SYMBOLS# POUND, NUMBER, QUANTITY@ AT< LESS THAN> GREATER THAN± PLUS OR MINUS° DEGREEØ DIAMETER

ABBREVIATIONSAB ANCHOR BOLTADDL ADDITIONALANCH ANCHOR, ANCHORAGEAPPROX APPROXIMATE, APPROXIMATELYARCH ARCHITECT, ARCHITECTURAL

BLDG BUILDINGBLKG BLOCKING, BLOCKBM BEAMBN BOUNDARY NAILBOT BOTTOMBS BOUNDARY SCREW

CALCS CALCULATIONSCANT CANTILEVERCG CENTER OF GRAVITYCIP CAST IN PLACECL CENTERLINECLR CLEAR, CLEARANCECMU CONCRETE MASONRY UNITCOL COLUMNCONC CONCRETECONN CONNECT, CONNECTIONCONT CONTINUOUSCJP COMPLETE JOINT PENETRATION

d PENNY (NAIL SIZE)DBL DOUBLEDET DETAILDIA DIAMETERDIAG DIAGONALDIM DIMENSIONDIST DISTANCEDO DITTODWG DRAWING

(E) EXISTINGEA EACHEF EACH FACEELEC ELECTRICALELEV ELEVATION, ELEVATOREMB EMBED, EMBEDDED, EMBEDMENTEMBED EMBED, EMBEDDED, EMBEDMENTEN EDGE NAILEQ EQUALEQUIP EQUIPMENTES EDGE SCREW, EACH SIDEEW EACH WAY

FDN FOUNDATIONFIN FINISHFLR FLOORFN FIELD NAILF/O FACE OFFS FIELD SCREWFTG FOOTING

GA GAUGEGALV GALVANIZEGLB GLUED-LAMINATED BEAMGR GRADE

HD HOLDOWNHDR HEADERHEX HEXAGONALHT HEIGHTHORIZ HORIZONTAL

I/F INSIDE FACEINFO INFORMATIONINSP INSPECTION

JST JOISTJT JOINT

K KIPS (1000#)KB3 HILTI KWIK BOLT 3 (ANCHOR)KB-TZ HILTI KWIK BOLT TZ (ANCHOR)

LBS POUNDSLLH LONG LEG HORIZONTALLLV LONG LEG VERTICALLOCS LOCATIONSLONG LONGITUDINALLTWT LIGHTWEIGHT

MANUF MANUFACTURERMAX MAXIMUMMECH MECHANICALMFR MANUFACTURERMIN MINIMUMMISC MISCELLANEOUS

(N) NEWN/A NOT APPLICABLENTS NOT TO SCALE

O/F OUTSIDE FACEOC ON CENTEROH OPPOSITE HANDOP OPERATINGOPER OPERATINGOPP OPPOSITE, OPPOSITE HAND

PARA PARALLELPERP PERPENDICULARPL PLATE, PROPERTY LINEPLY PLYWOODPJP PARTIAL JOINT PENETRATIONPT POST-TENSIONED (CONCRETE)PT PRESSURE-TREATED (WOOD)

QTY QUANTITY

R RADIUSRAD RADIUSREF REFER TO, REFERENCEREINF REINFORCINGREQD REQUIRE, REQUIRED

SCHED SCHEDULESECT SECTIONSEOR STRUCTURAL ENGINEER OF RECORDSHT SHEETSHTG SHEATHINGSIM SIMILARSIMP SIMPSON STRONG-TIE COMPANYSMS SHEET METAL SCREWSOG SLAB-ON-GRADESQ SQUARESTAGG STAGGERSTD STANDARDSTIFF STIFFEN, STIFFENERSTIRR STIRRUPSTRUC STRUCTURALSW SHEAR WALLSYM SYMMETRICAL

T&B TOP & BOTTOMTBD TO BE DETERMINEDTHK THICK, THICKNESSTHRU THROUGHTN TOE NAILT/O TOP OFTRANS TRANSVERSETS TUBE STEELTYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICALVIF VERIFY IN FIELD

W/ WITHW/O WITHOUTWP WORK POINTWT WEIGHT

STRUCTURAL STEEL SHAPESCx STANDARD CHANNELHSS HOLLOW STRUCTURAL SECTIONSLx ANGLEMCx MISCELLANEOUS CHANNELSTD PIPE STANDARD PIPE (SCHED 40)WTx, STx STRUCTURAL TEESWx W SHAPESX-STRG EXTRA STRONG PIPEXX-STRG DBL EXTRA STRONG PIPE

ABBREVIATIONS:

CODES/INSTITUTIONS/ASSOCIATIONSACI AMERICAN CONCRETE INSTITUTEAF&PA (NDS) AMERICAN FOREST & PAPER ASSOCIATION (NDS)AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTIONAISI AMERICAN IRON AND STEEL INSTITUTEAPA-EWA APA-ENGINEERED WOOD ASSOCIATIONASCE AMERICAN SOCIETY OF CIVIL ENGINEERSASTM AMERICAN SOCIETY FOR TESTING AND MATERIALSAWS AMERICAN WELDING SOCIETYCBC CALIFORNIA BUILDING CODECRSI CONCRETE REINFORCING STEEL INSTITUTEIBC INTERNATIONAL BUILDING CODENDS NATIONAL DESIGN SPECIFICATIONSSDI STEEL DECK INSTITUTESJI STEEL JOIST INSTITUTESSMA STEEL STUD MANUFACTURERS ASSOCIATION

CONCRETE:

1. THE MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS SHALL BE AS FOLLOWS (VARIES BYLOCATION IN STRUCTURE AS NOTED):

A. f'c = 2,500 PSI: N/AB. f'c = 3,000 PSI: ALL CONCRETE, UNOC. f'c = 4,000 PSI: N/AD. f'c = 3,000 PSI (LTWT): N/A

2. ALL CONCRETE UNLESS NOTED OTHERWISE SHALL BE REGULAR WEIGHT HARD ROCK TYPE (150 POUNDS PER CUBICFOOT). AGGREGATES SHALL CONFORM TO ASTM C-33. MAXIMUM AGGREGATE SIZE SHALL BE ONE-INCH (1") FOR ALLCONCRETE. PEA GRAVEL MIXES (3/8" DIAMETER) SHALL NOT BE USED FOR REGULAR WEIGHT / HARDROCK CONCRETE.ALL FURNISHED CONCRETE MIX DESIGNS SHALL REFLECT PROVEN CONCRETE SHRINKAGE CHARACTERISTICS OF 0.0006IN/IN FINAL SHRINKAGE STRAIN OR LESS. MAXIMUM SLUMP SHALL BE FOUR INCHES (4") AND THE MAXIMUMWATER-CEMENT (W/C) RATIO SHALL BE 0.50 (UNO) FOR ALL STRUCTURAL CONCRETE SPECIFIED IN NOTE 1 ABOVE.

3. CEMENT SHALL CONFORM TO ASTM C-150 (TYPE II), UNLESS ALKALINE SOILS ARE PRESENT.

4. CONCRETE MIX DESIGN SHALL BE PREPARED BY AN APPROVED TESTING LAB AND SUBMITTED TO THE STRUCTURALENGINEER OF RECORD (SEOR) FOR REVIEW. CONCRETE MIX DESIGNS SHALL BE PROPORTIONED IN ACCORDANCE WITHACI 318 SECTION 5.3. CONCRETE MIX DESIGN SUBMITTALS SHALL BE STAMPED AND SIGNED BY THE LICENSED ENGINEERRESPONSIBLE FOR THE MIX DESIGN.

5. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION ABOVE 50F FOR A MINIMUM OF SEVEN (7) DAYS AFTERPLACEMENT. ALTERNATE METHODS WILL BE APPROVED BY THE SEOR IF SATISFACTORY PERFORMANCE CAN BEASSURED.

6. CONCRETE SHALL NOT FREE FALL MORE THAN SIX FEET. USE TREMIE OR PUMP.

7. LOCATION OF CONSTRUCTION JOINTS AND OTHER TYPES OF JOINTS, OTHER THAN SPECIFIED OR DETAILED, SHALL BEAPPROVED BY THE SEOR BEFORE CONCRETE PLACEMENT.

8. KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES. ALL CONSTRUCTION JOINTS SHALL BE ROUGHENED TO1/4-INCH AMPLITUDE, THOROUGHLY CLEANED AND ALL LAITANCE SHALL BE REMOVED. ALL VERTICAL JOINTS SHALL BETHOROUGHLY WETTED AND SLUSHED WITH A COAT OF NEAT CEMENT IMMEDIATELY BEFORE PLACING NEW CONCRETE.

9. PRIOR TO PLACING CONCRETE, REINFORCING STEEL AND EMBEDDED ITEMS SHALL BE WELL SECURED IN POSITION.CONCRETE SHALL NOT BE POURED UNTIL ALL FORMS AND REINFORCING HAVE BEEN INSPECTED, ALL PREPARATIONSFOR THE PLACEMENT HAVE BEEN COMPLETED, AND THE PREPARATIONS HAVE BEEN CHECKED BY THE INSPECTOR OFRECORD (IOR).

10. SLEEVES NOT SPECIFICALLY SHOWN ON THE DRAWINGS SHALL BE LOCATED BY THE TRADES INVOLVED AND SHALL BEREVIEWED BY THE SEOR BEFORE CONCRETE IS PLACED. THE CONTRACTOR SHALL VERIFY WITH ALL TRADES THEPROPER PLACEMENT OF OPENING, SLEEVES, CURBS, CONDUITS, ETC., RELATING TO THE WORK.

11. DURING THE TAKING OF TEST SPECIMENS, ALL CONCRETE WITH A 28 DAY STRENGTH GREATER THAN 2,500 PSI SHALL BECONTINUOUSLY INSPECTED BY A SPECIAL INSPECTOR IN CONFORMANCE WITH CBC SECTION 1905.6. A TESTINGLABORATORY SHALL MAKE AND TEST ONE SAMPLE FOR EACH 150 CUBIC YARDS OF CONCRETE BUT NOT LESS THAN ONESAMPLE FOR EACH 5,000 SQUARE FEET OF SURFACE AREA FOR SLABS OR WALLS PER CBC SECTION 1905.6.2. ALL TESTAND INSPECTION REPORTS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT AND THE SEOR. SEE REINFORCINGSTEEL NOTES FOR SPECIAL INSPECTION REQUIREMENTS.

12. ADDITIONAL INSPECTIONS, CERTIFICATIONS AND TESTING OF CONCRETE MATERIALS SHALL CONFORM TO CBC SECTION1916 AND TABLE 1704.4. CERTIFICATION OF CEMENT AND ADMIXTURES (INCLUDING FLY ASH) SHALL BE PROVIDED TO THEGOVERNING AGENCY INDICATING CONFORMANCE WITH APPLICABLE ASTM STANDARDS.

13. ONLY ONE GRADE OF CONCRETE SHALL BE ALLOWED AT THE JOB SITE AT ANY ONE TIME.

14. PROVIDE 3/4" CHAMFER AT EXPOSED EDGES OF CONCRETE BEAMS AND COLUMNS, UNLESS NOTED OTHERWISE.

15. THE SURFACE OF ALL HORIZONTAL CONSTRUCTION JOINTS SHALL BE CLEANED AND ROUGHENED BY REMOVING THEENTIRE SURFACE AND EXPOSING CLEAN AGGREGATE SOLIDLY EMBEDDED IN MORTAR MATRIX. IN THE EVENT THAT THECONTACT SURFACE BECOMES COATED WITH EARTH, SAWDUST, ETC., AFTER BEING CLEANED, THE ENTIRE SURFACE SOCOATED SHALL BE RE-CLEANED.

16. BOLTS EMBEDDED IN CONCRETE TO BE ASTM F-1554 GR 36, UNLESS NOTED OTHERWISE. ALL EMBEDDED ANCHOR BOLTSSHALL BE HEADED-TYPE. DO NOT USE J-TYPE BOLTS.

17. SUPERIMPOSED LOADS SHALL NOT BE APPLIED TO ELEVATED STRUCTURAL MEMBERS PRIOR TO SEVEN (7) DAYSMINIMUM AFTER CONCRETE PLACEMENT AND UNTIL THE DESIGN STRENGTH LISTED IN NOTE 1 ABOVE HAS BEENREACHED. SHORING SHALL REMAIN IN PLACE UNTIL CONCRETE HAS REACHED DESIGN STRENGTH. ORIGINAL SHORINGOR RE-SHORING SHALL REMAIN IN PLACE FOR A MINIMUM OF 28 DAYS. AT NO TIME DURING A RE-SHORING PROCESSSHALL THE CONCRETE MEMBER BE UNSUPPORTED.

GENERAL STRUCTURAL NOTES:

DESIGN CRITERIA:CODE OF RECORD: 2010 EDITION, CALIFORNIA BUILDING CODE

DESIGN LOADS:SLOPED ROOF LEVEL: DL = 25 PSF, LL = 20 PSF (REDUCIBLE)FLAT ROOF LEVEL: DL = 20 PSF, LL = 20 PSF (REDUCIBLE)

BASIC WIND SPEED 85 MPH (3-SECOND GUST)WIND IMPORTANCE FACTOR 1.00WIND EXPOSURE CATEGORY BINTERNAL PRESSURE COEFFICIENT ±0.18COMPONENT & CLADDING DESIGN WIND PRESSURE 17.4 PSFANALYSIS PROCEDURE EQUIVALENT LATERAL FORCEOCCUPANCY CATEGORY 2SEISMIC SITE CLASS DSEISMIC DESIGN CATEGORY ESPECTRAL RESPONSE ACCELERATIONS SS = 1.500g, SDS = 1.000g

SS = 0.793g, SD1 = 0.793g

LATERAL SYSTEM IS BEARING WALL W/ WOOD STRUCTURAL PANEL SHEAR WALLSSEISMIC IMPORTANCE FACTOR 1.00RESPONSE MODIFICATION FACTOR, R 6.50DEFLECTION AMPLIFICATION FACTOR, Cd 4.00SEISMIC BASE SHEAR (STRENGTH LEVEL), V 0.154 W

1. GOVERNING CODE AUTHORITY FOR THIS PROJECT IS REFERRED TO AS “THE GOVERNING AGENCY” IN THESE AND OTHERSTRUCTURAL NOTES SECTIONS.

2. GENERAL NOTES AND TYPICAL DETAILS SHALL APPLY TO ALL PARTS OF THE JOB, EXCEPT WHERE THEY MAY DIFFER WITHDETAILS AND NOTES ON OTHER SHEETS, IN WHICH CASE THE DETAILS AND NOTES ON OTHER SHEETS SHALL GOVERN.DETAIL MARKS WITH "SIM" NOTED INDICATES THAT DETAIL CONTAINS MODIFIED INFORMATION APPLICABLE TO THECONDITION REFERENCED.

3. SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF ALL OPENINGS (EXCEPT AS NOTED), INTERIORNON-BEARING PARTITIONS, CONCRETE CURBS, FLOOR DRAINS, SLOPES, DEPRESSIONS, CHANGES IN LEVEL, CHAMFERS,GROOVES, INSERTS, FINISHES, ETC.; ALSO FOR STAIR FRAMING AND DETAILS (EXCEPT AS SHOWN) AND FOR DIMENSIONSNOT SHOWN ON STRUCTURAL DRAWINGS. WHERE DIMENSIONS DIFFER BETWEEN PLANS, NOTIFY ARCHITECT AND AWAITDIRECTION PRIOR TO PROCEEDING WITH WORK.

4. DO NOT INSERT MECHANICAL, ELECTRICAL OR PLUMBING (MEP) SLEEVES, PIPES OR CONDUIT IN CONCRETE WITHOUTPRIOR APPROVAL OF THE SEOR, TYPICAL UNLESS NOTED OTHERWISE ON PLAN. THE SIZE AND LOCATION OF MACHINE OREQUIPMENT BASES, ANCHOR BOLTS, ETC., SHALL COMPLY WITH THE REQUIREMENTS OF CBC SECTION 1906.3.

5. OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/OR SPECIFICATIONSSHALL BE BROUGHT TO THE ATTENTION OF THE SEOR PRIOR TO PROCEEDING WITH ANY WORK INVOLVED.

6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND SHALL CHECK ALLDIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ARCHITECT AND THE SEOR AND SHALLBE RESOLVED PRIOR TO PROCEEDING WITH THE WORK.

7. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS THE BEST CURRENTKNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS,THEY SHALL BE REPORTED TO THE SEOR SO THAT THE PROPER REVISION MAY BE MADE. MODIFICATIONS OFCONSTRUCTION DETAILS SHALL NOT BE MADE WITHOUT WRITTEN APPROVAL OF THE SEOR AND THE GOVERNINGAGENCY.

8. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THEMETHOD OR SEQUENCE OF CONSTRUCTION, UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL SUPERVISE ANDDIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES,SEQUENCES AND PROCEDURES, INCLUDING BUT NOT LIMITED TO BRACING, SHORING AND LAYDOWN OF CONSTRUCTIONMATERIALS.

9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR TEMPORARY CONSTRUCTION LOADING, INCLUDING LOADING FROMEQUIPMENT SUCH AS SKIP LOADERS, SCISSOR LIFTS, ETC., ON ALL PORTIONS OF THE STRUCTURE, WHETHER ELEVATEDOR ON-GRADE. THE CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR THE PATH-OF-TRAVEL FOR MOVING PERMANENTEQUIPMENT TO ITS FINAL LOCATION; INCLUDING THE EFFECTS OF TEMPORARY LOADING AS THE EQUIPMENT ISINSTALLED. THE CONTRACTOR MAY USE THE “DESIGN LOADS” INFORMATION PROVIDED ABOVE WHEN CONSIDERINGTEMPORARY CONSTRUCTION LOADING CONDITIONS.

10. OBSERVATION VISITS TO THE SITE BY FIELD REPRESENTATIVES OF THE ARCHITECT/SEOR SHALL NOT INCLUDEINSPECTIONS OF THE PROTECTIVE MEASURES OF THE CONSTRUCTION PROCEDURES. ANY SUPPORT SERVICESPERFORMED BY THE ARCHITECT/SEOR DURING THE CONSTRUCTION SHALL BE DISTINGUISHED FROM CONTINUOUS ANDDETAILED SPECIAL INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS. THESE SUPPORT SERVICES PERFORMEDBY THE ARCHITECT/SEOR, WHETHER OF MATERIAL OR WORK, AND WHETHER PERFORMED PRIOR TO, DURING OR AFTERCOMPLETION OF CONSTRUCTION, ARE PERFORMED SOLELY FOR THE PURPOSE OF ASSISTING IN QUALITY CONTROL ANDIN ACHIEVING CONFORMANCE WITH CONTRACT DOCUMENTS, BUT DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE,AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION.

11. ASTM DESIGNATIONS AND ALL STANDARDS REFER TO THE LATEST AMENDMENTS.

12. WHEN THE ALLOWANCE FOR SUBSTITUTION OF A SPECIFIED MATERIAL OR PRODUCT DESIGNATION IS IMPLIED ON THEDESIGN DRAWINGS BY THE USE OF THE WORDS "OR APPROVED EQUAL", APPROVAL SHALL BE OBTAINED FROM THESEOR AND THE GOVERNING AGENCY PRIOR TO FABRICATION OR INSTALLATION OF THE SUBSTITUTED MATERIAL ORPRODUCT.

13. DIMENSIONS SHALL GOVERN OVER SCALES SHOWN ON DRAWINGS.

14. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS WHO SHALL PROVIDE SPECIAL INSPECTIONS DURINGCONSTRUCTION WHEN SO SPECIFIED ON THE CONTRACT DRAWINGS AND SPECIFICATIONS FOR CERTAIN TYPES OFWORK. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE HIS COMPETENCE, TO THESATISFACTION OF THE GOVERNING AGENCY, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OROPERATION REQUIRING SPECIAL INSPECTION. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FORCONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS. THE SPECIAL INSPECTOR SHALL FURNISHINSPECTION REPORTS TO THE SEOR AND TO THE GOVERNING AGENCY. ALL DISCREPANCIES SHALL BE BROUGHT TO THEIMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE SEOR AND TO THEGOVERNING AGENCY. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORKREQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF HIS KNOWLEDGE, IN CONFORMANCE WITH THE DESIGNDRAWINGS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISION OF THE CODE AND OTHERAPPLICABLE REGULATIONS IDENTIFIED ON THE PLANS OR IN THE PROJECT SPECIFICATIONS.

15. UNLESS SPECIFICALLY SHOWN ON THESE PLANS, NO STRUCTURAL MEMBER (BEAM, COLUMN, SHEARWALL, GRADE BEAM,ETC.) SHALL BE CUT, DRILLED OR NOTCHED WITHOUT PRIOR AUTHORIZATION FROM THE SEOR AND THE GOVERNINGAGENCY.

16. THE ELEVATOR MANUFACTURER SHALL SUBMIT CALCULATIONS, PLANS AND SPECIFICATIONS TO THE ARCHITECT/SEORFOR REVIEW AND APPROVAL BEFORE SUBMITTAL TO THE GOVERNING AGENCY. INSTALLATION OF ELEVATOR GUIDERAILS AND SUPPORTING BRACKETS SHALL NOT BE STARTED UNTIL DETAILED PLANS AND SPECIFICATIONS AREAPPROVED BY THE GOVERNING AGENCY.

SHOP DRAWINGS:A. SHOP DRAWINGS, INCLUDING CONCRETE MIX DESIGNS, REQUIRED BY THE SPECIFICATIONS SHALL BE SUBMITTED TO THE

SEOR FOR REVIEW PRIOR TO FABRICATION OR USE. A SCHEDULE FOR THE RELEASE OF SHOP DRAWING SUBMITTALSSHALL BE PREPARED BY THE CONTRACTOR AND REVIEWED BY THE ARCHITECT/SEOR PRIOR TO THE START OFFABRICATION OR CONSTRUCTION. THIS SUBMITTAL SCHEDULE SHALL PROPORTION THE NUMBER OF SHOP DRAWINGS TOBE REVIEWED IN EACH SUBMITTAL TO ALLOW SUFFICIENT TIME AS DEEMED REASONABLE IN THE PROFESSIONALJUDGMENT OF THE ARCHITECT/SEOR TO PERMIT ADEQUATE REVIEW. SHOP DRAWINGS SHALL REFERENCE THE LATESTREVISION OF EACH STRUCTURAL DESIGN DRAWING USED TO DETAIL FROM. SUBMITTALS THAT DO NOT IDENTIFY THELATEST REVISION OF STRUCTURAL PLANS SHALL BE RETURNED WITHOUT REVIEW, FOR THE DETAILER TO UPDATE ANDRESUBMIT. THE DETAILING ON EACH SHOP DRAWING SHALL BE COMPLETE BEFORE RELEASING FOR REVIEW THESUBMITTAL CONTAINING THAT SHOP DRAWING. IF THE SUBMITTAL MUST BE REVISED, IT SHALL IDENTIFY EACH REVISIONAND/OR ADDITION TO EACH SHOP DRAWING BY CLOUDING OR OTHER MEANS, TO ENSURE THEIR IDENTIFICATION FORREVIEW.

B. SHOP DRAWINGS AND CONCRETE MIX DESIGNS WILL NOT BE ACCEPTED BY THE SEOR DIRECTLY FROM THE PROJECTSUB-CONTRACTORS. SHOP DRAWINGS AND CONCRETE DESIGN MIXES WILL BE ACCEPTED FROM THE GENERALCONTRACTOR ONLY AFTER THEY HAVE BEEN REVIEWED AND SIGNED BY THE GENERAL CONTRACTOR, INDICATINGCOMPLIANCE WITH HIS REQUIREMENTS AND THE REQUIREMENTS OF THE CONSTRUCTION DOCUMENTS. SHOP DRAWINGSNOT COMPLYING WITH THE INSTRUCTIONS IN BOTH NOTES A AND B WILL BE RETURNED BY THE SEOR WITHOUT REVIEW.

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STRUCTURALGENERAL

NOTES

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FOUNDATIONS:

1. RECOMMENDATIONS CONTAINED IN REPORT OF PROPOSED STUDENT HOUSING NEW COMMONS BUILDING PROJECT,CALIFORNIA STATE UNIVERSITY LOS ANGELES; PROJECT NUMBER 012527-002, PREPARED BY LEIGHTON AND ASSOCIATES,INC., DATED AUGUST 24, 2011, WERE USED FOR THE STRUCTURAL DESIGN OF FOUNDATIONS AND EARTH RETAININGELEMENTS CONTAINED HEREIN. IF IT IS DETERMINED THAT ANY OF THOSE RECOMMENDATIONS AFFECTINGCONSTRUCTION WILL NOT BE FOLLOWED, A FORMAL CHANGE ORDER SHALL BE PREPARED WITH ADEQUATE TIME FORPROCESSING APPROVAL BY THE SEOR AND THE GOVERNING AGENCY. MHP, INC. ASSUMES NO RESPONSIBILITY FOR THEACCURACY OF THOSE RECOMMENDATIONS.

2. FILLING AND BACKFILLING SHALL BE COMPACTED TO 90% OF MAXIMUM DENSITY IN ACCORDANCE WITH THE PROJECTSPECIFICATIONS AND ASTM TEST METHOD D-1557. FLOODING IS NOT PERMITTED.

3. ALL SITE FILL AND FOUNDATION EXCAVATION SHALL REQUIRE SPECIAL INSPECTION AND APPROVAL BY THE PROJECTGEOTECHNICAL ENGINEER PRIOR TO FORMING. BACKFILL MATERIAL SHALL BE APPROVED BY THE PROJECTGEOTECHNICAL ENGINEER. AS REQUIRED, PILING SHALL ALSO REQUIRE SPECIAL INSPECTION DURING DRIVING ANDTESTING OF PILES.

4. WATER SHALL BE REMOVED FROM FOUNDATION EXCAVATION PRIOR TO PLACING OF CONCRETE. CARE SHOULD BETAKEN SO NOT TO DRY OUT UNDERLYING NATURAL SOILS.

5. CARE SHALL BE TAKEN TO NOT OVER-EXCAVATE FOUNDATION AT LOWER ELEVATION. PREVENT DISTURBING SOILSAROUND FOOTINGS AT HIGHER ELEVATION.

6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SHORING, ETC., NECESSARY TO SUPPORT CUT AND/OR FILL BANKSDURING EXCAVATION AND FORMING AND PLACEMENT OF CONCRETE.

7. ALLOWABLE SOIL BEARING PRESSURE:A. SPREAD FOOTINGS 3,000 PSFB. CONTINUOUS FOOTINGS 2,500 PSFC. THE BEARING CAPACITY IS PERMITTED TO BE INCREASED BY ONE-THIRD FOR WIND AND SEISMIC LOADING.

REINFORCING STEEL:

1. REINFORCING BARS SHALL BE DEFORMED STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A-615, GRADE 60 (ALLBAR SIZES, UNO) AND SHALL BE DEFORMED IN ACCORDANCE WITH ASTM A-615 AND ACI 3.5.3.

2. DETAILING, FABRICATION AND ERECTION OF REINFORCING STEEL SHALL CONFORM TO THE LATEST EDITION OF THE CRSI"MANUAL OF STANDARD PRACTICE".

3. CONCRETE PROTECTION FOR REINFORCING BARS SHALL BE AT LEAST EQUAL TO THE DIAMETER OF THE BARS. MINIMUMCOVER FOR CAST IN PLACE CONCRETE SHALL BE AS FOLLOWS:A. PLACED AGAINST EARTH 3"B. PLACED AGAINST FORM BELOW GRADE 2"C. FORMED SLABS (#11 BAR & SMALLER) 3/4"D. SLABS ON GRADE (FROM TOP OF SLAB) 1"E. COLUMN AND BEAM (MAIN BARS) 2"F. WALLS EXPOSED TO WEATHER (#6 THROUGH #18 BARS) 2"G. WALLS EXPOSED TO WEATHER (#5 BAR AND SMALLER) 1 1/2"H. WALLS NOT EXPOSED TO WEATHER (#11 BAR AND SMALLER) 3/4"

4. REINFORCING STEEL SHALL BE CLEAN OF RUST, GREASE OR OTHER MATERIAL LIKELY TO IMPAIR BOND. BENDS SHALL BEMADE COLD. GRADE 60 BARS SHALL BE BENT COLD AND ONLY ONCE.

5. IN MASONRY, DEVELOP AND LAP SPLICE REINFORCING BARS FOR 48 BAR DIAMETERS (2'-0" MINIMUM). WHERE ADJACENTLAP SPLICES ARE 3" APART OR LESS, THE LAP SPLICE LENGTH SHALL BE INCREASED TO 64 BAR DIAMETERS.

6. IN CONCRETE, DEVELOP AND LAP SPLICE REINFORCING BARS IN CONCRETE PER SECTIONS AND DETAILS SHOWN ONPLANS.

7. ALL REINFORCING BAR LAPS OR SPLICES SHALL BE AS INDICATED IN PLANS. WHERE LAP OR SPLICE LOCATIONS ARE NOTSPECIFICALLY INDICATED, LAPS OR SPLICES SHALL BE WELL STAGGERED.

8. PRIOR TO PLACING CONCRETE, REINFORCING STEEL AND OTHER EMBEDDED ITEMS SHALL BE WELL-SECURED INPOSITION.

9. COMPLETE REINFORCING PLACEMENT DRAWINGS (SHOP DRAWINGS) SHALL BE PREPARED IN ACCORDANCE WITH ACI 315AND NOTES A AND B OF GENERAL STRUCTURAL NOTES, AND SHALL BE SUBMITTED TO THE SEOR FOR REVIEW PRIOR TOFABRICATION. APPROVED SHOP DRAWINGS SHALL BE AVAILABLE ON THE JOB SITE PRIOR TO PLACING OF CONCRETE.

10. CONTINUOUS SPECIAL INSPECTION OF CONCRETE SHALL INCLUDE INSTALLATION OF REINFORCING STEEL AND SHALL BESCHEDULED SO THAT THE SPACING, BAR SIZE, LAP SPLICE AND EMBEDMENT LENGTH OF REINFORCING BARS, AND THELOCATION OF CONDUIT, SLEEVES AND EMBEDDED ITEMS, MAY BE CORRECTED IF NECESSARY PRIOR TO PLACEMENT OFOVERLYING GRIDS OF REINFORCING STEEL.

11. WHERE TWO LAYERS OF REINFORCING STEEL ARE REQUIRED (i.e. AT FOOTING PADS OR SLABS) PROVIDE METAL CHAIRSTIED TO AND SUPPORTED BY LOWER MAT OF REINFORCING TO SUPPORT THE UPPER MAT OF REINFORCING.

CONCRETE BLOCK MASONRY (NORMAL STRENGTH):

1. CONCRETE MASONRY UNITS (CMU) SHALL BE MEDIUM WEIGHT (AVERAGE WEIGHT TO EQUAL 120 POUNDS PER CUBICFOOT) GRADE N-I, CONFORMING TO ASTM C-90. MINIMUM COMPRESSIVE STRENGTH ON NET AREA OF CMU BLOCK = 1,900PSI. MINIMUM COMPRESSIVE STRENGTH OF GROUTED CMU ASSEMBLY, f'm = 1,500 PSI AT 28 DAYS.

2. MORTAR: TYPE S, CONFORMING TO CBC SECTION 2103.8. MINIMUM COMPRESSIVE STRENGTH, f'c= 1,800 PSI AT 28 DAYS.

3. GROUT: CONFORMING TO CBC SECTION 2103.12. MINIMUM COMPRESSIVE STRENGTH, f'c = 3,000 PSI AT 28 DAYS. MINIMUMGROUT SPACE IS THREE INCHES (3") IN LEAST DIMENSION.

4. AGGREGATES: SAND AGGREGATE FOR MORTAR SHALL CONFORM TO ASTM C-114. COARSE AND FINE AGGREGATE FORGROUT SHALL CONFORM TO ASTM C-404.

5. GROUT PLACEMENT: MAXIMUM GROUT LIFT SHALL BE 4 FEET, UNLESS NOTED OTHERWISE. NON-CONTINUOUSPLACEMENTS SHALL BE STOPPED 1-1/2" BELOW THE TOP OF A COURSE TO FORM A KEY AT POUR JOINTS.

6. ALL CELLS SHALL BE SOLID GROUTED UNLESS NOTED OTHERWISE.

7. THE THICKNESS OF GROUT BETWEEN BLOCK UNITS AND REINFORCING STEEL SHALL BE THE BAR DIAMETER OR 1/2"MINIMUM; THE THICKNESS OF GROUT BETWEEN PARALLEL REINFORCING BARS SHALL BE 3/4" MINIMUM.

8. ALL MORTAR JOINTS SHALL BE TOOLED TO A CONCAVE SHAPE.

9. ALL CMU WALLS BELOW GRADE SHALL BE WATERPROOFED ON THE EXTERIOR SURFACE EXTENDING FROM THEFOUNDATION PAD TO ABOVE GRADE AND POSITIVELY DRAINED. SEE ARCHITECTURE OR CIVIL DRAWINGS FORWATERPROOFING AND DRAINAGE SPECIFICATIONS.

10. INSPECTION BY A MASONRY INSPECTOR APPROVED BY DSA SHALL BE REQUIRED DURING PREPARATION OF MASONRYWALL PRISMS, SAMPLING AND PLACING OF ALL MASONRY UNITS, PLACEMENT OF REINFORCEMENT, INSPECTION OFGROUT SPACE, IMMEDIATELY PRIOR TO CLOSING OF CLEANOUTS, AND DURING ALL GROUTING OPERATIONS INCONFORMANCE WITH CBC TABLE 1704.5.3.

11. BOLTS EMBEDDED IN MASONRY UNITS SHALL BE ASTM F-1554 GR 36. ALL EMBEDDED ANCHOR BOLTS SHALL BEHEADED-TYPE. DO NOT USE J-TYPE BOLTS. ALL BOLTS SHALL BE GROUTED IN PLACE WITH AT LEAST ONE INCH (1")GROUT BETWEEN THE BOLT AND MASONRY AND SHALL BE ACCURATELY SET WITH TEMPLATES.

12. STORE MASONRY UNITS UNDER COVER AT JOB SITE.

13. HORIZONTAL REBAR SHALL BE PLACED IN BOND BEAM UNITS.

14. MASONRY PRISM TESTING:A SET OF FIVE (5) MASONRY PRISMS SHALL BE BUILT AND TESTED IN ACCORDANCE WITH CBC SECTION 2105A.2.2.2 PRIORTO THE START OF CONSTRUCTION. MATERIALS USED FOR THE CONSTRUCTION OF THE PRISMS SHALL BE TAKEN FROMTHOSE SPECIFIED TO BE USED IN THE PROJECT. PRISMS SHALL BE CONSTRUCTED UNDER THE OBSERVATION OF THEMASONRY INSPECTOR APPROVED BY DSA AND TESTED BY AN APPROVED AGENCY. A SET OF THREE (3) MASONRY PRISMSSHALL BE BUILT AND TESTED DURING CONSTRUCTION IN ACCORDANCE WITH ASTM C-1314 FOR EVERY 5,000 SQUARE FEETOF WALL AREA, BUT NOT LESS THAN ONE SET OF THREE MASONRY PRISMS FOR THE PROJECT IN COMPLIANCE WITH CBCSECTION 2105.3.

STRUCTURAL AND MISCELLANEOUS STEEL:

1. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH AISCSPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, LATESTEDITION. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO THE FOLLOWING SPECIFICATION (UNLESSNOTED OTHERWISE):A. WIDE FLANGE SECTIONS (W,WT) ASTM A-992 FY=50KSIB. CHANNELS AND MISC SHAPES (C,MC,S,M) ASTM A-36 FY=36KSIC. ANGLES AND PLATES ASTM A-36 FY=36KSID. PIPE (STD,X-STRG,XX-STRG) ASTM A-53 TYPE E, GR B FY=35KSIE. HSS TUBE (SQ,RECTANG) ASTM A-500, GR B FY=46KSIF. HSS TUBE (ROUND) ASTM A-500, GR B FY=42KSI

2. STEEL HSS TUBES SHALL CONFORM TO ASTM A-500 GR B SEAMLESS. SULFUR CONTENT SHALL BE LESS THAN OR EQUALTO 0.05%.

3. STRUCTURAL STEEL SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT AND SEOR FOR REVIEW PRIOR TOFABRICATION AND ERECTION, IN ACCORDANCE WITH NOTES A AND B OF GENERAL STRUCTURAL NOTES.

4. A TOLERANCE OF + 0, -1/4 INCH SHALL BE APPLIED TO ALL SPECIFIED CAMBERS.

5. ALL STEEL EXPOSED TO MOISTURE OR WEATHER SHALL BE HOT-DIPPED GALVANIZED, UNLESS NOTED OTHERWISE.

6. PAINTING OF STRUCTURAL STEEL SHALL COMPLY WITH THE REQUIREMENTS PER AISC 360 AND CBC SECTION 2203.2.STRUCTURAL STEEL EMBEDDED IN CONCRETE OR MASONRY SHALL BE UNPAINTED.

7. HOT-DIP GALVANIZE OR PROVIDE THREE-INCH (3") MINIMUM CONCRETE COVER AROUND ALL STRUCTURAL STEELBELOW GRADE.

8. BOLTS SHALL CONFORM TO ASTM A-307, UNLESS NOTED OTHERWISE. BOLTS EMBEDDED IN CONCRETE OR MASONRYSHALL CONFORM TO ASTM F-1554 GR 36 AND SHALL BE HEADED-TYPE. DO NOT USE J-TYPE BOLTS. THREADED RODSSHALL CONFORM TO ASTM A-36.

9. UNLESS NOTED OTHERWISE, ALL BOLTS SHALL BE INSTALLED "SNUG TIGHT". THE SNUG TIGHT CONDITION IS DEFINEDAS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES OF THE JOINT ARE IN FIRM CONTACT. BOLTS OF SLOTTEDCONNECTIONS SHALL BE INSTALLED "FINGER TIGHT" ONLY, WITH THREADS SPOILED. THE FINGER TIGHT CONDITION ISDEFINED AS THE TIGHTNESS THAT EXISTS WHEN THE WASHER AND BOLT HEAD ARE IN FULL CONTACT WITH WEB ORSHEAR TAB. WHERE SLOTTED CONNECTIONS ARE INDICATED THE WASHER SHALL BE PLACED OVER THE SLOTTED HOLE.

10. WHERE THE USE OF ASTM A-325 OR ASTM A-490 BOLTS IS SPECIFIED, SPECIAL INSPECTION IS REQUIRED DURINGINSTALLATION. SPECIAL INSPECTION PROVIDED SHALL BE IN CONFORMANCE WITH THE REQUIREMENTS OF THE"SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A-325 OR A-490 BOLTS" AS PUBLISHED BY AISC.

11. ALL WELDING SHALL COMPLY WITH AWS SPECIFICATIONS AND SHALL BE PERFORMED BY WELDERS CERTIFIED FOR THETYPE OF WELDING TO BE PERFORMED. WELDING PROCEDURE SPECIFICATIONS (WPS) SHALL BE PROVIDED FOR EACHWELD TYPE SHOWN ON THE DRAWINGS IN CONFORMANCE WITH AWS D1.1. EACH WPS SHALL BE REVIEWED BY AN AWSSCWI CERTIFIED INSPECTOR AND SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD (SEOR) FOR REVIEW.

12. ALL WELDING SHALL BE DONE BY ELECTRIC ARC PROCESS WITH E70XX ELECTRODES. (PROVIDE E80XX ELECTRODES ATWELDED REBAR.)

13. WHERE FILLET WELD SYMBOL IS GIVEN WITHOUT INDICATION OF SIZE, USE MINIMUM SIZE WELDS AS SPECIFIED IN THEAISC STEEL CONSTRUCTION MANUAL, 13TH EDITION, SPECIFICATION SECTION J2.2B.

14. CONTINUOUS SPECIAL INSPECTION BY AN AWS CERTIFIED INSPECTOR APPROVED BY THE GOVERNING AGENCY ISREQUIRED FOR ALL STRUCTURAL WELDING. (WELDING OF MISCELLANEOUS LIGHT-GAUGE MATERIALS SUCH AS METALSTUDS, FURRING CHANNELS, ETC., DOES NOT REQUIRE SPECIAL INSPECTION.)

15. ALL WELDING DONE IN THE SHOP OF A LICENSED STEEL FABRICATOR SHALL REQUIRE CONTINUOUS INSPECTION BY ANAWS CERTIFIED INSPECTOR APPROVED BY THE GOVERNING AGENCY.

STRUCTURAL OBSERVATION:

1. THE STRUCTURAL ENGINEER OF RECORD (SEOR), OR HIS/HER DESIGNATED ENGINEER, SHALL PROVIDE VISUALSTRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM FOR GENERAL CONFORMANCE TO THE APPROVEDCONSTRUCTION DOCUMENTS AND SPECIFICATIONS AT SIGNIFICANT CONSTRUCTION STAGES AND AT COMPLETION OFTHE STRUCTURAL SYSTEM, AS REQUIRED BY CBC SECTION 1709 AND AS DEFINED IN CBC SECTION 1702. WRITTENREPORTS SHALL BE SUBMITTED TO THE OWNER'S REPRESENTATIVE OR HIS DESIGNEE FOR DISTRIBUTION TO THESPECIAL INSPECTOR, CONTRACTOR AND BUILDING OFFICIAL.

2. THE STRUCTURAL OBSERVER SHALL SUBMIT A WRITTEN STATEMENT TO THE GOVERNING AGENCY THAT THE SITE VISITSHAVE BEEN MADE. SUCH REPORTS SHALL IDENTIFY ANY OBSERVED DEFICIENCIES, WHICH TO THE BEST OF THESTRUCTURAL OBSERVER'S KNOWLEDGE HAVE NOT BEEN RESOLVED. AT THE COMPLETION OF THE STRUCTURAL SYSTEMTHE STRUCTURAL OBSERVER SHALL PROVIDE A FINAL OBSERVATION REPORT INDICATING THAT TO THE BEST OF HIS/HERKNOWLEDGE ALL OBSERVED DEFICIENCIES HAVE BEEN RESOLVED AND THE STRUCTURAL SYSTEM GENERALLYCONFORMS TO THE APPROVED PLANS AND SPECIFICATIONS.

3. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY OF THE INSPECTIONS BY THE BUILDINGOFFICIAL AS REQUIRED BY CBC SECTION 109, SPECIAL INSPECTIONS REQUIRED BY CBC SECTION 1704, OR ANY OTHERINSPECTION REQUIRED BY OTHER SECTIONS OF THE CODE OR AS NOTED ELSEWHERE IN THE CONTRACT DOCUMENTS.THE STRUCTURAL OBSERVER DOES NOT HAVE THE AUTHORITY TO APPROVE COVERING OF CONSTRUCTION AND HIS/HERPOSITIVE DISPOSITION OF THE OBSERVATION REPORT DOES NOT WARRANT THAT THE CONSTRUCTION WILL PASS THEBUILDING OFFICIAL'S INSPECTION.

4. STRUCTURAL OBSERVATION FOR THIS PROJECT SHALL BE PROVIDED BY MHP, INC., 4500 E. PACIFIC COAST HIGHWAY,SUITE 100, LONG BEACH, CALIFORNIA 90804; TELEPHONE (562) 985-3200; FAX (562) 985-1011.

5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONSTRUCTION SCHEDULE AND SHALL NOTIFY THE STRUCTURALOBSERVER NO LESS THAN THREE (3) BUSINESS DAYS IN ADVANCE OF REQUIRED OBSERVATIONS. FAILURE OF THECONTRACTOR TO PROVIDE ADEQUATE NOTIFICATION MAY RESULT IN DELAYS DUE TO CORRECTIVE WORK OR REMOVALOF SUBSEQUENT WORK TO ALLOW ADEQUATE OBSERVATION. REMOVAL AND REPLACEMENT OF ANY FINISHED WORKAND/OR FRAMING DAMAGED BY THE REMOVAL PROCESS OR AS REQUIRED FOR CORRECTIVE ACTION RESULTING FROMINADEQUATE NOTIFICATION SHALL BE AT THE CONTRACTOR'S EXPENSE.

6. THE STRUCTURAL OBSERVER SHALL AS A MINIMUM PERFORM STRUCTURAL OBSERVATION AT THE FOLLOWING STAGESOF CONSTRUCTION (CONSTRUCTION STAGES AND ELEMENTS/CONNECTIONS TO BE OBSERVED):

A. CONCRETE & REINFORCING STEELAFTER EXCAVATION OR FORMING AND PLACEMENT OF REINFORCING STEEL, PRIOR TO CLOSING FORMS ANDPLACEMENT OF CONCRETE, FOR FIRST SIGNIFICANT POUR OF STRUCTURAL WORK.

B. MASONRY & REINFORCING STEELAFTER PLACEMENT OF MASONRY UNITS AND PLACEMENT OF REINFORCING STEEL, PRIOR TO PLACEMENT OFGROUT, FOR FIRST SIGNIFICANT POUR OF STRUCTURAL WORK.

C. WOOD SHEAR WALLSREPRESENTATIVE SAMPLING OF SHEAR PANEL NAILING AND ANCHORAGE SYSTEMS, PRIOR TO COVERING.

D. MANUFACTURED WOOD TRUSSES OR JOISTSREPRESENTATIVE SAMPLING OF TRUSS AND JOIST INSTALLATION, PRIOR TO COVERING.

E. FLOOR/ROOF DIAPHRAGMSREPRESENTATIVE SAMPLING OF CONNECTION OF DIAPHRAGM (i.e. NAILING, POWER-DRIVEN FASTENERS OR WELDS)TO THE FRAMING SYSTEM.

F. COMPLETION OF STRUCTURAL SYSTEM

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12-14-2012 2010.03FF CSULA CDS

10102012.pln

© 2012 ENVIRON ARCHITECTURE

12-14-2012BLDG DEPT SUBMITTAL

NO DATEDESCRIPTION

TRUCTURAL E NGI N SRE E

MHP JN

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3900 Cover StreetLong Beach, CA 90808

562.985.3200 P562.985.1011 F

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STRUCTURALNOTES

CONTINUED

S-1.1

AT HIGH ROOF (OR ABOVE FLATDIAPHRAGM SUPPORTED BY 2x JOIST)

TILE 11.5 PSF

PLYWOOD 1.5 PSF

INSULATION, SPRINKLERS 3.0 PSF

TRUSSED RAFTERS(INCLUDING CALIFORNIA

FRAMING)VARIES

MISCELLANEOUS 4.0 PSF

LIVE LOAD 20 PSF

TRUSSED RAFTER NOTES:

1. TRUSSED RAFTERS SHALL BE MANUFACTURED BY A FABRICATOR WITH AT LEAST 3 YEARS SATISFACTORY EXECUTIONOF THIS TYPE OF WORK.

2. TRUSSED RAFTERS SHALL BE FABRICATED WITH LIGHT METAL PLATES AS MANUFACTURED BY COMPUTRUS,GANGNAIL,OR EQUAL AND SHALL CONFORM TO 2010 CBC.

3. COMPLETE DESIGN CALCULATIONS AND DETAILS, INCLUDING FRAMING PLAN, LOCATION OF MULTIPLE TRUSSED RAFTERSAND SHEAR TRUSSES, CONNECTION DETAILING, TRUSS AND WEB CONFIGURATION, SHALL BE PREPARED BY AREGISTERED CIVIL ENGINEER. AFTER APPROVAL BY STRUCTURAL ENGINEER, STAMPEDAND SIGNED CALCULATIONS ANDDRAWINGS SHALL BE SUBMITTED TO BUILDING DEPARTMENT FOR APPROVAL.

4. SUGGESTED WEB CONFIGURATION FOR TRUSSED RAFTERS, SHOWN ON TRUSSED RAFTER ELEVATIONS. MAY BEMODIFIED WITH THE APPROVAL OF STRUCTURAL ENGINEER AND BUILDING DEPARTMENT. GENERAL CONTRACTOR SHALLCOORDINATE MODIFICATIONS WITH ALL AFFECTED TRADES AND SHALL VERIFY THAT NO TRADE IS ADVERSELYAFFECTED.

5. TRUSSED RAFTERS ARE CONSIDERED AS A "DEFERRED APPROVAL" ITEM. FABRICATION OF TRUSSES SHALL NOT BESTARTED UNTIL DRAWINGS AND CALCULATIONSAS OUTLINED ABOVE, ARE APPROVED BY STRUCTURAL ENGINEER ANDBUILDING DEPARTMENT. SUFFICIENT TIME SHALL BE ALLOWED FOR THE REVIEW/, APPROVAL PROCESS SO THAT THEPROJECT SCHEDULE IS NOT AFFECTED.

6. ADEQUATE ERECTION BRACING SHALL BE INSTALLED TO HOLD THE TRUSSED RAFTERS TRUE AND PLUMB AND IN SAFECONDITION UNTIL PERMANENT TRUSSBRACING IS INSTALLED. ALL BRACING SHALL BE INSTALLED AND FASTENED BEFOREAPPLICATION OF ANY LOADS TO THE TRUSSED RAFTERS. REQUIRED ERECTION AND PERMANENT BRACING SHALL BENOTED WITH THE DETAILS SUBMITTED FOR APPROVAL.

7. RAFTERS SHALL BE DESIGNED FOR THE FOLLOWING LOADS:

(CEILING JOISTS SHALL BE DESIGNED FOR A MINIMUM LIVE LOAD OF 10 PSF PLUS DEAD LOAD OF 11 PSF).

8. TRUSS PLANS AND CALCULATIONS SHALL BE SUBMITTED TO THE CITY BUILDING DEPARTMENT AND PROJECTSTRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION. APPROVED TRUSS DRAWINGS MUST BE ON THEJOBSITE FOR INSPECTION PURPOSES.

9. TRUSS LAYOUT AND WEB CONFIGURATION SHALL BE COORDINATED TO ACCOMMODATE ALL OPENINGS REQUIRED FORMECHANICAL AND ARCHITECTURAL.

10. DESIGN TRUSSES OVER SHEAR WALLS FOR A 200 PLF SHEAR LOADS PARALLEL TO LENGTH OF TRUSS.

11. DRAG TRUSSES (AS DESIGNATED ON PLAN THUS: "DRAG TRUSS") SHALL BE DESIGNED TO TRANSMIT THE AXIAL FORCEINDICATED FROM TOP CHORD TO BOTTOM CHORD, AND THE BOTTOM CHORD SHALL BE VERIFIED FOR AXIAL TENSIONAND COMPRESSION CAPACITY.

FRAMING LUMBER:

1. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH, WEST COAST (WCDF) OF THE FOLLOWING MINIMUM GRADES(UNLESS NOTED OTHERWISE):

A. PLATES, BLOCKING, 2x FRAMING AND 2x6 STUDS AND LARGER = No. 2B. 2x4 STUDDING = CONSTRUCTION GRADEC. 2x ROOF FRAMING, BEAMS, HEADERS AND OTHER 4x OR LARGER MEMBERS (UNO) = No. 1D. POSTS = SELECT STRUCTURAL

2. STRUCTURAL PLYWOOD SHALL BE DOUGLAS FIR CONFORMING TO UNITED STATES PRODUCT STANDARD PS-1-95EXTERIOR GRADE, MARKED STRUCTURAL I AND SHALL BE STAMPED BY AN APPROVED FABRICATOR.

3. FEATURES OF THE CONSTRUCTION OF HORIZONTAL WOOD DIAPHRAGMS, SHEAR WALLS AND ANY SPECIALCONNECTIONS WITHIN OR BETWEEN SUCH ELEMENTS SHALL BE INSPECTED AFTER INSTALLATION IN ACCORDANCE WITHTHE FOLLOWING INSPECTION STANDARD. INSPECTION MAY BE PERFORMED ON A PERIODIC BASIS PROVIDED ALLFEATURES HAVE BEEN INSPECTED PRIOR TO THE INSTALLATION OF ANY COVERING MATERIALS. THIS INSPECTION SHALLBE DONE BY A SPECIAL INSPECTOR WHEN SHEATHING BOUNDARY NAILING IS CLOSER THAN FOUR INCHES (4") ONCENTER.

A. FRAMING ON WHICH THE DIAPHRAGM AND SHEAR WALL SHEATHING IS INSTALLED SHALL BE OF THE SIZE AND GRADEAND MOISTURE CONTENT SPECIFIED. WET LUMBER SHALL BE ALLOWED TO AIR DRY TO COMPLY WITH THE SPECIFIEDMOISTURE CONTENT UNDER WHICH IT IS GRADED, PRIOR TO COVERING WITH SHEATHING. SPACING OF FRAMINGMEMBERS SHALL BE AS SPECIFIED AND ACCURATELY MAINTAINED SO AS TO ENSURE ADEQUATE EDGE AND ENDDISTANCES. WHERE ADEQUATE EDGE OR END DISTANCES ARE NOT OBTAINED, THE FRAMING SHALL BE ADJUSTED ORTHE SHEATHING TRIMMED TO SECURE PROPER END AND EDGE DISTANCES AND OTHER CLEARANCES. FRAMINGOBSERVED TO HAVE BEEN SPLIT BY FASTENERS SHALL BE REPLACED AND THE SHEATHING REFASTENED.

B. SHEATHING SHALL BE OF THE TYPE, THICKNESS AND GRADE CALLED FOR ON THE PLANS. ALTERNATE SHEATHINGMATERIAL SHALL NOT BE USED WITHOUT THE WRITTEN AUTHORIZATION OF THE SEOR.

C. FASTENERS USED TO CONNECT SHEATHING TO UNDERLYING FRAMING SHALL BE OF THE SIZE SPECIFIED ON THEPLANS, INSTALLED AT THE CENTER-TO-CENTER SPACING NOTED THEREIN. FASTENERS SHALL BE INSTALLED AT THEMINIMUM DISTANCE FROM THE EDGE OR END OF THE DIAPHRAGM OR SHEAR WALL SHEATHING. THE FASTENER HEADSHALL BE DRIVEN FLUSH BUT SHALL NOT FRACTURE THE SURFACE OF THE SHEATHING. FASTENERS SHALL BESTAGGERED ALONG THE UNDERLYING FRAMING MEMBERS TO THE EXTENT PERMITTED BY EDGE AND END DISTANCEREQUIREMENTS. FASTENERS SHALL PENETRATE THROUGH THE SHEATHING AND INTO SOLID FRAMING OR BLOCKINGBEHIND. INCORRECTLY FASTENED SHEATHING SHALL BE IDENTIFIED AND REPAIRED AS DIRECTED BY THE SEOR.

D. BLOCKING CALLED FOR AT THE UNSUPPORTED EDGES OF PANEL SHEATHING AND ELSEWHERE, SHALL BE OF THETHICKNESS AND GRADE OF MATERIAL SPECIFIED AND/OR NOTED. BLOCKING BETWEEN WOOD MEMBERS SHALL BESNUGLY FIT. BLOCKING OBSERVED TO HAVE BEEN SPLIT BY THE FASTENERS SHALL BE REPLACED AND SHEATHINGREFASTENED.

E. SPECIAL FASTENINGS SHOWN ON THE PLANS, SUCH AS HORIZONTAL DIAPHRAGM AND SHEAR WALL SHEATHINGNAILING TO CHORDS, DRAG STRUTS, POST TIE-DOWNS AND BLOCKING ABOVE SHEAR WALLS, SHALL BE INSTALLED.SILLS SHALL BE SECURED AS SHOWN ON THE PLANS. SPECIAL CLIPS, STRAPS, TIE-DOWNS AND OTHER CONNECTIONSWITHIN OR BETWEEN DIAPHRAGMS AND SHEAR WALLS SHALL BE INSTALLED AS SHOWN ON THE PLANS. SPECIALINSPECTION SERVICES SHALL BE SCHEDULED SO AS TO ALLOW ANY CORRECTIVE WORK TO BE ACCOMPLISHEDWITHOUT INTERFERENCE WITH LATER SCHEDULED WORK.

F. PANEL LAYOUT RELATIVE TO THE FRAMING AND THE PANEL JOINTS SHALL BE AS SHOWN ON THE PLANS. END JOINTSON FLOOR AND ROOF DIAPHRAGMS SHALL BE STAGGERED A MINIMUM OF TWO FRAMING MEMBERS FOR FRAMINGSPACED 24 INCHES ON CENTER OR LESS AND ONE FRAMING MEMBER FOR FRAMING SPACED MORE THAN 24 INCHES.THE LONG AXIS OF PANEL SHALL BE ORIENTED ACROSS THE SUPPORTING FRAMING MEMBERS UNLESS OTHERWISESHOWN OR NOTED ON THE PLANS. PANEL ENDS SHALL BE SUPPORTED ON FRAMING. SHEAR WALL PANELS SHALL BEORIENTED AS NOTED ON THE PLANS.

4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY SHOWN, NOTED OR APPROVED BY THESEOR.

5. MAXIMUM MOISTURE CONTENT FOR ALL STRUCTURAL MEMBERS SHALL NOT EXCEED 19 PERCENT (19%) UNLESS NOTEDOTHERWISE. ALL 2x FRAMING SHALL BE STAMPED “S-DRY.” ANY LUMBER STAMPED “S-GREEN” SHALL HAVE A MOISTURECONTENT OF LESS THAN 19% AT THE TIME OF INSTALLATION AND THE MOISTURE CONTENT SHALL BE TESTED WITH AMOISTURE METER HAVING ONE INCH (1”) NEEDLE IN THE PRESENCE OF AN INSPECTOR.

6. BOLT HOLES TO BE NOMINAL DIAMETER OF BOLT PLUS 1/16" UNLESS NOTED OTHERWISE. PROVIDE WASHERS UNDERHEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.

7. PRESERVATIVE-TREATED WOOD (i.e. PROTECTED AGAINST DECAY OR INSECT ATTACK) SHALL BE USED FOR WOODFRAMING MEMBERS WHICH FORM THE STRUCTURAL SUPPORTS OF BUILDINGS, BALCONIES, PORCHES OR SIMILARPERMANENT BUILDING APPURTENANCES WHEN SUCH MEMBERS ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATEPROTECTION FROM A ROOF, EAVE, OVERHANG OR OTHER COVERING TO PREVENT MOISTURE OR WATER ACCUMULATIONON THE SURFACE OR AT JOINTS BETWEEN MEMBERS IN ACCORDANCE WITH CBC SECTION 2304.11. WHERE MEMBERSARE FIELD CUT, DRILLED, NOTCHED OR OTHERWISE ALTERED IN THE FIELD, ALL AFFECTED SURFACES SHALL BERE-TREATED.

8. WOOD FRAMING TO BE PRESERVATIVE-TREATED SHALL CONFORM TO THE REQUIREMENTS OF THE APPLICABLE AWPASTANDARD U1 AND M4 FOR THE SPECIES, PRODUCT, PRESERVATIVE AND END USE. THESE WOOD MEMBERS SHALL BEARTHE QUALITY MARK OF AN INSPECTION AGENCY THAT MAINTAINS CONTINUING SUPERVISION, TESTING AND INSPECTIONOVER THE QUALITY OF THE PRESERVATIVE-TREATED WOOD IN CONFORMANCE WITH CBC SECTION 2303.1.8.1.

9. WHERE PRESERVATIVE-TREATED WOOD IS USED IN ENCLOSED LOCATIONS WHERE DRYING IN SERVICE CANNOT READILYOCCUR, SUCH WOOD SHALL BE AT A MOISTURE CONTENT OF 19 PERCENT (19%) OR LESS BEFORE BEING COVERED WITHINSULATION, INTERIOR WALL FINISH, FLOOR COVERING OR OTHER MATERIALS IN CONFORMANCE WITH CBC SECTION2303.1.8.2.

10. FRAMING HANGERS, CAPS, HOLDOWNS, POST BASES, ANCHORS, CONNECTORS, ETC., SHALL BE AS MANUFACTURED BY"SIMPSON COMPANY" OR APPROVED EQUAL TO BE SUBMITTED TO STRUCTURAL ENGINEER FOR APPROVAL PRIOR TOINSTALLATION.

11. FASTENERS USED FOR THE ATTACHMENT OF EXTERIOR WALL COVERINGS AND/OR PRESERVATIVE-TREATED WOODMEMBERS, SHALL BE OF HOT-DIPPED ZINC-COATED GALVANIZED STEEL (ASTM A-153), MECHANICALLY DEPOSITEDZINC-COATED STEEL (ASTM B-695), STAINLESS STEEL, SILICON BRONZE OR COPPER.

12. NAILS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F-1667 PER CBC SECTION 2303.6. NAILS SHALL BE COMMONWIRE (UNO) AND THE NUMBER OF NAILS CONNECTING WOOD MEMBERS SHALL NOT BE LESS THAN THE AMOUNTS SETFORTH IN THE PREVAILING BUILDING CODE. GALVANIZED COMMON NAILS SHALL BE USED FOR ALL EXPOSED EXTERIORWOOD. COMMON NAILS SHALL CONFORM TO THE SPECIFICATIONS OF NAIL PROPERTIES SCHEDULE BELOW:

13. TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF APPROXIMATELY 30 DEGREES WITH THE MEMBER AND STARTEDAPPROXIMATELY 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END.

14. AT THE ROOF, PROVIDE FULL HEIGHT SOLID BLOCKING AT ENDS OF ALL JOISTS ABOVE BEARING WALLS, AND AT 8-FOOTON CENTER FOR MEMBERS NOMINALLY 14" DEEP OR LARGER.

15. STITCH NAILING FOR DOUBLE SAWN JOISTS SHALL BE 16d NAILS AT 12" ON CENTER STAGGERED TOP AND BOTTOM.STITCH BOLTING FOR BUILT UP BEAMS (FOUR 2x MEMBERS MAXIMUM) SHALL BE 1/2" DIAMETER MACHINE BOLT AT 18" ONCENTER. STITCH BOLTING FOR FIVE 2x MEMBERS OR MORE SHALL BE 5/8" DIAMETER MACHINE BOLTS AT 18" ON CENTERSTAGGERED TOP AND BOTTOM, UNLESS NOTED OTHERWISE.

16. STITCH NAIL DOUBLE STUDS A MINIMUM OF 16d NAILS AT 16" ON CENTER, UNLESS NOTED OTHERWISE.

17. ALL STUDDING SHALL BE CONTINUOUS BETWEEN POINTS OF LATERAL SUPPORT.

18. PROVIDE A MINIMUM OF A DOUBLE STUD UNDER 4x AND LARGER (OR BUILT-UP BEAMS) UNLESS NOTED OTHERWISE ONPLAN.

19. PRE-DRILL ALL LAG SCREW HOLES WITH DIAMETER (D) FOR UNTHREADED SHANK, 40% TO 70% OF D FOR THREADEDPORTION. THE THREADED PORTION OF LAG SCREWS SHALL BE INSERTED IN ITS LEAD HOLE BY TURNING WITH AWRENCH, NOT BY DRIVING WITH A HAMMER. PROVIDE SOAP OR LUBRICANT ON LAG SCREWS OR IN LEAD HOLE TOFACILITATE INSERTION AND PREVENT DAMAGE TO LAG SCREWS OR WOOD SCREWS.

NAIL PROPERTIES SCHEDULE

DESIGNATION LENGTH WIRE DIAMETER HEAD DIAMETER

6d 2" 0.113" 0.266"

8d 2 1/2" 0.131" 0.281"

10d 3" 0.148" 0.312"

12d 3 1/4" 0.148" 0.312"

16d 3 1/2" 0.162" 0.344"

20d 4" 0.192" 0.406"

NOTE: 10d COMMON SHORT (2-1/8" LONG) MAY BE USED AT 1/2" AND THINNERPLYWOOD IN LIEU OF 10d COMMON (3") OR 8d COMMON (2-1/2"). NAILINGSHALL NOT BREAK THROUGH OUTER PLY OF PLYWOOD. IF PNEUMATIC GUNSARE USED, THEY SHALL BE ADJUSTED TO SATISFY THE ABOVE CRITERIA.

D

30" MIN LAPTYP UNO

D 1.75(S)

S

3" CLR

3" CLR

S = 1'-6" MAXD = FTG DEPTH

FOOTING TOPREINF AS OCCURS

STEP

PER

PLA

N

FOOTING &REINF PERPLAN

MATCH FOOTINGREINF

30" MIN LAP

SCALE:STEPPED FOOTING 9

NONE

SCALE:PIPES THROUGH FOOTINGS 4

NONE

9"

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STEM WALL ASOCCURS

SECTION ELEVATION

SCALE:FOOTING POURED AGAINST EARTH 3

NONE

NOTES:1. STAKES ARE NOT PERMITTED WITHIN

FOOTING OR GRADE BEAM SECTION.2. STARTER WALL REQUIRED FOR ALL

MASONRY OR CONCRETE WALLS.

FOOTING WIDTHPER PLAN +2"

6"MIN

CONT MINCLEAN OUT

AFTER SET, CLEAN TOREMOVE LAITANCE & SCUM

MIN 2" CONTROLLED FILLPER GEOTECH REPORT

CURB OR STARTERWALL, 3" MIN

FORMWORK NOTPERMITTED BELOW GRADEUNLESS FULLY FORMED

2" PLANKING, TYP

CUT BACKSPALL, TYP

SCALE:EXCAVATION ADJACENT TO FOOTING 2

NONE

FTGPERPLAN

1'-6"MIN

10'-0"

EXCAVATION

NO EXCAVATIONBELOW THIS LINE, TYP

NOTE:COORDINATE ALL EXCAVATIONS WITHFOUNDATION REQUIREMENTS TO PREVENTUNDERMINING OF EXISTING FOOTINGS.

9"

GRADE

BACKFILL

12

2

1

SCALE:STANDARD REINFORCING HOOKS 6

NONE

12dHO

OKA

OR G

J

4d(21

2" MIN)

HOOKA OR G

BAR SIZE

#3

#4

#5

#6

#7

#8

D

2 1/4"

3"

3 3/4"

4 1/2"

5 1/4"

6"

#10 10 3/4"

#11 12"

#14 18 1/4"

#18 24"

#9 9 1/2"

5"

7"

8"

10"

11"

180°A OR G

3"

4"

5"

6"

7"

8"

J

6"

1'-5"

1'-7"

1'-1 1/4"

2'-3"

1'-2 3/4"

3'-0"

1'-9 3/4"

2'-4 1/2"

1'-3" 11 3/4"

A OR G

6"

8"

10"

1'-0"

1'-2"

1'-4"

90°

1'-10"

2'-0"

2'-7"

3'-5"

1'-7"

HOOKDEVELOPMENT

LENGTH PER DETAIL

HOOKDEVELOPMENT

LENGTH PER DETAIL

d(BAR

Ø)

NOTE:UNLESS OTHERWISE DIMENSIONED OR NOTED ONPLAN OR DETAIL, EVERY BAR SHOWN OR NOTED ASHOOKED (EXCLUDING STIRRUPS, TIES AND CROSSTIES)SHALL HAVE STANDARD HOOK PER THIS DETAIL.

D

D

90° HOOK

180° HOOK

d(BAR

Ø)

ALL GRADES OF STEELD = INSIDE BEND DIAMETERd = NOMINAL BAR DIAMETER

SCALE:HSS OR PIPE COL TO FOOTING 7

NONE

AA

PER PLAN

3"CLRTYP

3" CLR

8" M

IN

PER

PLAN

6" M

IN

PER

PLAN

3" MINTYP

AISCMIN

HSS OR PIPE COLPER PLAN

1 1/2" NONSHRINK GROUT

NATURALGRADE

ANCHOR BOLTSPER SCHEDULE

FOOTING & REINFPER PLAN

SECTION A-A

BASE PLATE SCHEDULE

D BASE PLATETHICKNESS

ANCHORBOLTS

3/4"5" 3/4"Ø-- --- -

1 1/2"

TYP

1 1/2"TYP

D3"

3"

SECTION A-A

SCALE:

SLAB CONTROLAND CONSTRUCTION JOINTS 1

NONE

t/4 MIN

1'-0"

t

#4x2'-0 @ 24"OC AT CL OFSLAB, SLEEVE & GREASEONE END OF DOWEL (OMITAT COLUMN BLOCKOUT)

PLASTICQUICK JOINT

SLAB

THIC

KNES

SPE

R PL

AN,

6" M

IN

t/4 M

INt/3

MAX

SAWCUT WITHIN48 HOURS OFCONCRETE SET

CONTROL JOINT OPTIONS

CONSTRUCTION JOINT

SCALE:NOT USED 10

NONE

SCALE:

ADHESIVE ANCHORS INNORMAL-WEIGHT CONCRETE & CMU 12

NONE

INSTALLATION SHALL CONFORM TO THE MANUFACTURER'S INSTRUCTIONS AND THE APPLICABLE EVALUATIONREPORT.

1.

HOLES FOR INSTALLATION OF THE THREADED ROD OR REINFORCING BAR SHALL BE DRILLED USING A DRILL ANDTHAT HAS A CARBIDE-TIPPED BIT THAT COMPLIES WITH ANSI B212.15.

2.

ADHESIVE ANCHOR DETAIL NOTES:

HOLES SHALL BE CLEANED OF DUST AND DEBRIS, USING A WIRE BRUSH AND COMPRESSED AIR REPEATEDLY PERMANUFACTURER'S RECOMMENDATIONS AS REQUIRED TO REMOVE PARTICULATE DEBRIS AND TO ACHIEVE ARELATIVELY DUST-FREE SURFACE.

4.

OIL, SCALE, AND RUST SHALL BE REMOVED FROM THE THREADED ROD OR REINFORCING BAR PRIOR TOINSTALLATION.

5.

CONTINUOUS SPECIAL INSPECTION IN ACCORDANCE WITHSECTION 1704 OF THE CALIFORNIA BUILDING CODE ISREQUIRED DURING INSTALLATION. THE SPECIAL INSPECTORSHALL RECORD DATA SPECIFIED IN THE "SPECIALINSPECTION" SECTION OF THE APPLICABLE EVALUATIONREPORT.

6.

APPROVED ADHESIVE ANCHOR SYSTEMS AND EVALUATIONREPORTS AS FOLLOWS:

7.

HILTI HIT-RE 500-SD ESR-2322(E) CONCRETEWALL, FTG ORSLAB

CONCRETE:EMBED PERDETAIL

THREADED RODOR REBAR DOWELAS OCCURS

EMBED PERDETAIL

UNLESS NOTED OTHERWISE, AN IMPACT DRILL OR ROTO-HAMMER DRILL MAY NOT BE USED EXCEPT WHERE THEDEPTH OF THE DRILLED HOLE IS 50% OR LESS THAN THE THICKNESS OF THE CONCRETE BASE MATERIAL (I.E. A 4”DEEP HOLE IN 8” THICK CONCRETE MAY BE DRILLED WITH AN IMPACT DRILL OR ROTO-HAMMER DRILL).

3.

EXISTING REINFORCING SHALL NOT BE CUT. IF REINFORCINGIS ENCOUNTERED, ADJUST HOLE LOCATION BY 2" MAXIMUM,BUT NOT CLOSER TO THE EDGE OF CONCRETE, ASREQUIRED TO AVOID REINFORCING. DRILLED HOLES THATARE ABANDONED SHALL BE FILLED WITH EPOXY.

8.

SCALE:TYPICAL SLAB-ON-GRADE 5

NONE

PER

PLAN

2"2"

REINFORCING SIZE &SPACING PER PLAN

CONCRETE SLAB ONGRADE PER PLAN

CLR

PER

PLAN

SAND PER SOILSREPORT

10 MIL VAPORBARRIER WHEREOCCURS

COMPACTED FILL PERSOILS REPORT

SCALE:

NON-BEARING STUD WALL AT SLAB-ON-GRADE 11

NONE

8"

FINISH PER ARCH

2x STUD WALL PER PLANOR2x4 STUDS @ 16"OC

2x SILL PL W/ 1/4"Ø SHOT PINS,THRU METAL WASHERS (2 1/2"EMBED) @ 8" MAX FROM EAEND & @ 4'-0"OC BETWEEN

4"

CONC CURB WHEREOCCURS PER PLAN,SEE 2 S-1.3

DEPRESSIONWHERE OCCURS

SLAB ON GRADE &REINF PER PLAN

11

2'-0"

SCALE:

WALL AND FOOTING REINFORCING AT CORNER AND INTERSECTION 8

NONE

ADD (1)-#5 VERT MINOR BOUNDARYSTEEL PER PLAN

ADD (2)-#5 VERT MINOR BOUNDARYSTEEL PER PLAN

ALTERNATE BEND

IN LIEU OF ADDEDCORNER BAR, HORIZ BARSMAY HAVE HOOKED ENDSWITH NOTED LAP

SINGLE CURTAINPLAN VIEW

DOUBLE CURTAINPLAN VIEW

0"TYP

COVERAS REQD, TYP

1/2" WALL THKMAX, TYP

48 BAR Ø18" MIN, TYP

48 BAR Ø18" MIN, TYP

48 BAR

Ø18

" MIN

, TYP

48 BAR

Ø18

" MIN

, TYP

HO

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0032

12-14-2012 2010.03FF CSULA CDS

10102012.pln

© 2012 ENVIRON ARCHITECTURE

12-14-2012BLDG DEPT SUBMITTAL

NO DATEDESCRIPTION

TRUCTURAL E NGI N SRE E

MHP JN

S

3900 Cover StreetLong Beach, CA 90808

562.985.3200 P562.985.1011 F

110187.00

H:\2

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1101

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2pm

02-14-2013BID SET

TYPICALFOUNDATIONSECTIONS &

DETAILS

S-1.2

SCALE:SLAB EDGE AT DOOR OPENINGS 8

NONESCALE:SECTION 11

NONE

SCALE:

CONSTRUCTION JOINT INSLAB-ON-GRADE AT CONC COL 4

NONE

SCALE:CONCRETE CURBS 2

NONE

SCALE:EXTERIOR WALL SECTION 7

NONESCALE:EXTERIOR WALL SECTION 10

NONE

1/4" PREFORMEDFILLER ALLAROUND COL

90°

CONSTRUCTIONJOINT

90°

VARIES

CONSTRUCTIONJOINT

CONC COLPER PLAN

4" MIN

TYP

4"MINTYP

WALL OR EDGEOF SLAB ASOCCURS PERPLAN

FACE OF CONCCOLUMN

SECTION A-A

PLAN VIEW

A

A

3" MIN

PER

ARCH

2-#3 CONT W/ 18"BENDS OR 18"x18"DOWELS @ CORNERS

#3 @ 18"OC,FULL LAP

1"CLR

THICKEN SLAB ASREQ'D TO PROVIDE3" MIN COVER

TOP OF SLAB

CURB WIDTH PERARCH, 8" ORGREATER

#3 CONT W/ 18"BENDS OR 18"x18"DOWELS @ CORNERS

#3 @ 18"OC

THICKEN SLAB ASREQ'D TO PROVIDE3" MIN COVER

TOP OF SLAB

CURB WIDTH PERARCH, 3 1/2" MIN, 8"MAX

6"

NARROW CURB

WIDE CURB

3" MIN

PER

ARCH

1'-0"

SLAB-ON-GRADEREINF PERPLAN

16

NOTE:IF APPLICABLE, SEE FOUNDATION PLAN FORINFORMATION NOT SHOWN.

SCALE:

ELEVATIONCHANGE IN SLAB-ON-GRADE 3

NONE

STUD WALL ASOCCURS

CURB PERARCH

SCALE:

INTERIOR SHEAROR BEARING WALL SECTION 6

NONE

CONC SLAB PERPLAN

#4 @ 18"OC,ALT BEND

PER PLAN

PER

PLAN

3" CLR

3"CLR

SILL PL & ANCHORBOLTS PER SHEARWALL SCHED

2x STUD WALL ORPOST PER PLAN

3-#5 T&B

EN

PLYWD SHTGPER PLAN

24" M

IN

AT ANCHOR BOLTS,PROVIDE CONT #5PARALLEL TO WALL

CURB PER 2 S-1.3 TOMATCH THICKNESS OFSTUD

OMIT CURB AT DOORS& WHERE INDICATEDON ARCH DWGS

#4 DOWEL@ 16"OC

SITE PAVING/FINISHGRADE PER CIVIL

#4 @ 24"OC,ALT BEND

3-#5 T&B

PER

PLAN

PER

PLAN

3"

3"CLR

3x SILL PL & ANCHOR BOLTSPER SHEAR WALL SCHED

#4 CONT

1/2" PLY SHEATHINGW/10d @ 12" OC

EN

1236

6" MIN

3"CLROPTIONAL

CONSTRUCTION JOINT@ CONTRACTORSOPTION

PER PLAN

8" MIN CURB

PERARCH

A

A

PER PLAN

PER

PLAN

3" CLR

3"CLR

3-#5 T&B

#4 @ 18"OC,ALT BEND

CONC SLABPER PLAN

SITE PAVING/ FINISHGRADE PER CIVIL

CURB & STUD WALLBEYOND

BEND DOWN SLAB BARS @OPENINGS

SECTION A-A

6" MIN

BEND END BAR @ CURBOR STEM WALL DOWNINTO FOOTING

TOP OF CURB OR STEMWALL

TOP OF SLAB

SITE PAVING/FINISH GRADEPER CIVIL

#4 @ 24"OC,ALT BEND

5-#5 T&B

PER

PLAN

PER

PLAN

3"

3"CLR

2x STUD WALLPER PLAN

#4 CONT

1/2" PLYWD W/10d @ 2" OC

OPTIONALCONSTRUCTION JOINT@ CONTRACTORSOPTION

PER PLAN

8" MIN CURB

ENPER

ARCH

EDGE OF FOOTINGBEYOND

NOTE:FOR BALANCE OF INFO SHOWNSEE 7 S-1.3

2" PRE-MANUFACTUREDSTONE CAP PER ARCH

6"

SITE PAVING/FINISHGRADE PER CIVIL

#4 CONT @ 12" OC

PER

PLAN

WINDOWPER ARCH

SIM CONDITION

PER

ARCH

EN

8"

PER PLAN

6" M

IN

2x STUD WALL ORPOST PER PLAN

FOR BALANCE OFINFO NOT SHOWN,SEE 10 S-1.3

PERARCH

PER

ARCH

2'-0"

MAX

2'-0"

FIN GRADE

PER

PLAN

SCALE:TYPICAL FOUNDATION EXCAVATION 1

NONE

REMO

VAL O

F UN

DOCU

MENT

ED F

ILLTO

BE

VERI

FIED

BY

GEOT

ECHN

ICAL

ENG

INEE

R

RE-COMPACTEDENGINEERED FILL

HOLDDOWNTYPE

HDU2-SDS2.5HDU4-SDS2.5

t(GA)

DIMENSIONS (IN)

HDU5-SDS2.5HDU8-SDS2.5

14141410 3

333 8 11/16

10 15/1613 3/1616 5/8 3 1/2

3 1/43 1/43 1/4 1 5/16

1 5/161 5/161 3/8 11/2

1 3/81 3/81 3/8 5/8

5/87/87/8

SSTB24

DIA(IN)

SDS SCREWS

6-SDS 1/4"x2 1/2"

SOCLBHW

HOLDOWN ANCHORAGE SCHEDULE

NOTES:1. ALL HOLDOWNS, CONCRETE ANCHORS, AND STUD BOLTS SHALL CONFORM TO THIS DETAIL UNLESS NOTED

OTHERWISE ON PLAN OR DETAIL.2. HOLDOWN TYPE NUMBER REFERS TO SIMPSON STRONG-TIE COMPANY PRODUCTS.3. *SSTB INDICATES SPECIAL ANCHOR BOLTS BY SIMPSON STRONG-TIE COMPANY.

SCALE:TYPICAL HOLDOWN DETAIL 5

NONE

10-SDS 1/4"x2 1/2"14-SDS 1/4"x2 1/2"20-SDS 1/4"x2 1/2"

SCALE:CONCRETE STAIR-ON-GRADE 9

NONE

A

A

1'-6" LAP 1'-6" LAP

5"

8" 8"

12"

MIN

FINISH GRADEOR SLAB PERPLAN

#3 @ 18"OC, EA WAY,CENTERED IN SLAB

FILLET OR CHAMFERPER ARCH (1/2" MIN)

#3 NOSINGBAR, TYP

COMPACTED FILL BELOWSTEPS, BETWEEN CHEEKWALLS

8" CHEEK WALL @ EA END OFSTEPS (6'-0" MAX) W/ #4 VERT @16"OC & #5 HORIZ @ 16"OC

3/4"x3 1/2"KEY

#3 DOWEL @18"OC

CHEEKWALL

NOTE:RISE, RUN AND FINISH OF STEPSPER ARCHITECTURAL DRAWINGS.

SECTION A-A

2'-0"

MIN

RE-COMPACTEDENGINEERED FILL

FASTENERS

MINEMBED

CONC ANCHOR*

SSTB24SSTB28SSTB28

HO

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12-14-2012 2010.03FF CSULA CDS

10102012.pln

© 2012 ENVIRON ARCHITECTURE

12-14-2012BLDG DEPT SUBMITTAL

NO DATEDESCRIPTION

TRUCTURAL E NGI N SRE E

MHP JN

S

3900 Cover StreetLong Beach, CA 90808

562.985.3200 P562.985.1011 F

110187.00

H:\2

011\

1101

87\3

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win

gs\D

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110

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00_S

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.dw

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02-14-2013BID SET

TYPICALFOUNDATIONSECTIONS &

DETAILS

S-1.3

SCALE:

WOOD STUD SHEAR WALLCORNER AND INTERSECTION 5

NONE

SCALE:DOUBLE TOP PLATE SPLICE 3

NONE

SCALE:

DOOR OR WINDOW OPENING AT END OF SHEAR WALL 2

NONE

SCALE:WOOD STUD WALL FRAMING 1

NONESCALE:HORIZONTAL PLYWOOD SHEATHING 4

NONESCALE:WOOD BEAM TO POST CONN 7

NONE

SCALE:

NON-BEARING WOOD STUD PARTITION WALL 8

NONE

SCALE:HORIZONTAL FRAMING AT OPENING 10

NONE

SCALE:FAN COIL SUPPORT 11

1" = 1'-0"

SCALE:HANGER AND BRACE TOP CONNECTION 12

1" = 1'-0" SCALE:HOLES AND NOTCHES IN WOOD 9

NONE

16"MAX

4'-0" MIN PL SPLICEPROVIDE 6-16d

5" MIN9" MAX

NOTES:1. USE HEADER DEPTH PER SCHEDULE UNLESS

LARGER HEADER SHOWN ELSEWHERE.

8'-1" TO 10'-0"6'-1" TO 8'-0"4'-1" TO 6'-0"

LESS THAN 4'-1"

HEADER SCHEDULE

4x44x6

4x104x8

OPENING SIZE ROOFLOAD

AT OPENINGS LARGERTHAN 8'-0" PROVIDESIMP A34 EA SIDE

(4)-16d, STUD TOHEADER END

HEADER PERSCHEDULE

SIMPSON A34 TOP & BOT

TRIMMER W/ 16d @ 12"OC(PROVIDE DOUBLE 2x TRIMMERFOR 4x10 OR LARGER HEADER)

AT OPENINGS LARGER THAN4'-0" PROVIDE DOUBLE STUD

TOP OF CONCRETEWHERE OCCURS

5/8"Ø HEADED ANCHORBOLTS @ 4'-0"OC MAX

2x SILL PLATE (PRESSURETREATED AT CONC), UNO

BLKG AT MID-HEIGHT(8'-0"OC MAX)

2x4 STUDS MIN, UNO ONPLAN OR DETAILS

9" M

INEM

BED

DBL 2x SILLWHERE REQD, W/SIMP A34 T&B EA END

POST PER PLAN

16d @ EN SPACING,STAGG W/ SHTG NAILS

PLYWOOD SHEATHINGPER PLAN

EN

EN SILL, TOP PLATE ORBLOCKING, TYP

PLYWOOD SHEATHINGPER PLAN

3x STUD, TYP

POST PER PLAN

EN, TYPEN, TYP 20d @ 2/3 EN SPACING,STAGG W/ SHEATHINGNAILS OR 1/4"Ø x5" LAGSCREWS @ 4"OC

NON-SHEAR WALLAS OCCURS

16d @ 4"OC, TYP

16d @ 12"OC

NOTE:PLYWOOD MAY BEPLACED ON EITHER SIDEOF WALL AT ONE-SIDEDSHEAR WALLS, , TYP UNO.

PLAN VIEW

PLAN VIEW

16d NAILSMAX UNBRACED LENGTH IN

COMPRESSION (NO DIAPHRAGMEITHER SIDE OF CHORD)

MIN SPLICELENGTH

'L'

MINIMUM PLSIZE, MINIMUM

GRADE

2-2X6NO. 2

2 ROWS @ 3"(32 TOTAL) 4'-0" 20'-0"

L PER SCHEDULE (4'-0" MIN) L PER SCHEDULE (4'-0" MIN)

SPACING PER SCHEDULE

1/2 NAIL SPACING MINEDGE DISTANCE, TYP

SPLICE LOCATIONS

SPLICE PLATE

NOTE:NO NOTCHES OR HOLESALLOWED IN DOUBLE TOP PLATE,UNLESS NOTED OTHERWISE. 1 1/2"

MIN

1" MIN EDGEDISTANCE

ELEVATION SECTION

NOTES:1. SEE FRAMING PLAN AND GENERAL NOTES FOR

PLYWOOD. MINIMUM SIZE OF SHEET SHALL BE 2'-0"x4'-0".2. SEE FRAMING PLAN FOR TYPICAL BOUNDARY, EDGE AND

FIELD NAILING (BN,EN,FN) SPACING.3. MINIMUM EDGES DISTANCE FOR ALL NAILS SHALL BE 3/8".

LONG DIMENSIONPERPENDICULAR TOSUPPORT FRAMING

2'-0" MINSTAGGER

JOINTS TYP

PROVIDE 2x FLAT BLOCKING ATUNSUPPORTED EDGES UNO(MAY BE OMITTED AT ROOFPROVIDED PLYWOODSHEATHING CLIPS ARE USED)

PROVIDE BOUNDARY NAILING(BN) ALONG CONT LONGPLYWOOD PANEL EDGES &DIAPHRAGM BOUNDARY

JOIST OR RAFTERSUPPORT FRAMING ASOCCURS PER PLAN

PROVIDE EDGE NAILING(EN) ALONG SHORTPLYWOOD PANEL EDGES

PROVIDE FIELD NAILING(FN) CENTERED ONSUPPORT FRAMING

PLYWOOD SHEATHINGPER PLAN

SIMPSON ECC

WOOD POSTPER PLAN

WOOD POSTPER PLAN

SIMPSON CC

WOOD BEAMPER PLAN

C SPLICEL

INTERMEDIATE CONDITION SPLICE CONDITION END CONDITION

VERT TABS ONEITHER SET OFOPPOSITE FACES

VERT TABS ONEITHER SET OFOPPOSITE FACES

1x TOP PLATE

SIMPSON DTCCLIP @ 4'-0"OC

TYP

STUD

HEIG

HT

PERPENDICULAR FRAMING PARALLEL FRAMING

2x TOP PLATE

2x4 FLAT BLKG @4'-0"OC W/ (2)-16dEA END

JOIST OR RAFTERPER PLAN

PLYWOOD SHEATHINGPER PLAN

1/2"

1/2"

2 SPACES OR38" MAX, UNO

OPENDOUBLE TJIMEMBERS ATOPENING

JOISTSHANGERS, TYP

24"OC MAX

24"OC MAX

SILL PL PER SHEARWALL SCHED

9" MAX

SILL BOLTS PER SHEARWALL SCHEDULE

16"

TOP OF CONCWHERE OCCURS

SIMPSON A35 T&B EAEND, TYP

HDR PERPLAN

MAX

2x TRIMMER OR POSTPER PLAN W/ 16d @12"OC

BLKG @ MID-HGT,6'-0" MAX

ANCHOR PER1 S-1.5 & 5 S-1.3

SIMPSON HOLDOWNPER PLAN

EDGE NAILING PERSHEAR WALL SCHED @POST OR KING STUD,NOT IN TRIMMER

SIMPSON MST48 EA SIDEEA END. PROVIDE SIMPSONMST60 @ HDR

4x BLKG AS REQD@ EA END

DB SILL PL @ WINDOW W/MST48 STRAP AND 4xBLKG SAME AS HDR

P1834 HINGE W/CHANNEL NUTS,TYP

P1000 UNISTRUT BRACE W/TOP CONN PER 12 S-1.4

HHXN 1/2" NUTS & P1064SQ WASHERS ABOVE &BELOW UNIT, TYP

UNISTRUT P1000T STIFF W/P2485 CLIPS & P3008 NUTS @12"OC MAX

1/2"Ø HANGER ROD, TOPCONN PER 12 S-1.4(4 TOTAL)

SUSPENDED UNITPER PLAN

NOTE:WHERE LENGTH OF HANGER ROD ISLESS THAN 12". STIFFENER CHANNELAND CLIPS MAY BE OMITTED.

1" TYP

L2x2x1/4 EA END OF UNIT

FRONT ELEVATION

1" TYP

45º MIN

TYP

SIDE ELEVATION

SCHEMATIC PLAN

UNISTRUTBRACE, TYP

P1000 UNISTRUT BRACE W/TOP CONN PER 12 S-1.4

45º MIN

TYP

AT ROOF FRAMING

PLYWOOD &ROOFING

JOIST OR TRUSSTOP CHORD PERPLAN

4x6 BLKG W/ SIMPU46 HANGER EA END

4x FULL HT BLKG W/SIMP U410 EA END

HHXN 1/2" NUTS &P1064 SQ WASHERS,T&B

UNISTRUT P1354 W/2-1/2"Øx3" LAGSCREWS

HANGER ROD& STIFF PER11 S-1.4

BRACE PER11 S-1.4

12GA x2 1/2" STRAPW/ 4-16d EA SIDE OFNOTCH TO EA PLATE

7"MIN

5"-7"

4 HOL

EDI

A TY

P8"MAX

7"MIN

W/5

MAX

W

W/3

MAX

5"-7" 8"MAX

W

BEAM, JOIST, RAFTERNOTCHING NOT PERMITTED

6"MIN

LC BEAM W

6" MIN

5" 3"MAX

W

8" MAX

W/4 AT BEARINGSTUDS, (2W)5 ATNON-BEARING STUDS

LC PL

LC LEDGER

6" MIN

W/2

MAX

W1"Ø MAX, TYP

LSTUD C

W/8 MAX HOLEDIA, TYP

W/3 MAX HOLEDIA, TYP

W/3 MAX HOLEDIA, TYP

NOTES:1. WHERE NOTCH IS

GREATER THANNOTED, PROVIDE AB(OR 7" LONG PHILLIPSREDHEAD WEDGEANCHOR) EA SIDE OFNOTCH.

2. ALL HOLES SHALL BEDRILLED.

3. PREDRILL CORNERSOF NOTCHES.

6"MIN

6"MIN

LEDGER DOUBLE TOP PLATE

STUDSILL PLATEHOLES IN DBL TOP PL SIM

2-2X4NO. 2 4'-0" 20'-0"

2 ROWS @ 4"(24 TOTAL)

SCALE:

MECHANICAL PLATFORM 6

NONE

A

A

PER MECH CONTRACTOR

12" M

AX

ROOF SHEATHINGPER PLAN

JOIST ORRAFTERPER PLAN

SIMPSONHANGER, TYP

12GA BENT PL W/ (2)-#12 SMS TO UNIT &(2)-3/8"Ø x3" LONG LAG SCREWS TOBLKG, EA CORNER (OMIT BENT PL IFUNIT MOUNTING HOLES ARE PROVIDED,INSTEAD PROVIDE 1/2"Øx3" LONG LAGSCREW IN EA MOUNTING HOLE 4x SLEEPER,

FIELD VERIFY DEPTH

2x6 @ 16"OC (PROVIDE6x6 AT BENT PL ORMOUNTING HOLES)

ROOF SHEATHINGPER PLAN

12GA BENT PL W/(2)-3/8"Ø LAG SCREW TOSLEEPER & BLK, TYP

2"

6x6 (AT BENT PL ORMOUNTING HOLES)W/ (2)-SIMPSON A34EA END, TYP

2x6 @ 16"OC

6x6 BLOCK W/SIMPSON TOP FLANGEHANGER EA END

3/4" PLYWOOD

JOIST ORRAFTERPER PLAN

SECTION A-A

MECH UNIT PER PLAN

MECH UNIT PER PLAN

HO

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12-14-2012 2010.03FF CSULA CDS

10102012.pln

© 2012 ENVIRON ARCHITECTURE

12-14-2012BLDG DEPT SUBMITTAL

NO DATEDESCRIPTION

TRUCTURAL E NGI N SRE E

MHP JN

S

3900 Cover StreetLong Beach, CA 90808

562.985.3200 P562.985.1011 F

110187.00

H:\2

011\

1101

87\3

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00_S

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2pm

02-14-2013BID SET

TYPICALFRAMING

SECTIONS &DETAILS

S-1.4

SCALE:DETAIL 2

1" = 1'-0"

HSS PER PLAN

3/8 TYP

CJP, TYP3 SIDES

9" MAX

EDGE NAILING, ALLEDGES & HOLDOWNPOSTS PER SCHED

DBL 2x @ END OFSHEAR WALL UNOON PLAN

HOLDOWN ANCHORWHERE OCCURS PERPLAN W/ ANCHORPER 5 S-1.3

INTERMEDIATENAILING 10d-12"OC

2x STUDS, TYP

3x SOLID BLKG, TYPAT HORIZ SPLICES

SILL BOLTS PERSCHEDULE

PRESSURE TREATEDDF SILL PL @ CONCPER SCHEDULE

3x STUDS @ VERTICALSPLICES (SEE NOTE 3)SHEARWALL NOTES:

1. TYPICAL PLYWOOD SHALL BE 15/32" STRUCTURAL I, PANEL INDEX 32/16.

2. NAILS SHALL HAVE 1/2" MINIMUM EDGE DISTANCE AND 1 5/8" MINIMUM PENETRATIONINTO FRAMING. NAILS SHALL BE 10D COMMON.

3. LONG DIMENSION OF PLYWOOD MAY BE USED VERTICALLY OR HORIZONTALLY.

4. WHERE PLYWOOD IS APPLIED ON BOTH SIDES OF WALL AND FRAMING AT PANELEDGES OS 3x, PANEL JOINTS AT EITHER SIDE OF WALL SHALL BE OFFSET TO FALL ONDIFFERENT FRAMING MEMBERS OR NAILS ON EACH SIDE SHALL BE STAGGERED.

5. PROVIDE 2x SILL PLATE AND 5/8"Ø ANCHOR BOLTS @ 48"OC MINIMUM AT ALLNON-SHEAR WALL, TYPICAL UNLESS NOTED OTHERWISE. PROVIDE SIMPSON A35 @48"OC MIN AT ALL NON SHEAR WALLS TYP. UNO.

6. SHEARWALL PANEL NAILING SHALL NOT BREAK THROUGH OUTER PLY OF PLYWOOD.IF PNEUMATIC GUNS ARE USED, THEY SHALL BE ADJUSTED TO SATISFY THE ABOVE.

7. PLATE WASHERS TO BE PROVIDED AT ALL SILL BOLTS:

8. ALL ANCHOR BOLTS SHALL BE HEADED ANCHORS (NOT HOOKED).

9. SIMPSON A35 OR LTP4 SPACING SHALL BE MAINTAINED OVER WALL OPENINGS.

BOLT SIZE PLATE WASHER SIZE

1/2" 1/4"x3" SQR

5/8" 1/4"x3" SQR

3/4" 5/16"x3" SQR

EDGE NAILING, ALLEDGES PER SCHED

9" M

INEM

BED

TYP7/8" 5/16"x3" SQR

1" 3/8"x3 1/2" SQR

BOLT SIZE PLATE WASHER SIZE

- -CURB WHEREOCCURS

A

A

ANCHOR BOLTEMBED REQDPER 5 S-1.3

STUD WALL

SILL PL PERSCHEDULE

CURB WHEREOCCURS

1 4" MIN

EN

PLYWOODSHEATHING

T/O CONC CURBOR SLAB

10d @ 6"OC1 3x3x 5/8"Ø @ 32"OC

SILL BOLT SIZE &SPACING

PANELTYPE

NUMBER OFSIDES EDGE NAILING

BLOCKING OR STUDWIDTH AT ADJOINING

EDGES

FOUNDATIONSILL PLATETHICKNESS

SIMPSON A35 ORLTP4 SPACING

16"

SCALE:TYPICAL SHEARWALL ELEVATION AND SCHEDULE 1

NONE

10d @ 4"OC1 3x3x 5/8"Ø @ 24"OC 12"SECTION A-A

A

B

SHEAR WALL SCHEDULE

SCALE:DETAIL 3

1" = 1'-0"

1 1/2"

TYP

1 1/2"

TYP

HSS BEAMPER PLAN

POST PER PLAN

PL3/8x6 W/(2)-1/2"Ø x4" LONGLAG SCREWS

3/16

SCALE:SECTION AT SCREEN 4

3/4" = 1'-0"

OFFSETPER PLAN

8" MAX

3'-6"±

3'-6"±

2'-4"

MAX

HSS BEAM PERPLAN, TYP

HSS6x2x1/4 @ 48"OCMAX, TYP BETWEENHSS BEAMS &CANTILEVERED TOP& BOT

HSS BEAM PERPLAN BEYOND,TYP

HSS COL PERPLAN BEYOND

POST PER PLANBEYOND

FIBER CEMENTBOARD/ FINISHPER ARCH

3/8TYP

CJPTYP

3S-1.5

HSS TOPOST,TYP

2S-1.5

HSS TOCOL,TYP

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NO DATEDESCRIPTION

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TYPICALFRAMING

SECTIONS &DETAILS

S-1.5

7S-1.3

7S-1.3

3S-1.3

7S-1.3

11S-1.2

6S-1.3

3S-1.3

10S-1.3

8S-1.3

11S-1.3

11S-1.3

10S-1.3

8S-1.3

8S-1.3

1S-3.0

10S-1.3

11S-1.3

11S-1.3

8S-1.3

7S-1.3

B24.5'

A8.5'

B8.5'

B10'

A30'

B8.5'

B11.5'

B16.5'

B8.5'

B9'

A4'

A4'

B8.5'

B8'

7S-1.2

8" CMU WALLENCLOSURE

4" SEPA-RATION,TYPBETWEENCMU &BLDG

TYP

1'-6"W x12"THK CONT CONCFTG W/ (2)-#4 LONG BOT &#4 @ 16"OC BOT, TYP UNO

SIM

SIM

-1/2" -8"

-8"

2'-0"W x12"THK CONT CONCFTG W/ (3)-#4 LONG BOT & #4@ 16"OC BOT, ALONG GL 2

3'-0"W x12"THK CONTCONC FTG W/ (3)-#4LONG BOT & #4 @ 16"OCBOT, TYP AT POP-OUTAND SILL

(E) DINING HALLBUILDING

17'-3

"

4'-8"

PERFORATEDSHEAR WALLPER 7 S-4.1

HDU8

HDU8

HDU2HDU2

HDU8

HDU8

HDU8

HDU8

HDU8

HDU4HDU4

HDU4HDU4

HDU4

HDU4

HDU4

HDU4

HDU4

HDU8

HDU8HDU8

HDU8

-1/2"

-1/2"

HDU2

HDU2

HSS8x8x1/

4

VERIFY BOTTOMOF (E) FTG ELEVIN FIELD

(E) BUILDINGFTGS, TYP

BOT OF NEW FTG TOMATCH (E), SET REINFINTO (E) FTG IN EPOXY(6" EMBED) PER 12 S-1.2

(E) POST,TYP

1" POSTOFFSET

1" POSTOFFSET

3'-0"SQ x16"THKCONC FTG W/ (3)-#5EA WAY, BOT

3'-0"SQ x16"THKCONC FTG W/(3)-#5 EA WAY,BOT

2x6 STUDS @16"OC LONGTHIS LINE, TYP

6x6 POST

TYP UNO

5" SLAB-ON-GRADE W/#4@ 16"OC EA WAY AT

CENTERLINE OF SLAB

3'-0"W x12"THKCONT CONC FTGW/ (3)-#4 LONG BOT& #4 @ 16"OC BOT,TYP AT POP-OUT

6S-1.3

8S-1.3 4x4

4x4

HDU8

3'-6"2'-4"

16" THK CONC FTGW/ #5 @ 12" OC,EA WAY, BOT

2x8 STUDS@ 16" OC, THISWALL

7S-1.3

A B C

1

2

3

16'-3 3/4" 65'-10 1/4"

41'-2

3/4"

19'-9

1/4"

BUILDING

ADDITION

EXISTING

BUILDING

SCALE: 1/8" = 1'-0"

FOUNDATIONPLAN

S-2.0

FOUNDATION PLAN NOTES1. ALL CONSTRUCTION IS NEW UNLESS OTHERWISE NOTED AS EXISTING OR (E).

EXISTING CONSTRUCTION IS SHOWN FADED. NEW CONSTRUCTION IS SHOWNSOLID AND IS REFERENCED BY DETAILS AND NOTES.

2. EXISTING CONDITIONS ARE SHOWN TO THE BEST OF OUR KNOWLEDGE.CONTRACTOR IS RESPONSIBLE FOR VERIFYING ACTUAL CONDITIONS.DISCREPANCIES BETWEEN ACTUAL FIELD CONDITIONS AND THOSE SHOWN ONTHESE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEERPRIOR TO PROCEEDING.

3. FINISH FLOOR ELEVATION = 0'-0" (ACTUAL ELEVATION = 100'-0").

4. SEE GENERAL NOTES SHEETS S-1.0 & S-1.1 FOR APPLICABLE NOTES REGARDINGTHE VARIOUS CONSTRUCTION ELEMENTS SHOWN ON PLAN. SEE PROJECTSPECIFICATIONS FOR ADDITIONAL INFORMATION.

5. UNLESS NOTED OTHERWISE, SLAB-ON-GRADE SHALL BE PER PLAN; OVERSUB-GRADE PREPARED PER RECOMMENDATIONS CONTAINED IN THE PROJECTGEOTECHNICAL REPORT. SEE SHEET S-1.0 FOR APPLICABLE FOUNDATIONNOTES.

6. SEE ARCHITECTURAL PLANS FOR SLAB DEPRESSIONS AND SLOPES NOT SHOWNON PLAN.

7. EXTERIOR DIMENSIONS SHOWN ARE TO FACE OF STUD; INTERIOR DIMENSIONSARE TO CENTER LINE OF WALL. UNLESS NOTED OTHERWISE, ALL FOOTINGS ARECENTERED BELOW WALLS. SEE SECTIONS AND DETAILS FOR RELATIONSHIP OFFOOTING/SLAB TO FACE OF STUD OR WALL OR CMU.

8. UNLESS NOTED OTHERWISE, ALL EXTERIOR WALLS SHALL BE FRAMED W/ 2x6STUDS @ 16"OC AND ALL INTERIOR WALLS SHALL BE FRAMED W/ 2x4 STUDS @16"OC.

9. SEE ARCHITECTURAL DRAWINGS FOR NON-BEARING WALL LOCATIONS ANDDIMENSIONS NOT SHOWN ON PLAN.

10. TYPICAL BOTTOM OF ALL INTERIOR AND EXTERIOR FOOTING = -2'-8" UNLESSNOTED OTHERWISE. ELEVATIONS OF OF COMPACTED PAD PER CIVIL DRAWINGS.

NOTESA. CONTRACTOR TO FIELD-VERIFY AND DETERMINE INVERT ELEVATION AND

EXACT LOCATIONS OF SLEEVES.B. SEE TYPICAL DETAIL FOR MORE INFORMATION AND TO DETERMINE CASES

WHERE STEPPED FOOTINGS ARE REQUIRED.C. UNLESS NOTED OTHERWISE ON PLAN OR DETAIL, CENTER LINE OF THIS

ELEMENT SHALL MATCH WALL AND/OR FOOTING CENTER LINE.D. INDICATES WOOD POST SIZE WHEN OTHER THAN TYPICAL (2)-2x STUD IS

REQUIRED.E. UNLESS OTHERWISE NOTED MINIMUM POST SIZE AT HOLDOWN ANCHOR SHALL

BE 4x4.F. COORDINATE FINAL JOINT LOCATIONS WITH ARCHITECT. UNLESS NOTED

OTHERWISE, MAXIMUM DISTANCE BETWEEN JOINTS SHALL BE 18'-0".

95'-0"89'-0"

SSTEPPED FOOTING AND TOFELEVATION ON EACH SIDE OFSTEP

9 S-1.2

APPROXIMATE LOCATION OFSLEEVE PER PLUMBING,ELECTRICAL OR MECHANICAL 4 S-1.2

SEE NOTE A AND B

SYMBOL DESCRIPTION

COLUMNS AND POSTSDETAIL OR NOTE

STEEL COLUMN AT THIS LEVELW8x45

HSS6x6x3/8SEE NOTE E

7 S-1.2

WOOD POST AT THIS LEVEL(6x6 UNLESS NOTEDOTHERWISE)6x6

SEE NOTE C AND D

7 S-1.3

HD1

HOLDOWN ANCHOR TYPE ASNOTED, OR PER HOLDOWNSCHEDULEHD9

SEE NOTE E

5 S-1.3

SYMBOL DESCRIPTION

MISCELLANEOUS SYMBOLSDETAIL OR NOTE

SHEAR WALL PANEL TYPE ANDLENGTH AT THIS LEVEL 1 S-1.5A

CJSLAB CONSTRUCTION/CONTROL JOINT, COORDINATEFINAL LOCATIONS WITH ARCH

1 S-1.2

SEE NOTE F

SYMBOL DESCRIPTION

FOUNDATION SYMBOLSDETAIL/NOTES

DS

DS D S

DETAIL, PLAN OR VIEWLETTER OR NUMBER (D)AND SHEET NUMBER (S)

TOF97'-0"

TOS97'-0"

POINT ELEVATION OF NOTEDSTRUCTURAL ELEMENT ONPLAN

-6" STEP IN ELEVATION,DIMENSION AS INDICATED ONPLAN OR DETAIL

SYMBOL DESCRIPTION

GENERAL SYMBOLSSTRUCTURAL SYMBOL LEGEND

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NO DATEDESCRIPTION

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MHP JN

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FOUNDATION PLAN1

6 S-1.3

INDICATES EXTENT OF DEPRESSED FLOOR, DECKAND/OR SLAB

HATCH PATTERNS AND SHADINGSYMBOL DESCRIPTION

9'-6"

5CU

4CU

3CU

1MAU

1KEF

2KEF

2MAU

1CU

6CU

2CU

MAX OPWT=350#

MAX OPWT=700#

MAX OPWT=700#

MAX OPWT=600#

MAX OPWT=450#

MAX OPWT=450#

MAX OPWT=600#

MAX OPWT=700#

MAX OPWT=230#

MAX OPWT=700#

CONDENSER,MAX OP WT=600#

2

3

C

9'-6"

23'

9'-8"

82'-2"

8" 8"

11S-4.0

6S-4.0

8S-4.0

7S-4.0

7S-1.4

9S-4.0

9S-4.0

2S-4.1

4S-4.0

1S-4.1

3S-4.0

2S-4.0

1S-4.0

2S-4.0

5S-4.0

TOS BELOWEL=12'-6"

6FC

FC4

2FC

3FC

1FC

3S-4.1

4S-4.1

6S-4.1

4S-4.0

3S-1.5

2S-1.5

3S-1.5

4S-1.5

5FC

10S-4.0

2S-4.1

6x12 HDR

6x12

HDR

PLYWOOD ROOFSHEATHING PERNOTE 6, TYPTHROUGHOUT UNO

TRUS

SED

RAFT

ER@

24" O

C

5 1/4"

x18"

6x12

HDR

6x12 HDR6x12 HDR6x12 HDR6x12 HDR6x18 HDR

6x18 HDR6x18 HDRTJI PARALLAM

4'-0"

DBL T

RUSS

TRUS

SED

RAFT

ER@

24" O

C

2x12

@ 12

"OC

BM TOPOST, TYP

UNO

DBL J

OIST

DBL J

OIST

DBL J

OIST

DBL J

OIST

(2)-2x8

(2)-2x86x12 HDR

6x18

6x12

HDR

TRUSSED RAFTER @ 24"OC

2x12 @ 12"OC LOW6x12 HDR

MAX OPWT=150#

MAX OPWT=450#

MAX OPWT=450#

MAX OPWT=450#

PARTIAL HEIGHTCMU WALL BELOW

5/8" STRUCT I PLYWOOD,BLOCKED, W/ 10d NAILS @6",6",12" (BN, EN, FN), TYPAT HATCHED AREA

DBL D

RAG TR

USS (±3.3

K)

DBL D

RAG TR

USS (±3.3

K)

SIMPSON CMST12STRAP W/ 2 ROWS10d NAILS @ 3 1/2"OC W/ 4x4 BLKG

DBL TOP PLPER 3A S-1.4 ,TYP UNO

6x12

DRA

G BM

SIMPSON CMST12STRAP W/ 2 ROWS 10dNAILS @ 3 1/2" OC

SIMPSON CMST12 STRAPW/ 2 ROWS 10d NAILS @ 31/2" OC, EA SIDE OF BM

8'-0" TYPEA END

6'-0"

6'-0"

6'-0"

13'-0

"

SIMPSON CMST12 STRAP W/ 2 ROWS10d @ 3 3 1/2" OC W/ BLKG PER8 S-4.1 TO FLAT ROOF FRAMING

SIMPSON CMST12STRAP W/ 2 ROWS10d NAILS @ 3 1/2"OC (ATTACH TOSIDE OF TRUSSBOT CHORD)

SIM

4x6

4x6

3 LOCS

TYP3 LOCS

TYP

FLAT HSS6x4x1/4,3 LOCS, SPACEDVERTICALLY

FLAT HSS6x4x1/4,3 LOCS, SPACEDVERTICALLY

MAX OPWT=250# NOTE: SEE PARTIAL

PLAN AT MECHANICALROOF FOR ROOF TOPUNITS IN THIS AREA.

UNIT SUSPENDED FROM ROOF FRAMINGABOVE PER 11 S-1.4 TYP (TRUSS MFGSHALL PROVIDE WEB CONFIGURATIONTO ACCOMODATE FAN COIL UNITS)

MAX OPWT=450#

4'-0"

8'-0"

TJI P

ARAL

LAM

5 1/4"x18"

SIMPSON CMST12 STRAPW/ 2 ROWS 10d NAILS AT3 1/2" OC W/ 4x4 BLKON TOP OF ROOF SHTG

SKEW

ED11

'-0"

4'-0"

8'-0"

4'-0"

SIMPSON CMST12 STRAP W/2 ROWS 10d NAILS @ 3 1/2"OC, ON TOP OF ROOF SHTG

10S-4.1

4"

A B C

1

2

3

16'-3 3/4" 65'-10 1/4"

41'-2

3/4"

19'-9

1/4"

BUILDING

ADDITION

EXISTING

BUILDING

HO

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NO DATEDESCRIPTION

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SCALE: 1/8" = 1'-0"

ROOFFRAMING

PLAN

S-2.1

1. SEE FOUNDATION PLAN FOR FRAMING SYMBOL LEGEND AND NOTES ASAPPLICABLE.

2. ALL CONSTRUCTION IS NEW UNLESS OTHERWISE NOTED AS EXISTING OR (E).EXISTING CONSTRUCTION IS SHOWN FADED. NEW CONSTRUCTION IS SHOWNSOLID AND IS REFERENCED BY DETAILS AND NOTES.

3. EXISTING CONDITIONS ARE SHOWN TO THE BEST OF OUR KNOWLEDGE.CONTRACTOR IS RESPONSIBLE FOR VERIFYING ACTUAL CONDITIONS.DISCREPANCIES BETWEEN ACTUAL FIELD CONDITIONS AND THOSE SHOWNON THESE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THEENGINEER PRIOR TO PROCEEDING.

4. SEE GENERAL NOTES SHEET S1.0 FOR APPLICABLE NOTES REGARDING THEVARIOUS CONSTRUCTION ELEMENTS SHOWN ON PLAN. SEE PROJECTSPECIFICATIONS FOR ADDITIONAL INFORMATION.

5. FINISH ROOF ELEVATION = VARIES PER ARCH (ACTUAL ELEVATION = VARIESPER ARCH).

6. UNLESS NOTED OTHERWISE, ROOF SHEATHING SHALL BE 15/32" STRUCT IPLYWOOD, BLOCKED, W/ 10d NAILS @6",6",12" (BN,EN,FN).

7. ALL FLOOR MEMBERS NOT OTHERWISE DIMENSIONED SHALL BE EQUALLYSPACED BETWEEN GIRDERS OR OTHER SUPPORTS.

8. FOR FRAMING SPANS GREATER THAN 6'-0", PROVIDE WOOD BLOCKING ATTHE LESSER OF MIDSPAN OR 8'-0"OC. INSTALL BLOCKING PER APPLICABLETYPICAL DETAILS.

9. SEE ARCHITECTURAL PLANS FOR ROOF DEPRESSIONS AND SLOPES NOTSHOWN ON PLAN.

10. MAXIMUM OPERATING WEIGHT OF SUSPENDED MECHANICAL UNITS SHALL BEPER PLAN. SEE MECHANICAL DRAWINGS FOR PRECISE SIZE AND LOCATIONSOF MECHANICAL UNITS.

11. FOR HANGER REQUIREMENTS FOR ALL SUSPENDED ITEMS, INCLUDING PIPESOR DUCTS SUPPORTED BY ROOF FRAMING, SEE DETAIL 12 ON SHEET S-1.4.

12. LOADS INDICATED AS ( K) ARE JOIST AXIAL LOADS IN KIPS. AXIAL LOADRESULT FROM WIND OR SEISMIC LOADING AND ACT IN TENSION ORCOMPRESSION.

ROOF FRAMING PLAN NOTES

NOTESA. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR PRECISE SIZE AND

LOCATIONS OF FLOOR AND ROOF PENETRATIONS.B. UNLESS NOTED OTHERWISE, BEAM CAMBER SHALL BE 1/2" OR NO BEAM

CAMBER IS REQUIRED.

FRAMING SYMBOLSSYMBOL DESCRIPTION DETAIL OR NOTE

OPENINGS AND/OR ACCESSHATCHES IN FLOOR OR ROOF,SEE ARCH/MECH DRAWINGS

10 S-1.4

SEE NOTE A

W12x25 STEEL BEAM SIZE & SPAN NONE

GLU-LAMINATEDBEAM SIZE & SPAN

NONE3 1/8"x18" GLB

B1 BEAM SPAN AND/OR SIZEPER SCHEDULE

NONE

DB DRAG BEAM NONE

DIMENSION OF MID-SPANCAMBER

SEE NOTE B(C=1 1/2")

[-3"]DIMENSION OF T/O BEAMELEVATION ABOVE OR BELOWTYPICAL T/O FRAMINGELEVATION

SEE NOTE B

2x12 WOOD FRAMING SPANAND/OR SIZE PER PLAN,DETAIL OR SCHEDULEJ1

NONE

ROOF FRAMING PLAN1

SCALE: 1/8" = 1'-0"PARTIAL PLAN AT MECHANICAL ROOF 2

1. MAXIMUM OPERATING WEIGHT OF ROOF TOP MECHANICAL UNITS SHALL BEPER PLAN. SEE MECHANICAL DRAWINGS FOR PRECISE SIZE AND LOCATIONSOF MECHANICAL UNITS.

2. ALL ROOF TOP MECHANICAL UNITS SHALL BE INSTALLED ON PLATFORM PERDETAIL 6 ON SHEET S-1.4.

MECHANICAL ROOF PLAN NOTES

4'-0"

24" M

IN6'-

0" M

AX

1'-6"

SITE SLAB OR FINISH GRADEPER LANDSCAPE DWGS

3-#5 CONT

DOWELS TO MATCH VERT WALLREINF W/ 12" HOOK AT END

8" FULLY GROUTED CMU WALLW/ #5 VERT @ 16"OC & #4 HORIZ@ 24"OC, SPECIAL INSPECTIONREQUIRED

2x4 KEY

EQ

36" L

AP

EQ

3"CLRTYP

3" CLR

TYP

#5 @ 16"OC

SCALE:SITE ENCLOSURE WALL SECTION 1

3/4" = 1'-0"

2'-0" MAXTYP

PER PLAN(SLOPE - SEE CIVIL DWGS)

T/O CONC SLAB PERCIVIL DWGS

CONC SLAB PERCIVIL DWGS

RAMP FINISH PERARCH

CONSTRUCTIONJOINT

CONC RAMP W/ #4 @18"OC EW

RAMP DOWN LANDSCAPEDWGS

COMPACTED FILL

1'-8" LAP

#4 DOWELS @ 12"OC (6" EMBED)PER 12 S1.2

2" TYP

4"

10"

MIN

8"MIN

#4 CONT

SITE SLAB PERCIVIL DWGS

SCALE:RAMP DETAIL 2

3/4" = 1'-0"

HO

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12-14-2012 2010.03FF CSULA CDS

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© 2012 ENVIRON ARCHITECTURE

12-14-2012BLDG DEPT SUBMITTAL

NO DATEDESCRIPTION

TRUCTURAL E NGI N SRE E

MHP JN

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3900 Cover StreetLong Beach, CA 90808

562.985.3200 P562.985.1011 F

110187.00

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FOUNDATIONSECTIONS &

DETAILS

S-3.0

SCALE:SECTION 8

3/4" = 1'-0"SCALE:SECTION 11

3/4" = 1'-0" SCALE:SECTION 5

3/4" = 1'-0"

SCALE:SECTION 3

3/4" = 1'-0"SCALE:SECTION 6

3/4" = 1'-0"

SCALE:SECTION 2

3/4" = 1'-0"

SCALE:SECTION 9

3/4" = 1'-0"

SCALE:SECTION 4

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

3/4" = 1'-0"SCALE:SECTION 7

3/4" = 1'-0"SCALE:SECTION 10

3/4" = 1'-0"

TRUSSED RAFTERSPER PLAN

PLYWOODPER PLAN

BN

EN

1/2" PLYWOOD W/10d NAILS @ 12"OC TYPSIMP LU24 HANGER

2x LEDGER W/ (2)-16dNAILS @ EA STUD

2x4 @ 24"OC

2x BLOCKING

TRUSSED RAFTERSPER PLAN

PLYWOODPER PLAN

BNEN

2x6 @ 16"OC

SIMP LU24 HANGER2x4 LEDGER W/ (2)-16dNAILS AT EA STUD

2x4 @ 24"OC

2x BLOCKING

2x SOLID SHAPED BLOCKINGBETWEEN TRUSSES SIMPA35 @ SPACING PER 1 S-1.5

WINDOW PER ARCH

HEADERPER PLAN

TRUSSED RAFTERSPER PLAN

PLYWOODPER PLAN

BN

EN

SIMP A35

HEADERPER PLAN

PLYWOODSHEATHINGPER PLAN

TRUSSED RAFTERPER PLAN

2x6 BLK @ 24"OC

(4)-10d NAILS

BN

EN

2x6 W/ SIMPSON A35

PLYWOODSHEATHINGPER PLAN BN

DBL TRUSSEDRAFTER PER PLAN

SIMPSON A35

2x6 @ 24"OC

HDR PER PLAN

4x6 BLK

8'-0"

MAX

PER ARCH

PLYWOODSHEATHINGPER PLAN

DRAG BEAMPER PLAN

BN

(4)-10d NAILS

4x6 BLK @ 32"OC W/SIMPSON "U" TYPEHANGER EA END

EN

2x6 BLK

EN

2x6 LEDGER W/(2)-16d AT EA STUD

SIMPSON H2.5AT 4x6 BLK

PLYWOODSHEATHINGPER PLAN

PER

ARCH

(6'-0

" MAX

)

PLYWOODSHEATHINGPER PLAN

JOISTPER PLAN

SIMPSON "U"TYPE HANGER

CONT 2x12 LEDGER W/(4)-16d AT EA STUD

SIMPSON H2.5PER STUD

PLYWOODSHEATHINGPER PLAN

EN

PER

ARCH

(6'-0

" MAX

)

BN

PER

ARCH

(6'-0

" MAX

)

PER

ARCH

PLYWOODSHEATHINGPER PLAN

BN ROOF JOISTPER PLAN

SIMPSON A35 EN

6x6 BLK

FULL HT STUDWALL WHEREOCCURS

PER PLAN

2x4 @ 24"OC TYP

2x4 @ 24"OCSOFFIT JOISTS

ARCH FINISH

WINDOWPER ARCH

ARCH FINISH

1/2" PLYWD W/10d @ 12"OC TYP

EL=VARIESPER AECH

TOS

EL= 12'-0"

EL=10'-0"

PLYWOODPER PLAN

EN

EN

NOTE:FOR BALANCE OF INFORMATIONSEE 5 S-4.0

PLYWOOD SHEATHINGPER PLAN

DBL TRUSSEDRAFTER PER PLAN

SIMPSON A35

2x6 @ 24"OC

HDR PER PLAN

PER PLAN

2x4 @ 24"OC W/SIMP U HANGER EA END

2x4 BLOCKING

ARCH FINISH

1/2" PLYWD W/10d @ 12"OC TYP

EL=VARIESTOS

EL=10'-0"

2x4 @ 24"OCSOFFIT JOISTS HEADER

PER PLAN

SIMP U HANGER

BN

WINDOWPER ARCH

ARCH FINISH

TRUSSED RAFTERSPER PLAN

PLYWOODPER PLAN

BN

4x6 SOLIDSHAPEDBLOCKING

2x12 BLOCKING

10d @ 4"OC

SIMP A35PER 1 S-1.5

(3)-16d TYP

2x4 @ 24"OC

ARCH FINISH

2x4 W/ (3)-16d EA END

2x4 BLOCKING

EL=9'-0"

EL=12'-0"

ENBN

4x4 BLOCKING

PLYWOODPER PLAN

ROOF JOISTPER PLAN

2x12 @ 24"OC

1'-6"A

A

LAP 2x6 W/ (2)-16d@ 6"OC STAGG

TRUSSED RAFTERSPER PLAN

RBL 2x TOP PL

2x BLOCKINGBEYOND

ROOF JOISTPER PLAN

NOTE:WALL SHEATHING NOTSHOWN FOR CLARITY

SECTION A-A

EN

EN

PLYWOODPER PLAN

1/2" PLYWOOD W/10d NAILS @ 12"OC

(3)-16d NAILSEA END

CONT 2x TOP PLW/ (2)-16d NAILSPER STUD

EL= 12'-0"

EL= 10'-0"

2x4 @ 16"OC

PLYWOODPER PLAN

(2)-2x6 TOP PL

2x4 BLOCKING

ARCH FINISH

NOTE:FOR ADDITIONAL INFORMATIONON THE BUILT-IN GUTTER SEEARCHITECTURAL DRAWINGS

EL=13'-0 1/4"TOP PL

(3)-16d NAILS, TYP2x6 MIN BOTCHORD, TYP

NOTE:FOR BALANCE OF INFORMATIONSEE 1 S-4.0

EL=13'-0 1/4"TOP PL

EL= 12'-0"

2x6 @ 16"OC

EL=13'-0 1/4"TOP PL

2x6 @ 16"OC

1/2" PLYWOOD W/10d NAILS @ 12"OC TYP

NOTE:FOR BALANCE OF INFORMATIONSEE 1 S-4.0

EN

SIMPSON STRAPPER PLAN

BN

SIMPSON STRAPPER PLAN

BNBN

SIMPSON H2.5PER JOIST

SIMPSON STRAPPER PLAN

WHERE STRAPOCCURS PROVIDE4x BLKG

SIMPSON STRAP &4x BLKG PER PLAN

2x6 BLOCKING

412

412

SIMP LU24 HANGER

2x4 LEDGER W/ (2)-16dNAILS AT EA JOIST

EN

EN

WALL BEYOND

1'-0" MAXAT SIM

SECTION A-AAT SIM CONDITION

A

A

2x4 W/ (3)-16dTO EA STUD

2x6 @ 16"OC, TYPAT WING WALL

4x PER PLAN

ROOF POP-UPPER ARCH

SIMP A34

WING WALLEXTENSION PERPLAN AT SIM COND

EL=13'-0 1/4"TOP PL

PER ARCH

PER ARCH

PER ARCH

PERARCH

PER ARCH

5'-0" MAX

HO

US

ING

SE

RV

ICE

S D

ININ

G H

ALL

5151

STA

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0032

12-14-2012 2010.03FF CSULA CDS

10102012.pln

© 2012 ENVIRON ARCHITECTURE

12-14-2012BLDG DEPT SUBMITTAL

NO DATEDESCRIPTION

TRUCTURAL E NGI N SRE E

MHP JN

S

3900 Cover StreetLong Beach, CA 90808

562.985.3200 P562.985.1011 F

110187.00

H:\2

011\

1101

87\3

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02-14-2013BID SET

FRAMINGSECTIONS &

DETAILS

S-4.0

2x4 LEDGER W/(2)-16d NAILS TOEA STUD

SCALE:HIP / VALLEY SHEATHING 9

1" = 1'-0"

ROOF SHEATHINGPER PLAN

BN

2x BUILT-UP FLATBLKG BTWN TRUSSES

TRUSS FRAMINGPER PLAN BEYOND

16d TO MATCHBN SPACING

SCALE:SECTION 1

3/8" = 1'-0"

TRUSSED RAFTERSPER PLAN

PLYWOODPER PLAN

CONT 2x6 LEDGER W/(2)-16d @ EA STUD

ADD'L LOADING TO TRUSSEXTEND TOP CHORDDL=125 PLF

4x SHAPED BLK

2x6 @ 16"OC BTWNTRUSSED RAFTERS

(3)-16d, TYP

EXTEND TOP CHORD TO SUPPORTSOFFIT BELOW, TYP EA SIDE

812

SIMPSON LU26HANGER

4x12 BLKG

EN

BN

EL=13'-0 1/4"TOP PL

VARIES PER ARCH (7'-1" MAX)

6" MINAFTER NOTCH

HEADERPER PLAN

2x6 @ 24"OC,TYP

2x BLKG W/SIMPSON A35PER SCHED

ROOF JOISTPER PLAN

PLYWOODPER PLAN

EN

ARCH FIN 2x BLKG

BN

SIMPSONHI TIE

SCALE:SECTION 2

3/8" = 1'-0"

FOR BALANCE OF INFONOT SHOWN, SEE 1 S-4.1

812

2x6 @ 24"OC,TYP

HEADERPER PLAN

6" MIN AFTERNOTCH, TYP

2x8 @ 24"OC

PLYWOODPER PLAN

BN CONT 2x LEDGER W/(2)-16d PER STUD

SIMPSON A35

4x SHAPED BLK

SIMPSON HI TIE

EN

1/2" PLYWOOD SHEATHINGW/ 10d @ 12"OC

SIMP STRAPPER PLAN

9S-4.1

TYP AT HIP/VALLEY

CONDITIONS

BN

SCALE:STUD WALL TO TRUSS CONNECTION 3

3/4" = 1'-0"

SCALE:HEADER TO STUD WALL CONNECTION 4

3/4" = 1'-0"

SCALE:DRAG BEAM TO STUD WALL CONNECTION 5

3/4" = 1'-0"

SCALE:ROOF JOIST CONNECTION DETAIL 6

3/4" = 1'-0"

SCALE:OPENING AT PERFORATED SHEAR WALL 7

3/4" = 1'-0"

PLYWOOD SHEATHINGPER PLAN

TRUSS RAFTERSPER PLAN

PLYWOODSHEATHINGPER PLAN

EN

SIMPSON A35PER 1 S-1.5

DRAG TRUSS

EN

DRAG BEAMPER PLAN

STUD WALLBEYOND

POST HDR CONNPER 7 S-1.4

POST PER PLAN

STRAP PER PLAN

4x4 BLK

HDR PER PLAN

FOR BALANCEOF INFO NOTSHOWN, SEE9 S-4.0

SIMPSON STRAPPER PLAN

DRAG BEAMPER PLAN

4x4 BLK

STUD WALLPER PLAN

EL=25'-0"T/O WALL

EL=14'-0"T/O ROOF

LINE OF HIGH ROOFFRAMED W/ TRUSSEDRAFTERS

SKEWED SIMPSONU HANGER

CONT 2x LEDGER W/(3)-16d TO EA STUD

CONT 2x6 W/ (2)-16dTO EA STUD

ROOF JOISTPER PLAN

PLYWOODSHEATHINGPER PLAN

2x6 @ 16"OC

2x4 W/ (3)-16d TOEA STUD @ 24"OC

EN

SIMPSON A35 T&B EA END

DBL 2x SILL PLATEAT WINDOW

DBL 2x PLATE DBL 2x12 STUDSIMPSON MSTI26, TYP

3x BLKGAS REQD

STUD PERPLAN

EDGE NAILINGAT VERTSPLICES PERSHEAR WALLSCHED

EDGE NAILING T&B OF OPENINGPER SHEAR WALL SCHED

2x TRIMMER

4'-0" MAX

3'-0"

MAX

FOR BALANCE OF INFONOT SHOWN, SEE 1 S-1.5

EQ EQ

EQ EQ

SIMPSON LSTA24STRAP @ 16"OC

EXTEND DBL TOPPLATE TO SUPPORTWING WALL PER PLAN

EXTEND DBL TOPPLATE TO SUPPORTWING WALL PER PLAN

SIMP STRAPPER PLAN

ROOF JOIST PERPLAN (SKEWED)

PROVIDE 4x6 SOLID BLKGWHERE STRAP OCCURS

SCALE:DRAG TRUSS STRAP CONNECTION 8

3/4" = 1'-0"

PER PLAN PER PLAN

FOR BALANCE OF INFONOT SHOWN, SEE 9 S-4.0

PROVIDE FULL HTBLKG WHERESTRAP OCCURS

PLYWOOD SHEATHINGPER PLAN

ROOF FRAMINGPER PLAN

SIMPSON STRAPPER PLAN, NAIL TOBOTTOM OF BLKG

BOTTOM CHORD OFTRUSSED RAFTERSPER PLAN

NAIL STRAPTO BOT OFTRUSS

STUD WALLPER PLAN

SCALE:SECTION 10

3/4" = 1'-0"

PER

ARCH

(6'-0

" MAX

)

SIMP STRAPPER PLAN BN

EN

(2)-2x TOP PL

2x6 @ 16" OC

PER

ARCH

2x BLKGEN

(6)-16d2x6 BLKG4x12

BLKG

EN

EN

2x6 @ 16" OCSIMP LU26 HGR

2x4 LEDGER W/(2)-16d NAILS TOEA STUD

STUD WALL PERPLAN

SIMP A35 @12" OC

DRAG BMBEYONDPER PLAN

PLYWOODSHEATINGPER PLAN

EN

(3)-16d

DBL ROOFJOIST

HO

US

ING

SE

RV

ICE

S D

ININ

G H

ALL

5151

STA

TE U

NIV

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SIT

Y D

RIV

ELO

S A

NG

ELE

S, C

A 9

0032

12-14-2012 2010.03FF CSULA CDS

10102012.pln

© 2012 ENVIRON ARCHITECTURE

12-14-2012BLDG DEPT SUBMITTAL

NO DATEDESCRIPTION

TRUCTURAL E NGI N SRE E

MHP JN

S

3900 Cover StreetLong Beach, CA 90808

562.985.3200 P562.985.1011 F

110187.00

H:\2

011\

1101

87\3

_Dra

win

gs\D

wgs

-00\

110

187.

00_S

-4.1

.dw

g, L

ast P

rinte

d: F

eb 1

2, 2

013

- 4:3

2pm

02-14-2013BID SET

FRAMINGSECTIONS &

DETAILS

S-4.1