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.

3. CODE LEVEL WIND DESIGN:BASIC WIND SPEED 102 MPHEXPOSURE CATEGORY C

EXISTING BUILDINGS A & BENCLOSURE CLASSIFICATION PARTIALLY ENCLOSEDINTERNAL PRESSURE COEFFICIENT ±0.18

NEW LUNCH SHELTER & SIGNAGE TOWERENCLOSURE CLASSIFICATION OPENINTERNAL PRESSURE COEFFICIENT N/A

NEW RESTROOM BUILDINGENCLOSURE CLASSIFICATION PARTIALLY ENCLOSEDINTERNAL PRESSURE COEFFICIENT ±0.18

4. CODE LEVEL SEISMIC DESIGN:SITE LATITUDE 33.7268°NSITE LONGITUDE -117.9700°WSITE CLASS DRISK CATEGORY IIIIMPORTANCE FACTOR, Ie 1.25 (BLDG A)IMPORTANCE FACTOR, Ie 1.0 (BLDG B, RESTROOM, LUNCH SHELTER)MAPPED SPECTRAL RESPONSE ACCELERATION (SHORT), SS 1.372 gMAPPED SPECTRAL RESPONSE ACCELERATION (1 SEC), S1 0.492 gDESIGN SPECTRAL RESPONSE ACCELERATION (SHORT), SDS 1.15 g (PER CGS)DESIGN SPECTRAL RESPONSE ACCELERATION (1 SEC), SD1 0.590 gSEISMIC DESIGN CATEGORY E

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.

NORMAL-WEIGHT

NORMAL-WEIGHT

FOUNDATIONS (UNO) 3,000 PSI NORMAL-WEIGHT 1 1/2" 0.50

DRILLED PIERS 4,000 PSI 3/4" 0.50NORMAL-WEIGHT

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.

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-BARS BPL -BASE PLATEBRBF -BUCKLING RESTRAINED BRACED

FRAME BRDG -BRIDGING BRG -BEARINGBTWN -BETWEENC -STANDARD CHANNEL CA -COLUMN ABOVECANT -CANTILEVER CB -COLUMN BELOW CIP -CAST-IN-PLACE CONCRETE CJ -CONSTRUCTION JOINT /

CONTROL JOINT CJP -COMPLETE JOINT PENETRATION

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

NORMAL WEIGHT BLOCK

CONCRETE - f'c = 2500 psiNORMAL WEIGHT CONCRETE

CONCRETE REINFORCING - ASTM A615 GRADE 40

STEEL MATERIALS

W SHAPES - ASTM A36TS - ASTM A500PLATES - ASTM A36

WELDING ELECTRICAL - E60XX

PRE-MANUFACTURED WOOD JOISTS

CHORDS - MACHINE RATED 1900F DFLPINS - ASTM 449CLIPS - ASTM A446 GRADE BWOOD BLOCKING - DFL #2LEDGERS & NAILERS - DFL #2

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

--

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

PREFABRICATED WOOD PRODUCTS• SHOP DRAWINGS INDICATING LAYOUT & DETAILS• ENGINEERING CALCULATIONS

STRUCTURAL SUBMITTALS:

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):

STUDS 0-15' ....................................................................................................................... DF #2STUDS >15' ....................................................................................................................... DF #1

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)

1. SIMPLE SPANS....................................................................................... DF COMB. 24F-V4CONTINUOUS OR CANTILEVER........................................................... DF COMB. 24F-V8

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.

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

C1

F1

INDICATES COLUMN PER SCHEDULE SEE SHEET S3.00

INDICATES FOOTING PER SCHEDULE SEE SHEET S3.00

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FACE OF WALL OR COL BLOCKOUT

3/8" EXPANSION JOINT FILLER

SAWCUT JOINTJOINT FILLER AND SEALANT AT EXPOSED FLOOR

3/8" WIDE x 1/2" DEEP GROOVEPROVIDE SEALANT AT EXPOSED FLOOR3/8" ISOLATION JOINT

B CONSTRUCTION JOINT (CONST JT)A CONTROL (CONTRACTION) JOINT (CJ)

1/8" AT ELSEWHERE1/4" AT EXPOSED FLOOR

T/4

CLR MIN3"

COL AND BASE PL

T

3/8" WIDE x 1/2" DEEP GROOVEPROVIDE SEALANT AT EXPOSED FLOOR

C ISOLATION JOINT (IJ)D ISOLATION JOINT AT COLUMN

ADD (2) #4 x 4'-0" TYP

CONTROL JOINT

SOG REINFSEE PLAN

SOG REINFSEE PLAN

EQ.

EQ.2" TYP.

2x4 KEYWAY JOINT

REINF. TO MATCH SLAB

1/4" WIDE x 1/2" DEEP GROOVE PROVIDE SEALANT AT EXPOSED FLOOR

'T'

SLAB REINF SEE PLAN

1' - 0" 1' - 0"

8"

TYPCLASS B LAP SPLICE

EQEQ

REINFORCING, SEE PLAN

CONC SLAB ON GRADE, SEE PLAN AND NOTES

SUBGRADE PREPARED PER GEOTECHNICAL REPORT

PLAN

SSE

EMOISTURE BARRIER

EQEQ

1' - 6"

MAX

1.5 xT

T

OVERLAP TYP SLAB REINF

A SLAB DEPRESSION

B SLAB EDGE

1'-0"

MIN

AS R

EQUI

RED

BY S

OIL E

NGR

FINISHED GRADE

UNDERLAYMENT PER PLAN & GEOTECHNICAL REPORT, TYP

1' - 0"

11

C CONC CURB D STEPPED SLAB

6"

MATCH SLAB REINF(#4 @ 16" OC EW, MIN)

2'-6"

MAX

CONST JOINT

1' - 0

" MIN

1' - 0" MIN

11STD 90° HOOK

(2) #4 CONT

(2) #4 CONT#4 @ 16" OC

(8" MAX)SEE ARCH

SEE

ARCH

SEE ARCH/ CIVIL

EQ EQ

T

SKEW HOOK ORIENTATIONAS REQ'D TO MAINTAINPROPER CLEAR COVER

SEE ARCH/ CIVIL

#4 ADDED REBAR(SPACING TO MATCH SOG REINF)

EQ EQ

1' - 0"

STANDARD HOOK

(2) #4 CONT

HOOK REINFTYP

NOTE:FOR ITEMS NOT INDICATED SEE DETAIL B

(E) CONC SOG

(N) CONC SOG

EXISTINGNEW

#3 @ 12" OC W/ HILTI HIT-RE 500 V3 EPOXY (ICC-ES ESR-3814) CLR

6" MAXEMBED3" MIN

0" EQEQ

4' - 0" MAXSEE PLUMBING DRAWINGS

BARS ARE IN SAME PLANE

ALIGN

4" SEE ARCH 4"

SEE

ARCH

EMBED TYP3" MIN

EQ EQ(E) CONC SOG

#3 EPOXY DOWEL @ 12" O.C. STAGGEREDW/ HILTI HIT-RE 500 V3(ICC ESR-3814)

(2) #4 CONT

EQEQ

ALIGN UNOPER ARCH

OPTIONAL COLD JOINT

(1'-0

" MIN

)

AS R

EQUI

RED

BY S

OIL E

NGIN

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ALL AROUND1' - 0"

EQEQ

6"

SEE ARCH/MEP

11

ARCH

/MEP

SEE

#4 (ALL AROUND)

#4 @ 16" OCEA WAY

(2) #4 CONT(ALL AROUND)

SEE MEP/ARCH DWGS

TYP1' - 0"

1'-0"

MAX

SEE

MEP/

ARCH

11

(E) SLAB ON GRADEWHERE OCCURS

PER SCHEDULELAP SPLICE

AROUND6" ALL

(N)SLAB-ON-GRADE

#4 DOWELS @ 16" OCTYP ALL AROUND

TYPICAL #4 @ 16" EW

TYPICAL #4 @ 16" EW

#4 EPOXY@ 16" OC

EMBED 4"

EQEQ

EQEQ

1' - 0

"

CLR3"

TYP

1" C

LR

SEE MEP/ARCH DWGS

1'-0"

MAX

SEE

MEP/

ARCH

11

AROUND6" ALL

CLR1"SLAB-ON-GRADE

#4 DOWELS @ 16" OCTYP ALL AROUND

TYPICAL #4 @ 16" EW

TYPICAL #4 @ 16" EWCL

R3"

1' - 0

"

TOP OF SOGEL = PER ARCH

(N) CONCRETE SOG W/ REINF PER PLAN

(N) COMPACTED FILL PER CBC, TYP

(E) CONC SOG #3 @ 12" OC EPOXY DOWELS W/ HILTI HIT-RE 500 V3 EPOXY (ICC-ES ESR-3814)

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.

8"

CLR.3"

#4 CONTINUOUS T&B

HOOK SLAB BARS AROUNDCONTINUOUS #4 BARS

FOR ADD'L. INFOSEE 55/CP3,01

RAIL PER CIVIL

1' - 0

" MIN

.

AT R

AIL P

OSTS

1' - 6

" MIN

.

EXTERIOR SLABPER D/C401

DOWELS PER 22/S1.1 TRACK ASSEMBLYPER WALL MFGR.

#3 CONT

6" 6"CLR.3"

3"

11

#3 @ 12: O.C.

12"

(2) - #3 CONT

#3 CONT.

Arch

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SUBMITTAL TITLE

DLR PROJECT NO:

Ocea

n View

Sch

ool D

istric

t

ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

11/30/2020

2020

3/26

/202

1 12

:55:

42 P

M

C:\U

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\jank

o\D

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1-C

lient

s\R

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Om

er\R

yan

Jim

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Shar

ed\V

ista

Vie

w M

iddl

e Sc

hool

\75-

2060

4-00

_Vis

ta_V

iew

_MS_

ST_R

20.rv

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Vist

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hool

Mod

erni

zatio

n

75-20604-00

S1.1

TYPICALCONCRETEDETAILS

1625

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FOUN

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NO SCALES1.112 TYP SLAB ON GRADE JOINTS

NO SCALES1.111 TYP SLAB-ON-GRADE

NO SCALES1.121 TYP SLAB ON GRADE DETAILS

NO SCALES1.122 TYPICAL TRENCHING DETAIL

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.

METAL DECK SCHEDULE

TYPE

METAL DECK TOTALSTRUCTURALSLAB DEPTH

'T'

CONCRETE OVERMETAL DECK

METAL DECK ATTACHMENT TO SUPPORT

PERPENDICULAR TO DECK FLUTE

PARALLEL TO DECK FLUTESIDELAP

SECTIONAL PROPERTIES

A in 2/ft

S+in 3/ft

S-in 3/ft

REMARKS

D1 1 1/2" x 20GA DECK(HSB 36) 1 1/2" - .607 .230 .237

(4) 1/2" DIA EFFECTIVEPLUG WELDS PER 36" SHEET

(3 PER 24" SHEET)

1/2" DIA EFFECTIVEPLUG WELDS @ 12"

VSC2 @ 18"

DECK TYPE D1

'T'

STRU

CTUR

ALDE

PTH

FIELD CUTAS REQUIRED

BEAMPER PLAN

ADD 16GA FILLER PL

SEAM ATTACHMENT TYP

B METAL DECK NOT DIRECTLY BEARS(2" MIN) ON STEEL BEAM

PERIMETER BEAMPER PLAN

CONT 16GA BENT PLAS REQUIRED

A METAL DECK PARALLEL TO PERIMETER BEAM

BEARING2" MIN

MIN2"

METAL DECKPER PLAN

METAL DECKPER PLAN

FIELD CUTAS REQUIRED

3/4 1 - 12

BOUNDRY NAILING(B.N.)

CONTINUOUS NAILING(C.N.)

FIELD NAILING(F.N.)

EDGE NAILING(E.N.)

PLYWOOD SHEATHINGPER PLAN

BLOCKING PER PLAN

JOIST PER PLAN

NOTES:

1. PLYWOOD SHEATHING SHALL BE LAIDPERPENDICULAR TO FRAMING WITH 4'-0'"STAGGERED JOINTS.

2. MINIMUM Pl YWOOO SHEET SIZE SHALL BE 2'-0" x 4'-0".

3. MINIMUM 3/8" NAILING EDGE DISTANCE.

4. BOUNDARY NAIL (B.N.) OVER ALL BEAMS, ANDAROUND All OPENINGS.

5. ALL FLOOR SHEATHING SHOULD BE GLUED TO FRAMING MEMBER WITH A.P.A. APPROVED ADHESIVE.

6. PLYWOOD NAILING SHALL BE INSPECTED BY THE GOVERNING BUILDING AUTHORITY PRIOR TO COVERING.

EQEQ

"D"

2 - "D" MIN.

EQEQ

"D"

2 - "D" MIN.

MAX.

"D" /

2

5"MAX.

3"

5"

JOIST, RAFTER, AND BEAM

DOUBLE TOP PLATE

BORED HOLE1 1/2" DIA MAX.TYP.

BORED HOLE1 1/2" DIA MAX.TYP.

NOTES:NOTCHING OF JOISTS, RAFTERS &BEAMS ARE NOT PERMITTED.

* WHERE NOTCH IS GREATER THAN 1"PROVIDE A 12 GA. STRAP x WIDTH OFTOP PLATE

12 GA. STRAP w/ (4) - 16d EACH SIDE. (2 - 16d TO EACH PLATE, EACH SIDE)

"D"

2/3 "D

"

7"

END OF LEDGER

7"

"D" / 2 MAX.

7"

LEDGER

ANCHOR BOLT

EQEQ

"D"

SILL PLATE

ANCHOR BOLT

* WHERE DEPTH OF NOTCH IS GREATER THAN "D" /5, PROVIDE ANCHOR EACH SIDE OF NOTCH

"D" / 2

6" 6"EQ EQ

"D"

6" M

IN.

BORED HOLE"W / 3" DIA MAX.TYP.

STUD

*

*

NOTE:NOTCHING OF STUDSIS NOT PERMITTED

*

#10 SMS EACH FLANGE

L 1 1/2 x 1 1/2 x .033 x 3" MIN.w/ (3) - #10 EACH LEG, TYP.

18 GA x 1 1/2" WIDESTRAP, TYP.

18 GA (MIN) BLOCKING TOMATCH JOISTS / STUDS@ 8'-0" O.C. MAX.

COLD FORMED JOISTS OR STUDS

(N) 2x6 BLOCKINGw/ A35 FLAT TO EACHJOIST, TYP.

54 MIL x 3" LONG SLOTTED TRACKw/ (4) - #8 x 1 1/2" WOOD SCREWSTO (N) BLOCKING

(E) JOISTS @ 32" O.C.

EQ. EQ.

STUDS PER PLAN

16" MAX. 16" MAX.

(E) JOISTS @ 32" O.C.CL

R.3/4

"

1/2" 1/2"

PARALLEL PERPENDICULAR

(2) - #10 SMS THROUGHLONG SLOTTED TRACK,NESTED TRACKS, 2 LAYERSOF GYP BD & RESILIANT CHANNELTRACK TO MATCH STUD WIDTHw/ 1 1/2" FLANGES MIN. 20 GA.w/ #8 SMS @ 12" O.C. EACH SIDE

#8 WAFER HEAD SCREWEACH SIDE OF STUD

54 MIL x 3" LONGSLOTTED TRACK

#8 x 1/1/2" WOODSCREW EACH ENDTYP.20 GA. RESILIANTCHANNEL PER ARCH

A35F TYP EACH ENDOF BLOCK

CEILING JOIST LEDGER TO CMUCEILING JOIST LEDGER TOMETAL STUD WALL

CEILING JOIST SPAN TABLESPAN LENGTH JOIST SIZE SPACING BRIDGING

0" TO 8'-0" 400S162-33 16" O.C. MID SPAN

8'-1" TO 12'-0" 600S162-33 16" O.C. MID SPAN

12'-0" TO 16'-0" 800S162-33 16" O.C. 1/3 POINTS

WALL STUDSPER PLAN

CMU WALLPER PLAN

CEILING JOISTPER SCHEDULE

#8 SMS T&B

#8 SMS T&B

CEILING JOISTPER SCHEDULE

(2) - #8 EACH STUD#8 @ 6" O.C.

43 MIL TRACK x 1 1/2"FLANGES TO MATCHJOIST DEPTH

43 MIL TRACK x 1 1/2"FLANGES TO MATCHJOIST DEPTH

.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

(3) - #10 x 1 1/2" LONGWOOD SCREWS EACH END

(E) ROOF SHEATHING

(E) OPEN WEB JOISTS(SIM. AT NEW FRAMING)

4x4 EACH SIDE OF OPENING

"B" HANGER EACH END, TYP.

SECTION VIEW PLAN VIEW

OPENINGPER PLAN

"B" HANGER

(E) JOIST

4x4 TYP.

4x4 TYP.

STUDS PER PLAN

LONG SLOTTED TRACKPER 22/S1.2

PLYWOOD SHEATHING

BLOCKING OR JOISTS

Arch

itect

ure

Eng

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Pla

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Gro

up in

c., a

Cal

iforn

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ratio

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LL R

IGH

TS R

ESER

VED

SUBMITTAL TITLE

DLR PROJECT NO:

Ocea

n View

Sch

ool D

istric

t

ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

11/30/2020

2020

3/26

/202

1 12

:55:

44 P

M

C:\U

sers

\jank

o\D

ropb

ox\0

1-C

lient

s\R

yan

Om

er\R

yan

Jim

my

Shar

ed\V

ista

Vie

w M

iddl

e Sc

hool

\75-

2060

4-00

_Vis

ta_V

iew

_MS_

ST_R

20.rv

t

Vist

a Vi

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iddl

e Sc

hool

Mod

erni

zatio

n

75-20604-00

S1.2

TYPICALFRAMINGDETAILS

1625

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8

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SCALE: 3/4" = 1'-0"S1.223 TYPICAL ROOF / FLOOR SHEATHING LAYOUT

SCALE: 1 1/2" = 1'-0"S1.211 METAL DECK SCHEDULE

SCALE: 1" = 1'-0"S1.212 TYPICAL DECK BEARING DETAIL ON STEEL BEAM

SCALE: 1" = 1'-0"S1.224 SHEATHING NAILING DIAGRAM

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

350S162-33 @ 16" O.C.

350S162-33 BRACE@ 16" O.C.

#8 TOP & BOTTOM

350T150-33

(2) - #8 SMS

WALL STUDSPER PLAN

6" M

AX.

6" M

AX.

350S162-33 @ 16" O.C.

(3) - #8 SMS TYP

350S162-33 BACKINGw/ (2)- #8 SMS EACH STUD

8" M

AX.

SLIP TRACKCONNECTIONPER 22

S1.2

Arch

itect

ure

Eng

inee

ring

Pla

nnin

g In

terio

rs

©

, DLR

Gro

up in

c., a

Cal

iforn

ia c

orpo

ratio

n, A

LL R

IGH

TS R

ESER

VED

SUBMITTAL TITLE

DLR PROJECT NO:

Ocea

n View

Sch

ool D

istric

t

ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

11/30/2020

2020

3/26

/202

1 12

:55:

48 P

M

C:\U

sers

\jank

o\D

ropb

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1-C

lient

s\R

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Om

er\R

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Jim

my

Shar

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ista

Vie

w M

iddl

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hool

\75-

2060

4-00

_Vis

ta_V

iew

_MS_

ST_R

20.rv

t

Vist

a Vi

ew M

iddl

e Sc

hool

Mod

erni

zatio

n

75-20604-00

S1.3

TYPICALINTERIORNON-BEARINGMETAL STUDFRAMINGDETAILS

1625

0 HI

CKOR

Y ST

REET

FOUN

TAIN

VAL

LEY,

CA

9270

8

CO

NST

RU

CTI

ON

DO

CU

MEN

TS

NO SCALES1.311 TYP INTERIOR NON-BRG FRAMED OPENING

NO SCALES1.312 TYPICAL INTERIOR NON-LOAD BEARING OPENING SCHEDULE

NO SCALES1.314 TYP INT NON-BRG HEADER & SILL ATTACHMENT

NO SCALES1.315

TYP INTERIOR NON LOAD-BEARINGBOTTOM TRACK ATTACHMENT DETAIL

NO SCALES1.331 TYP INT INTERSECTING METAL STUD DETAIL

NO SCALES1.353 TYP INTERIOR NON BEARING WALL STUD SCHEDULE

NO SCALES1.322 TYP LATERAL BRIDGING AT METAL STUD DETAIL

NO SCALES1.332 TYP PARTIAL HEIGHT WALL BRACING DETAIL

NO SCALES1.324 TYP STUD INTERSECTION DETAIL

SCALE: 1 1/2" = 1'-0"S1.352 TYP LIGHT GAUGE WALL BACKING DETAIL

NO SCALES1.323 TYP TOP TRACK DETAIL

NO SCALES1.333 TYPICAL INTERIOR JAMB, HEADER AND SILL SECTIONS

SCALE: 1" = 1'-0"S1.321 CEILING FRAMING

SCALE: 1" = 1'-0"S1.351 TYP INT NON-BRG WALL TOP CONN TO FRAMING

SCALE: 1" = 1'-0"S1.341 SOFFIT BRACE FRAMING

40d LAP

40d L

APALT. BEND

INTERSECTION CORNER

2- #5 VERT.

2'-0" MIN.

TYP.

2'-0"

MIN

.

FOR FLOW OF GROUTBREAK FACE SHELL

BLOCK, TYP.OPEN END BAR

2- #5 VERT.BAR

7 5/8"

OR

7 5/8"

OR

2"2"

SOLID GROUTEDTYP.

TYPICAL BOND BEAM COURSE

BOND BEAM UNITOPEN END BLOCK

TYP.

11 5/

8"

TYPICAL MASONRY WALL COURSE

SOLID GROUTEDTYP.

11 5/

8"

BETWEEN BOND BEAM UNITS

TYP.OPEN END UNIT

"Le" "Le"

1"

"Le" "Le"

1"

X

#5 x 2'-0"

CMU BLOCK

(BOLTS INSTALLEDDURING CONSTRUCTION)

WALL

(BOLTS INSTALLEDAFTER CONSTRUCTION)

NON-SHRINK

CMU BLOCK

ANCHOR BOLT

WALL

GROUT

Y

HEX HEADANCHOR BOLT

ANCHOR BOLTMIN.HEX HEAD

ALL BOLTS SHALL BE GROUTEDIN PLACE WITH AT LEAST 1 INCHOF GROUT BETWEEN THE BOLT& THE MASONRY, AND SHALL BEACCURATELY SET WITH TEMPLATES.

NOTE:

1" MIN. SPACEALL AROUND

ANCHOR BOLT

HEX HEAD

TYP.

MIN. HEX HEAD

MINIMUM EMBEDMENT

"Le"

ANCHORSIZE

5"5"

5/8"∅1/2"∅

OPEN END BOND UNITS TYP.

VERT REINFORCINGPER ELEVATION

ALTERNATEBENDS

#4 @ 8" O.C.FULL HEIGHTOF WALL

1 1/2"

1 1/2"

1 1/2"

1 1/2"

CLR

.

2- #5 JAMB BAR,FULL HEIGHTTYP. U.N.O.

CLR.

CLR.

X

CLR.

2- #5 CONT. INBOND BEAM

2- #5 CONT. BONDBEAM. DO NOT SPLICEOVER OPENING

#4 IN FIRST CELL,EA. END & @ 16"O.C. FOR 6" & 8" CMU

Y

X

8"CMU BLK.

TYP. MASONRYREINF. PER PLAN

Y

ALT.

HOOK WHERE2'-0" IS NOTPOSSIBLE

(2) - #5 VERT.JAMB BAR,TYP. U.N.O.O P E N

2' - 0" LAP TYP.

(2) - #5 HORIZ.JAMB BARS,TYP. U.N.O.

WHERE OPENING IS OVER 3'-4" WIDE,VERTICAL JAMB SHALL BE FULL HEIGHT

Arch

itect

ure

Eng

inee

ring

Pla

nnin

g In

terio

rs

©

, DLR

Gro

up in

c., a

Cal

iforn

ia c

orpo

ratio

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IGH

TS R

ESER

VED

SUBMITTAL TITLE

DLR PROJECT NO:

Ocea

n View

Sch

ool D

istric

t

ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

11/30/2020

2020

3/26

/202

1 12

:55:

49 P

M

C:\U

sers

\jank

o\D

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ox\0

1-C

lient

s\R

yan

Om

er\R

yan

Jim

my

Shar

ed\V

ista

Vie

w M

iddl

e Sc

hool

\75-

2060

4-00

_Vis

ta_V

iew

_MS_

ST_R

20.rv

t

Vist

a Vi

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iddl

e Sc

hool

Mod

erni

zatio

n

75-20604-00

S1.4

TYPICALSTRUCTURALDETAILS

1625

0 HI

CKOR

Y ST

REET

FOUN

TAIN

VAL

LEY,

CA

9270

8

CO

NST

RU

CTI

ON

DO

CU

MEN

TS

SCALE: 1" = 1'-0"S1.411 TYPICAL MASONRY REINFORCING

SCALE: 1" = 1'-0"S1.412 TYPICAL MASONRY COURSING

SCALE: 1" = 1'-0"S1.413 TYPICAL A.B. EMBED IN MASONRY

SCALE: 1" = 1'-0"S1.414 SECTION AT 24" WALL SEGMENT

SCALE: 1" = 1'-0"S1.415 MASONRY REINFORCING

SCALE: 1" = 1'-0"S1.41 TYPICAL REINFORCING AT MASONRY OPENING

DN

1 23 4 5 6 7 8 9 10 11

A

B

C

D

E

F

G

H

I

2.1

A.2

1.2

B.2

B.5

1.5

A.6

S2.203

S2.021

S2.011

S2.3026

S2.401

S2.503

S6.0031

S2.601 Ar

chite

ctur

e E

ngin

eerin

g P

lann

ing

Inte

riors

©

, DLR

Gro

up in

c., a

Cal

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ESER

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SUBMITTAL TITLE

DLR PROJECT NO:KEY PLAN

LEGEND NOTES

Ocea

n View

Sch

ool D

istric

t

ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

11/30/2020

2020

AB

NORTH

3/26

/202

1 12

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53 P

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Jim

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Shar

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Vie

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e Sc

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\75-

2060

4-00

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ta_V

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_MS_

ST_R

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Mod

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75-20604-00

S2.00

OVERALLSTRUCTURALFOUNDATIONPLAN

1625

0 HI

CKOR

Y ST

REET

FOUN

TAIN

VAL

LEY,

CA

9270

8

CO

NST

RU

CTI

ON

DO

CU

MEN

TS

SCALE: 1/16" = 1'-0"S2.001 FOUNDATION PLAN, LEVEL 01

TRUENORTH

21S4.00

41S4.00

11S4.00

31S4.00

3

3

4

4

5

5

6

6

7

7

8

8

9

9

10

10

11

11

AA

BB

CC

DD

EE

FF

GG

HH

II

4' - 8" 30' - 0" 30' - 0" 25' - 4" 39' - 4" 25' - 4" 30' - 0" 30' - 0"

28' -

5"29

' - 7"

6' - 0

"29

' - 0"

28' -

11 15

5/25

6"6'

- 0"

29' -

7 10

1/25

6"28

' - 5"

12S4.01

S2.02

MATC

HLIN

E

52S1.1

(E) LOAD-BEARING STUD WALL TO REMAIN

REMOVE (E) DEPRESSED SLABAND PROVIDE (N) SLAB-ON-GRADE PER NOTE NO.11

41S1.1

REMOVE (E) DEPRESSED SLABAND PROVIDE (N) SLAB-ON-GRADE PER NOTE NO.11

52S1.1

(N) DEPRESSED SLABPER NOTE NO.11

(E) 5" DIA STEEL TUBEPOST TO REMAIN UNO, TYP

(E) LOAD-BEARING STUD WALL TO REMAIN UNO

(N) C2(N) F1

41S1.1

SEE ARCH DWG(5'-0" MIN)

(N) 6x4 WOOD POST

(N) SLAB-ON-GRADE PER NOTE NO.11

REMOVE (E) LOAD-BEARING STUD WALL PARTIALLY AFTER NEW POSTS ARE INSTALLED TO SUPPORT (E) ROOF TJL

REMOVE (E) POST AFTERNEW POSTS ARE INSTALLED TO SUPPORT (E) ROOF GLB

(N) C2(N) F1

41S1.1

SEE ARCH DWG(5'-0" MIN)

(N) 6x4 WOOD POST

(N) SLAB-ON-GRADE PER NOTE NO.11

REMOVE (E) LOAD-BEARING STUD WALL PARTIALLY AFTER NEW POSTS ARE INSTALLED TO SUPPORT (E) ROOF TJL

REMOVE (E) POST AFTERNEW POSTS ARE INSTALLED TO SUPPORT (E) ROOF GLB

(E) LOAD-BEARING STUD WALL TO REMAIN UNO

SEE ARCH DWG(5'-0" MIN)

REMOVE (E) LOAD-BEARING STUD WALL PARTIALLY AFTER NEW POSTS ARE INSTALLED TO SUPPORT (E) ROOF TJL

SEE ARCH DWG(5'-0" MIN)

REMOVE (E) LOAD-BEARING STUD WALL PARTIALLY AFTER NEW POSTS ARE INSTALLED TO SUPPORT (E) ROOF TJL

(N) C2(N) F1

(N) 6x4 WOOD POST

41S1.1

REMOVE (E) POST AFTERNEW POSTS ARE INSTALLED TO SUPPORT (E) ROOF GLB

(N) 6x4 WOOD POST

REMOVE (E) POST AFTERNEW POSTS ARE INSTALLED TO SUPPORT (E) ROOF GLB

41S1.1

SEE ARCH DWG(5'-0" MIN)

(N) C1(N) FOOTING (TYPE F1)

(N) C1

(N) FOOTING (TYPE F1)

REMOVE (E) POST AFTERNEW POSTS ARE INSTALLED TO SUPPORT (E) ROOF GLB

41S1.1

52S1.1

41S1.1 REMOVE (E) DEPRESSED

SLAB AND PROVIDE (N) SLAB-ON-GRADE PER NOTE NO.11

41S1.1

(N) 5" THICKSLAB-ON-GRADE PER NOTE NO.11

52S1.1

REMOVE (E) DEPRESSED SLABAND PROVIDE (N) SLAB-ON-GRADE PER NOTE NO.11

(E) 4" THICK SLAB-ON-GRADETO REMAIN, UNO

(N) C1(N) F1

41S1.1

EQEQ

(N) C1

EQEQ

REMOVE (E) LOAD-BEARINGSTUD WALLS AFTER NEWPOST ARE INSTALLED TO SUPPORT (E) ROOF GLB

9' - 4" 3' - 4"3' - 4"32' - 0"10' - 0"32' - 2 1/4"

(26'-8" MIN)SEE ARCH

(N) OPENING SEE ARCH (2'-0" MAX) (N) OPENING

SEE ARCH (2'-0" MAX)

(E) OPENINGTO REMAININFILL (E) OPENING

W/ 8" CMU

(E) OPENINGTO REMAIN

INFILL (E) OPENINGW/ 8" CMU

6' - 8" 3' - 4"

(2'-4" MAX)SEE ARCH

INFILL (E) OPENINGW/ 8" CMU

(N) OPENING SEE ARCH (2'-0" MAX)

44' - 8"

2' - 8"

4' - 8" 30' - 8"

INFILL (E) OPENINGW/ 8" CMU

(E) OPENINGTO REMAIN

51S4.00

14' -

8"4'

- 0"

SEE

ARCH

(E) O

PENI

NG

TO R

EMAI

NW

/ 8" C

MU

INFI

LL(E

) OPE

NING

(N) OPENING SEE ARCH (2'-0" MAX)

(E) OPENINGTO REMAIN

10' -

0"(E) OPENINGTO REMAIN

48' -

0"10

' - 0"

(E) OPENINGTO REMAIN

(N) OPENING SEE ARCH (2'-0" MAX)

(E) OPENINGTO REMAIN

(N) OPENING SEE ARCH(4'-8" MAX)

(N) OPENING SEE ARCH(4'-8" MAX)

W/8" CMU

INFILL (E)OPENING

24' - 8"4' - 8"60' - 8"

(N) OPENING SEE ARCH(2'-0" MAX)

(E) OPENINGTO REMAINSEE ARCH(2'-0" MAX)

INFILL (E) OPENINGW/ 8" CMU

52S4.00

53S4.00

(3'-4

" MAX

)SE

E AR

CH(2

3'-4"

MIN

)SE

E AR

CH

(N) OPENING SEE ARCH(2'-8" MAX)

W/12

" CMU

INFI

LL (E

)OP

ENIN

G(N

) 12"

CMU

(24'-

8" M

IN)

SEE

ARCH

4' - 8

"8"

30' -

0"

W/12

" CMU

INFI

LL (E

)OP

ENIN

G

19' -

4"4'

- 8"

10' -

0"

48' -

0"

10' -

0"

(N) OPENING SEE ARCH (2'-0" MAX)

(E) OPENINGTO REMAIN

(E) OPENINGTO REMAIN

(E) OPENINGTO REMAIN

(E) OPENINGTO REMAIN

(N) OPENING SEE ARCH (2'-0" MAX)

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

REQUIRED (PER ARCH), OVERe. 4" THICK GRAVEL OR WASHED CONCRETE SAND,

OVERf. COMPACTED SUBGRADE PER GEOTECHNICAL

REPORT.

C1

F1

INDICATES COLUMN PER SCHEDULE SEE SHEET S3.00

INDICATES FOOTING PER SCHEDULE SEE SHEET S3.00

Arch

itect

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ESER

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SUBMITTAL TITLE

DLR PROJECT NO:KEY PLAN

LEGEND NOTES

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ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

11/30/2020

2020

AB

NORTH

3/26

/202

1 12

:55:

59 P

M

C:\U

sers

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Mod

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zatio

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75-20604-00

S2.01

STRUCTURALFOUNDATIONPLAN - AREA A

1625

0 HI

CKOR

Y ST

REET

FOUN

TAIN

VAL

LEY,

CA

9270

8

CO

NST

RU

CTI

ON

DO

CU

MEN

TS

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

REQUIRED (PER ARCH), OVERe. 4" THICK GRAVEL OR WASHED CONCRETE SAND,

OVERf. COMPACTED SUBGRADE PER GEOTECHNICAL

REPORT.

C1

F1

INDICATES COLUMN PER SCHEDULE SEE SHEET S3.00

INDICATES FOOTING PER SCHEDULE SEE SHEET S3.00

Arch

itect

ure

Eng

inee

ring

Pla

nnin

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terio

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Gro

up in

c., a

Cal

iforn

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ratio

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LL R

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TS R

ESER

VED

SUBMITTAL TITLE

DLR PROJECT NO:KEY PLAN

LEGEND NOTES

Ocea

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Sch

ool D

istric

t

ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

11/30/2020

2020

AB

NORTH

3/26

/202

1 12

:56:

03 P

M

C:\U

sers

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Om

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Jim

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Shar

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ST_R

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Mod

erni

zatio

n

75-20604-00

S2.02

STRUCTURALFOUNDATIONPLAN - AREA B

1625

0 HI

CKOR

Y ST

REET

FOUN

TAIN

VAL

LEY,

CA

9270

8

CO

NST

RU

CTI

ON

DO

CU

MEN

TS

SCALE: 1/8" = 1'-0"S2.021 FOUNDATION PLAN, AREA B

TRUENORTH

21S4.00

41S4.00

11S4.00

31S4.00

1 23 4 5 6 7 8 9 10 11 12

A

B

C

D

E

F

G

H

I

11S4.01

14S4.01

13S4.01

12S4.01

51S4.00

52S4.00

53S4.00

12S2.30

2.1

A.2

1.2

B.2

B.5

1.5

A.6

S2.201

S2.121

S2.3016

S2.402

S2.501

S6.0031 Ar

chite

ctur

e E

ngin

eerin

g P

lann

ing

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riors

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, DLR

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c., a

Cal

iforn

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orpo

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ESER

VED

SUBMITTAL TITLE

DLR PROJECT NO:KEY PLAN

LEGEND NOTES

Ocea

n View

Sch

ool D

istric

t

ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

11/30/2020

2020

AB

NORTH

3/26

/202

1 12

:56:

05 P

M

C:\U

sers

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2060

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ST_R

20.rv

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Mod

erni

zatio

n

75-20604-00

S2.10

OVERALLSTRUCTURALROOFFRAMINGPLAN

1625

0 HI

CKOR

Y ST

REET

FOUN

TAIN

VAL

LEY,

CA

9270

8

CO

NST

RU

CTI

ON

DO

CU

MEN

TS

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

EQ EQ EQ EQ EQ EQEQ EQ EQ EQ EQ EQ

EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ

13S5.00

13S5.00

SIM

13S5.00SIM

HSS8x4x1/4

HSS8x4x1/4

HSS8x4x1/4

CENT

ERLIN

E OF

NEW

OPE

NING

S(M

AX 4

OPEN

INGS

AT

THIS

LINE

)

(8'-0" MIN)SEE ARCH

SEE ARCHSEE ARCH

CENTERLINE OF NEW OPENINGS(MAX 2 OPENINGS AT THIS LINE)

(10'-

8 " M

IN)

SEE

ARCH

CENTERLINE OF NEW OPENINGS(MAX 1 OPENINGS AT THIS LINE)

(8'-0

" MIN

)SE

E AR

CH(1

0'-8 "

MIN

)SE

E AR

CH

(N) OPENING PER ARCH DWG (28" SQ MAX)

CENTERLINE OF NEW OPENINGS(MAX 1 OPENINGS AT THIS LINE)

(E) 7

x21

1/8

GLB

(E) 7

x19

1/2

GLB

(E) 7

x22

3/4

GLB

(E) 7

x26

GLB

(E) 7

x26

GLB

(E) 7

x22

3/4

GLB

(E) 7

x21

1/8

GLB (E

) 7x1

9 1/

2 GL

B(E

) 7x2

6 GL

B(E

) 7x2

6 GL

B

(E) TJL @ 32" OCTYP

(E) TJL @ 32" OCTYP

(E) TJL @ 32" OCTYP UNO (E

) 7x3

2 1/

2 GL

B

(E) (3) TJL @ 16" OC AT MECH PAD LOCATIONS(WHERE SHOWN)

(E) 7

x24

3/8

GLB

(E) 7

x24

3/8

GLB

(E) (3) TJL @ 16" OC AT MECH PAD LOCATIONS(WHERE SHOWN)

(E) TJL @ 32" OCTYP UNO

(E) TJL @ 32" OCTYP

(E) TJL @ 32" OCTYP

(E) 7

x21

1/8

GLB

(E) 7

x19

1/2

GLB

(E) 7

x22

3/4

GLB

(E) 7

x26

GLB

(E) 7

x26

GLB

(E) 7

x26

GLB

(E) 7

x22

3/4

GLB(E

) 7x2

6 GL

B

(E) 7

x21

1/8

GLB

(E) 7

x19

1/2

GLB

(E) 5 1/4X22 3/4 GLB

(E) 5 1/4X16 1/4 GLB (LOW)

(E) 7

x32

1/2

GLB

MATC

HLIN

E /--

--

HSS8x4x1/4HSS8

x4x1

/4

HSS8

x4x1

/4

HSS8

x4x1

/4HS

S8x4

x1/4

HSS8

x4x1

/4

D1

MATC

HLIN

E /--

--

13S5.00

SIM

(N) C2POST BELOW

(N) 4

x4(N

) 4x4

(N) 4

x4

(N) 4

x4

(N) 4

x4

(N) 4

x4

(N) C2POST BELOW

(N) 4

x4

(N) 4

x4

(N) 4x4 WOODPOST BELOW

(N) PARAPET WALLALL AROUND THE BUILDING PER ARCH DWG

31S7.80

(N) 3x12HEADER

31S7.80

(N) 3x12HEADER

31S7.80

(N) 3x12HEADER

31S7.80

(N) 3x12HEADER

HSS1

2x4x

1/4

11S7.81

12S7.81

(N) 2x8 @ 16" O.C.ALIGN w/ (E) JOISTS

(N) 2x8 @ 16" O.C.ALIGN w/ (E) JOISTS

HSS1

0x10

x1/4

HSS1

0x10

x1/4

HSS1

0x10

x1/4

(N) 2x8 @ 16" O.C.ALIGN w/ (E) JOISTS

(N) 2x8 @ 16" O.C.ALIGN w/ (E) JOISTS

14S7.80

14S7.80

14S7.80

14S7.80

25S7.80

25S7.80

O.H.25S7.80

25S7.80

O.H.

25S7.80

25S7.80

O.H. 25S7.80

25S7.80

O.H.

4' - 0"3' - 11 5/8"

EQ EQ EQ EQ EQ EQ

W8x

13

W8x13

W8x13

W8x

13

W8x13

W8x

13

W8x13

W8x

13

W8x13

W8x

13

W8x13

3 1/8x

22 1/

2 24F

V4 G

LB

@ 32

" O.C

. CAM

BER

9"

EQ EQ EQ EQ EQ EQ

CMST

16

CMST

16

CMST

16

CMST

16 CMST

16

CMST

16

CMST

16

CMST 16 x 14' 0" LONGPROVIDE 6x BLKG @ STRAP, TYP.

22S7.81

23S7.81

24S7.81

34S7.81

3S7.82

21S7.81

TYP.OF 7HTT4

32S7.80

33S7.80

42S7.80

HSS8x4x3/16

HSS8x4x3/16

HSS8

x4x3

/16

43 MIL TAPERED JOISTSPER 32/S7.81 @ 16" O.C.

33S7.80

HSS8x4x3/16

41S7.80

HSS8

x4x1

/4HS

S8x4

x1/4

HSS8

x4x1

/4

S2.402

13AS7.82

11S7.82

3100#21S7.82

TYP.

21S7.82

TYP.

215#

156#

1750#

1750#

1750#

1750#

3100#

13AS7.82

3100#

CMST C12 x 7'-0"CENTER ON JOIST@ 5'-4" O.C. MAX.

12S7.82

3100#

21S1.2

TYP. AT HANGINGFAN COILS

41S7.81

41S7.81

41S7.81

41S7.81

41S7.81

41S7.81

11S7.80

11S7.80

11S7.82

ALL P

LYW

OOD

EDGE

S29

' DIA

PHRA

GM A

DD 10

d @ 4"

O.C

.AL

L PLT

WOO

D ED

GES

& 12

" O.C

. FIE

LD19

' DIA

PHRA

GM A

DD 10

d @ 6"

O.C

.AD

D 8d

BET

WEE

N (E

) NAI

LS @

3 " O

.C.

29' D

IAPH

RAGM

ADD

8d B

ETW

EEN

(E) N

AILS

@ 6 "

O.C

.19

' DIA

PHRA

GM

(N) 5/8" STR 1w/ 10d @ 6" BLOCKEDDIAPHRAGM

33S3.01

33S3.01

34S3.01

34S3.01

34S3.01 O.H.

34S3.01

O.H.

13S7.82

13S7.82

12S7.82 TYP.

22S7.82

TYP. AT ALL (E)BEAM CONNECTIONS

14S7.82

14S7.82

11S7.80

11S7.80HIGH

(E) 7

x 14

1/8 G

LB

(E) 7

x 14

1/8 G

LB

41S1.2

SIM.

ROOF DRAIN

ROOF DRAIN ROOF DRAIN

ROOF DRAIN

SIM. SIM.

(E) R

IDGE

SEE

A2.20

SIGNAGE TOWERPER 26/S2.30

(E) 7

x 14

1/8 G

LB

(E) 7

x 14

1/8 G

LB

OPENING IN CMU TYP.

CMST 12x7'-0" @ 5'-4" O.C.CENTER ON JOIST TYP.

(E) 5/8" PLYWOODSHEATHING

6 x 10 x 8''-0" LONG

CMST 14 x 6'-0" LONG

43S7.81

TYP.

6 x 10 x 8''-0" LONG

CMST 14 x 6'-0" LONG

43S7.81

6 x 10 x 8''-0" LONG

CMST 14 x 6'-0" LONG

43S7.81

6 x 10 x 8''-0" LONG

CMST 14 x 6'-0" LONG

43S7.81

O.H

1S7.84

3S7.84

5 1/8 x 21 GLB BELOW

5 1/8 x 21 GLB BELOW

4S7.84

11S7.83

TYP.

O.H.

31S7.82

S7.8144

35S7.81

O.H.

2S7.84

(E) TJL JOIST

S7.8223

Arch

itect

ure

Eng

inee

ring

Pla

nnin

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terio

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©

, DLR

Gro

up in

c., a

Cal

iforn

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orpo

ratio

n, A

LL R

IGH

TS R

ESER

VED

SUBMITTAL TITLE

DLR PROJECT NO:KEY PLAN

LEGEND NOTES

Ocea

n View

Sch

ool D

istric

t

ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

11/30/2020

2020

AB

NORTH

3/26

/202

1 12

:56:

10 P

M

C:\U

sers

\jank

o\D

ropb

ox\0

1-C

lient

s\R

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Om

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Jim

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Shar

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ista

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\75-

2060

4-00

_Vis

ta_V

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_MS_

ST_R

20.rv

t

Vist

a Vi

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e Sc

hool

Mod

erni

zatio

n

75-20604-00

S2.11

STRUCTURALROOFFRAMINGPLAN - AREA A

1625

0 HI

CKOR

Y ST

REET

FOUN

TAIN

VAL

LEY,

CA

9270

8

CO

NST

RU

CTI

ON

DO

CU

MEN

TS

TRUENORTH

SCALE: 1/8" = 1'-0"S2.112 FRAMING PLAN, LEVEL 02

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

3" SEISMIC SEPARATIONREFER TO ARCH DWGFOR DETAILS

HSS8x4x1/4

HSS8x4x1/4

HSS8x4x1/4

MATC

HLIN

E /--

--

HSS8x4x1/4HSS8

x4x1

/4

HSS8

x4x1

/4

HSS8

x4x1

/4HS

S8x4

x1/4

HSS8

x4x1

/4

(N) 8" CMU BELOW

(N) 8" CMU BELOW

HSS8x4x1/4 HSS8x4x1/4

HSS8x4x1/4HSS8x4x1/4

HSS8x4x1/4

HSS8x4x1/4

HSS8x4x1/4

D1

(E) T

JL @

32" O

CTY

P

MATC

HLIN

E /--

--

(E) T

JL @

32" O

CTY

P

23S3.01

TYP OF 3

13S5.00

EQEQ

EQEQ

EQEQ

OHSIM

EQEQ

EQEQ

EQEQ

EQEQ

EQEQ

EQEQ

EQEQ

EQEQ

EQEQ

13S5.00

SIM

(N) PARAPET WALLALL AROUND THE BUILDING PER ARCH DWG

LINE OF (N)BLOCKING AND STRAP PER DETAIL13/S7.80 TYP

LINE OF (N)BLOCKING AND STRAP PER DETAIL13/S7.80 TYP

HSS8x4x3/16

33S7.80

HSS8x4x3/16

41S7.80

HSS8

x4x1

/4HS

S8x4

x1/4

HSS8

x4x1

/4

14S7.81 TYP

S2.402

6S3.01

23S3.01

23S3.01

(N) 3

1/8 x

15

(N) 3

1/8 x

15

(N) 3

1/8 x

15

(N) 3

1/8 x

15

32S3.01

32S3.01

1450# 1450#

HSS6x6x1/4

12S5.00

HSS6x6x1/414

S6.00TYPOF 4

TYP. OF 3

24S3.01

TYP OF 4SEE S4.01

(N) HATCHPER 41/S1.2 SIM.

ROOF DRAIN

ROOF DRAIN

S7.8115

CONTINUE STRAPSALL THE WAY ACROSS

(E) 5/8" SHEATHINGw/ 8d @ 6" EDGE6" BOUNDRY & 12" FIELDTO REMAIN, REMOVE /REPAIR & REPLACE w/LIKE KIND AS NECESSARY

HSS8

x4x1

/4

HSS8

x4x1

/4

HSS8

x4x1

/4

HSS8

x4x1

/4

HSS8

x4x1

/4

HSS8

x4x1

/4

TAPERED JOIST10" TO 8" @ 16" O.C.PER

S7.8132

51S7.80

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

Arch

itect

ure

Eng

inee

ring

Pla

nnin

g In

terio

rs

©

, DLR

Gro

up in

c., a

Cal

iforn

ia c

orpo

ratio

n, A

LL R

IGH

TS R

ESER

VED

SUBMITTAL TITLE

DLR PROJECT NO:KEY PLAN

LEGEND NOTES

Ocea

n View

Sch

ool D

istric

t

ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

11/30/2020

2020

AB

NORTH

3/26

/202

1 12

:56:

12 P

M

C:\U

sers

\jank

o\D

ropb

ox\0

1-C

lient

s\R

yan

Om

er\R

yan

Jim

my

Shar

ed\V

ista

Vie

w M

iddl

e Sc

hool

\75-

2060

4-00

_Vis

ta_V

iew

_MS_

ST_R

20.rv

t

Vist

a Vi

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iddl

e Sc

hool

Mod

erni

zatio

n

75-20604-00

S2.12

STRUCTURALROOFFRAMINGPLAN - AREA B

1625

0 HI

CKOR

Y ST

REET

FOUN

TAIN

VAL

LEY,

CA

9270

8

CO

NST

RU

CTI

ON

DO

CU

MEN

TS

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.

FRAMING PLAN NOTES:

1 2

A

B

11S4.01

2.1

A.2

1.2

B.2

B.5

1.5

A.6

MATC

HLIN

E/ -

---MA

TCHL

INE

/----

250T150-33 @ 16" O.C.CONTINUOUS BACKING

400S

162-

43 @

16" O

.C.

14S7.83

BRACESPER

TYP.

13S7.83

BRACESPER

TYP.

15S7.83

15S7.83

A

400S

162-

43 @

16" O

.C.

400S

162-

43 @

16" O

.C.

STEP IN CEILING

STEP IN CEILING

11S7.83

12S7.83

45S7.83TYP.

24S7.83

24S7.83

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SUBMITTAL TITLE

DLR PROJECT NO:KEY PLAN

LEGEND NOTES

Ocea

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ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

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2020

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NORTH

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75-20604-00

S2.20

STRUCTURALFOUNDATIONAND ROOFFRAMINGPLAN - LUNCHSHELTER

1625

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SCALE: 1/8" = 1'-0"S2.201 ROOF FRAMING PLAN - LUNCH SHELTER

SCALE: 1/8" = 1'-0"S2.203 FOUNDATION PLAN - LUNCH SHELTER

SCALE: 1/8" = 1'-0"S2.202 CEILING FRAMING PLAN - LUNCH SHELTER

COLUMN LOCATION SEEARCHITECTURALFLOOR PLAN A2.02

TRUENORTH

TRUENORTH

TRUENORTH

Level 01 ST100' - 0"

Level 02 ST113' - 0"

I

MARQUEE SIGNPER MFGR.

3/16TYP

L 3 x 3 x 1/4 x 0'-6"TYP. (4 - TOTAL)

2"1" 1" 4" 1"

7/16" HOLES FOR3/8" DIA M.B. TYP.PER MFR.

4 3/8" CLR

HSS 6x6x1/4

HSS 6x6x1/4 1/8" CAP PLATETYP.

CLR4 3/8"

HSS 6x6x1/4

CLR4 3/8"

4' - 8

"2'

- 5"

4' - 0

"4'

- 0"

4' - 0

".4'

-1"

3/16

2

1" DIA ROD

PLATE 1/4" TYP.

3"3"

3" 3"

PLATE 1/4" TYP.

S2.3026

Level 01 ST100' - 0"

Level 02 ST113' - 0"

7

11S2.30

HSS8

x8x1

/2

HSS8

x8x1

/2

HSS6x6x1/4

HSS6x6x1/4

HSS6x6x1/4

HSS6x6x5/16

HSS6x6x5/16

SIGNAGE AND ATTACHMENTTO STRUCTURE BY MANUFACTURER(MAX WEIGHT = 500 LBS)

4'-5" x 7'-7"MARQUEESIGN

3/16

TYP

S2.3026

S2.3016

ALIGN TUBESw/ SIGN

OUT TO OUT8' - 0"

HSS6x6x5/16

HSS6x6x1/4

TYP.

123'-0"

7

I

11S2.30

12S2.30

TYP

9" C

LR

HSS8x8x1/2

HSS8x8x1/2

(N) 30" DIA FOOTINGx 18'-0" LONG MIN. PER SECTIONTYP

(N) 30" DIA FOOTINGx 18'-0" LONG PER SECTIONTYP

13S3.00

8' - 0" OUT TO OUT

7

7

I

11S2.30

12S2.30

HSS6x6x5/16

HSS6

x6x5

/16

HSS6

x6x5

/16

HSS6x6x5/16

S2.303

8' - 0" OUT TO OUT

3/16SIDE &BOTTOM

3/16CAP TO

COLUMN

1/4" CAP PLATE

COLUMN PER ELEV

HSS PER ELEV

HSS PER ELEV

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DLR PROJECT NO:

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ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

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2020

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75-20604-00

S2.30

SIGNAGETOWER PLANANDELEVATIONS

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SCALE: 3/4" = 1'-0"S2.3011 SECTION SEE 53/A7.10

SCALE: 3/4" = 1'-0"S2.3012 ELEVATION

SCALE: 1/2" = 1'-0"S2.3026 SIGNAGE TOWER FOUNDATION PLAN

SCALE: 1/2" = 1'-0"S2.3016 SIGNAGE TOWER ROOF FRAMING PLAN

SCALE: 1" = 1'-0"S2.303 DETAIL

TRUENORTH

TRUENORTH

2 3 4

C

D

E

12S4.01

2.1

2S3.00 TYP.

SOLID MAT FDN.

13S7.81

C8TYPICALOF 8

3S3.02

4S3.02

5S3.02

CURB AS REQUIRED

2 3 4

C

D

E

2.1

HSS8

x4x1

/4HS

S8x4

x1/4

HSS8

x4x1

/4

HSS8x4x1/4

HSS8x4x1/4

HSS8

x4x1

/4HS

S8x4

x1/4

HSS8

x4x1

/4

HSS8

x4x1

/4HS

S8x4

x1/4

32S2.40

11S2.40

S2.4021

S2.4033

41S7.80

3" SEISMIC SEPARATIONREFER TO ARCH DWGFOR DETAILS

31S2.40TYP

11S1.2

DECKPER

22S2.40

S7.8344

SIM. O.H.

32S2.40

21S2.40 O.H.

HSS8x4x1/4

TYP

HSS8

x4x1

/4HS

S8x4

x1/4

HSS8

x4x1

/4

HSS8

x4x1

/4HS

S8x4

x1/4

HSS8

x4x1

/4

S7.8344

O.H.

METAL DECK PER PLAN1 1/2" 3" 3"

2 1/2"

2 1/2"

HSS BEAM PER PLANPLATE 1/4" EACH SIDEw/ (2) - 5/8" DIA M.B. INSHORT SLOTTED HOLES

1" MAX.

3/16

PER SCHEDULEMETAL DECK PER PLAN

HSS BEAM PER PLAN

600T150-43 w/ .145" HILTIX-DNI PINS @ 16" O.C.

600S162-33 @ 16" O.C.

COLUMN BEYOND

#8 (MIN.) SMS @ 6" O.C.ALL EDGES + 12" O.C. FIELDTYPICAL

PER SCHEDULE

1/2" CDX PLYWOOD

#8 SMS T&B

CONT 8" WIDE x 16 GACOVER PLATE w/ #8 SMS@ 16" O.C. EACH SIDE

STUD WALL PER ARCHSLOTTED TRACKPER 42/S1.2

3/16 3/16

3/16TYP

HSS BEAM PER PLAN

HSS BEAM PER PLAN

PLATE 1/4" x 5" x 5"EACH SIDE

3/16

HSS BEAM PER PLAN

PLATE 1/4" x 5" x 7 1/2"EACH SIDE

(2) - 5/8" DIA M.B.IN SHORT SLOTTEDHOLES

HSS BEAM PER PLAN1/4" GAP

3"3"

1 1/2"

HSS 8 x 4 x 3/16

2-61 1

/2"1 1

/2"

2x10 NAILER

#10 WOOD SCREWSx 1 1/2" LONG @ 12" O.C.STAGGER

10d @ 6" O.C.

3" MAX HOLE

3/16" BENT PLATE

8"

4"

METAL DECK PER PLAN

600T150-43 w/ .145" HILTIX-DNI PINS @ 16" O.C.

PER SCHEDULE

3/16

3/16" PLATE @ 48" O.C.HEIGHT VARIES w/ SLOPEOF GUTTER

#8 SMS @ 6" O.C.

CEILING JOISTPER PLAN

HSS 8 x 4 x 1/4

METAL DECK PER PLAN

600T150-43 w/ .145" HILTIX-DNI PINS @ 16" O.C.

PER SCHEDULE

600S162-33@ 24" O.C.

600T150-33T & B

#8 SMS @ 6" O.C.

CEILING JOIST PER PLAN

HSS COLUMNBEYOND

HILTI .145" DIA x DNI@ EACH STUD TO HSS

HSS6x6x1/4PER 14/S6.0 SIM.

TOP TRACK w/ .145 HILTI X-DNIPINS @ 16" O.C.

METAL STUD WALL PER ARCH

2x NAILER w/.145 HILTI X-DNIPINS @ 16" O.C.

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

REQUIRED (PER ARCH), OVERe. 4" THICK GRAVEL OR WASHED CONCRETE SAND,

OVERf. COMPACTED SUBGRADE PER GEOTECHNICAL

REPORT.

C1

F1

INDICATES COLUMN PER SCHEDULE SEE SHEET S3.00

INDICATES FOOTING PER SCHEDULE SEE SHEET S3.00

BEAM PER PLAN

1/4" CAP PLATE

COLUMN PER PLAN

HSS BEAMS WHEREOCCURS PER PLAN

2 3 4

C

D

2.1

32S2.40

22S2.40

12S2.40 TYP.

TYP.600S162-33@ 16" O.C. TYP.

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DLR PROJECT NO:

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ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

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2020

3/26

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1 12

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75-20604-00

S2.40

STRUCTURALPLANSCANOPY A-B

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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.

FOUNDATION PLAN NOTES

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SUBMITTAL TITLE

DLR PROJECT NO:

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ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

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2020

3/26

/202

1 12

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75-20604-00

S2.50

STRUCTURALPLANS - RESTROOM

1625

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FOUN

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CA

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8

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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

PER SCHED11/S1.2DECK PER PLAN

BEAM PER PLAN

TERMINATE HORIZREINF w/ STD HOOK

#4 x

30" 30"

BASE PLATE AND A.B.PER 34/S2.60

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SUBMITTAL TITLE

DLR PROJECT NO:

Ocea

n View

Sch

ool D

istric

t

ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

11/30/2020

2020

3/26

/202

1 12

:56:

33 P

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75-20604-00

S2.60

UTILITYENCLOSURE

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CA

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SCALE: 1/4" = 1'-0"S2.601 - GARDEN ENCLOSURE FOUNDATION

SCALE: 1/4" = 1'-0"S2.602 GARDEN ENCLOSURE ROOF

SCALE: 1/4" = 1'-0"S2.6011 GARDEN ENCLOSURE NORTH

SCALE: 1/4" = 1'-0"S2.6012 GARDEN ENCLOSURE SOUTH

SCALE: 1/4" = 1'-0"S2.6013 GARDEN ENCLOSURE EAST

SCALE: 1/4" = 1'-0"S2.6014 GARDEN ENCLOSURE WEST

SCALE: 1" = 1'-0"S2.6021 DETAIL

SCALE: 1" = 1'-0"S2.6022 DETAIL

SCALE: 1" = 1'-0"S2.6031 DETAIL

SCALE: 1" = 1'-0"S2.6032 DETAIL

SCALE: 1" = 1'-0"S2.6033 DETAIL

SCALE: 1" = 1'-0"S2.6041 DETAIL

SCALE: 1" = 1'-0"S2.6034 COLUMN IN END OF WALL

SCALE: 1" = 1'-0"S2.6042 DETAIL

SCALE: 1" = 1'-0"S2.6043 PLAN AT COLUMN BASE

TRUENORTH

TRUENORTH

TYP

1' - 0

" MIN

EMB

ED

'W'

'L'

TYP'd'

TYP'd'

"S"

BASE PL THICKNESS "T"

PLAN

C HSS COLUMN

ELEVATION

(4) ANCHOR BOLTS, PER SCHEDULE

1 1/2" MAXNON-SHRINKGROUT

HSS COL

COL

COL & PL

COL & PL

ROUND HSS(SIMILAR)

"S"

DEPTH(D)

SPREAD FOOTING SCHEDULE

TYPEREINFORCING

WIDTH(W)

LENGTH(L) TOP BARS BOTTOM BARS

SHORT LONG SHORT LONGCOMMENTS

F1 4'-6" 4'-6" 18" (5)-#5 (5)-#5

PER SCHEDULEFOOTING SIZE (L/W)

PER

SCHE

DULE

FOOT

ING

DEPT

H (D

)

CLR3"

UNO

1' - 6

" MIN

Ld MINLd MINTYP

3" CLR

SLAB-ON-GRADEWHERE OCCURS

TOP LAYER OF REINFORCEMENTWHERE OCCURS PER SCHED

BOT LAYER OF REINFORCEMENTPER SCHED

PROVIDE TYP HOOKWHERE STRAIGHT BAR W/MIN Ld CANNOT BE ATTAITED

REFER TO TYPICAL DETAILFOR BASE PL AND

ANCHOR ROD INFORMATION

COL & FTG

COLUMN PER PLAN(COL CONNECTIONPER TYPICAL DETAILS)

COL AND BASE PL

CONTROL JOINT

#4 ADDED REBAR

#4 ADDED REBAR

#4 ADDED REBAR

#4 ADDED REBAR

3/8" ISOLATION JOINT

3/8" WIDE x 1/2" DEEP GROOVEPROVIDE SEALANT AT EXPOSED FLOOR

FILL BLOCKOUT W/ CONCRETE (SAME CONC AS SLAB-ON-GRADE) AFTERCOMPLETION OF CONCRETEPLACEMENT OF ALL FLOOR/ROOF ABOVE

TYP 1'-6"

F2 3'-0" 3'-0" 18" (3)-#5 (3)-#5 (3)-#5 (3)-#5

NON-SHRINK GROUT

(5)-#5 (5)-#5

SECTION B-B

CLR3"

HSS CANT POSTPER PLAN

SOG BLOCK-OUT PERTYP DETAIL 12/S1.1

1' - 6

"

BB

(8) - #8 BARS

3"

TOP OFSLAB-ON-GRADE

LENG

TH O

F PI

LE, S

EE P

LAN

BOTTOM OF PILE

TOP OFPILE AA

SECTION A-A

HSS POSTPER PLAN

POST &PILE

CJP

POST

&PI

LE

PILE FOOTINGBELOW

2'-6" DIA.

5'-6"

AT

SIM.

17'-6

" #4 @

10" P

ITCH

7' - 6

" #4 @

5" P

ITCH

1 1/2 EXTRA TURNSTOP & BOTTOM

FILL BLOCKOUT W/ CONCRETE (SAME CONC AS SLAB-ON-GRADE) AFTERCOMPLETION OF CONCRETEPLACEMENT OF ALL FLOOR/ROOF ABOVE NON-SHRINK GROUT

LEVELLING NUT& WASHER

COLUMN SCHEDULEMARK SIZE BASE PL. ANCHORS WELD SIZE "S"

C1 HSS4x4x1/4 10"x10"x3/4" (4) - 3/4" DIA 3/16"

C2 HSS5x5x1/4 11"x11"x3/4" (4) - 3/4" DIA 3/16"

C3 HSS6x6x1/2 12"x12"x3/4" (4) - 3/4" DIA 1/4"

C4 HSS4x4x1/4 6"x10"x3/4" SEE DETAIL 3/16"

"W"x"L"x"T"

4' - 0

"

EQEQ

COLUMNPER PLAN

BASE PLATEPER SCHEDULE

3/8" x 4" SQ. PLATETYP.

ANCHOR BOLTSPER SCHEDULE

3" +/- NON-SHRINKGROUT

COLUMN SCHEDULE MFRSMARK SIZE BASE PL. ANCHORS REMARKS

C6 HSS8x8x1/2 18"x18"x1 1/2" (4) - 1 3/4" DIAASTM A1554 GRADE 50

C7 HSS6x6x3/8 14"x14"x1 1/4" (4) - 1 1/4" DIAASTM A1554 GRADE 50

C8 HSS6x6x3/8 14"x14"x1 1/4" (4) - 1 1/4" DIAASTM A1554 GRADE 50 SEE DETAIL 2/S3.00

CC

SECTION C-C

CLR3"

(6) - #6 VERT

(E) 5" DIA.FLAG POLESEE 11/CP3.00

FILL w/ SAND AFTERSETTING POLE 9" DIA x 4'-0" DEEP

OPENING VERIFY w/POLE MFGR.

3"2"

2"

5' - 6

"

(3) - TURNST&B @ 2"

#3 @ 6" PITCH

24" DIA.

2"2"

2"

2' - 6

"

5" DIA.FLAG POLE

9" VOID FILLw/ SAND AFTERFLAG POLE IS SET

4'-0"

VER

IFY

COLUMN PER PLAN

SLAB ON GRADEBLOCK OUT PER 12/S1.1

20"

9"MI

N.4"

EQEQ

TYP

BASE PLATEPER SCHED.

3" +/- 1/2" NON-SHRINKGROUT

ANCHOR BOLTSPER SCHEDULE

1/2" x 6" SQ. PLATETYP.

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SUBMITTAL TITLE

DLR PROJECT NO:

Ocea

n View

Sch

ool D

istric

t

ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

11/30/2020

2020

3/26

/202

1 12

:56:

36 P

M

C:\U

sers

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75-20604-00

S3.00

TYPICALSTEELCOLUMN ANDFOOTINGSCHEDULE &DETAILS

1625

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SCALE: 1 1/2" = 1'-0"S3.0011 TYPICAL NON-SFRS COLUMN BASE PLATE DETAILS

SCALE: 1" = 1'-0"S3.0012 TYP SPREAD FOOTING SCHEDULE AND DETAIL

SCALE: 1" = 1'-0"S3.0013 TYPICAL DRILLED PIER DETAIL

SCALE: 1" = 1'-0"S3.001 COLUMN ANCHORS

SCALE: 1" = 1'-0"S3.0014 FLAG POLE FOOTING

SCALE: 1" = 1'-0"S3.002 DETAIL

E.N.

(N) 4x6 PT END STUD

WALL SHEATHINGAND NAILING PER 12/S3.01

5/8" DIA BOLTS EMBEDDED5" w/ HILTI HIT HY 200 EPOXY

(E) CMU

(E) CMU(N) CMU FILL

#5 VERT

MAX.4"

#4 HORIZ @ 16" O.C. EMBED 5" INTOHILTI HIT HY 200 EPOXY ICC ESR 3963MIN. 29" LONG BARS

(E) CMU

(N) CMU

8"

EQ EQ

8" M

AX.

#5 VERT @ 16" O.C.EMBED. 8" INTO HILTIHIT-HY 200 EPOXYICC ESR 3963

#4 HORIZ. @ 16" O.C.(N) CMU

6"

EQ EQ

8" M

AX.

#5 VERT @ 16" O.C.EMBED. 6" INTO (E) CONC.HILTI HIT-HY 200 EPOXYICC ESR 3187

(E) CONCRETEFOUNDATION

(E) SLAB

#4 HORIZ. @ 16" O.C. 4" TYP.

PLAN VIEW

(E) CMU

3/4" DIA BOLTS @ 16" O.C.& 2" FROM TOP & BOTTOMOF PLATE

3/8 x 3" WIDE PLATE EXTENDFROM SLAB + 2" TO TOP OFCMU -2"

GROUT HOLES SOLID TYP.

ANCHOR PLATE WHEREOCCURS PER ELEVATION

(E) CMU

(N) CMU

6"

EQ EQ

8" M

AX.

#5 VERT @ 16" O.C.EMBED. 6" INTO (E) CONC.HILTI HIT-HY 200 EPOXYICC ESR 3187

(E) CONCRETEFOUNDATION

3"

6" MIN.

3"

(N) CONCRETE SLABPER PLAN

CONT. #4

#4 x 24" LONG DOWELSEMBED 3" MIN. IN HILTI HITRE-500 EPOXY ICC ESR 3814

(E) CONCRETEFOUNDATION

3"

6" MIN.

(N) CONCRETE SLABDEPRESSED WHEREOCCURS PER PLAN

CONT. #4

CONT. #4

(E) 5/8" DIA A.B. @ 48" O.C.ADD 5/8" DIA. THREADED ROD@ 48" O.C. (12" EMBED.) INTO(E) STEM w/ HILTI HIT HY 200 EPOXYECC ESR 3187

E.N.

E.N.

15/32 STR 1 PLYWOOD w/ 10d @ 6" O.C.ALL EDGES & 12" O.C. FIELD BOTH SIDESOF (E) FRAMING STAGGER PLYWOOD EDGES

DOWELS PER 11/- TYP.

ADD 3" SQ. x 1/4" PLATE WASHERS@ (E) A.B.

(N) SHEAR WALLSHEATHINGEACH SIDE

E.N.(E) 3x6 SILL PLATE

(N) 5/8" DIA ALL THREAD @ 48" O.C.(ALTERNATE w. (E) A.B.)EMBEDDED 12" IN HILTI HIT HY 200EPOXY ICC ESR 3817

(E) CONCRETEFOUNDATION

(E) CONCRETE SLAB

SHEATHINGPER 12/S3.01

3" SQ. x 1/4" PLATEWASHERS

(N) SLAB ON GRADEWHERE OCCURS

(E) 2x6 STUD WALL(N) SHEAR WALLSHEATHINGEACH SIDESEE 12/S3.01

SIMPSON SDS 1/4" x 4"@ 8" O.C.

(2) - ROWS 10d @ 6" O.C.FIELD VERIFY (E) OR ADDIF NOT

(E) 2x BLOCKING

E.N. STAGGER

(E) TJL JOIST

LSTA36 EACH JOIST

(E) CONCRETEFOUNDATION

A ASECTION A-A

(N) HSS COLUMNPER PLAN

(E) CMU WALL

(N) CMU WALL

CMU WALL

COLUMNPER PLAN

PL 3/4" x 4" x 4"w/ 1 1/2" DIA HOLECENTERED

PL 1/4" x 3" x 3"WASHER, TYP.EACH SIDE

5/8" BOLTS3/16PL TO COL

12" M

AX.

4" M

IN.

12" M

AX.

4" M

IN.

EQEQ

(E) BEAM

12" M

AX.

4" M

IN.

S3.012

T.O.WALL11'-0"

FILL HOLES w/GROUT OR EPOXY

22S3.01

(N) CONT 3x6 LEDGERW/ 5/8" DIA THREADED ROD@ 32" OC MAX

(E) CONT 3x6 LEDGERW/ 5/8" DIA EMBED BOLT@ 24" OC EMBED 6" IN(E) CMU

B.N.

3/16" CAP PLATE

SEE

FOR ADD'L. INFO.

SEE 13/S7.80 FOR PARAPETFRAMING NOT SPECIFIED

(E) 7x16 1/4 BEAM

12" M

AX.

4" M

IN.

T.O.WALL11'-0"

(E) SHEATHING

1/4" 4" 2" 6" 1 1/2"

2"5"

2"3/161/4" PLATE x

(4) - 5/8" LAG SCREWSw/ 4" EMBEDMENT

15/32 STR. 1 PLYWOOD(SINGLE PIECE)

60 - 10d NAILSEVENLY SPACED

6x10 FLAT x 8'-0"

-21A

VERIES

22S3.01

S7.8013

PARAPETFRAMINGPER

B.N. B.N.

A35 EACH SIDE

WALL PER 2/S3.01

24S3.01

CONN.PER

(E) SHEATHING 6x10 FLAT x 8'-0"

(E) JOIST

(N) COLUMN PER PLANNO COLUMN AT SIM.

10d @ 3" O.C.

(5) - A35EQUALLY SPACED

(4) - 5/8" DIA LAG SCREWSEMBED 4" MIN.

3 x 6 x 8'-0"

15/32 STR 1PLYWOOD(SINGLE SHEET)

(60) - 10d EVENLYDISTRIBUTED

23S3.01 STRAP PER PLAN AT SIM.

B.N.B.N.

B.N.

2x6 BLOCK @ END TYP.

SHIM AS REQUIRED

(N) SHEAR WALLSHEATHING EACH SIDESEE 12/S3.01

E.N.(N) 3x6 P.T. SILL PLATE

(N) 5/8" DIA ALL THREAD ROD @ 48" O.C.(ALTERNATE w. (E) A.B.)EMBEDDED 12" IN HILTI HIT HY 200EPOXY ICC ESR 3817

(E) CONCRETEFOUNDATION

(E) CONCRETE SLAB

(E) FOOTING

(E) STEM WALL

(E) CMU WALL

PREFAB WALK INCOOLER WALLS

(N) 5" SLAB PER PLAN

(N) INSULATIONPER COOLERMFGR.

(N) 3" SLAB w/ #3 @ 12" O.C.EACH WAY CENTEREDIN SLAB

DOWELS PER 11/- TYP.

1" M

AX D

AP

MECHANICAL UNITPER MECHANICAL

(N) GLB PER PLAN

(N) GLB PER PLAN

(E) TJL TRUSS (E) TJL TRUSS

9 1/2"

MAX

6" M

IN

SHAPED 4xPERIMETERMEMBER

(E) SHEATHING

#12 WOOD SCREWS@ 12" O.C. AROUNDPERIMETER

3/8" DIA LAG SCREW @ 16" O.C.& 4" MAX. FROM ENDS. EMBED3" MIN. INTO GLB, TYP.

1 1/8 STRUCT 1 SHEATHINGw/ #10 x 3" LONG WOOD SCREWS@ 6" O.C. ALL EDGES & 12" O.C. FIELD

4x EACH END w/ A35& SHAPED 2x @ 24" O.C.w/ A34 EACH END

CURB BASE PER MFGR.

(N) CMU CURB

#4 BAR MIN

#5 @ 16" O.C.EMBED 6" INTO (E) CONCRETEw/ HILTI HIT HY-200EPOXY

(E) CONCRETE FOUNDATION

(E) FOOTING

(N) CMU INFILL

2" M

AX.

21S3.01

PLATE 3/4" AS SHOWN

13"

35"

1 1/2" 8" 8" 8" 8" 1 1/2"

1 1/2"

10"

1 1/2"

PARAPET PER

(E) SHEATHING

(E) GLB

P.T. SHIMAS REQUIRED

MIN4"

MIN4"

5/8" DIA M.B.

STD CUT WASHER TYP.

BOT / (E) BM

TOP / CMU

SHAPED 4x6 w/ 1/2" DIALAG SCREW EMBEDDED4" INTO (E) GLB

3 1/2"

CLR3"

CLR1"

CLR3"

3"

18" M

IN.

#3 @ 16" O.C. w/ STD HOOK4" EMBED w/ HILTI HIT HY200TOP & BOTTOM

(E) #5 TOP & BOTTOM

(E) FOOTING

(2) - #8 T&B

#4 TIES @ 8" O.C.

8"

10" +

/-14

" +/-

4" M

IN.

4" M

IN.

8"

(E) WALL

EXTERIOR GRADEPER CIVIL

INTERIORSLAB ON GRADE

(E) WALL

6"

21"

11"

(2 - ROWS) - 1" DIA M.B. @ 16" O.C.(16 BOLTS MIN.)

STD CUT WASHERS

8" +/

-

PLATE 3/8" x 11" x WALL HEIGHTTO BOTTOM OF (E) STEM +/- 2"WHERE OCCURS PER ELEVATION

VIEW A - A (E) FOOTING

FIEL

D VE

RIFY

10"

FIEL

D VE

RIFY

14" +

/-

3" C

LR

#7 w/ STDHOOK SPLAY ENDS

A

1" 9" 1"

1 1/2" 8" 1 1/2"

A

19"

3"1"

3/8

#4 TIES SPACINGPER SCHEDULE

(3) - #9 T&B

EQEQ

#5 DOWELS @ 16" O.C.EMBEDDED 4" INTO (E) FDNw/ HILTI HIT 200 EPOXY T&B(TOP BAR NOT SHOWN FOR CLARITY)

(E) 4" SLAB

1" CLR

#4 CONT.

18"TIE SPACING SCHEDULELOCATION SPACING

4' BEYOND OPENING 4"BEYOND 4' PAST OPENING 12"

WALL OPENING 4"

1 1/2"

TOP OF WALL

18" M

IN.

3/8" x 3" CONT. PLATE

2" 7 SPACED @ 8" O.C. 6" 6" 7 SPACED @ 8" O.C. 2"

(E) COLUMN

(E) PLATE HANGER

(E) 7x24 3/8" GLB

(E) 7x32 1/2" GLB

(E) ROOF SHEATHING

L4x3x3/8 EACH SIDE (LLV)

3/4" DIA THROUGH BOLTS (16 - TOTAL)

2"2"

(E) ROOF SHEATHING2" 10 SPACES @ 8" O.C. 8" 7" 7 SPACES @ 7" O.C 2"

(E) 12" CMU WALL

(E) GLB

REMOVE (E) L 4x3x3/8 & REPLACE w/ LONGERL 4 x 3 x 3/8" LLV EACH SIDE

(11) - 1" DIA BOLTSTHRU CMU AND L'S

(8) - 1" DIA BOLTS THRUGLB, WD FILL & L'S

WOOD SHIM FULL LENGTH OF ANGLE

2"2"

(E) GLB SEAT

Arch

itect

ure

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ESER

VED

SUBMITTAL TITLE

DLR PROJECT NO:

Ocea

n View

Sch

ool D

istric

t

ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

11/30/2020

2020

3/26

/202

1 12

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38 P

M

C:\U

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Jim

my

Shar

ed\V

ista

Vie

w M

iddl

e Sc

hool

\75-

2060

4-00

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ta_V

iew

_MS_

ST_R

20.rv

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hool

Mod

erni

zatio

n

75-20604-00

S3.01

MISCELLANEOUSDETAILS

1625

0 HI

CKOR

Y ST

REET

FOUN

TAIN

VAL

LEY,

CA

9270

8

CO

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CTI

ON

DO

CU

MEN

TS

SCALE: 1" = 1'-0"S3.0131 END OF FRAMED WALL

SCALE: 1" = 1'-0"S3.011 SPLICE (N) TO (E) CMU JAMBS

SCALE: 1" = 1'-0"S3.012 SPLICE (N) TO (E) CMU SILL OR HEAD

SCALE: 1" = 1'-0"S3.013 (N) CMU INFILL AT (E) FDN

SCALE: 1" = 1'-0"S3.014 (N) WALL BACKING

SCALE: 1" = 1'-0"S3.0111 (N) SLAB AT CMU

SCALE: 1" = 1'-0"S3.0112 (N) SLAB TIES

SCALE: 1" = 1'-0"S3.015 (N) A.B. IN (E) PLATE

SCALE: 1" = 1'-0"S3.016 (N) SHEAR TRANSFER

SCALE: 3/4" = 1'-0"S3.0121 WALL BRACE

SCALE: 1" = 1'-0"S3.0123 BRACE TIE TO ROOF

SCALE: 1" = 1'-0"S3.0122 WALL BRACE TIE AT ROOF

SCALE: 1" = 1'-0"S3.0113 (N) A.B. IN (N) PLATE

SCALE: 1" = 1'-0"S3.0114 COOLER SLAB TO EXISTING

SCALE: 1" = 1'-0"S3.0132 MECHANICAL PLATFORM FRAMING

SCALE: 1" = 1'-0"S3.0115 CMU CURB

SCALE: 1" = 1'-0"S3.0124 STITCH PLATE BEAM TO WALL

SCALE: 1" = 1'-0"S3.0116 EXTEND BARS AND FOOTING

SCALE: 1" = 1'-0"S3.0125 PLATE ANCHORAGE

SCALE: 1" = 1'-0"S3.0133 DRAG AT EXISTING BEAMS

SCALE: 1" = 1'-0"S3.0134 DRAG - BEAM TO WALL

18" S1.141

18" TYP.

COLUMN PER PLANAND SCHEDULE

(E) SLAB(N) 5" SLAB

(N) FOOTING PER PLAN

1" MIN. 2" MAX.NON-SHRINK GROUT

CLR.3"

HOOK6"

12"

COLUMN PER PLAN

(E) CMU WALL

(E) CONCRETE SLAB ON GRADE

(E) CONCRETE FOOTING

6"

MATCH (E) FOOTINGBOTTOM

#5 BAR(3) - #5 BARS

EQ EQ

#4 @ 12" O.C. EMBEDDED 4" INTO (E)w/ HILTI HIT RE 500 V3 EPOXY

S1.141

PLAN VIEW A-A

3' - 0

"

COLUMN PER PLAN

(E) CMU WALL

#3 DOWELS x 24" LONG, TYP.

3/4" DIA HEADED BOLT (12" EMBED)

A A

1" MIN. 2" MAX.NON-SHRINK GROUT

(N) 5" SLAB PER PLAN

(N) INSULATIONPER COOLERMFGR.SEE A20/FS9.00

(N) 3" SLAB w/ #3 @ 12" O.C.EACH WAY CENTEREDIN SLAB

6"

11

EXTERIOR FINISHPER ARCH

#4 @ 16" O.C.

CONT #5 T&BSEE 14/S3.01 FORADD'L INFORMATION

FILL GAP w/ EXPANSIVEMATERIALS

.2'-9

"

6" CURB BEYOND

(E) FOUNDATION

(E) REINFORCING

(E) 12" CMU

4" CORE THROUGH WALLVERIFY (E) REINFORCINGSTEEL AND AVOID

SEE 13/S3,02 FORADD'L. INFORMATION

SINK PER PLUMBING

WASTE LINE PERPLUMBING

(E) SLAB(N) SLAB PER22/S1.1

7

#4 DOWELS @ 16" O.C. STAGGER EMBED 5" INTO HILTI HIT HY 200EPOXY ICC ESR 3963MIN. 29" LONG BARS

3"

3"

16"

A

A

VIEW A-A

(E) 12" CMU WALL

(N) 12" CMU INFILL

2 1/2" 2 1/2"

#5 DOWELS @ 16" O.C. STAGGER EMBED 5" INTO HILTI HIT HY 200EPOXY ICC ESR 3963MIN. 29" LONG BARS

(N) 12" CMU INFILL

2 1/2"2 1/2"

#5 DOWELS @ 16" O.C. STAGGER EMBED 5" INTO HILTI HIT HY 200EPOXY ICC ESR 3963MIN. 29" LONG BARS

(N) 5" SLAB PER PLAN

(N) INSULATIONPER COOLERMFGR.SEE A20/FS9.00

(N) 3" SLAB w/ #3 @ 12" O.C.EACH WAY CENTEREDIN SLAB

6"

8"

8" 11

EXTERIOR FINISHPER ARCH

#4 @ 16" O.C.

CONT #5 T&B

SEE 14/S3.01 FORADD'L INFORMATION

FILL GAP w/ EXPANSIVEMATERIALS

2' - 9

"

2" 2"

(E) FOOTING

#4 @ 24" O.C. T&B EMBED 4" INTO(E) CONCRETE w/ HILTI HITRE 500V3 EPOXY

#6 @ 12" O.C. T&B EACH WAYw/ STD. HOOK @ EDGES, TYP.

GROUP BARS AROUNDBLOCK OUT TYP.

COLUMN PER PLAN

SEE 2/S3.00 FOR ADD'L. INFO

SLAB ON GRADEBLOCK OUT PER 12/S1.1

(E) CMU WALL

2" 2"GROUP BARS AROUNDBLOCK OUT TYP.

COLUMN PER PLAN

SEE 4/S3.02 FOR ADD'L. INFO

SEE 4/S3.02

2' - 0"

COLUMN PER PLAN

(3) - #4 xT&B 48"6"

(2) - #4 T&B

EXTERIOR SLABPER ARCH

SLAB BLOCKOUTPER 12/S300 SIM

18"

(E) REINFORCING STEEL TYP.

(E) WALL TO REMAIN

(E) FDN TO REMAIN

(E) FDN TO REMAIN

(E) WALL TO BE REMOVED

CUT (E) CMU FLUSHw/ WALL & REMOVE TOTOP OF FOUNDATION

Arch

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Eng

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c., a

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iforn

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ratio

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IGH

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ESER

VED

SUBMITTAL TITLE

DLR PROJECT NO:

Ocea

n View

Sch

ool D

istric

t

ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

11/30/2020

2020

3/26

/202

1 12

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40 P

M

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Jim

my

Shar

ed\V

ista

Vie

w M

iddl

e Sc

hool

\75-

2060

4-00

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ta_V

iew

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ST_R

20.rv

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a Vi

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e Sc

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Mod

erni

zatio

n

75-20604-00

S3.02

MISCELLANEOUSDETAILS

1625

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FOUN

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LEY,

CA

9270

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SCALE: 3/4" = 1'-0"S3.021 SECTION

SCALE: 1" = 1'-0"S3.022 SECTION

SCALE: 1" = 1'-0"S3.023 COOLER SLAB EDGE

SCALE: 1" = 1'-0"S3.0214 DRAIN THROUGH WALL

SCALE: 1" = 1'-0"S3.0211 SPLICE NEW TO EXIST 12" CMU JAMB

SCALE: 1" = 1'-0"S3.0212 SPLICE AT 12" CMU INFILL SILL OR HEAD

SCALE: 1" = 1'-0"S3.0213 NEW 12" CMU INFILL AT EXIST FND.

SCALE: 1" = 1'-0"S3.026 COOLER SLAB EDGE

SCALE: 1" = 1'-0"S3.024 SECTION

SCALE: 1" = 1'-0"S3.025 SECTION

SCALE: 1" = 1'-0"S3.027 PLAN VIEW AT WALL REMOVED

Level 01 ST100' - 0"

Level 02 ST113' - 0"

ABCDEFGHI

(N) CMU WALLPER PLAN

EXISTING WALL(N) WALL ABOVE

TO REMAIN(E) OPENING

PER PLAN(E) OPENING

TO REMAIN(E) OPENING

TO REMAIN(E) OPENING

(N) CMU WALLPER PLAN

EXISTING WALL(N) WALL ABOVE

11S5.00

12S5.00

12S5.01

2S3.01

1S3.01

2S3.01

2S3.01

1S3.01

15S3.01 16

S3.01

7' - 0"7' - 0"7' - 0" 7' - 0"

16S3.01

16S3.01

16S3.01

7' - 0" 7' - 0" 7' - 0" 7' - 0"

Level 01 ST100' - 0"

Level 02 ST113' - 0"

3456789101112

EXISTING WALL(N) WALL ABOVE

PER PLAN

INFILL (E) OPENING

PER PLAN

INFILL (E) OPENING

EXISTING WALL(N) WALL ABOVE

(N) CMU WALLPER PLAN(N) CMU WALL

PER PLAN

PER PLAN(N) OPENING

TO REMAIN(E) OPENING

PER PLAN(N) OPENING TO REMAIN

(E) OPENINGOPENINGINFILL (E) (N) STOREFRONT

PER ARCH DWG

(N) CANOPYPER SECTION

TO REMAIN(E) OPENING

PER PLAN

INFILL (E) OPENING PER PLAN

(N) OPENING

11S5.01

4S3.01

1S3.01

2S3.01

15S3.01 15

S3.0125

S3.01

(N) CMU WALL INFILL

TYP. OF 7 LOCATIONS THIS LINE

Level 01 ST100' - 0"

Level 02 ST113' - 0"

3 4 5 6 7 8 9 10 11 12

(N) CMU WALLPER PLAN

(N) CMU WALLPER PLAN

EXISTING WALL(N) WALL ABOVE

TO REMAIN(E) OPENING

PER PLAN

INFILL (E)OPENING PER PLAN

(N) OPENINGPER PLAN

(N) OPENING

PER PLAN

INFILL (E)OPENING

PER PLAN

INFILL (E)OPENING

13S5.00

11S2.30

3S3.01

1S3.01

2S3.01

4S3.01

1S3.01

2S3.01

3S3.01

13S5.01

15S3.01 25

S3.01 TYP. OF 7 LOCATIONS THIS LINE

Level 01 ST100' - 0"

Level 02 ST113' - 0"

A B C D E F G H I

(N) CMU WALLPER PLAN

EXISTING WALL(N) WALL ABOVE

(N) CMU WALLPER PLAN

EXISTING WALL(N) WALL ABOVE

TO REMAIN(E) OPENING

TO REMAIN(E) OPENING

A.2

TYP ATBRACINGPLATES

4S3.01

PROVIDE BACKINGAT DRINKING FOUNTAIN

7' - 0" 7' - 0"

16S3.01

7' - 0" 7' - 0"7' - 0" 7' - 0"

16S3.01 16

S3.01

16S3.01

7' - 0" 7' - 0"

33S7.81

Level 01 ST100' - 0"

Level 02 ST113' - 0"

A

PER PLAN

INFILL (E)OPENING

4S3.01

TYP ATBRACINGPLATES

(N) CMUINFILL

Level 01 ST100' - 0"

Level 02 ST113' - 0"

GHI

PER PLAN(N) OPENING

PER PLAN(N) OPENING

PER PLAN(N) WALL PER PLAN

INFILL (E) OPENING

TYP ATBRACINGPLATES

4S3.01

11S3.02

12S3.02

13S3.02

S7.8141

TYP.

Level 01 ST100' - 0"

Level 02 ST113' - 0"

G H I

PER PLAN

INFILL (E) OPENING

S7.8141

TYP.

(N) WALL OPENING

(E) WALL OPENING

(N) 8" CMU WALL INFILLFULLY GROUTED & REINFW/ #4 (V) @ 16" OC CENTERED ON WALL#4 (H) @ 16" OC

LEGEND:

Arch

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up in

c., a

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ESER

VED

SUBMITTAL TITLE

DLR PROJECT NO:KEY PLAN

LEGEND NOTES

Ocea

n View

Sch

ool D

istric

t

ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

11/30/2020

2020

AB

NORTH

3/26

/202

1 12

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S4.00

BUILDINGELEVATIONS

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SCALE: 1/8" = 1'-0"S4.0021 SOUTH BUILDING ELEVATION

SCALE: 1/8" = 1'-0"S4.0011 EAST BUILDING ELEVATION

SCALE: 1/8" = 1'-0"S4.0031 WEST BUILDING ELEVATION

SCALE: 1/8" = 1'-0"S4.0041 NORTH BUILDING ELEVATION

SCALE: 1/8" = 1'-0"S4.0051 ELEVATION ALOGN GRIDLINE 7

SCALE: 1/8" = 1'-0"S4.0052 ELEVATION ALOGN GRIDLINE 7

SCALE: 1/8" = 1'-0"S4.0053 ELEVATION ALOGN GRIDLINE 8

Level 01 ST100' - 0"

Level 02 ST113' - 0"

123

EXISTING WALL(N) WALL ABOVE

EXISTING WALL(N) WALL ABOVE

2.1 1.21.5

1S3.01 2

S3.012

S3.01

24S3.01

6' - 0"6' - 0"24

S3.01

TOP OF (E)CMU 108'-0"

TOP+20'-0"

(E) 7x14 1/4 GLB

Level 01 ST100' - 0"

Level 02 ST113' - 0"

CDEFG

PER PLAN(N) OPENING

4S3.01

TYP.

Level 01 ST100' - 0"

Level 02 ST113' - 0"

1 2 3

EXISTING WALL(N) WALL ABOVE

EXISTING WALL(N) WALL ABOVE

2.1

1S3.01

2S3.01

2S3.01

6' - 0" 6' - 0"

24S3.01

24S3.01

(E) OPENINGTO REMAIN

(E) OPENINGTO REMAIN

1S3.01

TOP120'-0"

(E) 7x14 1/4 GLB

TOP OF (E)CMU 108'-0"

Level 01 ST100' - 0"

Level 02 ST113' - 0"

C D E F G

PER PLAN(N) OPENING

PER PLAN

INFILL (E)OPENING

1S3.01

2S3.01

3S3.01

4S3.01

(N) WALL OPENING

(E) WALL OPENING

(N) 8" CMU WALL INFILLFULLY GROUTED & REINFW/ #4 (V) @ 16" OC CENTERED ON WALL#4 (H) @ 16" OC

LEGEND:

Arch

itect

ure

Eng

inee

ring

Pla

nnin

g In

terio

rs

©

, DLR

Gro

up in

c., a

Cal

iforn

ia c

orpo

ratio

n, A

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IGH

TS R

ESER

VED

SUBMITTAL TITLE

DLR PROJECT NO:KEY PLAN

LEGEND NOTES

Ocea

n View

Sch

ool D

istric

t

ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

11/30/2020

2020

AB

NORTH

3/26

/202

1 12

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Mod

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75-20604-00

S4.01

BUILDINGELEVATIONS

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SCALE: 1/8" = 1'-0"S4.0111 EAST BUILDING ELEVATION 11/A2.32

SCALE: 1/8" = 1'-0"S4.0112 SOUTH BUILDING ELEVATION 31/A2.32

SCALE: 1/8" = 1'-0"S4.0113 WEST BUILDING ELEVATION 13/A2.32

SCALE: 1/8" = 1'-0"S4.0114 NORTH BUILDING ELEVATION 21/A2.32

Level 01 ST100' - 0"

Level 02 ST113' - 0"

11 12

(E) CMU TO REMAIN

(N) PLYWOOD SHEATHING(E) 7x14 5/8 GLB

(E) PLYWOOD SHEATHING

(N) 3" RECESSED SLAB-ON-GRADE

(E) FOOTING

(E) CMU WALLBEYOND

JOIST PER PLAN

(E) TJL JOIST

CEILING PERARCH

REMOVE (E)3x6

(N) 5/8" PLYWOOD, TYP.

(E) CONT 3x6 LEDGERW/ 5/8" DIA EMBED BOLT@ 24" OC TO REMAIN

(N) 3x6 (FLAT) @ 24" OC

(N) CONT 3x6 LEDGERW/ 5/8" DIA THREADED ROD@ 32" OC MAX

(N) STEEL PLATE 4x4x3/8AT (N) THROUGH BOLTLOCATIONS

4' - 0 3/8"

(N) CMU INFILL FULLYGROUTEDW/ #5 (V) @ 16" OC #4 (H) @ 16" OC

EQEQ

TOP OF CMU

109'-8"

S3.0111

S3.012

PARAPET FRAMINGPER

S5.0012

S7.8014

Level 01 ST100' - 0"

Level 02 ST113' - 0"

11

(E) CMU TO REMAIN

(N) 5/8" PLYWOOD(4 SIDES)(E) PLYWOOD

SHEATHING

(E) SLAB-ON-GRADE

(E) FOOTING

(E) TJL JOIST

CEILING PERARCH

(E) CONT 3x6 LEDGERW/ 5/8" DIA EMBED BOLT@ 24" OC TO REMAIN

(N) 3x6 (FLAT) @ 24" OC

(N) CONT 3x6 LEDGERW/ 5/8" DIA THREADED ROD@ 32" OC MAX

12" M

AX10

" MIN

(N) STEEL PLATE 4x4x3/8AT (N) THROUGH BOLTLOCATIONS

TOP OF CMU

4

WALL TIE PER S7.8211

SEEFOR ADD'L. INFO

S7.8013

5/8" PLYWOODw/ 10d @ 6" O.C.EACH LINE

4x3 BLOCKINGw/ (2) - 4" LONG#12 WOOD SCREWSTO 3x6

Level 01 ST100' - 0"

Level 02 ST113' - 0"

I

(E) CMU TO REMAIN

(N) 5/8" PLYWOOD

(E) FOOTING

(E) CONT 3x6 LEDGERW/ 5/8" DIA EMBED BOLT@ 24" OC TO REMAIN

(N) 3x6 (FLAT) @ 24" OC

(N) CONT 3x6 LEDGERW/ 5/8" DIA ANCHOR @ 24" OC

(E) PLYWOOD SHEATHING

(E) SLAB-ON-GRADE

(E) TJL JOIST

S7.8013

A

FOOTINGAUGMENTATIONPER 25/S3.01

Arch

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SUBMITTAL TITLE

DLR PROJECT NO:

Ocea

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Sch

ool D

istric

t

ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

11/30/2020

2020

3/26

/202

1 12

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51 P

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S5.00

BUILDINGSECTIONS

1625

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SCALE: 3/4" = 1'-0"S5.0011 SECTION

SCALE: 3/4" = 1'-0"S5.0012 SECTION

SCALE: 3/4" = 1'-0"S5.0013 SECTION

Level 01 ST100' - 0"

Level 02 ST113' - 0"

(E) 5 1/4x22 3/4 GLB(E) PLYWOOD SHEATHING

(E) TJL JOIST

(3'-0" MAX)SEE ARCH

(N) 2x4 @ 16" OCSISTERED WITH (E) 2x4

(E) FOOTING

(E) SLAB-ON-GRADE

(E) 2x6

(E) 2x4

(E) 2x6

(E) 2x8 BRIDGING BEYOND

(E) 2x4 DIAGONAL BRACE

(E) 2x4 BRACE

S7.821

O.H.

2'-4" MAX.

SEEFOR ADD'L INFO

A7.1153

Level 02 ST113' - 0"

LEVEL 01100' - 0"

Level 02113' - 0"

MEZZANINE109' - 2 1/2"

T.O. PARAPET116' - 4"

11 12

S7.8332

S7.8211

WALL TIEPER

FOOTING PERAS OCCURS S3.01

16

Level 02 ST113' - 0"

LEVEL 01100' - 0"

Level 02113' - 0"

I

MEZZANINE109' - 2 1/2"

T.O. PARAPET116' - 4"

I

S7.8331A

S7.8331B

S7.8331C

S7.8331D

CONCRETE CURB WHERE OCCURSPER PLAN A2.01 AND WALLSECTION 51/ A7.12

S3.0125FOOTING PER

S7.8013

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SUBMITTAL TITLE

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ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

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75-20604-00

S5.01

BUILDINGSECTIONS

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SCALE: 3/4" = 1'-0"S5.0111 SECTION

SCALE: 3/4" = 1'-0"S5.0112 SECTION

SCALE: 3/4" = 1'-0"S5.0113 SECTION

2' - 6"

8" CMU w/ #5 @ 16" O.C. (V)#5 @ 24" O.C. (H)

CONCRETE SLABPER PLAN

#4 @ 16" O.C.

12"12"

COLD JOINT

5"1'

- 4"

CLR3"CLR

3" (3) - #5 CONT.

3" FINISH PER ARCH

DOWELS TO MATCH VERTICALBAR & LAP 72 BAR DIAMETERSALTERNATE HOOK AT FOUNDATION

ALT. BENDS2' - 6"

5"1'

- 4"#4 @ 16" O.C.

12"12"

CMU BEYOND

#4 CONT NOSING

HOOK ENDS

CONCRETE SLABPER PLAN

3" FINISH PER ARCH

ALT. BENDS

1"

3/16" CAP PLATE

COOLERPER MFGR.

PLAN VIEW

PLATE 1/2 x 6 x 12

HSS 6 x 6 x 1/4

ELEVATION VIEW

COLUMN PER PLAN

1/4

COLUMN EXTENDSABOVE AT SIM.

HOOK #3 BAR INTO CURB

CONT #4

METAL STUD WALL PER PLAN

HILTI .187 DIA PINS @ 48" O.C. TYP.

5/8" DIA A.B. @ 48" O.C.

FINI

S H3"

FOOTING PER 12/S6.00 SIM.

6"

HOOK #3 BAR @ 12" O.C.INTO CURB

CONT #3 EACH SIDE

METAL STUD WALL PER PLAN

5/8" DIA A.B. @ 48" O.C.

FINI

S H3"

9"

10 12

CONCRETE SLAB PER PLAN

TRACK PER 15/S1.3 SIM

MAX.8"PER PLAN

CEILING JOISTPER PLAN

CMU WALLPER 12/S6.00

.145 DIA. DNI PINS x 1 1/4"LONG @ 24" O.C.

METAL STUD WALLPER PLAN

#10 @ 24" O.C. TYP.TRACK TO TRACK

FINISH PER ARCH

BLOCKING @ 4'-0" MAX.16 GA. TRACK MATCHJOIST DEPTH

5" CONCRETE SLABPER CIVIL

NEW

INFI

LL

(E) FND

11S3.01

3S3.01

TYP.

(E) CMU ENCLOSURECUT DOWN TO 5'-4"PER ARCH

(E) FOOTING

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SUBMITTAL TITLE

DLR PROJECT NO:

Ocea

n View

Sch

ool D

istric

t

ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

11/30/2020

2020

3/26

/202

1 12

:56:

55 P

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C:\U

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Jim

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ST_R

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Mod

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75-20604-00

S6.00

MISCELLANEOUSDETAILS

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SCALE: 1" = 1'-0"S6.0012 DETAIL

SCALE: 1" = 1'-0"S6.0013 DETAIL

SCALE: 1" = 1'-0"S6.0014 BRACING FRAME AT COOLER

SCALE: 1" = 1'-0"S6.0021 CURB AT CMU

SCALE: 1" = 1'-0"S6.0022 CURB AT SLABS

SCALE: 1" = 1'-0"S6.0023 CEILING DETAIL

TRUENORTH

SCALE: 1/4" = 1'-0"S6.0031 EXISTING UTILITY ENCLOSURE INFILL

(N) SHEATHING

(N) SHEATHING NAILING

(N) EDGE NAILING

(E) 2x4 BLOCKINGTO REMAIN

(E) 3x8 SHAPEDTO REMAIN

SLOPEPER ARCH

(E) TRUSS-JOISTTO REMAIN

ALIGN

3/4" DIA THROUGH BOLTS@ 8" OC MAX (STAGGERED)

MIN

2 1/2"

4"

CONT 4x16 LEDGER(BEVEL TOP SURFACE AS REQUIRED TO ACCOMMODATE ROOFSLOPE)

(N) GLB PER PLANALIGN w/ (E) TJL TRUSS

SIMPSON LGU 3.25-SDS HANGER

CMST 14 x 60" LONGCTR ON WALL, TYP.

42S7.81

(E) TJL TRUSS @ SIM.

(N) SHEATHING

(N) FIELD NAILING

CONT 4x16 LEDGER(BEVEL TOP SURFACE AS REQUIRED TO ACCOMMODATE ROOFSLOPE)

(E) 2x4 BLOCKINGTO REMAIN

(E) 3x8 SHAPEDTO REMAIN

SLOPEPER ARCH

(E) TRUSS-JOISTTO REMAIN

ALIGN

(E) SHEATHING

(E) GLULAM BEAM

WOOD SHIMWHERE REQ'D(1/4" THICK MAX(

(N) SHAPED FILLERCONT (TIGHT FIT)(2" MIN WIDE)

(E) MECH PADWHERE OCCURS(TO REMAIN)

2x4 BLOCKING x2'-4"LONG BETWEEN ALLTJL TOP CHORDS

NEW 3/4"THROUGH BOLTS@ 8" O.C. STAGGERED

(N) GLB PER PLANALIGN w/ (E) TJL TRUSS

SIMPSON LGU 3.25-SDS HANGER

CS16 x 3'-0" TYP CTR AT EACH GLB OR JOIST

EDGE NAILING

3"

42S7.81

Level 02 ST113' - 0"

I(N) SIMPSON STRAPCS16 x 16'-0" w NAILS@ 3" O.C. STAGGER AT NEW BLOCKING LOCATIONS

(N) BLOCKING 4x16

(N) SIMPSON HRS416Z STRAPW/ (16) 1/4x1 1/2 SDS FASTENER

(N) SIMPSON HTT4 HOLDOWN@ 32" O.C. (N) CONT 3x6 LEDGER

W/ 5/8" DIA THREADED ROD@ 24" OC MAX

(N) 2x4 SHIM (TIGHTAGAINST BLOCKING)W/ SIMPSON H3 ONOPPOSITE FACES (TOTAL OF 2)BLOCK OUT AROUNDWEB IF REQ'D. (N) 5/8" PLYWOOD

w/ 10d @ 6" O.C.ALL EDGES 12" O.C.FIELD

(N) 3x6 (FLAT) @ 24" OC

A

(2) - #12 WOOD SCREWSx 4" LONG AT EACH 3 x 6

SIMPSON "H3" T&B TYP.

4" SQ. x 3/8" PLATEWASHER

(E) 3 x 6 LEDGER

4x4 BLOCKBELOW STRAPAS OCCURS

3x6 @ 32" O.C. MAX.

LTT19 @ 32" TYP.

5/8" DIA x 3" LONG LAG SCREWS

1" M

IN.

3x10

(E) CMU WALL

(E) TJL JOIST, TYP.

"A34" EACH SIDEFILL 2 NAIL HOLESTO EACH BLOCKAND CHORD

1 1/2" 9" 1 1/2"

1 1/2"

5"5 1

/2"

END1" EA

12" M

AX2 1

/2" C

LR M

IN

A35 W/ (12) #9 SDS x1 1/2"BEND ON LEG TO ENGAGECORNER OF POST

(N) 6x4 POST(TIGHT TO UNDERSIDEOF EXISTING TOP PL)

(2) 7/8" DIA THRU BOLT

2x12 x 1'-0" LONGCENTERED ONNEW POSTw/ (6) - 16d NAILSEQUALLY SPACED

3 1/2"

4"

(N) 4x12 HEADEREA SIDE OF NEW POST

REMOVE LOAD-BEARINGSTUDS BELOW (N) 4x12AFTER NEW HEADER ANDSTUDS ARE INSTALLED

(E) POSTINSTALL NEW POSTAND HEADER PRIORTO REMOVAL OF EXISTING POST

A34 AT EA4x12 HEADERTYP

4x BLOCKING w/(4) - 10d TOE NAILSTO (N) 4x12 EACH SIDE

(N)2x12 STUD SISTER W/ (E) STUDw/ (6) 10d FACE NAILSINSTALL TIGHT BETWEEN(E) TOP PLATE AND (N) HEADER

(E) 7x26 GLB TO REMAIN

L6 x 6 x 1/2 x 0'-7" LONGEA SIDE OF HSS POST

(N) HSS 4x4 PER PLAN

1/4" SIDE PLATES W/ (4) 3/4" DIA THRU BOLTS

CJPTYP

1/4

(E) LOAD-BEARING WALL

EQ EQ

EQEQ

7/8" DIA THRU BOLT w/ SOLID WOOD SHIMSBETWEEN (N) COLUMN & (N) HEADERS

(E) SHEATHING

(N) CMSTC12 x 4'-0"CENTER @ END OF BEAM

TOP

& BO

TTOM

1 1/2"

MIN

.

(E) SHEATHING (E) SHEATHING

(E) 7x26 GLB

HSS 5x5 PER PLAN

SHIM AS REQ'D.0" MIN. 1/2" MAX

TYP

5 1/2"

5"1 1

/2"

(E) TOP PLATES

2x12 STUDS

4x BLOCKING

3x123x12

(E) STUDS TOBE REMOVED

SECTION A-A SECTION B-B

A

A

B

B

TAPERED CHANNELPER 32/S7.81

HSS 8 x 4 x 3/16 (E) CMU WALL

2-6

1 1/2"

1 1/2"

1 1/2"

7"1 1

/2"

2x10 NAILER

#10 WOOD SCREWSx 1 1/2" LONG @ 12" O.C.STAGGER

10d @ 6" O.C.

3" MAX HOLE #10 @ 6" O.C. @ WALL TIE

DRAIN PER ARCH

2" MAX. HOLES AS REQD.MIN. 2" FROM FLANGES

EQEQ

3/4" DIA. BOLT

3" SQ. 1/4" PLATE

1/2" DIA. HILTI KH-EZ CRC SCREWS@24" O.C. STAGGER EMBED 2 1/2"

1 1/2"

1 1/2"

1/4" STS @16" O.C. T. & B.

3/16" BENT PLATE

8"

4"

800T150-43 LEDGER

#10 SMS @ 6" O.C. ALLEDGES & 12" FIELD

#10 T&B TYP LEDGERTO JOIST FLANGE

SIMPSON HTT4 @APPROX MID SPANBETWEEN COLUMNS 1000T 150-43

LEDGER5/8" CDX T. & B.

3/16" STIFF PLATE@ 4'-0" O.C. MAX.

PARAPET FRAMING, SEE13

S7.80

GUTTER PER A7.1255

U PL TO BENTPL & HSS

COLUMN PER PLAN

3/16

PL 1/4 x 11" x 11"

1 1/2"

1 1/2"

PL 3/16 xEA.SIDEw/ (2) - 3/4" DIA M.B.

2"3"

2"

7"

2" 2"

4"

3/16

3/16

HSS 8 x 4 x 3/16HSS 8 x 4 x 3/16

1/2" DIA HILTI KH-EZCRC SCREWSICC ESR 3056EMBED 4 1/2"

(E) CMU WALL

E.N.

1/854 MIL BLOCKING TO MATCHJOIST DEPTH EACH SIDEOF COLUMN

-13

SEEFOR ADD'L INFO

(E) BEAM

(N) 3x12 LEDGER

(E) SHEATHING(N) SHEATHING PER PLAN

(N) 2x FRAMING PER PLAN w/ "LU" HANGERS EACH END

(N) HSS 10 x 10 x 1/4

(E) CMU WALL

(N) #5 @ 16" O.C.INTO HILTI HITRE 500 VE EPOXY

(N) SHAPED 6 x 8 NAILERw/ 5/8" DIA A.B. @ 16" O.C.EMBED 8" INTO CMU(PROVIDE 2" MAX. DAP AT A.B.)

#4 @ 16" O.C.

5" DIA ACCESS HOLESTOP OR BOTTOMAS NEEDED(MIN. 12" SPACING)

1 1/2" HOLES

PLATE WASHER4"" x 4" x 1/4"

5/8" DIA A.B. @ 16" O.C.

3/4" DIA M.B.@ 32" O.C.

9'-8"

13'-0"

B.N.

(2) - #5 CONT.

CS16x3'-0" @ EACH OPEN WEB TRUSSCENTER STRAP @ BEAM

1' - 0

"

"LSTA 12" @ 32" O.C.

3" M

IN.

3"

(E) TJLTRUSS

-13

SEEFOR ADD'L INFO

(N) SHEATHING PER PLAN

(N) 2x FRAMING PER PLAN w/ "LU" HANGERS EACH END

(N) HSS 10 x 10 x 1/4

(E) CMU WALL

(N) #5 @ 16" O.C.INTO HILTI HITRE 500 VE EPOXY

(N) SHAPED 6 x 8 NAILERw/ 5/8" DIA A.B. @ 16" O.C.EMBED 8" INTO CMU(PROVIDE 2" MAX. DAP AT A.B.)

#4 @ 16" O.C.

12"

1 1/2" 8" 4"

1 1/2"

13"

1 1/2"

PLATE 3/8"

5/8" DIA THROUGHBOLT TYP OF 4

16"

13 1/2"

3/16 4T&B

CMU WALL BEYONDNOT SHOWNFOR CLARITY

B.N.

(2) - #5 CONT.

FOR ADD'L. INFO SEE S7.8014

3/16PL 1/4 x 11" x 11"

1 1/2"

1 1/2"

1/2" DIA HILTI KH-EZCRC SCREWSICC ESR 3056EMBED 4 1/2"

(E) CMU WALL

HSS PER PLAN

1 1/2"1 1/2"

4"

1 1/2"

8"1 1

/2"

A

A

VIEW A-A

HSS PER PLAN

HSS PER PLAN

1/4" PLATE

1/2" DIA HILTI KH-EZ CRC SCREWSICC ESR 3056 (4 1/2" EMBED)

3/16

TAPERED CHANNELPER PLAN

HSS 8 x 4 x 3/16 (E) CMU WALL

2-6

1 1/2"

1 1/2"

1 1/2"

7"1 1

/2"

2x10 NAILER

#10 WOOD SCREWSx 1 1/2" LONG @ 12" O.C.STAGGER

10d @ 6" O.C.

3" MAX HOLE

2" MAX. HOLES AS REQD.MIN. 2" FROM FLANGES

EQEQ

5/8" DIA. HEADED BOLT @ 32" O.C.

3" SQ. 1/4" PLATE

1/2" DIA. HILTI KH-EZ CRC SCREWS@24" O.C. STAGGER EMBED 2 1/2"

1 1/2"

1 1/2"

3/16" BENT PLATE

8"

4" 800T150-43 LEDGER

#10 SMS T&B TYP LEDGERTO JOIST FLANGE

SIMPSON HTT4 @DBL JOIST

1000T 150-43LEDGER

5/8" CDX T. & B.

TYP.2" CLR

1/4" PLATE

3/8" PLATE

1 1/2" 8" 1 1/2"

3"3"

3/16

3/16 3T&B

1 1/4" STD PIPE

(2) - 5/8" DIA HEADED BOLTS

SEE 32/S7.80FOR ADDITIONAL INFO

PL 3/8 x 4 x 4

1/4

3/16" STIFF PLATE@ 4" O.C. MAX.

LEDGER PER21

S7.8022

S7.80OR

PARAPET FRAMING, SEE13

S7.80

28"

5'-0" MAX.

GUTTER PER A7.1255

1/4" PLATE

1 1/2"

PER SCHED11/S1.2

(2) #5 CHORD BARS

METAL DECKPER PLAN

L 5 x 3 x 3/8 LLV

5/8" DIA HEADED BOLT@ 16" O.C.

1 1/2"

PER SCHED11/S1.2

(2) #5 CHORD BARS

METAL DECKPER PLAN

L 5 x 3 x 3/8 LLV

5/8" DIA HEADED BOLT@ 16" O.C.

2" CLR

(2) #5 CHORD BARSMETAL DECKPER PLAN

1 1/2"

8"1 1

/2"

1 1/2"

3"

1 1/2"

3/4" DIA HEADEDBOLTS

BEAM PER PLAN

1/2" CLR

PLATE 3/8

1/4

1 1/2" 8" 1 1/2" 1 1/2"

8" 1 1/2"

PL 5/16

1 1/2" 3"3/4" DIA A307BOLTS

DBL JOISTPER PLAN

PLYWOOD DECK1/4" DIA TEKS SCREWS@ 6" O.C. STAGGER

1-6

3/16 3

L4x4x3/8

3/16 2

BEAM PER PLANL4x4x3/8

TAPERED CHANNELPER PLAN

HSS PER PLAN

(E) CMU WALL

2-6

1 1/2"

1 1/2"

2x10 NAILER

#10 WOOD SCREWSx 1 1/2" LONG @ 12" O.C.STAGGER

10d @ 6" O.C.

3" MAX HOLE #10 @ 6" O.C. @ WALL TIE

DRAIN PER ARCH

1 1/2"

1 1/2"

1/4" STS @16" O.C. T. & B.

3/16" BENT PLATE

8"

4"

800T150-43 LEDGER

#10 SMS @ 6" O.C. ALLEDGES & 12" FIELD

#10 T&B TYP LEDGERTO JOIST FLANGE

5/8" CDX T. & B.

3/16" STIFF PLATE@ 4'-0" O.C. MAX.

PARAPET FRAMING, SEE13

S7.80

GUTTER PER A7.1255

U PL TO BENTPL & HSS

3x4 BLOCKING

INFILL PER S4.0111

(E) TJL JOIST

3"

SEE FOR ADD'L. INFOS7.80

32

C10 PER PLAN

5/8" DIA HEADED BOLTS @ 32" O.C.

5/8" DIA M.B. @ 24" O.C.

2"

5/8" THRU BOLT w/ 3/16" x 2" SQ.PLATE WASHER EACH SIDE

3x12 BLOCKING

5/8" DIA THRU BOLTw/ 3/16" x 2" SQ. PLATEWASHER EACH SIDE

LTT19 @ EACH (E) TJL JOIST

Arch

itect

ure

Eng

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ring

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nnin

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terio

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©

, DLR

Gro

up in

c., a

Cal

iforn

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IGH

TS R

ESER

VED

SUBMITTAL TITLE

DLR PROJECT NO:

Ocea

n View

Sch

ool D

istric

t

ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

11/30/2020

2020

3/26

/202

1 12

:56:

58 P

M

C:\U

sers

\jank

o\D

ropb

ox\0

1-C

lient

s\R

yan

Om

er\R

yan

Jim

my

Shar

ed\V

ista

Vie

w M

iddl

e Sc

hool

\75-

2060

4-00

_Vis

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_MS_

ST_R

20.rv

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Mod

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zatio

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75-20604-00

S7.80

MISCELLANEOUSDETAILS

1625

0 HI

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SCALE: 1 1/2" = 1'-0"S7.8011 DETAIL

SCALE: 1 1/2" = 1'-0"S7.8012 DETAIL

SCALE: 1 1/2" = 1'-0"S7.8013 DETAIL

SCALE: 1" = 1'-0"S7.8031 DETAIL

SCALE: 1" = 1'-0"S7.8032 DETAIL

SCALE: 1" = 1'-0"S7.8033 DETAIL

SCALE: 1" = 1'-0"S7.8014 CORNER GIRT FRAMING

SCALE: 1" = 1'-0"S7.8025 CORNER GIRT ANCHOR

SCALE: 1" = 1'-0"S7.8042 DETAIL

SCALE: 1" = 1'-0"S7.8041 DETAIL

SCALE: 1" = 1'-0"S7.8024 DETAIL

SCALE: 1" = 1'-0"S7.8021 DETAIL

SCALE: 1" = 1'-0"S7.8022 DETAIL

SCALE: 1" = 1'-0"S7.8023 DETAIL

SCALE: 1" = 1'-0"S7.8026 DETAIL

SCALE: 1 1/2" = 1'-0"S7.8027 DETAIL

SCALE: 1 1/2" = 1'-0"S7.8028 DETAIL

SCALE: 1" = 1'-0"S7.8051 DETAIL

SECTION A-A

A

A

1 1/2"

ROOF SHEATHING

(4) - SIMPSONSDS 1/4" x 3"EACH JOIST

(N) 2 x 6 EACH SIDE

(E) TJL TRUSS@ 32" O.C.

(4) - SDS 1/4" x 3"SCREWS @ 3" O.C.

EQ EQ

5/8" DIA M.B. CTRIN SLOT TIGHTEN"SNUG" TIGHT

COLUMN PER PLAN

L 3 x 5 x 1/4 x 1'-0"

3" LONG SLOTTEDHOLES CTR IN ANGLE

SECTION A-A

A

A

1 1/2"

ROOF SHEATHING

"HU" HANGEREACH SIDE

(N) 6 x 6 EACH SIDE

(N) JOISTS@ 32" O.C.

(4) - SDS 1/4" x 3"SCREWS @ 3" O.C.

EQ EQ

5/8" DIA M.B. CTRIN SLOT TIGHTEN"SNUG" TIGHT

COLUMN PER PLAN

L 3 x 5 x 1/4 x 1'-0" LLV

3" LONG VERTICALLY SLOTTEDHOLES CTR IN ANGLE

B.N.

METAL STUDS BEYONDSEE 3/S7.82

BEAM PER PLAN

"HTT4" BRIDGING TYP. SEE 32/S1.2 SIMPER PLAN

6x6 BLOCKING

JOISTS PER PLAN

"CMST16" x 14'-0" LONGFILL ALL HOLES 24" FROM ENDSFILL HOLES @ 1 1/2" O.C. BALANCE OF STRAPSEE ROOF PLAN FOR LOCATIONS

ROOF SHEATHING PER PLAN

4" SQ. x 3/8"PLATE WASHER

A34 EACH END TYP.

1 1/2"9"

1 1/2"12"

1 1/2"

11"

1 1/2"

14"

(E) 12" CMU WALLHSS PER PLAN

PL 3/8" x 12" x 14

3/16

(4) - 5/8" DIAHILTI KH EZ CRCANCHORS EMBED 5"ICC ESR 3056

1 1/2" 11" 1 1/2"

14"

1 1/2"

11 1/

2"1 1

/2"

14 1/

2"

(E) 12" CMU WALLHSS 14 x 6 PER PLAN

PL 1/2" x 14" x 14 1/2"

3/16

4" SQ. x 3/8"PL WASHERS

GROUT HOLES

3/163/16

4"

PLATE PER 24/S7.81

"W" BEAM NOT SHOWNFOR CLARITY

PLATE PER 24/S7.81

PLAN VIEW A-A

3/163/16 T&B

3/16 PL TO COL TYP

COLUMNPER PLAN

COLUMNPER PLAN

BEAM PER PLAN

BEAM PER PLANHSS PER PLAN

HSS PER PLAN

A A

PLATE 1/4 x

(2) - 3/4" DIA A307 BOLTS

3"3"

3"1 1/2"

1 1/2"5" MAX.

(E) SILL PLATE

(E) A.B. REMOVE PORTION OF(E) SILL PLATE

"BC60"

POST PER PLAN

(E) FOUNDATION

(E) SLAB

OF END OF WALLVERIFY A.B. WITHIN 12"

OR ADD 5/8" DIA HILTI KBTZEMBED 4" INTO (E) CONCICC ESR 1917

3/16

3/16" CAP PLATE

HSS BEAMPER PLAN

COLUMN PER PLAN

W8 CONNECTIONPER 24/S7.81 BEYOND

B.N.

BEAM PER PLAN

3/16" CAP PLATE

METAL STUDSBEYOND

3/16TYP

SHEATHING PER PLAN

L3x3x1/4 EACH SIDEOF COLUMN

7/8" DIA M.B.CTR IN ANGLE LEG

COLUMN PER PLAN

1 1/2"

8"8"

1 1/2"

A

A

PLAN VIEW

1 1/2"1 1/2"

1/2" 3/16 PLATE

3/16PL TO CONTBEAM

3/16 COL TO BM / CAPCOL TO BM

11"

2"4"

2"

PL 3/16" x 3 1/2" x 8"

3/4" DIA M.B.

BEAM PER PLAN, CONT.OVER COLUMN

SECTION A-A

3/16PL TO END OFCONT BM

COLUMN PER PLAN

GATE STRUCTUREPER ARCH 1/A0.11

3/16

GATE STRUCTUREPER ARCH

a min. .488 in 2 a max. .579 in 2

s min. .986 in 2 s max. 1.384 in 2

I min. 3.94 in 2 I max. 6.92 in 2

1 1/2"

10" M

AX.

8" M

IN.

t .043

DBL

1 - 6

CLR.6"

FENCECOLUMN PER PLAN

COOLERWALL

1 1/2" MIN.

1 1/2"

MIN

.

1 1/2" MIN.

1 1/2"

LOCATE / CUT OPENINGTO CUT (1) VERT BAR ONLY

(E) #4 @ 16" O.C. VERT.

(E) #5 @ 24" O.C. H

LOCATE (E) BARS

LINE OF SAWCUT TYP.

(E) MASONRY WALL

4"2'

- 0"

5"

DRINKING FOUNTAINBY OTHERS

SHAPED 4x6 w/ (2) - 5/8" DIAHILTI KWIK KH-EZEMBED 4 1/2" INTO (E) CMU ICC ESR 3056

3/8" LAG SCREWS PER MFGREMBED 3" INTO BACKING

8" 8" 8" 8" 8"

+/-4"+/-4"

HANGER

GLB PER PLAN

4x16 LEDGER

THROUGH BOLTSCMST 14 x 6'-0" LONGFILL ALL HOLESCENTER OVER (E) BEAM

(N) 6x10 FLAT x 8'-0" LONG

(E) 7 x 14 5/8 GLB

(E) CMU WALL

(N) SHAPED NAILERTIGHT TO (E) GLBOR SHIM

5/8" DIA. A.B. @ 16" O.C.

22S3.01

SIM.

BEAMS PER PLANCONNECTIONSPER 24/S7.81

HSS PER PLAN

CL

CL

CL

CL

1/2" 1 1/2"3"1 1/2"

1 1/2"

3"1 1

/2"1/2

"

BEAM PER PLAN

BEAM PER PLAN

3/16

3/162

2

COLUMN PER PLAN

PLATE 3/16" x 6" TALLCENTER AT BEAM, TYP.

5/8" DIA CENTEROF PLATE

Arch

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ESER

VED

SUBMITTAL TITLE

DLR PROJECT NO:

Ocea

n View

Sch

ool D

istric

t

ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

11/30/2020

2020

3/26

/202

1 12

:57:

01 P

M

C:\U

sers

\jank

o\D

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1-C

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s\R

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Jim

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\75-

2060

4-00

_Vis

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_MS_

ST_R

20.rv

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Mod

erni

zatio

n

75-20604-00

S7.81

MISCELLANEOUSDETAILS

1625

0 HI

CKOR

Y ST

REET

FOUN

TAIN

VAL

LEY,

CA

9270

8

CO

NST

RU

CTI

ON

DO

CU

MEN

TS

SCALE: 1" = 1'-0"S7.8111 DETAIL

SCALE: 1" = 1'-0"S7.8112 DETAIL

SCALE: 1" = 1'-0"S7.8121 SECTION

SCALE: 1" = 1'-0"S7.8122 DETAIL

SCALE: 1" = 1'-0"S7.8123 DETAIL

SCALE: 1" = 1'-0"S7.8124 DETAIL

SCALE: 1" = 1'-0"S7.8125 SECTION

SCALE: 1" = 1'-0"S7.8134 DETAIL

SCALE: 1" = 1'-0"S7.8135 BEAM TO COLUMN CONNECTION

SCALE: 1" = 1'-0"S7.8114 SECTION

SCALE: 1" = 1'-0"S7.8113 FENCE TO COLUMN

SCALE: 1 1/2" = 1'-0"S7.8132 COLD FORMED SECTIONS

SCALE: 1" = 1'-0"S7.8131 PLAN AT COOLER

SCALE: 1" = 1'-0"S7.8141 OPENING IN EXISTING CMU WALL

SCALE: 1" = 1'-0"S7.8133 FOUNTAIN BACKING

SEE 13/S7.81 FOR ADD'L.INFORMATION

SCALE: 1" = 1'-0"S7.8142 LEDGER AND JOIST CONNECTION

SCALE: 1" = 1'-0"S7.8143 WALL TIE DETAIL

SCALE: 1" = 1'-0"S7.8144 BEAM CONN PLAN VIEW

SCALE: 1" = 1'-0"S7.8115 BEAM TO COLUMN CONNECTION

6"

A

A

BB SECTION A-A

SECTION B-B

600T150-33

HANGER ROD PERFOLDING DOOR MFGR.

600T200-68

600S162-33 @ 16" O.C.

800T200-54 EACH SIDE

600S162-33@ 16" O.C.

600T150-33

PLATE WASHER5" SQ. x 1/4"

(2)-#10 SMSEACH SIDE

600T200-54 TOP & BOTTOM

#10 SMS, TYP.

(3) - #10 SMS TOBOX HEADER 2 1/2" x 16 GA. STRAP

EACH SIDE TYP.(8) - #10 SMS

EXTEND WEB OF 800TOVER BUILT UP JAMB

BEND WEB OF 800T& USE #10 SMS TO JAMB

(2) - #10 SMS

600T TYP,

#10 SMS @ 12" O,C,STAGGER 600T200-54

#10 SMS @ 12" O.C.TYPICAL

600S162-33

L 1 1/2 x 1 1/2 x 16 GA. x 0'-5" LONGw/ (3) - #10 SMS EACH LEG

15S1.3

HSS 12 x 4 x 3/8

1 1/2"

1 1/2"

2x12 NAILER

#10 WOOD SCREWSx 1 1/2" LONG @ 16" O.C.STAGGER

10d @ 6" O.C.3/16" BENT PLATE

3/16

PL 1/4" x 2" @ 48" O.C.

3/16

2"2"

1/2"1 1/2"

3" 1 1/2"SLOPE PER ARCH

3/8" PLATEBEAM / BRACE PER PLAN

METAL DECK PER PLAN

HSS 14 x 6 x 3/8

600T150-43 w/ 0.145 DIAHILTI X-DNI PINS @ 16" O.C.

#10 EACH FLANGE TYP.

400T150-43 w/ 0.145" DIAHILTI X-DNI @ 16" O.C.STAGGER, TYP.

#10 SMS T&B, TYP.

400S162-43 @ 16" O.C.

600T150-43

600S162-43 @ 16" O.C.

FRAMING PER PLAN

SHEATHING PER PLANSIMPSON FCB 43.5CLIP CONNECTORAT EACH STUD

21

L 2 1/2 x 2 1/2 x 3/16 @ 6'-0" O.C. MAX.

(2) - 1/4" TECK SCREWS

SHEATHING PER PLAN

BRACE CONNECTION

FRAMING PER PLAN 6x6 BLOCK w/ "HU"

HANGERS EACH END

1

1

400S162-33 @ 48" O.C.

CEILING FRAMING PER SCHEDULE 33/S1.2

400T150-33 w/ (2) - #10 EACH STUD& HILTI X DNI @ 16" O.C. TO HSS BEAM

(3) - #10 SMS

400S162-33 @ 16" O.C.

400T150-33 w/ (2) - #10 SMSTO STUD SECTION

#10 EACH SIDE

400S162-33 @ 48" O.C.w/ (3) - #10 x 1 1/2" WOODSCREWS EACH END

BEND WEB & USE(3) - #10 x 1 1/2"WOOD SCREWS

400T150-33 @EACH JOIST

FINISH PER ARCH

B.N.

3"1 1

/2"

(3) - #10 x 1 1/2"WOOD SCREWSEACH TRACK@ 6" O.C.

SEE 24/S7.81 & 53/A7.12 FORADD'L. INFORMATION

3"

PER MULLION MFGR.

14 GA TRACKHILTI XDNI PIN @ 12" O.C.

#10 SMS @ 6" O.C.ALL EDGES& 12" O.C. FIELD

#10 # 8" O.C.

(3) - 10d TYP.

2 x 10

SIMPSON DTT 1Z@ 48" O.C. MAX.

3/8" DIA x 1 1/2"LONG LAG SCREWS

2 x 4

2x4 @ 16" O.C.SISTER TO (E) 2x4 w/ 10d FACE NAILS@ 12" O.C.

(E) 2x4 BEYOND

(E) 2x6

(E) BRACE

(3) - 16d @ (E) 2x4STUDS & JOISTS

SOLIDBLOCKINGTYP.

(E) 2x4 STUDS

(E) 5 1/4 x 16 1/4 GLB

CONTINUOUS 24' LONG(N) 6x8 DFL SS CENTER@ (E) BEAM

FIELD CUT (E) JOIST ORREPLACE w/ (N) JOIST &SUPPORT w/ (N) "LU" HANGERTYP.

DOOR HEAD JAMBPER MFGR.

5/8" DIA LAG SCREWS@ 6" O.C. EMBED 8"INTO (E) GLB

3/8" DIA LAG SCREWSSPACING PER MFGREMBED 6" INTO (N) 6x8

DOOR HEAD JAMB PER MFGR

T.O.WALL120'-0"

(E) ROOF FRAMING,REPLACE w/ LIKE KIND& CONNECTIONS IF REQUIRED

2' - 4" MAX.

(3) - 10d TO BRACE

(E) WALL OR GLB SUPPORT

(E) TRUSS

STRAP PER PLAN CENTER OVERSUPPORT FILL 43 HOLES EACH END

PLYWOOD SHEATHING PER PLAN

2

1

L 2 1/2 x 2 1/2 x 3/16 @ 6'-0" O.C.BEND LEGS AS SHOWNGALVANIZE AFTER FABRICATION

1 1/2" 3"1"

7'-0"

MAX

.

1/2" PLYWOODw/ 10d @ 6" O.C.ALL EDGES& 12" O.C. FIELD

"HUTF" HANGEREACH END

A35

5/8" DIA LAG SCREW @ 24" O.C.EMBEDDED 3" INTO BLOCK

6 x 6 BLOCKING @ 24" O.C.

20'-0"

5/8" DIA LAG SCREWEMBED 3"

5/8" DIA LAG SCREW(3" EMBED)

(E) TRUSS @ 32" O.C.

2x6 @ 16" O.C.

"H3" EACH SIDE,EACH STUD

3x6 PLATE

1 1/2" MIN.1 1/2" MIN.

3"

(E) TJL TRUSS

(E) TJL TRUSS

(E) WALL

PLATE 3/8" x 3" SQ.

(2) - HTT4 EACH TRUSS

#8 x 3" LONG WOODSCREWS @ 12" O.C.STAGGER 1/2" CENTER IN CHORD

2 x 12 x 10'-0" LONG

PLATE 3/8" x 3" SQ.

HTT4 EACH TRUSS

(4) - A35 BOARD TOTOP CHORD EQUALLYSPACED

(E) ROOF SHEATHINGPER PLAN

(E) LEDGER

(E) TJL TRUSS (E) WALL

MECHANICAL UNIT

(E) TJL TRUSS

3/8" DIA x 3" EMBEDLAG SCREWS @ 12" O.C.AROUND PERIMETER

(N) CONT. 4x6 BLOCKINGw/ A34 EACH END ALT. SIDES(E) 3/4 PLYWOOD SHEATHING8d @ 6" ALL EDGES8d @ 12" FIELD

(E) 2x6 CONT

(E) 3/8 PLYWOOD SHEATHING(SEE NOTE)8d @ 6" ALL EDGES8d @ 12" FIELD

NOTE:REMOVE AND REPLACE (E) ROOF SHEATHINGAS REQUIRED TO INSTALL BLOCKING AS SHOWN

(E) CRICKET

10d @ 6" O.C. EACH EDGE

(N) SHEATHING TOMATCH (E)

(E) SHEATHING(REPLACE w/ LIKE KINDIF NECESSARY

JOIST PER PLAN

1 1/2" 7" 7" 7" 7" 7"

CL SYM.

6"

2"2"

(E) COLUMN PER PLAN

(E) GLB

PLATE 3/8 x 4" EACH SIDE

1" DIA M.B.

STRAP PER PLAN WHERE OCCURS

(E) BUCKET

BNBN

3x6 BLOCKw/ U36 HANGER

GLB PER PLAN

2

1

1 1/2" 3"1"

5/8" DIA LAG SCREW(3" EMBED)

WOOD STUDSPER 13/S7.82

#10 SMS @ 8" O.C.

10d @ 6" O.C.#10 SMS @ 6" O.C.

METAL STUDSPER 3/S7.82

Arch

itect

ure

Eng

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ring

Pla

nnin

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©

, DLR

Gro

up in

c., a

Cal

iforn

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orpo

ratio

n, A

LL R

IGH

TS R

ESER

VED

SUBMITTAL TITLE

DLR PROJECT NO:

Ocea

n View

Sch

ool D

istric

t

ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

11/30/2020

2020

3/26

/202

1 12

:57:

03 P

M

C:\U

sers

\jank

o\D

ropb

ox\0

1-C

lient

s\R

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Om

er\R

yan

Jim

my

Shar

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ista

Vie

w M

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hool

\75-

2060

4-00

_Vis

ta_V

iew

_MS_

ST_R

20.rv

t

Vist

a Vi

ew M

iddl

e Sc

hool

Mod

erni

zatio

n

75-20604-00

S7.82

MISCELLANEOUSDETAILS

1625

0 HI

CKOR

Y ST

REET

FOUN

TAIN

VAL

LEY,

CA

9270

8

CO

NST

RU

CTI

ON

DO

CU

MEN

TS

SCALE: 1" = 1'-0"S7.822 SECTION

SCALE: 1" = 1'-0"S7.823 SECTION

SCALE: 1" = 1'-0"S7.821 SECTION

SCALE: 1" = 1'-0"S7.8212 BUILDING TIE

SCALE: 1" = 1'-0"S7.8213 SCREEN WALL BRACE PERPENDICULAR TO EXIST TRUSS

SCALE: 3/4" = 1'-0"S7.8211 ROOF TIE

SCALE: 3/4" = 1'-0"S7.8221 MECH PLATFORM

SCALE: 1" = 1'-0"S7.8214 NEW JOIST AND SHEATHING

SCALE: 1" = 1'-0"S7.8222 BUILDING TIE AT EXIST BEAMS

SCALE: 1" = 1'-0"S7.8231 BLOCKING AT RIDGE

SCALE: 1" = 1'-0"S7.8213A BRACE PARRALLEL TO TRUSS

SCALE: 1 1/2" = 1'-0"S7.8223 CONNECTION DETAIL

PURLIN BEYOND

800T150-43w/ #10 SMS

800S162-43

L 3" x 3" x 16 GA x 4" LONGw/ (3) - #10 EACH FACE

HANGERS BEYOND

VARI

ES

#10 SMSEACH JOIST

400S162-43@ 16" O.C. TYP.

(3) - #10 SMS

BRIDGING / BLOCKINGAS OCCURS

L 3 x 3 x 16GAw/ #10 SMS TYP.

400S162-43 @ 16" O.C.w/ (3) - #10 SMS TYP.

HSS EDGE BEAM PER PLAN

PURLIN BEYOND

600T150-43w/ #10 SMS

L 1/4" x 2" x 4" LLV

HANGERS BEYOND PER 13/S7.83

400S162-43@ 16" O.C. TYP.

(3) - #10 SMS

L 3" x 3" x 16 GA x 4" LONGw/ (3) - #10 EACH FACE

13'-8"

TOS VARIES 12'-6" MAX

2-12

11" M

AX.

VARI

ES 1"

MIN

600S162-43@ 16" O.C.

400S162-43@ 16" O.C. TYP.

CONT L 3 x 3 x 16 GAw/ #10 SMS @ EACHSTUD/JOIST

16 GA x 1 1/2 x 1 1/2 x 3ANGLE EACH JOIST

BRIDGING / BLOCKINGAS OCCURS

METAL DECK PER PLAN

DECK PER PLAN

BEAM PER PLAN

L 1 1/2 x 1 1/2" x 16 GA x 3" LONGw/ (3) - #10 EACH LEG

12

PER SCHEDULE 11/S1.2 TYP.

400S162-43 BRACE@ 8'-0" O.C. w/ (4) - #10TO JOIST

C.J. PER PLAN

BRIDGING

350S162-43 BACKINGw/ FLANGES CUT &FLATTENED

400S162-43 HANGERw/ (3) - #10 TO HSS & C.J.

12

BLOCKING

(4) - #10 TO BLOCKING

PURLIN PER PLAN

DECK PER PLAN

400S162-43 BRACE@ 8'-0" TO BLOCKING

BRIDGING / BLOCKINGAS OCCURS

1 1/2" x 1 1/2" x 16 GAw/ (3) - #10 EACH LEG

HANGER PER 13/S7.83

0" @

15A

2" A

T 15

ROOF DECK PER PLAN

BEAM PER PLAN

400S162-43 HANGERw/ (3) - #10 SMS TO HSS & C.J.

BRIDGING

BRIDGINGAS OCCURS

250T BACKING@ 16" O.C.PER PLAN

C.J. PER PLAN400T150-43 w/ #10EACH FLANGE

RELATIVE TO BEAM2" VERIFY WHERE STEP OCCURS

3"3"

TYP3/4" MAX HSS12x4

PER PLAN

1/43 SIDESTYP

5/165/16 TYP

HSS8x8 POSTPER PLAN

PL5/16x4"x10"EA SIDE OF HSS12x4 TYP

CAP PL 1/8"W/ SEAM WELDALL AROUND

CAP PL1/2"x9"x9"CENTERED ON HSS POST

5/16CAP TO COL

POST &BEAM

HSS TO CAP

SEE 25/S7.83 FOR SHIM IF REQUIRED

PER SCHEDULE

ROOF DECKPER PLAN

HSS12x4PER PLAN

HSS8x8 POSTPER PLAN

POST &BEAM

SEE 21/S7.83 FOR ADD'L. INFO.

FACE OF BEAM& COLUMN

3/16

CAP PL 1/2" x 9" x 9"

44

5/16

BEARING2" MIN

MIN1 1/2"

(1'-0" MAX)SEE ARCH

DWG

SEE

ARCH

CONT BENT PL1/4"

BEAM BEYOND& BEHIND PER PLAN

2-123/16 2-12

ROOF DECK PER PLAN

BEAM PER PLAN

HSS12x4PER PLAN

1/4

HSS8x8 POSTPER PLAN

CAP PL1/2"x9"x9"CENTERED ON HSS POST

5/16CAP TO COL

POST &BEAM

OPTIONAL SHIM IF REQUIRED

SHIM PLATE1/4" (MIN.) x 5" x 9"

3x4 @ 24" O.C.

A34 TYP.

4x4 PT PLATE

(N) CMU WALL(E) CMU WALL

3 1/2"

EQEQ

3x4 @ 24" O.C.

A34 TYP.

4x4 PT PLATE

1" MAX. DAP1" MAX. DAP

5/8" DIA. EMBEDDEDBOLTS @ 24" O.C.

5/8" DIA. THROUGHBOLTS @ 24" O.C.

AT (N) CMU WALLAT (E) CMU WALL

(N) 3x4 @ 24" O.C.

2x6 EACH STUDw/ (4) - 16d NAILSTO EACH STUD

(E) CMU WALL

(E) 3x6 LEDGER

(N) 3x6 FLAT @ 24" O.C.

BLOCKING

(N) 3x4 @ 24" O.C.

2x6 EACH STUDw/ (4) - 16d NAILSTO EACH STUD

(N) 3x6 FLAT @ 24" O.C.

"HTT4"

(N) SIMPSON HTT4 HOLDOWN@ 32" O.C.

SEE 13/S7.80 FORADD'L. INFO

(E) CMU WALL

(N) 3x4 @ 24" O.C.

(N) 3x6 FLAT @ 24" O.C.

2x6 w/ (4) - 16d @EACH STUD

A

B

C

D

2 1/2"STD CUTWASHERTYP.

2x4 @ 16" O.C.

SIMPSON DTT2Z @ EACH JOISTw/ 1/2" ANCHOR RODS EMBEDDED 4 1/2" IN HILTI HIT - HY200 EPOXYICC ESR 3963

3x6 PT LEDGER w/ 5/8" DIA ALL THREADS EMBEDDED 5 5/8" IN HILTI HIT - HY200 EPOXY ICC ESR 3963 @ 32" O.C.

2x6 @ 16" O.C.

2x6 EACH SIDE OF EACH JOISTw/ (4) - 10d NAILS EACH END

SIMPSON LUS 26-3 HANGER

5/8" PLYWOOD w/ 10d @ 6" ALL EDGES+ 12" FIELD TYP.

2x4 @ 16" O.C.w/ (3) - 10d EACH END

(3) - LAYERS OF 1/2" PLYWOODw/ (2) - 10d @ EACH JOIST

2x6 @ 16" O.C.

A34 EACH JOIST OPP SIDE OF TIE

4'-0" MAX.

.1'-6

"

2x4 w/ (2) - 10dEACH STUD

COLUMN PER ELEVATION

BLOCKING AT 8'-0" O.C. MAX.

#10 SMS @ 6" O.C. ALL EDGES 12" O.C. FIELD

800S162-43 @ 16" O.C.5/8" CDX PLYWOODEACH SIDE w/FIRE RETARDERPER ARCH.

CLR2"

CURB6"

800T150-54 BEND WEB & CONNECTTO STUDS w/ (4) - #10 SMS TYP. EACH END

5/8" CDX PLYWOOD w/FIRE RETARDER PER ARCHw/ #10 SMS @ 6" O.C.ALL EDGES & 12" O.C.FIELD, TYP ALL FACES

800S162-43@ 16" O.C.

CONCRETE SLABPER PLAN

CLR2"

#4 BAR

#10 EACH STUDEACH SIDETOP & BOTTOM

#3 @ 12" O.C.4"

5/8" DIA A.B. EMBEDDED 7"w/ 6" SQ. x 1/4" PLATE WASHERS@ 32" O.C. TYP. MIN. (2) - PER SILL TRACK

400S162-33 @ EACHSTUD w/ (3) - #10 SMSEACH END

SEE 21/S1.1 AND 53/A7.20FOR ADD'L. INFORMATION

COLUMN PER ELEVATION

#10 SMS @ 12" O.C.STAGGERED

800S162-54 @ 16" O.C.

5/8" FIRE TREATEDCDX PLYWOODALL FACES

.145" DIA HILTIX-DNI PINS@ 12" O.C.STAGGEREDTYPICAL

#10 SMS @ 6" O.C. EACH SIDE

HOOK #3 BAR @ 12" O.C.INTO CURB

(2) - #4 CONT

800S162-43 @ 16" O.C. TYP.

5/8" DIA A.B. EMBEDDED 7" w/ 6" SQ. x 1/4" PLATE WASHER @ 32" O.C. MIN. (2) A.B. PERTRACK SECTION

7 15

800T150-54 TOP & BOTTOMBEND WEB & CONNECT TO STUDSw/ (4) - #10 SMS TYP. EACH END

#10 SMS EACH SIDE TOP & BOTTOM

MIN. TYP.2" CLR.

5" CONCRETE SLABPER PLAN

ALT. BENDS

5/8" FIRE TREATED CDXPLYWOOD ALL FACES w/#10 SMS @ 6" ALL EDGES12" O.C. FIELD

HSS BEAMPER PLAN

3/16

3/16TYP

HSS BEAMPER PLAN

2TYP

PLATE 3/16" x

4"

6" @

SIM

.8"

PLAN VIEW

HSS BEAMPER PLAN 3/16

HSS BEAMPER PLAN

2TYP

PLATE 3/16" x

8"

8" @

SIM

.12

"

S7.8343

PLATE & CONNPER

COLUMN PER PLAN

FINISH PER ARCH

L 2 x 2 x 16 GA w/ (2) - .145" XDNI PINSTYP. FOR EDGE OF FINISH ADJUSTDIMENSIONS AS REQUIRED

CONNECTIONS PER ARCH.

CEILING JOISTS PER PLAN

METAL DECK PER PLAN

S7.8312SEE FOR ADD'L.

INFO

Arch

itect

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Pla

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©

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Gro

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c., a

Cal

iforn

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ESER

VED

SUBMITTAL TITLE

DLR PROJECT NO:

Ocea

n View

Sch

ool D

istric

t

ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

11/30/2020

2020

3/26

/202

1 12

:57:

05 P

M

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Mod

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75-20604-00

S7.83

MISCELLANEOUSDETAILS

1625

0 HI

CKOR

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FOUN

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CA

9270

8

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SCALE: 1" = 1'-0"S7.8311 SECTION

SCALE: 1" = 1'-0"S7.8312 SECTION

SCALE: 1" = 1'-0"S7.8313 SECTION

SCALE: 1" = 1'-0"S7.8314 SECTION

SCALE: 1" = 1'-0"S7.8315 SECTION

SCALE: 1 1/2" = 1'-0"S7.8321 DETAIL

SCALE: 1 1/2" = 1'-0"S7.8322 DETAIL

SCALE: 1 1/2" = 1'-0"S7.8323 DETAIL

SCALE: 1 1/2" = 1'-0"S7.8325 DETAIL

SCALE: 1" = 1'-0"S7.8331 DETAILS

SCALE: 1" = 1'-0"S7.8332 SECTION

SCALE: 1" = 1'-0"S7.8333 SECTION

SCALE: 1" = 1'-0"S7.8342 SECTION

SCALE: 1" = 1'-0"S7.8334 SECTION

SCALE: 1" = 1'-0"S7.8335 SECTION

SCALE: 1" = 1'-0"S7.8343 BEAM CONNECTION

SCALE: 1" = 1'-0"S7.8344 BEAM CONNECTION

SCALE: 1 1/2" = 1'-0"S7.8345 FINISH CONNECTION

SCALE: 1" = 1'-0"S7.8324 SECTION

3"3"

24"

(N) 8d @ 6" O.C.TO (N) JOISTS

ROOF SHEATHINGPER PLAN

(E) 3x10 BEYOND

(N) 3x12 PER PLAN

5/8" DIA M.B. @ 24" O.C.w/ STD CUT WASHERS@ 24" O.C. STAGGER

STRAP TIE PER PLANCENTER ON BEAM

(E) ROOF SHEATHINGPER PLAN

(E) 3x10 BEYOND

(N) 3x12 PER PLANNOTCH END IF REQUIRED (E) TJL TRUSS

(E) SHAPED 3x8 NAILER

(E) 7 x 21 1/8 GLB

BOLTS PER 2/S7.84

(2) - BOLTS @ 6" FROMEACH END OF (E) 3x10 5" 1 1/2"

EACH SIDE

3/16COLUMN PER PLAN

PLATE 1/4 x

20"

8"

1"

5/8" DIA. M.B.

BEAM PER PLAN

SEE

FOR ADD'L. INFO.

A10.1611

3/16" BENT PLATEBM WIDTH + 1/8"18"

S7.8111

S7.8112

PLAN VIEW A-A

A A (N) 3 x 6 x 3'-0" LONGw/ (3) - SIMPSON A35EACH SIDE TO (E) 2x6 STUDS

REMOVE (E) CEILING JOIST

(E) 3x10

BN

(N) SHEATHINGPER PLAN

(E) SHEATHING

END OF (E)3x10 @ OPENING

(N) 3x12 PER PLAN

4x BLOCKING

(E) 2x6

(E) 3x6

(E) 2x6

(2) - BOLTSPER 1/S7.83

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SUBMITTAL TITLE

DLR PROJECT NO:

Ocea

n View

Sch

ool D

istric

t

ISSUE DATE:

DSA APPLICATION NO: 04-119641DSA FILE NO: 30-24

11/30/2020

2020

3/26

/202

1 12

:57:

06 P

M

C:\U

sers

\jank

o\D

ropb

ox\0

1-C

lient

s\R

yan

Om

er\R

yan

Jim

my

Shar

ed\V

ista

Vie

w M

iddl

e Sc

hool

\75-

2060

4-00

_Vis

ta_V

iew

_MS_

ST_R

20.rv

t

Vist

a Vi

ew M

iddl

e Sc

hool

Mod

erni

zatio

n

75-20604-00

S7.84

MISCELANEOUSDETAILS

1625

0 HI

CKOR

Y ST

REET

FOUN

TAIN

VAL

LEY,

CA

9270

8

CO

NST

RU

CTI

ON

DO

CU

MEN

TS

SCALE: 1" = 1'-0"S7.842 SISTER OF EXIST JOISTS

SCALE: 1" = 1'-0"S7.843 END SUPPORT OF NEW JOIST AT EXIST GLB

SCALE: 1" = 1'-0"S7.844 PARTITION SUPPORT

SCALE: 1" = 1'-0"S7.841 SECTION