WALL WIDTH(2) T150-43 x WALL WIDTH
S162-43 x WALL WIDTH 4
6" OR 8" (2) T150-68 x WALL WIDTH18'-0" (2) 800S162-68 -OR-
(2) 1000S162-54
8'-0" < W ≤ 12'-0" 6" OR 8" (2) 1000S250-54 (2) T150-54 x WALL WIDTH
S162-43 x WALL WIDTH
(2) T150-43 x WALL WIDTH
S162-43 x WALL WIDTH 414'-0"
8'-0" < W ≤ 12'-0"6" (2) 1000S250-68
S162-43 x WALL WIDTH
(2) T150-43 x WALL WIDTH
S162-43 x WALL WIDTH 4
16'-0"
8"(2) T150-54 x WALL WIDTH18'-0" (2) 1000S250-97 -OR-
(2) 1000S300-54
12'-0" < W ≤ 16'-0"6" (2) 1200S300-97
S162-43 x WALL WIDTH
(2) T150-43 x WALL WIDTH
S162-43 x WALL WIDTH 4
8"(2) T150-54 x WALL WIDTH14'-0" (2) 1200S300-97 -OR-
(2) 1200S350-54
6"
8"12'-0" < W ≤ 16'-0"
16'-0"
20'-0"
(2) 1400S300-97
(2) 1400S350-68(2) T150-68 x WALL WIDTH
S162-43 x WALL WIDTH
(2) T150-43 x WALL WIDTH
S162-43 x WALL WIDTH 4
HEADER SILL JAMBS
SEE SCHED53/S1.3
SEE SCHED53/S1.3
SEE SCHED53/S1.3
2"x2"x3" LONG CONN ANGLE (54 MILS) WITH (4) #10 TEK SCREWS EACH LEG, IF "W" > 8'-0" USE 5" LONG CONN ANGLE WITH (8) # 10 TEK SCREWS EACH LEG
HEADER, SEE SCHEDULE 12/S1.3
EXTEND WEB OF HEADER MEMBERS & PROVIDE (2) #10 TEK SCREWS PER JAMB STUD EACH SIDE
JAMB STUDS, SEE FRAMED OPENING DETAIL
EXTEND FLANGE OF SILL MEMBER & PROVIDE (1) #10 TEK SCREW AT EACH JAMB STUD
CONN ANGLE & TEK SCREWS TO MATCH ASSEMBLY AT HEADER ATTACHMENT
33S1.3
33S1.3
HEADER
SILL
/11 S1.3
A
B
#10 TEK SCREW AT EA FLANGE EA STUD
NON-BEARING STEEL STUDS, SEE SCHEDULE & DETAILS 12/S1.3
16 GA MIN CONT BOT TRACK (ONE GAUGE HEAVIER THAN VERT STUDS)
3/8" Ø HILTI KWIK HUS-EZ CONCRETE SCREW (ICC ESR-3027) AT 4'-0" OC MAX (1 5/8" NOMINAL EMBED)
DOUBLE / MULTIPLE STUDS AS REQ PER DETAILS, SEE SCHEDULE & DETAILS12/S1.3
NOTES:1. ALL STEEL WALL STUDS SHALL BE FIRMLY
SEATED FOR FULL END BEARING ON TOP AND BOTTOM TRACKS.
2. WELDS ACCEPTABLE IN LIEU OF GUSSET PLATES AT MULTIPLE STUDS AT CONTRACTOR'S OPTION.
3. PROVIDE 6" MIN EDGE DISTANCE PERPINDICULAR TO BOTTOM TRACK FOR ALL CONDITIONS UNLESS LOCATEDAT A CURB.
STUD PUNCH OUT TO BE 8" MIN FROM CL TO END OF STUD, TYP (WHERE OCCURS)
CONC SLAB, SEE PLAN
AT CONTRACTOR'S OPTION: PROVIDE (2) 0.157"Ø HILTI X-U PDF (ICC ESR-2269) AT 16" OC WITH 1" EMBED IN LIEU OF HILTI KWIK HUS-EZ CONCRETE SCREW (ICC ESR-3027) EXCEPT WHERE CONC CURB OCCURS. ALL PDF REQ A 3.2" MIN EDGE DISTANCE.
REDUCE THE SPACING OF ANCHORS AT CURBS:3 5/8" < WCURB < 6": ANCHORS AT 18" OC MAXWCURB ≥ 6": ANCHORS AT 36" OC MAX
CONC CURBWHERE OCCURS PER ARCH DWGS
END WALL TOP TRACK
JOIST NON-BEARING WALL TOP TRACK, CUT FLANGES & LAP WEB WITH END WALL TRACK
(4) #10 TEK SCREWS
TERMINATING WALL TRACK, CUT FLANGES & LAP WEB WITH CONT TRACK
CONT WALL TRACK
(4) #10 TEK SCREWS
A AT CORNERS
B AT INTERSECTIONS
INTERIOR METAL STUD WALL SCHEDULE
NOTES:1. TRACKS SHALL HAVE 1 1/2" FLANGES, UNO FOR SLIP TRACK CONNECTION.2. WHERE WELDS ARE REQUIRED, STUD TO STUD WELDS SHALL BE 1" FLARE V WELD AT
12" OC, TYP.3. REFER TO DETAIL FOR ANY STUDS THAT REQUIRE BACKING CAPACITY. ABOVE
SCHEDULE DOES NOT INCLUDE ANY ADDITIONAL BACKING ALLOWANCE. BACKING STUDS MAY NEED TO BE DOUBLED UP OR THICKENED LOCALLY FOR THE ADDED LOADS.
4. WALL DEFLECTIONS ARE DESIGNED TO NOT EXCEED L/360.5. WALLS SHALL HAVE SHEATHING ON BOTH SIDES FULL HEIGHT, UNO.
PROVIDE LATERAL BRIDGING WHERE RIGID WALL SHEATHING DO NOT CONTINUE FULL HEIGHT OF EITHER SIDE OR BOTH SIDES OF STUDS.
6. REFER TO DETAIL FOR MINIMUM STUD WALL WIDTH AT ALL WALLS WITH INTERIOR FRAMED OPENINGS AS VALUE MAY EXCEED REQUIREMENT PER SCHEDULE.
7. REFER TO FOR BRIDGING REQUIREMENTS.
362S162-33
STUD DESIGNATION
MAX HEIGHT
"H"
STUDSPACING
16" OC
400S162-33 16" OC
600S162-33
800S162-33
16" OC
16" OC
STUD DEPTH
4"
6"
8"
3 5/8"362S162-43 16" OC
400S162-43 16" OC
600S162-43
800S162-43
16" OC
16" OC
11'-8"
12'-9"
12'-7"
13'-9"
17'-4"
18'-11"
20'-9"
23'-6"
/12 S1.3
/22 S1.3
/52 S1.3
800S162-54 16" OC25'-4"
TYPICAL METAL STUD SECTION
'H'
METAL STUD @ 16" OC (UNO)PER TABLE ABOVEPROVIDE BRIDGING @ 4'-0" OC WHERE GYPSUM BOARD IS NOT APPLIED TO BOTH SURFACES
SEE DETAILFOR TOP CONN
/51 S1.3
CONT BOTTOM TRACK PER 15/S1.3
CONT TOP TRACK PER 23/S1.3
400S162-54 16" OC15'-9"
B TYPICAL BRACINGA WALL SECTION C COLD ROLLED
D WELDED ALTERNATE
STUD WIDTH, d
L = d - ¼"
NOTES:1. MAXIMUM STUD WIDTH = 8"
PRE-PUNCHED OPENING IN STUD
16 GA CLIP ANGLE WITH (2) #10 TEK SCREWS TO STUD
(2) #10 TEK SCREWS CENTERED ON CLIP ANGLE LEG
1½" x 16 GA COLD ROLLED CHANNEL
1/2" 1/2"1/2" , TYP
PRE-PUNCHED OPENING IN STUD
1/8TYP
8" LONG PIECE OF 16 GA COLD ROLLED CHANNEL CENTERED ON SPLICE WITH (2) #12 SHEET METAL SCREWS EACH SIDE OF SPLICE
EQEQ
EQ
NOTE:PROVIDE LATERAL BRIDGING WHERE RIGID WALL SHEATHING DO NOT CONTINUE FULL HEIGHT OF EITHER SIDE OR BOTH SIDES OF STUDS.CHANNEL SPLICE
.4'-
0" M
AX4'-
0" M
AX4'-
0" M
AX4'-
0" M
AX
WALL STUDS, SEE SCHEDULE 53/S1.3
DISTANCE BETWEEN TOP OF WALL COVERING TO CENTERLINE OF BRACE
DISTANCE FROM FACE OF STRUCTURE BELOW
WALL COVERING, SEE ARCH
4'-0"
MAX
DISTANCE TO TOP SUPPORT LOCATION SHALL NOT EXCEED 2'-0"
TOP SUPPORT
STRUCTURE BELOW
A OPTION #1 B OPTION #2
CONT T150-54 x WALL WIDTHWITH #10 TEK SCREWS AT EACH FLANGE & EACH STUD
CONT T150-54 x WALL WIDTHWITH #10 TEK SCREWS AT EACH
FLANGE & EACH STUD
PROVIDE BACKING TRACK PER (TYPE A)
L3x3x16 GA x STUD WIDTH WITH (3) #10 TEK SCREWS AT EACH LEG
1 1/2" MAX
400S162-54 KICKER BRACE UNO (10'-0" MAX LENGTH), SEE DETAILS
400S162-54 KICKER BRACE UNO (10'-0" MAX LENGTH), SEE DETAILS
CONT 600S162 BRIDGING (MILS TO MATCH BRACE) AT 4'-0" OC MAX T&B WITH (2) #10 TEK SCREWS AT EACH KICKER BRACE
/52 S1.3
NOTE: LOCATE BRACES AT 4'-0" OC MAXIMUM, PARTIAL HEIGHT WALL NOT TO EXCEED 16'-0"
MAX
1 1/2"
1
1
6"
1"2"
2"1"
B PLAN VIEWA PLAN VIEW
D PLAN VIEWC PLAN VIEW
TRACK, TYP
STUD, TYP
STUD WITH 2" FLANGES, TYP
#10 TEK SCREWS AT 12" OC MAX
STUD WITH 2" FLANGES, TYP
TRACK, TYP
#10 TEK SCREWS AT 12" OC MAX
STUD, TYPSTUD OR TRACK, TYP
#10 TEK SCREWS AT 12" OC MAX
STUD OR TRACK, TYP
TRACK, TYPSTUD, TYP
STUD, TYP
STUD OR TRACK, TYP
TRACK, TYP
#10 TEK SCREWS AT 12" OC MAX
BENT PLATE END CONN, TOP & BOTT OF HEADER STUD, SEE SCHEDULE
NOTES:1. COORDINATE EXACT LOCATIONS WITH MECHANICAL, ELECTRICAL AND ARCHITECTURAL DRAWINGS.2. WHEN A DETAIL FOR A SPECIFIC PIECE OF EQUIPMENT SPECIFIES A DIFFERENT NUMBER OF STUDS TO BE ENGAGED
BY THE BACKING, THE MORE STRINGENT REQUIREMENT GOVERNS.
WALL MOUNTED EQUIP, SIZE & WEIGHT VARIES
ATTACHMENTPER MEP/ARCH DWGS
12" M
INIM
UM"Y
" SPA
CING
PER
MFR
WALL MOUNTED EQUIP, SEE ARCH, MECH & ELEC FOR UNIT SIZE & ANCHORAGE REQS
DOUBLE WALL STUDS, MIN SIZE & THICKNESS PER SCHEDULE
C 250 LBS < EQUIPMENT WEIGHT ≤ 400 LBS
APPLIES FOR NON-STRUCTURAL EQUIPMENT WITH WALL HEIGHT ≤ 18'-0" (OR AS INDICATED IN SCHEDULE, WHICHEVER IS LESS)
HEADER STUD AT EACH ATTACHMENT POINT PER SCHEDULE(AT CONTRACTOR'S OPTION: USE BUILT UP DOUBLE STUD, SEE "D")
(4) #10 TEK SCREWS EACH LEG BENT PLATE
(2) #12 TEK SCREWS AT EACH HEADER FLANGE, TYP (NOT SHOWN IN SECTION VIEW)
D END CONNECTION
LIGHT, MEDIUM & HEAVY EQUIPMENT BACKING SCHEDULE
DOUBLE STUD BACK-TO-BACK PER SCHEDULEREFER TO 33D/S1.4FOR WELDING INFO
BACKING SHALL EXTEND ONE STUD BEYOND THE POINT AT WHICH IT IS REQ (EACH DIRECTION)
(3) #10 LOW PROFILE PAN HEAD SCREWS AT EACH STUD, TYP
B 50 LBS < EQUIPMENT WEIGHT ≤ 250 LBS
A EQUIPMENT HEIGHT < 50 LBS
BACKING SHALL EXTEND ONE STUD BEYOND THE POINT AT WHICH IT IS REQ (EACH DIRECTION)
(3) #10 LOW PROFILE PAN HEAD SCREWS AT EACH STUD, TYP
METAL STUD
CUT & BEND TOP & BOTTOM FLANGES OF TRACK AT EACH STUD, TYP
CUT & BEND TOP & BOTTOM FLANGES OF TRACK AT EACH STUD, TYP
EQUIPMENT WEIGHT, "W"
W ≤ 50 LBS
50 LBS < w ≤ 250 LBS
BACKING CONNECTION AT EACH END REMARKS
250 LBS < W ≤ 400 LBS
MINIMUM VERT STUD
SIZE
3 5/8"
(2) 3 5/8"
(2) 6"
MIN VERT STUD
GAUGE
T250-68xWALL WIDTH +S200-68xWALL WIDTH16 GA
16 GA
16 GA
3"x3"x5" LONG CONN ANGLE (14 GA) WITH (4) #10 TEK SCREWS EACH LEG, T&B
600T200-54
600T200-68
(3) #10 TEK SCREWS
(3) #10 TEK SCREWS PER STUD(6 TOTAL)
EQUIP OR SUPPORTED ELEMENT
EQUIP OR SUPPORTED ELEMENT
SINGLE STUDPER SCHEDULE
#10 SMS EA FLANGE@ 12" OC MAX
DOUBLE STUD TOE-TO-TOE(WELDED SUTDS)PER SCHEDULEREFER TO 33C/S1.4FOR WELDING INFO
S200-68
T250-68
TYP 1/4"
3"
1 1/2"
4"
2 1/2"DRIFT/SLIP TRACK (SLT TRACK PERCEMCO ICC ESR-2012 OR EQUIVALENTGA TO MATCH VERT STUD (16 GA MIN)
1"TYP
LOCATION OFSPLICE
(3) #10 TEX SCREWSEA SIDE OF SPLICEEVERY OTHER SLOTBOTH FLANGES OFTRACK
TOP TRACK
A SPLICE CONDITION
TYP
TYP
EQEQ
OF SCREWATTACHMENTS
A HEADER SECTION B SILL SECTION
TYP WALL STUDS
#10 TEK SCREW AT EACH STUD
HEADER: TRIM FLANGE & EXTEND WEB OF HEADERS TO JAMB STUDS, ATTACH WITH (2) #10 TEK SCREWS AT EACH JAMB STUD
#10 TEK SCREWS TO MATCH STUD SPACING
#10 TEK SCREWS, MATCH WALL STUD SPACING
WALL STUD
CONT TOP TRACK PER SCHEDULE
HORIZ STUD PER SCHEDULE
TRIM WEB & EXTEND FLANGE OF STUD TO JAMBS, ATTACH TO EACH JAMB & HEADER STUD WITH #10 TEK SCREW #10 TEK
SCREWS AT 12" OC
C JAMB SECTIONS D ALTERNATE JAMB SECTION
1/8 1-126" ATBOTH ENDSTYP
1/8 1-126" ATBOTH ENDSTYP
1/8 1-126" ATBOTH ENDSTYP
1/8 1-126" ATBOTH ENDSTYP
DOUBLE WALL STUD
#8 SMS @ 16" O.C.
#8 @ 12" @ 12" O.C.
TRACK TO MATCH STUD GAGEAND SIZE w/ 1 1/2" FLANGE
E MULTIPLE STUD CONN.
SOLID 43 MIL (MIN)BLOCKING
WALL STUDAS OCCURS
(3) - #10 SMSTO STUD 600S 162-33 @ 16" O.C.
BLOCKING / BRIDGING@ 6'-0" O.C. MAX.
#10 SMS T&B TYP.
600T 200-43
Wx BEAMPER PLAN
(2) 0.157" DIA HILTI X-U PDF AT 16" OC(STAGGERED)
4" WIDE STEEL PLATE (54 MILS) AT 12" OC WITH (2) 3/4" HILTI X-U PAFs
#10 WAFER HEAD TEK SCREW EACH STUD EACH FLANGE, TYP
NOTE: SLOTTED TRACK DESIGN APPLIES TO
STUDS AT 16" OC MAX, CONTACT SEOR IF STUD
SPACING EXCEEDS 16" OC
MIN
3/8"
#10 WAFER HEAD TEK SCREW AT EACH STUD EACH FLANGE, TYP
MIN
3/8"
6" MAX
Wx BEAMPER PLAN
CLR1"
CLR1"
A STEEL BEAM CONDITION
TYP 1 1/2" MIN
TOP OF VERT STUDS
16 GA MIN SLOTTED DEFLECTION TRACK WITH DRIFT SLOTS PER /23 S1.3
16 GA MIN SLOTTED DEFLECTION TRACK WITH DRIFT SLOTS PER /23 S1.3
#12 SMS @ 12" OC(STAGGERED)
SCREWS CENTERED ON TOP TRACK VERTICALLYSLOTTED HOLES
SCREWS CENTERED ON TOP TRACK VERTICALLYSLOTTED HOLES
METAL ROOF DECK
16 GA MIN SLOTTED DEFLECTION TRACK WITH DRIFT SLOTS PER
(2) #12 TEK SCREWS AT EACH PLATE
METAL DECK
4" WIDE x 16 GA TOP PL@ 12" OC WITH (2) #12 SMS, TO TOP OF DECK(ONE ON EACH SIDE)
16 GA MIN SLOTTED DEFLECTION TRACK WITH DRIFT SLOTS PER
#10 WAFER HEAD TEK SCREW AT EACH STUD EACH FLANGE, TYP
#12 SMS @ 12" OC(STAGGERED)
CLR1" MIN
3/8"
MIN
3/8"
CLR1"
B METAL DECK CONDITION/23 S1.3
TOP OF VERT STUD
/23 S1.3#10 WAFER HEAD TEK SCREW AT EACH STUD EACH FLANGE, TYP
1/2" MIN, EXTEND TOP PL AS REQ'DWHERE SCREW MIN EDGE DISTANCE CANNOT BE MAINTAINED OR TOP TRACK SCREW ATTACHMENTFALLS OUTSIDE OF METAL DECK BOTTOM FLUTE WIDTH
#12 SMS @ 12" OC (STAGGERED)NOTE: SAME SCREW MAY BE USED TOFASTEN TOP TRACK AND TOP PL TO METAL DECKTO AVOID INTERFERENCE BETWEEN SCREWHEAD AND TOP TRACK
SCREWS CENTERED ON TOP TRACK VERTICALLYSLOTTED HOLES
SCREWS CENTERED ON TOP TRACK VERTICALLYSLOTTED HOLES
REMOVE (E) LOAD-BEARING STUD WALLAFTER NEW ROOF JOIST ARE INSTALLED TO SUPPORT (E) ROOF JOIST
S2.02
MATC
HLIN
E
(4'-0" MAX)SEE ARCH
MATC
HLIN
EMA
TCHL
INE
17' - 4"
4' - 8"22' - 2 1/8" 4' - 8" 44' - 0"W/8" CMU
INFILL (E)OPENING
11S5.00
12S5.00
1' - 4
"
(N) OPENING SEE ARCH (3'-4" MAX)
14' - 8"
C8 C8
13S5.00
(N) C1(N) F1
41S1.1
(N) 5" THICKSLAB-ON-GRADE PER NOTE NO.11
11S5.01
REMOVE EXISTINGPOST AFTER NEWHSS4x4 IS INSTALLED
(N) OPENINGSEE ARCH(4'-0" MAX)
SEE ARCH
(N) GLB 5 1/8 x 21HEADERABOVE
(N) C2
(N) GLB 5 1/8 x 21HEADERABOVE
( -0' - 3" MAX)REFER TOARCH
( -0' - 3" MAX)
DEPRESSED SLAB LOCALLY AS REQUIREDBY ARCH DWG TO ACCOMMODATE NANAWALL BOT TRACK
(± 0' - 0" )
52S1.1
52S1.1
(N) DEPRESSED SLABPER NOTE NO.11 ( -0' - 3" MAX)
( -0' - 3" MAX)REFER TOARCH
REFER TOARCH
REFER TOARCH
( -0' - 3" MAX)
( -0' - 3" MAX)REFER TOARCHREFER TO
ARCH
( -0' - 3" MAX)
( -0' - 3" MAX)REFER TOARCH
52S1.1
52S1.1
(N) DEPRESSED SLABPER NOTE NO.11
(N) DEPRESSED SLABPER NOTE NO.11
A.2
B.2
B.5
A.6
12S5.01
F1C3
F2C1
21S1.1
B
F1C2
25S7.81 TYP OF 4
2S3.02
(N) C2
(N) C2
(N) F1
(N) F1
(N) F1
1S3.02
TYP. @ (N) FOOTINGS
2S7.82
2S7.82
2S7.82
2S7.82
2S7.82
2S7.82
2S7.82
2S7.82
S3.0131
S2.401
13S5.01
25S3.01
25S3.01
3' - 6 1/16"CL COL
25S3.01
25S3.01
16S3.01
20' -
0"12
' - 0"
12' -
0"
16S3.01
16S3.01
16S3.01
20' -
0"11
' - 11
19/32
"12
' - 0 1
3/32"
16S3.01
16S3.01
16S3.01
16S3.01
20' -
0"12
' - 0"
12' -
0"
11' -
11 19
/32"
12' -
0 13/3
2"20
' - 0"
(N) CONCRETEINFILL
COORDINATE ALLWASTE LINE TRENCHESw/ ARCH. SEE SHT A0.20
C1F2
C1F2
14S3.01
3S3.02
41S1.1
TYP @SAWCUTS
12S3.00TYP.
U.N.O.
13S3.02
TOWER PER 26/S2.30
SIM.
21S1.1
A
S3.011
S3.013
SEE TYP.AS OCCURS
CURB PER 21/S2.1 WHERE OCCURS
14S3.02
34S1.1
TYP AT MOVABLEPARTITION
REMOVE (E) CMU WALL & FDNAFTER ROOF FRAMING ABOVEHAS BEEN REMOVED, TEMPORARILLYBRACE WALL AS REQUIRED
13S3.02
EXTEND (N) SLAB PAST(E) CMU BY +/- 1'-0"
SIM.
FOUNDATION SYMBOLS:
INDICATES TOP OF FOOTING ELEVATIONTOF = X'-X"
INDICATES (N) DEPRESSED SLAB PER NOTE 11. SEE ARCH FOR EXACT DEPTH AND EXTENT.
INDICATES SPOT ELEVATION RELATIVE TO TYP TOP OF SLAB ELEVATION. VERIFY WITH ARCH.
X'-X"
INDICATES (E) CMU WALL FULLY GROUTED. SEE ARCH FOR EXACT LOCATION AND EXTENT. REFER TO S4.00 & S4.01 FOR WALL ELEVATIONS.
INDICATES SLAB STEP
XXXX
XXX#
MECH UNIT NUMBER - SEE MECH DWGS
MAXIMUM DESIGN OPERATING WT
INDICATES (N) MECH EQUIPMENT
INDICATES (N) SLAB ON GRADE PER NOTE NO.11
FOUNDATION PLAN NOTES:1. FOR GENERAL NOTES, SEE SHEETS S0.10 THRU S0.11.
2. FOR TYPICAL DETAILS, SHEETS S1.1 THRU S1.3.
3. FOR ANY DIMENSION INFORMATION NOT SHOWN, SEE ARCHITECTURAL DRAWINGS.
4. FOR ELEVATION OF FINISH FLOOR, SEE CIVIL DRAWINGS.
5. SEE GEOTECHNICAL REPORT FOR ALL SITE AND SUBGRADE PREPARATION.
6. SEE ARCHITCTURAL AND CIVIL DRAWINGS FOR ALL EXTERIOR CONCRETE PAVING, SLAB, BASES, CURBS, SITE WALLS, ETC.
7. SEE PLANS AND ARCHTECTURAL DRAWINGS FOR DEPRESSIONS, SLOPES, OPENINGS, DRAINS, TRENCHES, SLAB EDGE LOCATIONS.
8. SEE PLAN FOR CONCRETE PADS ABOVE CONCRETESLAB. SEE TYPICAL PAD AND CURB DETAILS UNLESS NOTED OTHERWISE. SEE ARCHITECTURAL, PLUMBING, MECHANICAL, AND ELECTRICAL DRAWINGS FOR EXACT LOCATION, SIZE AND HEIGHT OF ALL PADS AND CURBS.
9. GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATING AND LOCATING ALL OPENINGS THROUGH THE SLAB INCLUDING BUT NOT LIMITED TO ELECTRICAL, MECHANICAL, PLUMBING, SPRINKLER AND TELEPHONE. SUBMIT TO THE STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO SUBMITTAL OF REINFORCING STEEL SHOP DRAWINGS.
10. TOP OF FOOTING ELEVATION SHALL BE = -1' - 6", UNO ON PLANS OR DETAILS. STEP FOOTING AS REQUIRED SO THATTHE BOTTOM OF NEW FOOTING MATCHES BOTTOM OF EXISTING FOOTING AT INTERFACE.
11. TYPICAL SLAB-ON-GRADE SHALL BE AS FOLLOWS, UNO:a. 5" THICK CONCRETE SLAB W/ #4 @ 16" O.C. EA WAY
PLACED AT SLAB MID-DEPTH, OVERb. 2" THICK SAND, WHERE MOISTURE BARRIER
REQUIRED (PER ARCH), OVERc. 15 MIL MOISTURE BARRIER, WHERE REQUIRED BY
ARCHITECTURAL DRAWINGS/SPECIFICATIONS, OVERd. 2" THICK SAND, WHERE MOISTURE BARRIER
SCALE: 1/8" = 1'-0"S2.011 STRUCTURAL FOUNDATION PLAN - AREA A
TRUENORTH
41S4.00
1
1
2
2
3
3
4
4
CC
DD
EE
FF
GG
11S4.01
14S4.01
13S4.01
12S4.01
2.11.2 1.5
6' - 0
"29
' - 0"
28' -
11 15
5/25
6"6'
- 0"
(E) 4" THICK SLAB-ON-GRADETO REMAIN, UNO
(N) 5" THICK SLAB-ON-GRADE PER NOTE NO.11
(N) 5" THICK SLAB-ON-GRADE PER NOTE NO.11
( -0' - 9" MAX)SEE ARCH
C7C7C8
C8C8
C8C8
C8TYP
1' - 0" CLRTYP
1' - 0" CLR
W/ARCH
4'-0"VERIFY
20' - 0" 20' - 0"
19' - 8 3/16" 4' - 8" 19' - 8 3/16"
INFILL (E) OPENING WITH 8" CMUAND EXTEND TOUNDERSIDE OF (E) GLB
INFILL (E) OPENING WITH 8" CMUAND EXTEND TOUNDERSIDE OF (E) GLB
(E) CMU PIEREXTENDING TOROOF
W/ARCH
4'-0"VERIFY
(E) OPENING TO REMAIN
20' - 0"
19' - 8 3/16" 4' - 8" 19' - 8 3/16"
20' - 0"
INFILL (E) OPENING WITH 8" CMUAND EXTEND TOUNDERSIDE OF (E) GLB
INFILL (E) OPENING WITH 8" CMUAND EXTEND TOUNDERSIDE OF ROOF (E) CMU PIER
EXTENDING TOROOF
(15'-
4 " M
AX)
SEE
ARCH
27' -
3 19/3
2"3'
- 4"
INFILL (E) OPENINGW/ 2x6 STUDS @ 16" O.C.
(N) OPENINGSEE ARCH(4'-0" MAX)
(21'-
4 " M
AX)
SEE
ARCH
(N) OPENINGSEE ARCH(3'-4" MAX)
MATC
HLIN
ES2
.01
C8 C8
SEE ARCH
SEE ARCH
(N) OPENINGSEE ARCH(4'-0" MAX)
( -0' - 3" MAX)REFER TO ARCH 52
S1.1
(N) 5" THICK DEPRESSED SLAB PER NOTE NO.11
(± 0' - 0" )
( -0' - 3" MAX)REFER TO ARCH
12' - 5 3/4"5
S3.01
11S3.01
12S3.01
25S1.1
HSS4x8x3/8
21S3.01
TYP. 3PLACES
HSS4x8x3/8
21S3.01
TYP. 3PLACES
11S3.01
52S1.1
S3.0131
S3.0131
S2.401
14S3.01
13S3.01
FENCE / GATEPER ARCH
FENCE / GATEPER ARCH
13S7.81
FENCE / GATEPER ARCH
S7.8131
S7.8131
(E) OPENINGTO REMAIN
(E) OPENINGTO REMAIN
C1F2
C1F2
C1F2
C1F2
CL
6S3.02
3S3.02
41S1.1TYP.
LOCKER PADPER 32/S1.1
REMOVE WING WALLAT BUILDING CORNERPER NOTE DL46 ONSHEET AD102
ABOVE
WALK IN FREEZER DEPRESSED SLABPER D/FS8.00
(N) 24" DIA FOOTINGx 13'-0" LONG(2 - LOCATIONS)
13S3.00 SIM.
S3.027
EXTENT OFMAT FDN.
FOUNDATION SYMBOLS:
INDICATES TOP OF FOOTING ELEVATIONTOF = X'-X"
INDICATES (N) DEPRESSED SLAB PER NOTE 11. SEE ARCH FOR EXACT DEPTH AND EXTENT.
INDICATES SPOT ELEVATION RELATIVE TO TYP TOP OF SLAB ELEVATION. VERIFY WITH ARCH.
X'-X"
INDICATES (E) CMU WALL FULLY GROUTED. SEE ARCH FOR EXACT LOCATION AND EXTENT. REFER TO S4.00 & S4.01 FOR WALL ELEVATIONS.
INDICATES SLAB STEP
XXXX
XXX#
MECH UNIT NUMBER - SEE MECH DWGS
MAXIMUM DESIGN OPERATING WT
INDICATES (N) MECH EQUIPMENT
INDICATES (N) SLAB ON GRADE PER NOTE NO.11
FOUNDATION PLAN NOTES:1. FOR GENERAL NOTES, SEE SHEETS S0.10 THRU S0.11.
2. FOR TYPICAL DETAILS, SHEETS S1.1 THRU S1.3.
3. FOR ANY DIMENSION INFORMATION NOT SHOWN, SEE ARCHITECTURAL DRAWINGS.
4. FOR ELEVATION OF FINISH FLOOR, SEE CIVIL DRAWINGS.
5. SEE GEOTECHNICAL REPORT FOR ALL SITE AND SUBGRADE PREPARATION.
6. SEE ARCHITCTURAL AND CIVIL DRAWINGS FOR ALL EXTERIOR CONCRETE PAVING, SLAB, BASES, CURBS, SITE WALLS, ETC.
7. SEE PLANS AND ARCHTECTURAL DRAWINGS FOR DEPRESSIONS, SLOPES, OPENINGS, DRAINS, TRENCHES, SLAB EDGE LOCATIONS.
8. SEE PLAN FOR CONCRETE PADS ABOVE CONCRETESLAB. SEE TYPICAL PAD AND CURB DETAILS UNLESS NOTED OTHERWISE. SEE ARCHITECTURAL, PLUMBING, MECHANICAL, AND ELECTRICAL DRAWINGS FOR EXACT LOCATION, SIZE AND HEIGHT OF ALL PADS AND CURBS.
9. GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATING AND LOCATING ALL OPENINGS THROUGH THE SLAB INCLUDING BUT NOT LIMITED TO ELECTRICAL, MECHANICAL, PLUMBING, SPRINKLER AND TELEPHONE. SUBMIT TO THE STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO SUBMITTAL OF REINFORCING STEEL SHOP DRAWINGS.
10. TOP OF FOOTING ELEVATION SHALL BE = -1' - 6", UNO ON PLANS OR DETAILS. STEP FOOTING AS REQUIRED SO THATTHE BOTTOM OF NEW FOOTING MATCHES BOTTOM OF EXISTING FOOTING AT INTERFACE.
11. TYPICAL SLAB-ON-GRADE SHALL BE AS FOLLOWS, UNO:a. 5" THICK CONCRETE SLAB W/ #4 @ 16" O.C. EA WAY
PLACED AT SLAB MID-DEPTH, OVERb. 2" THICK SAND, WHERE MOISTURE BARRIER
REQUIRED (PER ARCH), OVERc. 15 MIL MOISTURE BARRIER, WHERE REQUIRED BY
ARCHITECTURAL DRAWINGS/SPECIFICATIONS, OVERd. 2" THICK SAND, WHERE MOISTURE BARRIER
SCALE: 1/16" = 1'-0"S2.101 OVERALL STRUCTURAL ROOF FRAMING PLAN
TRUENORTH
1. FOR GENERAL NOTES, SEE SHEETS S0.10 THRU S0.11.
2. FOR TYPICAL DETAILS, SHEETS S1.1 THRU S1.4.
3. FOR ANY DIMENSION INFORMATION NOT SHOWN, SEE ARCHITECTURAL DRAWINGS.
4. FOR (E) ROOF ELEVATION, SEE ARCHITECTURAL DRAWINGS.
5. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS OF MECHANICAL EQUIPMENT.
6. SEE ARCHITECTURAL PLANS FOR (E) TOP OF PARAPET ELEVATIONS, TYPICAL.
7. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONAL AND LAYOUT INFORMATION NOT SHOWN.
8. SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF ROOF OPENINGS. VERIFY SIZE AND LOCATION OF ALL OPENINGS WITH ARCHITECT, MECHANICAL AND ELECTRICAL ENGINEER AS REQUIRED. NOTIFY STRUCTURAL ENGINEER IMMEDIATELY OF ANY DISCREPANCIES.
9. SEE ARCHITECTURAL DRAWINGS FOR FRAMING AND DECK TOP OF STEEL INFORMATION.
FRAMING PLAN NOTES
21S4.00
41S4.00
11S4.00
31S4.00
3 4 5 6 7 8 9 10 11 12
A
B
C
D
E
F
G
H
I
12S4.01
51S4.00
52S4.00
53S4.00
11S5.00
12S5.00
13S5.00
11S5.01
11S2.30
12S2.30
2.1
A.2
B.2
B.5
A.6
12S5.01
13S5.01
(N) 3x12
(N) 3x12
S2.12
MATC
HLIN
E
MATC
HLIN
E/ -
---
(E) LOAD-BEARING WALL BELOW
(N) 19/32" PLYWOODSHEATHING (N) 19/32" PLYWOOD
SHEATHING
(N) 19/32" PLYWOODSHEATHING
(N) 19/32" PLYWOODSHEATHING
(E) RAISED MECHANICAL PAD TO REMAIN
(E) RAISED MECHANICAL PAD TO REMAIN
(E) RAISED MECHANICAL PAD TO REMAIN
(E) RAISED MECHANICAL PAD TO REMAIN
(E) RAISED MECHANICAL PAD TO REMAIN
(E) RAISED MECHANICAL PAD TO REMAIN
(E) RAISED MECHANICAL PAD TO REMAIN
HSS12x4x3/8
HSS14x6x3/8
W8x
13(L
) TYP
(N) 19/32" PLYWOODSHEATHING(N) C1
BELOW
(N) C1BELOW
(N) 6x4 WOODPOST BELOW
(N) C2BELOW
(N) C2 BELOW
(N) 6x4 WOOD POST BELOW
(N) 6x4 WOODPOST BELOW
(N) C2BELOW
(N) C2 BELOW
(N) 6x4 WOODPOST BELOW
(E) LOAD-BEARINGWALL BELOW
(E) LOAD-BEARINGWALL BELOW
(N) C1BELOW
(N) C1BELOW
(N) 19/32" PLYWOODSHEATHING
S2.12
MATC
HLIN
E
(N) 8" CMU WALL UP TO THE NEW HIGH-DECK AND ABOVE (E) CMU WALL(3 SIDES)
SISTER-UP NEW JOIST WITHEXISTING JOISTS PRIOR TOREMOVING THE EXISTING LOAD-BEARING WALL ON THE SOUTH SIDE OF EXISTING OPENING
(N) 19/32" PLYWOODSHEATHING
(N) 8" CMU WALL UP TO THE NEW HIGH-DECK AND ABOVE (E) CMU WALL(3 SIDES)
(N) 8" CMU WALL UP TO THE NEW HIGH-DECK AND ABOVE (E) CMU WALL(3 SIDE)
SLOPEPER ARCH
SLOPEPER ARCH
SHAPED 3x6 BLOCKINGAT TOP RIDGE
LINE OF BRIDGING AT BOT CHORD TYP (TOTAL OF 5 LINES)
EQ EQEQ
GLB
@ 32
" OC
CAMB
ER 9"
3 1/8
x 22 1
/2 24
FV4
ALIGN W/ (E) TJIAT EA END TYP
(N) SIMPSON LSTA36AT EA END W/ (24) 10d NAILSTYP (3 LOCATIONS PER PLAN)
(N) MECH SCREENWALL PER ARCH(3 SIDES)
SLOPEPER ARCH
SLOPEPER ARCH
SHAPED 3x6 BLOCKINGAT TOP CHORD
(L)
(L)
MATC
HLIN
E/ -
---
12S7.80
12S7.80
11S7.80
SIMOH
OH
(N) 8" CMU WALL UP TO THE NEW HIGH-DECK AND ABOVE (E) CMU WALL(3 SIDE)
ALIGN W/ (E) TJIAT EA END TYP
HSS1
0x10
x1/4
CENT
ERLIN
E OF
NEW
OPE
NING
S(M
AX 1
OPEN
ING
AT T
HIS
LINE)
(10'-0" MIN)SEE ARCH
CENTERLINE OF NEW OPENINGS(MAX 4 OPENINGS AT THIS LINE)
CENTERLINE OF NEW OPENINGS(MAX 5 OPENINGS AT THIS LINE)
CENT
ERLIN
E OF
NEW
OPE
NING
S(M
AX 2
OPEN
INGS
AT
THIS
LINE
)
(10'-0" MIN)SEE ARCHCE
NTER
LINE
OF N
EW O
PENI
NGS
(MAX
4 OP
ENIN
GS A
T TH
IS LI
NE)
CENTERLINE OF NEW OPENINGS(MAX 4 OPENINGS AT THIS LINE)
CENTERLINE OF NEW OPENINGS(MAX 5 OPENINGS AT THIS LINE)
(8'-0
" MIN
)SE
E AR
CH
(10'-0" MIN)SEE ARCHCE
NTER
LINE
OF N
EW O
PENI
NGS
(MAX
4 OP
ENIN
GS A
T TH
IS LI
NE)
CENTERLINE OF NEW OPENINGS(MAX 5 OPENINGS AT THIS LINE)
(8'-0
" MIN
)SE
E AR
CH
CENTERLINE OF NEW OPENINGS(MAX 5 OPENINGS AT THIS LINE)
(8'-0
" MIN
)SE
E AR
CH
CENTERLINE OF NEW OPENINGS(MAX 4 OPENINGS AT THIS LINE)
(8'-0
" MIN
)SE
E AR
CH
CENTERLINE OF NEW OPENINGS(MAX 3 OPENINGS AT THIS LINE)
CENTERLINE OF NEW OPENINGS(MAX 3 OPENINGS AT THIS LINE)
(8'-0
" MIN
)SE
E AR
CH(8
'-0" M
IN)
SEE
ARCH
CENT
ERLIN
E OF
NEW
OPE
NING
S(M
AX 4
OPEN
INGS
AT
THIS
LINE
)
CENTERLINE OF NEW OPENINGS(MAX 2 OPENINGS AT THIS LINE)
(8'-0
" MIN
)SE
E AR
CH
CENTERLINE OF NEW OPENINGS(MAX 3 OPENINGS AT THIS LINE)
(8'-0
" MIN
)SE
E AR
CH(8
'-0" M
IN)
SEE
ARCH
(N) 24" MAX SQ OR ROUNDOPENING FOR SOLUTUBES(PER ARCH DWG). TYP (TOTAL 52 LOCATIONS)SEE 41/S1.2
CENTERLINE OF NEW OPENINGS(MAX 3 OPENINGS AT THIS LINE)
(8'-0
" MIN
)SE
E AR
CH
(10'-0" MIN)SEE ARCHCE
NTER
LINE
OF N
EW O
PENI
NGS
(MAX
3 OP
ENIN
GS A
T TH
IS LI
NE)
(10'-0" MIN)SEE ARCH
CENTERLINE OF NEW OPENINGS(MAX 1 OPENING AT THIS LINE)
CENTERLINE OF NEW OPENINGS(MAX 1 OPENING AT THIS LINE)
(8'-0
" MIN
)SE
E AR
CH(8
'-0" M
IN)
SEE
ARCH
CENT
ERLIN
E OF
NEW
OPE
NING
S(M
AX 3
OPEN
INGS
AT
THIS
LINE
)
CENT
ERLIN
E OF
NEW
OPE
NING
S(M
AX 3
OPEN
INGS
AT
THIS
LINE
)
CENT
ERLIN
E OF
NEW
OPE
NING
S(M
AX 3
OPEN
INGS
AT
THIS
LINE
)
(8'-0" MIN)SEE ARCHCE
NTER
LINE
OF N
EW O
PENI
NGS
(MAX
3 OP
ENIN
GS A
T TH
IS LI
NE)
(8'-0" MIN)SEE ARCH
(8'-0" MIN)SEE ARCH
(10'-0" MIN)SEE ARCHCE
NTER
LINE
OF N
EW O
PENI
NGS
(MAX
3 OP
ENIN
GS A
T TH
IS LI
NE)
(10'-0" MIN)SEE ARCHCE
NTER
LINE
OF N
EW O
PENI
NGS
(MAX
2 OP
ENIN
GS A
T TH
IS LI
NE)
(10'-0" MIN)SEE ARCHCE
NTER
LINE
OF N
EW O
PENI
NGS
(MAX
4 OP
ENIN
GS A
T TH
IS LI
NE)
(10'-0" MIN)SEE ARCHCE
NTER
LINE
OF N
EW O
PENI
NGS
(MAX
4 OP
ENIN
GS A
T TH
IS LI
NE)
CENT
ERLIN
E OF
NEW
OPE
NING
S(M
AX 1
OPEN
ING
AT T
HIS
LINE)
CENT
ERLIN
E OF
NEW
OPE
NING
S(M
AX 4
OPEN
INGS
AT
THIS
LINE
)
(10'-0" MIN)SEE ARCH
(E) 5 1/4x22 3/4 GLB
(E) JOISTTO REMAIN
EQ EQ EQ EQ EQ
EQ EQ EQ EQ EQ EQ
EQ EQ EQ EQ EQ EQ
EQ EQ EQ EQ EQEQ EQ EQ EQ EQ EQ
EQ EQ EQ EQ EQ EQ
LINE OF (N)BLOCKING AND STRAP PER DETAIL13/S7.80 TYP.
LINE OF (N)BLOCKING AND STRAP PER DETAIL13/S7.80 TYP
1. FOR GENERAL NOTES, SEE SHEETS S0.10 THRU S0.11.
2. FOR TYPICAL DETAILS, SHEETS S1.1 THRU S1.4.
3. FOR ANY DIMENSION INFORMATION NOT SHOWN, SEE ARCHITECTURAL DRAWINGS.
4. FOR (E) ROOF ELEVATION, SEE ARCHITECTURAL DRAWINGS.
5. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS OF MECHANICAL EQUIPMENT.
6. SEE ARCHITECTURAL PLANS FOR (E) TOP OF PARAPET ELEVATIONS, TYPICAL.
7. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONAL AND LAYOUT INFORMATION NOT SHOWN.
8. SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF ROOF OPENINGS. VERIFY SIZE AND LOCATION OF ALL OPENINGS WITH ARCHITECT, MECHANICAL AND ELECTRICAL ENGINEER AS REQUIRED. NOTIFY STRUCTURAL ENGINEER IMMEDIATELY OF ANY DISCREPANCIES.
9. SEE ARCHITECTURAL DRAWINGS FOR FRAMING AND DECK TOP OF STEEL INFORMATION.
SCALE: 1/8" = 1'-0"S2.121 STRUCTURAL ROOF FRAMING PLAN - AREA B
TRUENORTH
1 2
A
B
11S4.01
2.1
A.2
1.2
B.2
B.5
1.5
A.6
MATC
HLIN
E/ -
---
D1 TYP
MATC
HLIN
E /--
--
23S7.83
TYP 21S7.83
TYPAT CANT
BEAM LOCATIONS
22S7.83TYP
HSS1
2x4x
1/4
HSS12x4x1/4
HSS12x4x1/4
HSS12x4x1/4
HSS12x4x1/4
HSS12x4x1/4
HSS12x4x1/4
HSS12x4x1/44' - 5
"2'
- 10 1
/2"
HSS1
2x4x
5/16
HSS12x4x1/4
HSS12x4x1/4
HSS12x4x1/4
HSS12x4x1/4
HSS12x4x1/4
HSS12x4x1/4
HSS12x4x1/4
HSS12x4x1/4 HSS12x4x1/4
HSS1
2x4x
5/16
HSS1
2x4x
5/16
HSS12x4x1/4 HSS12x4x1/4
(N) 2x8 @ 16" O.C.ALIGN w/ (E) JOISTS
O.H.
TAPERED JOISTS@ 16" O.C.
11S7.83
12S7.83
TOS 13'-5 1/2"TOS 12'-4"
TYPS7.83
44S7.83
43
14S7.83
13S7.83
HSS
12x4
x1/4
12S7.83
1 2
A
B
2.1
A.2
1.2
B.2
B.5
1.5
A.6
MATC
HLIN
E S2
.02
(N) 5" THICK SLAB-ON-GRADE PER NOTE NO.10
C6 - TYP
CONC CURBWHERE OCCURSPER ARCH
CONC CURBWHERE OCCURSPER ARCH
(N) 24" DIA FOOTING18'-0" MIN. LONG PER SECTIONTYP (12 LOCATIONS)
(2) #4 CONTADDED REBAR(ONE ON EA SIDEOF POST TYP)
S7.8333
42S7.83
35S7.83
35S7.83
S7.8334
ABOVE
21S1.1
TYP.
13S3.00 TYP.
ABOVE
21S1.1 TYP.
1. FOR GENERAL NOTES, SEE SHEETS S0.10 THRU S0.11
2. FOR TYPICAL DETAILS, SHEETS S1.1 THRU S1.4
3. FOR ANY DIMENSION INFORMATION NOT SHOWN, SEE ARCHITECTURAL DRAWINGS.
4. FOR ELEVATION OF FINISH FLOOR, SEE CIVIL DRAWINGS.
5. SEE GEOTECHNICAL REPORT FOR ALL SITE AND SUBGRADE PREPARATION.
6. SEE ARCHITCTURAL AND CIVIL DRAWINGS FOR ALL EXTERIOR CONCRETE PAVING, SLAB, BASES, CURBS, SITE WALLS, ETC.
7. SEE PLANS AND ARCHTECTURAL DRAWINGS FOR DEPRESSIONS, SLOPES, OPENINGS, DRAINS, TRENCHES, SLAB EDGE LOCATIONS.
8. GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATING AND LOCATING ALL OPENINGS THROUGH THE SLAB INCLUDING BUT NOT LIMITED TO ELECTRICAL, MECHANICAL, PLUMBING, SPRINKLER AND TELEPHONE. SUBMIT TO THE STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO SUBMITTAL OF REINFORCING STEEL SHOP DRAWINGS.
9. TOP OF FOOTING ELEVATION SHALL BE = -1' - 0", UNO ON PLANS OR DETAILS. STEP FOOTING AS REQUIRED SO THATTHE BOTTOM OF NEW FOOTING MATCHES BOTTOM OF EXISTING FOOTING AT INTERFACE.
10. TYPICAL SLAB-ON-GRADE SHALL BE AS FOLLOWS, UNO:a. 5" THICK CONCRETE SLAB W/ #4 @ 16" O.C. EA WAY
PLACED AT SLAB MID-DEPTH, OVER
b. 1" THICK SAND, WHERE MOISTURE BARRIER REQUIRED (PER ARCH), OVER
c. 10 MIL MOISTURE BARRIER, WHERE REQUIRED BY ARCHITECTURALDRAWINGS/SPECIFICATIONS, OVER
d. 1" THICK SAND, WHERE MOISTURE BARRIER REQUIRED (PER ARCH), OVER
e. 4" THICK GRAVEL OR WASHED CONCRETE SAND, OVER COMPACTED SUBGRADE PER GEOTECHNICAL REPORT.
FOUNDATION PLAN NOTES
1. FOR GENERAL NOTES REFER TO S0.10 SERIES SHEET.FOR TYPICAL DETAILS REFER TO S3.00 SERIES AND S5.00 SERIES.
2. VERIFY ALL DIMENSIONS PRIOR TO START OF WORK. REFER TOARCHITECTURAL DRAWINGS FOR REMAINDER OF DIMENSIONSNOT INDICATED ON STRUCTURAL DRAWINGS.
3. REFER TO ARCHITECTURAL DRAWINGS FOR CONCRETE SLABELEVATIONS, DEPRESSIONS OPENING SIZE AND LOCATIONS, SLOPE,DRAINS, TRENCHES, WALL DIMENSIONS INCLUDING OPENINGS PRIORTO START OF WORK.
4. ALL COLUMNS SHALL BE CENTERED ON GRIDLINE, UNO.
5. SPACE BEAMS EQUALLY BETWEEN COLUMNS, UNO.
FLOOR FRAMING LEGEND:
Dx INDICATES DIRECTION OF METAL DECKPER SCHEDULE ON 11/S1.2.
INDICATES (N) DEPRESSED SLAB PER NOTE 11. SEE ARCH FOR EXACT DEPTH AND EXTENT.
INDICATES SPOT ELEVATION RELATIVE TO TYP TOP OF SLAB ELEVATION. VERIFY WITH ARCH.
X'-X"
INDICATES (E) CMU WALL FULLY GROUTED. SEE ARCH FOR EXACT LOCATION AND EXTENT. REFER TO S4.00 & S4.01 FOR WALL ELEVATIONS.
INDICATES SLAB STEP
XXXX
XXX#
MECH UNIT NUMBER - SEE MECH DWGS
MAXIMUM DESIGN OPERATING WT
INDICATES (N) MECH EQUIPMENT
INDICATES (N) SLAB ON GRADE PER NOTE NO.11
FOUNDATION PLAN NOTES:1. FOR GENERAL NOTES, SEE SHEETS S0.10 THRU S0.11.
2. FOR TYPICAL DETAILS, SHEETS S1.1 THRU S1.3.
3. FOR ANY DIMENSION INFORMATION NOT SHOWN, SEE ARCHITECTURAL DRAWINGS.
4. FOR ELEVATION OF FINISH FLOOR, SEE CIVIL DRAWINGS.
5. SEE GEOTECHNICAL REPORT FOR ALL SITE AND SUBGRADE PREPARATION.
6. SEE ARCHITCTURAL AND CIVIL DRAWINGS FOR ALL EXTERIOR CONCRETE PAVING, SLAB, BASES, CURBS, SITE WALLS, ETC.
7. SEE PLANS AND ARCHTECTURAL DRAWINGS FOR DEPRESSIONS, SLOPES, OPENINGS, DRAINS, TRENCHES, SLAB EDGE LOCATIONS.
8. SEE PLAN FOR CONCRETE PADS ABOVE CONCRETESLAB. SEE TYPICAL PAD AND CURB DETAILS UNLESS NOTED OTHERWISE. SEE ARCHITECTURAL, PLUMBING, MECHANICAL, AND ELECTRICAL DRAWINGS FOR EXACT LOCATION, SIZE AND HEIGHT OF ALL PADS AND CURBS.
9. GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATING AND LOCATING ALL OPENINGS THROUGH THE SLAB INCLUDING BUT NOT LIMITED TO ELECTRICAL, MECHANICAL, PLUMBING, SPRINKLER AND TELEPHONE. SUBMIT TO THE STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO SUBMITTAL OF REINFORCING STEEL SHOP DRAWINGS.
10. TOP OF FOOTING ELEVATION SHALL BE = -1' - 6", UNO ON PLANS OR DETAILS. STEP FOOTING AS REQUIRED SO THATTHE BOTTOM OF NEW FOOTING MATCHES BOTTOM OF EXISTING FOOTING AT INTERFACE.
11. TYPICAL SLAB-ON-GRADE SHALL BE AS FOLLOWS, UNO:a. 5" THICK CONCRETE SLAB W/ #4 @ 16" O.C. EA WAY
PLACED AT SLAB MID-DEPTH, OVERb. 2" THICK SAND, WHERE MOISTURE BARRIER
REQUIRED (PER ARCH), OVERc. 15 MIL MOISTURE BARRIER, WHERE REQUIRED BY
ARCHITECTURAL DRAWINGS/SPECIFICATIONS, OVERd. 2" THICK SAND, WHERE MOISTURE BARRIER
SCALE: 1/8" = 1'-0"S2.401 FOUNDATION PLAN - CANOPY A-B
SCALE: 1/8" = 1'-0"S2.402 ROOF FRAMING PLAN - CANOPY A-B
SCALE: 1" = 1'-0"S2.4011 SECTION
SCALE: 1" = 1'-0"S2.4012 SECTION
SCALE: 1" = 1'-0"S2.4033 SECTION
SCALE: 1" = 1'-0"S2.4021 PLAN
SCALE: 1" = 1'-0"S2.4022 SECTION
SCALE: 1" = 1'-0"S2.4032 SECTION
SCALE: 1" = 1'-0"S2.4031 HSS BEAM ON HSS COL
SCALE: 1/8" = 1'-0"S2.403 CEILING FRAMING PLAN - CANOPY A-B
TRUENORTH
TRUENORTH
TRUENORTH
21S6.00
12S6.00
13S6.00
12S6.00
21S6.00
13S6.00
(N) 5" THICK SLAB-ON-GRADE PER NOTE NO.11
22S6.00
12S6.00
6" CURB TYP ATALL INTERIOR WALLS
TYP.2' - 6"
13 14
J
K
8" CMUPER
S6.0012
W10x33
W10x33
W10x33
W10x33
HSS8
x4x3
/16
L4x4x3/8
L4x4
x3/8
L4x4
x3/8
DECK PERSCHEDULE11/S1.2
TAPERED JOIST10" TO 8" @ 16" O.C.PER
DBL JOIST ATTIE RODS, TYP.
CL TIE ROD1 1/4" STD PIPE
CL TIE ROD1 1/4" STD PIPE
CL TIE ROD1 1/4" STD PIPE
CL TIE ROD1 1/4" STD PIPE
TAPERED JOIST10" TO 8"@ 16" O.C.
DBL JOIST ATTIE RODS, TYP.
CL TIE ROD1 1/4" STD PIPE
CL TIE ROD1 1/4" STD PIPE
CL TIE ROD1 1/4" STD PIPE
24S7.80
HSS8x4x3/16
24S7.80
22S7.80
22S7.80
21S7.80
21S7.80
LEDGER L5x3x3/8 LLVTYPICAL
23S7.80
23S7.80
O.H.
26S7.80
26S7.80
DBL JOIST ATTIE RODS, TYP.
27S7.80
28S7.80
32S7.80
5/8" FIRE RETARDANTCDX PLYWOOD SHEATHINGw/ #10 SMS @ 6" O.C. ALL EDGES& 12" O.C. FIELD UNBLOCKED
L4x4x3/8(TYP. OF 3)
L4x4x3/8(TYP. OF 3)
L4x4x3/8
L4x4
x3/8
L4x4
x3/8
TYP.
13 14
J
K
ROOF DRAINSEE ARCH FORLOCATION
C.J.
PER
SCHE
DULE
C.J.
PER
SCHE
DULE
C.J.
PER
SCHE
DULE
C.J.
PER
SCHE
DULE
C.J.
PER
SCHE
DULE
8" MAX.
8" MAX.
8" MAX.
8" MAX.
14S1.2
BRIDGINGPER
13 14
J
K
33S1.2 TYP.
33S1.2 TYP.
23S6.00
TYP.
1314
(2) - #5 CONT. CHORD BARS
TOP / SLAB
12' -
0"
1' - 4
"8"
8" CMU PER S6.012
CANOPYPER
S2.501
13 14
TOP / SLAB
(2) - #5 CONT. CHORD BARS
#5 HORIZ
#5 JAMB BAR, TYP.
ADD (1) - #5 VERT
8"1'
- 4"
8" CMU PER S6.012
CANOPYPER
S2.501
DOWELS TO MATCHVERT BARS TYP.
14S1.3
J K
TOP / SLAB
(2) - #5 CONT. CHORD BARS
#5 JAMB BAR, TYP.
#5 HORIZ.
1' - 4
"8"
8" CMU PERS6.012CANOPY
PER S2.501
DOWELS TO MATCHVERT BARS TYP.
JK
22S2.50
(2) - #5 CONT. CHORD BARS
TOP / SLAB
1' - 4
"8"
8" CMU PERS6.012
CANOPYPER
S2.501
DOWELS TO MATCHVERT BARS TYP.
1. FOR GENERAL NOTES, SEE SHEETS S0.10 THRU S0.11
2. FOR TYPICAL DETAILS, SHEETS S1.1 THRU S1.4
3. FOR ANY DIMENSION INFORMATION NOT SHOWN, SEE ARCHITECTURAL DRAWINGS.
4. FOR ELEVATION OF FINISH FLOOR, SEE CIVIL DRAWINGS.
5. SEE GEOTECHNICAL REPORT FOR ALL SITE AND SUBGRADE PREPARATION.
6. SEE ARCHITCTURAL AND CIVIL DRAWINGS FOR ALL EXTERIOR CONCRETE PAVING, SLAB, BASES, CURBS, SITE WALLS, ETC.
7. SEE PLANS AND ARCHTECTURAL DRAWINGS FOR DEPRESSIONS, SLOPES, OPENINGS, DRAINS, TRENCHES, SLAB EDGE LOCATIONS.
8. GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATING AND LOCATING ALL OPENINGS THROUGH THE SLAB INCLUDING BUT NOT LIMITED TO ELECTRICAL, MECHANICAL, PLUMBING, SPRINKLER AND TELEPHONE. SUBMIT TO THE STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO SUBMITTAL OF REINFORCING STEEL SHOP DRAWINGS.
9. TOP OF FOOTING ELEVATION SHALL BE = -1' - 0", UNO ON PLANS OR DETAILS. STEP FOOTING AS REQUIRED SO THATTHE BOTTOM OF NEW FOOTING MATCHES BOTTOM OF EXISTING FOOTING AT INTERFACE.
10. TYPICAL SLAB-ON-GRADE SHALL BE AS FOLLOWS, UNO:a. 5" THICK CONCRETE SLAB W/ #4 @ 16" O.C. EA WAY
PLACED AT SLAB MID-DEPTH, OVER
b. 1" THICK SAND, WHERE MOISTURE BARRIER REQUIRED (PER ARCH), OVER
c. 10 MIL MOISTURE BARRIER, WHERE REQUIRED BY ARCHITECTURALDRAWINGS/SPECIFICATIONS, OVER
d. 1" THICK SAND, WHERE MOISTURE BARRIER REQUIRED (PER ARCH), OVER
e. 4" THICK GRAVEL OR WASHED CONCRETE SAND, OVER COMPACTED SUBGRADE PER GEOTECHNICAL REPORT.
SCALE: 1/4" = 1'-0"S2.503 FOUNDATION PLAN - REST ROOM
SCALE: 1/4" = 1'-0"S2.501 ROOF FRAMING PLAN - REST ROOM
SCALE: 1/4" = 1'-0"S2.502 CEILING FRAMING PLAN - REST ROOM
SCALE: 1/4" = 1'-0"S2.5022 RESTROOM ELEVATION EAST
SCALE: 1/4" = 1'-0"S2.5032 RESTROOM ELEVATION WEST
SCALE: 1/4" = 1'-0"S2.5021 RESTROOM ELEVATION NORTH
SCALE: 1/4" = 1'-0"S2.5031 RESTROOM ELEVATION SOUTH
TRUENORTH
TRUENORTH
TRUENORTH
4' - 0
"
8' - 6"
1' - 0"1' - 0" 4' - 0
"
4' - 0"4' - 0"
8' - 6"
4' - 0
"
5" CONCRETE SLABw/ #3 @ 12" O.C.EACH WAY CENTERIN SLAB
21S2.60
22S2.60
HSS3x3x1/4(4 - PLACES)
21S2.60
14S2.60
11S2.60
12S2.60
13S2.60
CLR3"
21S1.1
(E) 8" CMU
34S2.60
S2.6042SIM.
34S2.60
HSS8x4x1/4
HSS8x4x1/4
HSS8x4x1/4
HSS8x4x1/4
HSS8x4x1/4
HSS8
x4x1
/4
HSS8
x4x1
/4
S2.6031
S2.6032
33S2.60
41S2.60
HSS3x3x1/4(4 - PLACES)
DECK 11/S1.2
34S2.60
34S2.60
SIM.
42S2.60
(E) 8" CMU
12" CMU BELOWPER 21/S2.60
METAL FENCEPER ARCH
METAL FENCEPER ARCH METAL FENCE
PER ARCH
CONCRETE SLABON GRADE PER PLAN
COLUMN PER PLAN
COLUMN PER PLAN
CMU WALL PER PLAN CMU WALL PER PLAN
CONCRETE FOOTING PER PLAN
ROOF PER PLAN
5' - 4
"
8"1'
- 4"
2' - 0
"1'
- 4"
8"4"
CONCRETE SLABPER PLAN
#4 @ 12" O.C.
12"12"
12" CMU WALLSOLID GROUT
#4 HORIZ.
#5 VERT.@ 24" O.C.EACH FACE
4" BLOCK OUT FORFENCE POST PER ARCH.CENTER IN WALL
CLR3"CLR
3"
(3) - #5 CONTCONCRETE FOOTING4' - 0"
HSS COLUMNPER PLAN &DETAIL 34/S2.60
5' - 4
"
8"1'
- 4"
2' - 0
"1'
- 4"
8"4"
CONCRETE SLABPER PLAN
#4 @ 12" O.C.
12"12"
12" CMU WALLSOLID GROUT
#4 HORIZ.
(2) - #5 VERT.@ 8" O.C.
8' - 6"
CLR3" (6) - #5 CONT
CONCRETE FOOTINGCLR3"
(4) - #5 EQ. SPACED
COLUMN PER PLAN& DETAIL 34/S2.60
FOOTING BEYOND
CONT. BARSFROM 21/S2.60
1. FOR GENERAL NOTES, SEE SHEETS S0.10 THRU S0.11.
2. FOR TYPICAL DETAILS, SHEETS S1.1 THRU S1.4.
3. FOR ANY DIMENSION INFORMATION NOT SHOWN, SEE ARCHITECTURAL DRAWINGS.
4. FOR (E) ROOF ELEVATION, SEE ARCHITECTURAL DRAWINGS.
5. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS OF MECHANICAL EQUIPMENT.
6. SEE ARCHITECTURAL PLANS FOR (E) TOP OF PARAPET ELEVATIONS, TYPICAL.
7. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONAL AND LAYOUT INFORMATION NOT SHOWN.
8. SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF ROOF OPENINGS. VERIFY SIZE AND LOCATION OF ALL OPENINGS WITH ARCHITECT, MECHANICAL AND ELECTRICAL ENGINEER AS REQUIRED. NOTIFY STRUCTURAL ENGINEER IMMEDIATELY OF ANY DISCREPANCIES.
9. SEE ARCHITECTURAL DRAWINGS FOR FRAMING AND DECK TOP OF STEEL INFORMATION.
FRAMING PLAN NOTES
1. FOR GENERAL NOTES, SEE SHEETS S0.10 THRU S0.11
2. FOR TYPICAL DETAILS, SHEETS S1.1 THRU S1.4
3. FOR ANY DIMENSION INFORMATION NOT SHOWN, SEE ARCHITECTURAL DRAWINGS.
4. FOR ELEVATION OF FINISH FLOOR, SEE CIVIL DRAWINGS.
5. SEE GEOTECHNICAL REPORT FOR ALL SITE AND SUBGRADE PREPARATION.
6. SEE ARCHITCTURAL AND CIVIL DRAWINGS FOR ALL EXTERIOR CONCRETE PAVING, SLAB, BASES, CURBS, SITE WALLS, ETC.
7. SEE PLANS AND ARCHTECTURAL DRAWINGS FOR DEPRESSIONS, SLOPES, OPENINGS, DRAINS, TRENCHES, SLAB EDGE LOCATIONS.
8. GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATING AND LOCATING ALL OPENINGS THROUGH THE SLAB INCLUDING BUT NOT LIMITED TO ELECTRICAL, MECHANICAL, PLUMBING, SPRINKLER AND TELEPHONE. SUBMIT TO THE STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO SUBMITTAL OF REINFORCING STEEL SHOP DRAWINGS.
9. TOP OF FOOTING ELEVATION SHALL BE = -1' - 0", UNO ON PLANS OR DETAILS. STEP FOOTING AS REQUIRED SO THATTHE BOTTOM OF NEW FOOTING MATCHES BOTTOM OF EXISTING FOOTING AT INTERFACE.
10. TYPICAL SLAB-ON-GRADE SHALL BE AS FOLLOWS, UNO:a. 5" THICK CONCRETE SLAB W/ #4 @ 16" O.C. EA WAY
PLACED AT SLAB MID-DEPTH, OVER
b. 1" THICK SAND, WHERE MOISTURE BARRIER REQUIRED (PER ARCH), OVER
c. 10 MIL MOISTURE BARRIER, WHERE REQUIRED BY ARCHITECTURALDRAWINGS/SPECIFICATIONS, OVER
d. 1" THICK SAND, WHERE MOISTURE BARRIER REQUIRED (PER ARCH), OVER
e. 4" THICK GRAVEL OR WASHED CONCRETE SAND, OVER COMPACTED SUBGRADE PER GEOTECHNICAL REPORT.
FOUNDATION PLAN NOTES
BEAM PER PLAN
BEAM PER PLAN
PLAN VIEW
COLUMN PER PLAN
BEAM PER PLAN
PLAN VIEW
BEAM PER PLAN
CL BEAM & COLUMN& CMU WALL BELOW
BEAM PER PLANBEAM PER PLAN
T&B
3/16
3/16" CONT PLATE
PER ARCH 3"
COLUMN PER PLAN
1/4
1/8 1-16
1-16
BEAM PER PLAN BEYONDBEAM PER PLAN
2 1/2"
1 1/2"
PER ARCH
1-16
PER SCHEDULE 11/S1.2
1/8 1-16
3/16" CONT PLATE
3/16
T&B
COLUMN PER PLAN
PER SCHEDULE 11/S1.2
BEAM PER PLAN
3/16
BEAM PER PLAN
1/4
1 1/2"
3/16
PLAN VIEW
#4 HAIRPIN
#4 HORIZ.
(2) - #5 VERT AT(2 - ADJACENT CELLS)
1 1/2" 6"
1 1/2"
1 1/2"4 3/4"
BASE PLATE 3/8"
12" CMU
1 1/2" NON-SHRINKGROUT
DECK PER PLAN
5/8" DIA. x 7" EMBEDANCHOR BOLTS
CLR.3"
12" CMU WALL PER 21/S2.60
(E) CMU WALL
4"4"
1/4" PLATE
CHIP (E) CONC.FLUSH w/ (E) FACEOF WALL, DO NOT REMOVEREINFORCING BARS
(6) - #5 DOWELS x 30" LONGT&B EMBEDDE 4" INTO HILTIHIT HY 200 EPOXY INTO(E) CONCRETE FOOTING