PN96540_S-001 S-002_Am-0005.pdf

GENERAL NOTES

DESIGN CRITERIA

A. DESIGN LOAD CRITERIA BASED ON THE FOLLOWING

1. UNIFIED FACILITIES CRITERIA 3-301-01 STRUCTURAL ENGINEERING DATED 1 OCTOBER 2019

2. INTERNATIONAL BUILDING CODE, 2018 EDITION

3. ASCE 7-16 MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGS AND OTHER STRUCTURES.

B. DEAD LOADS

1. DEAD LOADS INCLUDE THE WEIGHT OF MATERIALS INTO CONSTRUCTION OF THE BUILDING INCLUDING ROOFS, CEILINGS, PARATITIONS, AND FIXED SERVICE EQUIPMENT.

2. PARTITIONS (SEISMIC): 10 PSF

C. FLOOR LIVE LOAD

1. OFFICE: 50 PSF + 15 PSF PARTITION = 65 PSF

2. CORRIDORS: 100 PSF

3. DINING ROOMS: 100 PSF

4. CLASSROOMS: 40 PSF + 15 PSF PARTITION = 55 PSF

5. LIGHT STORAGE: 125 PSF

6. MECHANICAL ROOM: 100 PSF

D. ROOF LIVE LOAD

1. CHILD DEVELOPMENT CENTER: 20 PSF (REDUCIBLE)

E. WIND DESIGN DATA – CHILD DEVELOPMENT CENTER

1. BASIC WIND SPEED (3-SEC GUST): V = 155 MPH

2. ALLOWABLE STRESS DESIGN WIND SPEED: VEFF-ASD = 122.5 MPH

3. RISK CATEGORY: III

4. EXPOSURE CATEGORY: B

5. WIND TOPOGRAPHIC FACTOR: Kzt = 1.0

6. WIND DIRECTIONALITY FACTOR: Kd = 0.85

7. GROUND ELEVATION FACTOR: Ke = 1.0

8. BUILDING ENCLOSURE CLASSIFICATION: ENCLOSED

9. INTERNAL PRESSURE COEFFICIENT: +/- 0.18

10. COMPONENTS AND CLADDING DESIGN WIND PRESSURE:

a. FOR ELEMENTS ON EXTERIOR WALL, SEE E4/S002

b. FOR ELEMENTS ON THE ROOF, SEE E6/S002

c. FOR ROOF TRUSSES, SEE A4/S002

11. IMPACT RESISTANT GLAZING REQUIRED: YES

F. EARTHQUAKE DESIGN DATA – CHILD DEVELOPMENT CENTER

1. RISK CATEGORY: III

2. IMPORTANCE FACTOR: Ie = 1.25

3. MAPPED SPECTRAL RESPONSE ACCELERATIONS

a. SHORT PERIOD: Ss= 0.573g

b. 1-SEC PERIOD: S1 = 0.165g

4. SITE CLASS: C

5. SPECTRAL RESPONSE COEFFICIENTS

a. SHORT PERIOD: SDS = 0.486g

b. 1-SEC PERIOD: SD1 = 0.165g

6. DESIGN CATEGORY: C

7. BASIC SEISMIC-FORCE-RESISTING SYSTEM: ORDINARY REINFORCED MASONRY SHEAR WALLS

8. DESIGN BASE SHEAR (ULTIMATE): Cs x W

9. SEISMIC RESPONSE COEFFICIENT: Cs = 0.30

10. RESPONSE MODIFICATION FACTOR: R = 2

11. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE

G. SOILS

1. SITE CLASS: C

2. ALLOWABLE BEARING CAPACITY:

a. FOUNDATIONS BEARING ON A MINIMUM 24 INCHES

OF IMPORTED GRANULAR STRUCTURAL FILL:

3,000 PSF (1/3 INCREASE FOR WIND AND SEISMIC)

b. FOUNDATIONS FOR THE RETAINING WALL FOUNDED ON VOLCANIC TUFF: 5,000 PSF

3. EARTH PRESSURES

a. UNRESTRAINED ACTIVE (LEVEL BACKFILL):

i. CLAYEY SILT: 45 PCF

ii. CINDER/IMPORTED GRANULAR FILL: 40 PCF

iii. VOLCANIC TUFF: 35 PCF

b. UNRESTRAINED ACTIVE (SLOPING BACKFILL):

i. CLAYEY SILT: 55 PCF

ii. CINDER/IMPORTED GRANULAR FILL: 50 PCF

iii. VOLCANIC TUFF: 45 PCF

c. PASSIVE: 300 PCF

4. SEISMIC LATERAL EARTH PRESSURE

a. UNRESTRICTED: 9.2H^2 PLF WHERE H IS THE HEIGHT OF BACKFILL BEHIND THE WALL. THE DYNAMIC LATERAL FORCES SHALL ACT AT 0.6H ABOVE THE BASE OF THE WALL. THE SEISMIC LATERAL EARTH PRESSURES ARE IN

ADDITION TO THE STATIC EARTH PRESSURE.

b. RESTRICTED: 24.6H^2 PLF WHERE H IS THE HEIGHT OF BACKFILL BEHIND THE WALL. THE DYNAMIC LATERAL FORCES SHALL ACT AT 0.6H ABOVE THE BASE OF THE WALL. THE SEISMIC LATERAL EARTH PRESSURES ARE IN ADDITION TO

THE STATIC EARTH PRESSURE.

c. HORIZONTAL SEISMIC COEFFICIENT = 0.317

d. VERTICAL SEISMIC COEFFICIENT = 0 (ASSUMED)

5. COEFFICIENT OF FRICTION

a. COMPACTED GRANULAR STRUCTURAL FILL: 0.4

b. VOLCANIC TUFF: 0.45

6. ANGLE OF INTERNAL FRICTION

a. IMPORTED REINFORCED FILL MATERIAL: 34 DEGREES

b. RETAINED SOIL: 32 DEGREES

7. MOIST UNIT WEIGHT

a. IMPORTED REINFORCED FILL MATERIAL: 130 PCF

b. RETAINED SOIL: 110 PCF

8. COHESION

a. IMPORTED REINFORCED FILL MATERIAL: 0 PSF

b. RETAINED SOIL: 0 PSF

SPECIAL INSPECTIONS

FOUNDATION

A. FOUNDATION DESIGN IS BASED ON THE FOLLOWING GEOTECHNICAL INVESTIGATION REPORT.

1. GEOTECHNICAL INVESTIGATION CHILD DEVELOPMENT CENTER REPORT BY HIRATA & ASSOCIATES, INC. DATED 2020

JUNE 29. W.O. 20-6485

B. PROVIDE FOR DE-WATERING OF EXCAVATION FROM SURFACE WATER, GROUND WATER OR SEEPAGE.

C. DO NOT EXCAVATE IN SUCH A WAY AS TO REMOVE LATERAL SUPPORT FROM ANY FOOTING OR FOUNDATION WITHOUT

FIRST UNDERPINNING OR PROTECTING THE FOOTING OR FOUNDATION AGAINST SETTLEMENT OR LATERAL TRANSLATION.

D. COMPACT BOTTOM OF FOOTINGS AS SPECIFIED TO PROVIDE A RELATIVELY FIRM AND SMOOTH BEARING SURFACE PRIOR

TO PLACEMENT OF REINFORCING STEEL AND CONCRETE. IF SOFT AND/OR LOOSE MATERIALS ARE ENCOUNTERED AT THE BOTTOM OF FOOTING EXCAVATIONS, OVER-EXCAVATED TO EXPOSE THE UNDERLYING FIRM MATERIAL AND BACKFILL WITH SELECT GRANULAR MATERIAL COMPACTED TO A MINIMUM OF 95% RELATIVE COMPACTION OR THE EXTEND FOOTING

BOTTOM DOWN TO THE UNDERLYING COMPETENT MATERIAL.

E. PLACE A MINIMUM OF 24 INCHES OF STRUCTURAL FILL UNDER FOOTINGS AND SLABS-ON-GRADE. OVEREXCAVATE NEAR SURFACE VOLCANIC TUFF TO ENSURE ALL FOUNDATIONS SUPPORTING A STRUCTURE ARE FOUNDED ON THE SAME TYPE OF MATERIAL. EXTEND THE IMPORTED GRANULAR STRUCTURAL FILL A MINIMUM OF 12 INCHES BEYOND THE EDGE OF FOOTINGS. IN AREAS WHERE THE GRANULAR STRUCTURAL FILL IS PLACED OUTSIDE THE BUILDING AREA, AND IS OPEN TO THE ENVIRONMENT, CAP THE MATERIAL WITH A MINIMUM 12 INCHES OF LOW PERMEABILITY SOIL, SUCH AS ONSITE CLAYEY SILT. PROVIDE A CAPPING LAYER MOISTURE CONDITIONED TO AT LEAST 2 PERCENT ABOVE THE OPTIMUM MOSITURE CONTENT AND COMPACTED IN HORIZONTAL LIFTS NOR MORE THAN 8 INCHES IN THICKNESS AND TO BETWEEN 90 AND 95

PERCENT COMPACTION AS DETERMINED BY ASTM D 1557.

F. PRIOR TO PLACEMENT OF GRANULAR STRUCTURAL FILL, SCARIFY THE SLAB SUBGRADE TO A DEPTH OF 6 INCHES AND MOISTURE CONDITION TO AT LEAST 2 PERCENT ABOVE OPTIMUM MOISTURE CONTENT. COMPACT SUBGRADES CONSISTING OF ONSITE CLAYEY SILT TO COMPACTED TO BETWEEN 90 AND 95 PERCENT COMPACTION AND GRANULAR SUBGRADES TO A

MINIMUM 95 PERCENT COMPACTION AS DETERMINED BY ASTM D 1557.

G. UNLESS NOTED OTHERWISE, PROVIDE MINIMUM DEPTH OF FOOTINGS BELOW THE UNDISTURBED GROUND SURFACE OF 12

INCHES.

H. EMBED FOUNDATIONS LOCATED ON, OR NEAR THE TOP OF SLOPES, SUCH THAT A MINIMUM HORIZONTAL DISTANCE OF 5

FEET IS MAINTAINED BETWEEN THE BOTTOM EDGE OF FOOTING AND SLOPE FACE.

I. COMPACT BACKFILL BEHIND CONVENTIONAL RETAINING WALLS IN LIFTS TO BETWEEN 90 AND 95 PERCENT COMPACTION AS

DETERMINED BY ASTM D 1557. DO NOT OVERCOMPACT THE BACKFILL MATERIAL.

J. DO NOT USE THE ONSITE CLAYEY SILT AND VOLCANIC TUFF IN THE REINFORCED SOIL ZONE FOR GEOSYNTHETIC REINFORCEMENT OF THE MSE WALLS. PROVIDE MATERIAL FOR THE REINFORCED SOIL ZONE FOR GEOSYNTHETIC

REINFORCEMENT IN ACCORDANCE WITH THE MANUFACTURER’S SPECIFICATIONS.

K. EXCAVATIONS FOR FOUNDATIONS MUST BE MONITORED AND APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF CONCRETE AND REINFORCING STEEL TO CONFIRM FOUNDATION BEARING CONDITIONS AND REQUIRED EMBEDMENT DEPTHS. SUBMIT LETTER OF COMPLIANCE FROM GEOTECHNICAL ENGINEER TO THE CONTRACTING OFFICER.

L. THE ONSITE CLAYEY SILT AND VOLCANIC TUFF SHALL NOT BE REUSED IN THE REINFORCED SOIL ZONE FOR GEOSYNTHETIC REINFORCEMENT OF THE MSE WALLS. mATERIALS FOR THE REINFORCED SOIL ZONE FOR GEOSYNTHETIC REINFORCEMENT SHALL BE PER MANUFACTURER'S SPECIFICATIONS WHICH SHALL INCLUDE MINIMUM COMPACTION REQUIREMENTS.

M. AT MSE WALLS THE SUBGRADE UNDER THE LEVELING PAD SHALL BE SCARIFIED TO A MINIMUM DEPTH OF 6 INCHES AND RECOMPACTED TO A MINIMUM OF 95 PERCENT COMPACTION AS DETERMINED BY ASTM D 1557. THE THICKNESS OF THE LEVELING PAD WILL BE DEPENDENT ON THE MSE WALL MANUFACTURER'S SPECIFICATIONS AS WELL AS THE MATERIAL TO

BE USED FOR THE LEVELING PAD.

N. GLOBAL SLOPE STABILITY WAS CONSIDERED UNDER THE MSE WALLS BY THE GEOTECH. BASED ON RELATIVELY SHALLOW DEPTHS AT WHICH HARD VOLCANIC TUFF WAS ENCOUNTERED. THE GLOBAL STABILITY SHOULD NOT BE A PROBLEM.

O. IMPORTED STRUCTURAL FILL SHALL BE WELL-GRADED, NON-EXPANSIVE GRAUNULAR MATERIAL. IMPORTED GRANULAR STRUCTURAL FILL SHALL HAVE A MAXIMUM PARTICALE SIZE OF 3 INCHES, AND BETWEEN 8 AND 20 PERCENT OF SOIL BY WEIGHT SHALL PASS THE #200 SIEVE. THE PLASTICITY INDEX OF THAT PORTION OF THE SOIL PASSING THE #40 SIEVE SHALL NOT BE GREATER THAN 10. IMPORTED STRUCTURAL FILL SHALL HAVE A CBR EXPANSION VALUE NO GREATER THAN 1.0 PERCENT AND A MINIMUM CBR VALUE OF 15 PERCENT, WHEN TESTED IN ACCORDANCE WITH ASTM D 1883.

P. IMPORTED GRANULAR STRUCTURAL FILL FOR MSE WALLS SHALL INDICATE A MAXIMUM PARTICLE SIZE OF 2 INCHES AND BETWEEN 3 AND 15 PERCENT OF SOIL BY WEIGHT SHALL PASS THE #200 SIEVE. THE PLASTICITY INDEX OF THE PORTION OF

SOIL PASSING THE #40 SIEVE SHALL NOT BE GREATER THAN 6.

CONCRETE

A. CONFORM TO AMERICAN CONCRETE INSTITUTE ACI 318

B. PROVIDE NORMAL WEIGHT CONCRETE WITH THE FOLLOWING MINIMUM 28 DAY COMPRESSIVE STRENGTHS:

1. RETAINING WALLS: 4,000 PSI

2. FOOTINGS: 3,500 PSI

3. SLAB-ON-GRADE: 3,500 PSI

4. ALL OTHER CONCRETE: 3,500 PSI

C. RECORD ALL FREE WATER IN THE MIX ON CONCRETE DELIVERY TICKETS: AT BATCHING BY PLANT, FOR CONSISTENCY BY

DRIVER, AND ANY ADDITIONAL REQUEST BY CONTRACTOR IF PERMITTED BY THE MIX DESIGN.

D. PROVIDE WATER FOR MIXING CONCRETE THAT IS CLEAN AND FREE FROM INJURIOUS AMOUNTS OF OILS, ACIDS, ALKALIS, SALTS, ORGANIC MATERIALS OR OTHER SUBSTANCES THAT ARE DELETERIOUS TO CONCRETE OR STEEL REINFORCEMENT.

E. CONDUCT STRENGTH TESTS AS FOLLOWS:

1. TAKE SAMPLES FOR STRENGTH OF EACH CLASS OF CONCRETE PLACED EACH DAY IS TAKEN NOT LESS THAN ONCE A

DAY, NOR LESS THAN ONCE FOR EACH 150 CUBIC YARDS OF CONCRETE, NOR LESS THAN ONCE FOR EACH 5,000

SQUARE FEET OF SURFACE AREA FOR SLABS OR WALLS.

2. IF THE TOTAL VOLUME OF CONCRETE IS SUCH THAT THE FREQUENCY OF TESTING WOULD PROVIDE LESS THAN FIVE STRENGTH TESTS FOR A GIVEN CLASS OF CONCRETE, MAKE TESTS FROM AT LEAST FIVE RANDOMLY SELECTED

BATCHES OR FROM EACH BATCH IF FEWER THAN FIVE BATCHES ARE USED.

F. HOT-DIP GALVANIZE ALL INSERTS, ANCHOR BOLTS, PLATES, AND OTHER ITEMS TO BE CAST IN THE CONCRETE IN

ACCORDANCE WITH ASTM A153 UNLESS OTHERWISE NOTED.

G. SECURE REINFORCING BARS, ANCHOR BOLTS, INSERTS, AND OTHER ITEMS TO BE CAST IN THE CONCRETE IN POSITION

PRIOR TO PLACEMENT OF CONCRETE.

H. LOCATE CONDUITS, PIPES, AND SLEEVES PASSING THROUGH A SLAB OR FOOTING AND NOT CONFORMING TO TYPICAL

DETAILS AND SUBMIT TO THE CONTRACTING OFFICER FOR APPROVAL.

I. FOR CONDUITS, PIPES, AND SLEEVES EMBEDDED WITHIN A SLAB (OTHER THAN THOSE MERELY PASSING THROUGH), SATISFY THE FOLLOWING:

1. NO LARGER IN OUTSIDE DIMENSIONS THAN 1/3 THE OVERALL THICKNESS OF BEAM, SLAB, OR WALL IN WHICH THEY ARE

EMBEDDED.

2. DO NOT PLACE CONDUITS, PIPES, AND SLEEVES THROUGH OR EMBEDDED IN A BEAM UNLESS SPECIFICALLY DETAILED.

3. SPACE NO CLOSER THAN 3 DIAMETERS OR WIDTHS ON CENTER.

4. PLACE IN THE MIDDLE 1/3 OF SLAB OR WALL THICKNESS.

J. LOCATE CONSTRUCTION JOINTS SO AS NOT TO IMPAIR THE STRENGTH OF THE STRUCTURE AND TO MINIMIZE SHRINKAGE STRESSES. SUBMIT LOCATION OF CONSTRUCTION JOINTS TO THE CONTRACTING OFFICER FOR APPROVAL, UNLESS

OTHERWISE NOTED.

K. SEE ARCHITECTURAL DRAWINGS FOR CHAMFERS, EDGE RADII, DRIPS, REGLETS, FINISHES AND OTHER NON-STRUCTURAL ITEMS NOT SHOWN OR SPECIFIED ON THE STRUCTURAL DRAWINGS. CONTRACTOR HAS THE OPTION TO EITHER SLOPE THE SLAB TO THE FLOOR DRAIN OR RECESS THE SLAB 1-1/2 INCH AND SLOPE THE MORTAR BED TO THE FLOOR DRAIN. SEE ARCH

DRAWINGS FOR EXACT LOCATIONS.

L. PROVIDE NON-SHRINK GROUT AS A PREMIXED NON-METALLIC FORMULA, CAPABLE OF DEVELOPING A MINIMUM

COMPRESSIVE STRENGTH OF 3,000 PSI IN 1 DAY AND 5,000 PSI IN 28 DAYS.

M. MEASURE FLOOR AND SLAB FLATNESS AND LEVELNESS ACCORDING TO ASTM E1155 WITHIN 48 HOURS OF FINISHING.

REINFORCING STEEL

A. UNLESS NOTED OTHERWISE, PROVIDE REINFORCING STEEL IS DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60.

B. FOR WELDED REINFORCING STEEL, PROVIDE LOW-ALLOY DEFORMED BARS CONFORMING TO ASTM A706.

C. PROVIDE GALVANIZED WELDED WIRE REINFORCEMENT CONFORMING TO ASTM A1060.

D. ENVIRONMENTAL SEVERITY CLASSIFICATION (ESC): C4

E. PROVIDE CLEAR CONCRETE COVER FOR REINFORCING STEEL AS FOLLOWS, UNLESS OTHERWISE NOTED:

1. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3”.

2. CONCRETE FORMED AND EXPOSED TO EARTH OR WEATHER:

a. NO. 6 THROUGH NO. 18 BAR: 2”

b. NO. 5 BAR, W31 OR D31 WIRE, AND SMALLER: 2”

3. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

a. SLABS, WALLS, JOISTS:

i. NO. 14 AND NO. 18 BAR: 1.5”

ii. NO. 11 BAR AND SMALLER: 0.75”

F. PROVIDE CLEAR DISTANCE BETWEEN THE SURFACE OF A BAR AND ANY SURFACE OF A MASONRY UNIT NOT LESS THAN 1/2

INCH, UNLESS OTHERWISE NOTED.

G. SPLICE REINFORCING STEEL WHERE INDICATED ON PLANS. PROVIDE LAP SPLICE LENGTH PER TYPICAL DETAILS AND

SCHEDULE, UNLESS OTHERWISE NOTED.

H. LAP EDGES AND ENDS OF ADJOINING SHEETS OF WELDED WIRE REINFORCEMENT AT LEAST ONE MESH SPACING. OFFSET

LAPS OF ADJOINING SHEET WIDTHS TO PREVENT CONTINUOUS LAPS IN EITHER DIRECTION.

I. PROVIDE MECHANICAL SPLICE CONNECTORS THAT DEVELOP IN TENSION 125 PERCENT OF THE SPECIFIED MINIMUM YIELD

STRENGTH OF REINFORCING BARS.

J. PROVIDE STANDARD HOOKS ON REINFORCING BARS IN ACCORDANCE WITH ACI 318, SECTION 7.1.

K. PROVIDE MINIMUM REINFORCEMENT BEND DIAMETERS IN ACCORDANCE WITH ACI 318, SECTION 7.2.

MASONRY

A. CONCRETE MASONRY CONSTRUCTION SHALL COMPLY WITH THE REQUIREMENTS OF IBC 2018 AND TMS 602.

B. ALL CONCRETE MASONRY UNITS SHALL HAVE A COMPRESSIVE STRENGTH (F’m) OF 1,500 PSI.

C. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 FOR LOAD-BEARING CONCRETE MASONRY UNITS NORMAL

WEIGHT WITH A UNIT COMPRESSIVE STRENGTH OF 2150 PSI.

D. MORTAR FOR USE IN MASONRY CONSTRUCTION SHALL CONFORM TO ASTMC 270 WITH A MINIMUM COMPRESSIVE

STRENGTH OF 2,500 PSI. UNUSED MORTAR SHALL BE DISCARDED WITHIN 2 ½ HOURS AFTER INITIAL MIXING. MORTAR FOR MASONRY BELOW GRADE OR IN CONTACT WITH EARTH SHALL BE TYPE M AND TYPE S FOR REINFORCED MASONRY.

E. GROUT SHALL CONFORM TO ASTM C476 WITH A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AT 28 DAYS. TESTING SHALL CONFORM TO ASTM C1019. GROUT SHALL HAVE A SLUMP OF 8-10 INCHES. WATER REDUCING ADMIXTURES ARE NOT

ALLOWED.

F. ALL CELLS AND BOND COURSES WITH REINFORCEMENT AND INSERTS SHALL BE SOLID GROUTED. CLEANOUTS SHALL BE

PROVIDED FOR ALL GROUT POURS OVER 5’-4” IN HEIGHT.

G. WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER, HORIZONTAL CONSTRUCTION JOINTS SHALL BE FORMED BY

STOPPING THE GROUT POUR 2 INCHES BELOW THE TOP OF THE UPPERMOST UNIT.

H. THE CONTRACTOR SHALL LOCATE CONSTRUCTION JOINTS SO AS NOT TO IMPAIR THE STRENGTH OF THE STRUCTURE AND TO MINIMIZE SHRINKAGE STRESSES. SUBMIT LOCATION OF CONSTRUCTION JOINTS TO THE CONTRACTING OFFICER FOR APPROVAL, UNLESS OTHERWISE NOTED. MAXIMUM SPACING BETWEEN CONSTRUCTION JOINTS SHALL NOT EXCEED 25

FEET.

I. WALLS SHALL BE FULLY GROUTED AND CONSTRUCTED IN CONVENTIONAL RUNNING BOND, UNLESS OTHERWISE NOTED.

J. REINFORCMENT IN WALLS SHALL BE PLACED IN THE CENTER OF THE CELL UNLESS OTHERWISE NOTED.

K. PROVIDE SLEEVES THROUGH ALL CMU WALL PENETRATIONS. NO PENETRATIONS ARE ALLOWED THROUGH BOND BEAMS OR

LINTELS.

L. SEE ARCHITECTURAL DRAWINGS FOR LAYING PATTERN, HEIGHT OF UNITS, SURFACE TEXTURE, AND JOINT TYPE.

M. OPEN-ENDED BLOCKS MAY BE SUBSTITUTED FOR STANDARD CONCRETE MASONRY UNITS.

A. WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE BUILDING CODE AS STATED BELOW. HOWEVER, WHERE REFERENCE IS MADE TO PERFORMANCE CONFORMING TO OTHER STANDARDS THE MORE STRINGENT SHALL APPLY.

1. INTERNATIONAL BUILDING CODE, 2018 EDITION, AS MODIFIED BY UNIFIED FACILITIES CRITERIA 1-200-01 DOD BUILDING

CODE DATED 1 OCTOBER 2020.

2. UNIFIED FACILITIES CRITERIA 3-301-01 STRUCTURAL ENGINEERING DATED 1 OCTOBER 2019

3. UNIFIED FACILITIES CRITERIA 4-010-01 DOD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS DATED 19 AUGUST

2020.

B. COMPARE ALL CONTRACT DOCUMENTS WITH EACH OTHER AND REPORT IN WRITING TO THE CONTRACTING OFFICER ALL

INCONSISTENCIES AND OMISSIONS.

C. TAKE FIELD MEASUREMENTS, VERIFY FIELD CONDITIONS AND COMPARE WITH THE DRAWINGS BEFORE COMMENCING

WORK. REPORT IN WRITING TO THE CONTRACTING OFFICER ALL INCONSISTENCIES AND OMISSIONS.

D. CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES.

E. CONTRACTOR IS RESPONSIBLE FOR MEANS AND METHODS OF CONSTRUCTION, WORKMANSHIP AND JOB SAFETY. THE

CONTRACTOR SHALL PROVIDE TEMPORARY SHORING AND BRACING AS REQUIRED FOR STABILITY OF STRUCTURAL

MEMBERS AND SYSTEMS.

F. DO NOT EXCEED DESIGN LIVE LOAD WITH CONSTRUCTION LOADING UNLESS SPECIAL SHORING IS PROVIDED. REDUCE ALLOWABLE LOADS IS REDUCED IN AREAS WHERE THE STRUCTURE HAS NOT ATTAINED FULL DESIGN STRENGTH.

G. CONTRACTOR IS RESPONSIBLE FOR PROTECTION OF THE ADJACENT PROPERTIES, STRUCTURES, STREETS AND UTILITIES

DURING THE CONSTRUCTION PERIOD.

H. APPLY DETAILS NOTED AS TYPICAL ON THE STRUCTURAL DRAWINGS IN ALL CONDITIONS UNLESS SPECIFICALLY SHOWN OR

NOTED.

A. ENSURE THAT SPECIAL INSPECTION OF PORTIONS OF THE WORK AS REQUIRED BY THE BUILDING CODE IS MADE AT THE APPROPRIATE TIME. SUBMIT STATEMENT OF RESPONSIBILITY TO THE OWNER AND BUILDING DEPARTMENT PRIOR TO THE COMMENCEMENT OF WORK. GIVE TIMELY NOTICE OF WHEN AND WHERE INSPECTIONS ARE TO BE MADE AND PROVIDE ACCESS FOR THE INSPECTOR. FREQUENCY OF INSPECTION IS DEFINED IN SPECIFICATIONS SECTION 01 45 35 AND ITS ATTACHMENTS FOR STATEMENT AND SCHEDULE OF SPECIAL INSPECTIONS. CORRECT DEFECTIVE WORK AT NO

ADDITIONAL COST TO THE GOVERNMENT AND PAY FOR RE-INSPECTION AS REQUIRED.

B. KEEP RECORDS OF INSPECTIONS. INDICATE THAT WORK INSPECTED WAS DONE IN CONFORMANCE WITH APPROVED

CONSTRUCTION DOCUMENTS. SUBMIT A FINAL SIGNED REPORT TO THE CONRACTING OFFICER.

STRUCTURAL STEEL

A. PERFORM FABRICATION AND ERECTION OF STRUCTURAL STEEL IN ACCORDANCE WITH THE AMERICAN INSTITUTE OF STEEL

CONSTRUCTION MANUAL OF STEEL CONSTRUCTION, FIFTEENTH EDITION.

B. STRUCTURAL STEEL: CONFORM TO ASTM A36 UNLESS OTHERWISE NOTED.

C. STEEL WIDE FLANGE SECTIONS: CONFORM TO ASTM A992.

D. STEEL HOLLOW STRUCTURAL SECTIONS (HSS): CONFORM TO ASTM A500 GRADE B.

E. THREADED RODS: CONFORM TO ASTM A36

F. HEADED STUDS: CONFORM TO ASTM A108, GRADES 1015 TO 1020

G. CONNECTIONS: CONFORM TO RCSC’S “FOR STRUCTURAL JOINTS USING ASTM A307 BOLTS”. ALL BOLTS ARE ¾” DIAMETER

UNLESS NOTED OTHERWISE.

H. HIGH-STRENGTH BOLTS: CONFORM TO ASTM F3125, GRADE A325, TYPE N WITH COMPRESSIBLE-WASHER-TYPE DIRECT

TENSION INDICATOR.

I. ANCHOR BOLTS: CONFORM TO ASTM F1554 GRADE 55

J. WELDS AND WELDING PROCEDURES: CONFORM TO THE STRUCTURAL WELDING CODE AWS D1.1 OF THE AMERICAN

WELDING SOCIETY.

K. PERFORM WELDING BY WELDERS PREQUALIFIED FOR WELDING PROCEDURES TO BE USED.

L. WELDING ELECTRODES E70XX.

M. PRIME PAINT ALL STEEL IN THE SHOP.

N. HOT-DIP GALVANIZE EXPOSED STEEL ACCORDING TO ASTM A123.

O. HOT-DIP GALVANIZE ANCHOR BOLTS, PLATES, AND OTHER ITEMS TO BE CAST IN CONCRETE ACCORDING TO ASTM A153

UNLESS OTHERWISE NOTED.

THIS WORK WAS PREPARED BY ME

OR UNDER MY SUPERVISION

PROFESSIONAL

ENGINEER

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N T

A

U G

STEEL DECK

A. PROVIDE STEEL DECK IN ACCORDANCE WITH STEEL DECK INSTITUTE STANDARDS AND AISI’S “SPECIFICATION FOR THE

DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS.”

B. FORM STEEL DECK AND ACCESSORIES IS FROM GALVANIZED STEEL SHEETS CONFORMING TO ASTM A653, STRUCTURAL

STEEL (SS), GRADE 50, MINIMUM YIELD 50 KSI, G90 ZINC COATING.

C. PROVIDE STEEL DECK OF THE PROFILE DEPTH AND THICKNESS AS INIDCATED ON THE DRAWINGS.

D. STEEL DECKS MAY BE EITHER LAPPED OR BUTTED AT CONTRACTOR’S OPTION. PROVIDE A MINIMUM OF 1-1/2” BEARING AT

ALL SUPPORTING STEEL UNO.

E. PROVIDE STEEL DECK TRIPLE SPAN CONTINUOUS WHERE POSSIBLE. DO NOT LOCATE SINGLE SPANS AT EDGES OR

CORNERS.

F. WELD STEEL DECK UNITS TO THE SUPPORTING MEMBERS IN ACCORDANCE WITH AWS D1.3. PERFORM WELDING OF STEEL

DECK BY CERTIFIED LIGHT GAGE STEEL WELDERS.

G. PROVIDE ARC SPOT OR ARC SEAM (PUDDLE) WELDS WITH AN EFFECTIVE FUSION AREA TO SUPPORTING MEMBERS, EQUIVALENT TO AT LEAST 3/8 INCH BY 1 INCH LONG OR ½ INCH DIAMETER AND MAXIUM WELD SPACING OF 3 FEET. IF STUD WELDS ARE WELDED THROUGH STEEL DECK TO STRUCTURAL STEEL, STUD WELDS MAY REPLACE ARC SPOT WELDS.

H. DO NOT SUPPORT COLD-FORMED METAL FRAMING, SUSPENDED CEILING, LIGHT FIXTURES, AND DUCTS OR OTHER UTILITIES

BY THE STEEL DECK.

COLD-FORMED METAL FRAMING

A. PROVIDE COLD-FORMED METAL FRAMING IN ACCORDANCE WITH AISI’S “NORTH AMERICAN SPECIFICATIONS FOR THE

DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS” AND ITS “STANDARD FOR COLD FORMED STEEL FRAMING –

GENERAL PROVISIONS”

B. PROVIDE COLD-FORMED STEEL MEMBERS AND ACCESSORIES OF THE TYPE AND THICKNESS CALLED FOR ON THE DRAWINGS. MEMBER DESIGNATIONS ARE IN ACCORDANCE WITH STEEL STUD MANUFACTURER’S ASSOCIATION.

C. PROVIDE MEMBERS 54, 68 OR 97 MILS THICK THAT MEET THE REQUIREMENTS OF ASTM A1003 GRADE ST50H. PROVIDE MEMBERS 33 OR 43 MILS THICK THAT MEET THE REQUIREMENTS OF ASTM A1003 GRADE ST33H.

D. CUT FRAMING MEMBERS BY SAWING OR SHEARING. DO NOT TORCH CUT.

E. PROVIDE PREFABRICATED FRAMING HARDWARE AND INSTALL PER MANUFACTURER’S RECOMMENDATIONS.

F. PLACE A LAYER OF 30# ROOFING FELT BETWEEN ALL COLD-FORMED METAL MEMBERS AND CONCRETE OR MASONRY

SURFACES.

G. LIMIT HOLES IN WALL STUDS AND OTHER STRUCTURAL MEMBERS TO A MAXIMUM SIZE OF 1.5 INCHES IN WIDTH OR 4 INCHES

IN LENGTH, LOCATED ONLY ALONG THE CENTERLINE OF THE WEB OF THE FRAMING MEMBER. AT A MINIMUM SPACING OF 24 INCHES CENTER TO CENTER AND NOT LESS THAN 10 INCHES FROM EDGE OF HOLE TO END OF MEMBER.

H. PROVIDE SCREWS WITH A MINIMUM EDGE DISTANCE AND CENTER-TO-CENTER SPACING OF 1/2 INCH, SELF TAPPING AND CONFORMING TO SAE J 78. EXTEND SCREWS THROUGH THE STEEL A MINIMUM OF THREE EXPOSED THREADS. PROVIDE

TYPE II COATING IN ACCORDANCE WITH ASTM B633.

I. DO NOT SPLICE STEEL STUDS AND OTHER STRUCTURAL MEMBERS.

ABBREVIATIONS

AB ANCHOR BOLT

ACI AMERICAN CONCRETE INSTITUTE

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

ARCH ARCHITECTURAL

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS

CJ CONTROL JOINT

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

DIA DIAMETER

EA EACH

EW EACH WAY

HORIZ HORIZONTAL

HSS HOLLOW STRUCTURAL SECTION

IBC INTERNATIONAL BUILDING CODE

MECH MECHANICAL

MIN MINIMUM

NTS NOT TO SCALE

OPP OPPOSITE

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

REINF REINFORCEMENT

REQD REQUIRED

SIM SIMILAR

SQ SQUARE

STD STANDARD

TOS TOP OF STEEL

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VIF VERIFY IN FIELD

VERT VERTICAL

COMPONENTS AND CLADDING

WIND PRESSURE (PSF)

WALL

EFFECTIVE

WIND AREA (FT2)

≤10

36.9 PSF

-40.0 PSF

>500

WALL ENDS

NOTES:

1. WIND PRESSURES INDICATED ARE UNFACTORED AND

CALCULATED PER ASCE 7-16 COMPONENTS AND CLADDING PER

ASCE 7-16 CHAPTER 30 PART 1.

2. PARAPET LOADS SHALL BE CALCULATED PER ASCE 7-16

SECTION 30.8.

3. END DISTANCE (a) = 7.2' MEASURED FROM OUTSIDE EDGE OF

OVERHANG.

4. POSITIVE PRESSURE VALUES REFER TO FORCES ACTING

TOWARD THE BUILDING. NEGATIVE PRESSURE VALUES REFER

TO FORCES ACTING AWAY FROM THE BUILDING.

5. EACH COMPONENT MUST BE DESIGNED FOR MAXIMUM POSITIVE

AND NEGATIVE FORCES.

6. FOR COMPONENTS HAVING EFFECTIVE AREAS IN BETWEEN

TABULATED VALUES, LINEAR INTERPOLATION IS ALLOWED.

7. EFFECTIVE WIND AREA IS DEFINED IN ASCE 7-16.

A. THE SPAN LENGTH MULTIPLIED BY AN EFFECTIVE WIDTH THAT

NEED NOT BE LESS THAN 1/3 THE SPAN LENGTH.

B. FOR ROOF TOP SOLAR ARRAYS, THE EFFECTIVE WIND AREA

IN ASCE 7-16 FIG. 29.4-7 IS EQUAL TO THE TIRBUTARY AREA

FOR THE STRUCTURAL ELEMENT BEING CONSIDERED,

EXCEPT THAT THE WIDTH OF THE EFFECTIVE WIND AREA

NEED NOT BE LESS THAN 1/3 ITS LENGTH.

C. FOR CLADDING FASTENERS, THE EFFECTIVE WIND AREA

SHALL NOT BE GREATER THAN THE AREA THAT IS

TRIBURTARY TO AN INDIVIDUAL FASTENER.

27.5 PSF

-30.6 PSF

-40.0 PSF

-49.4 PSF

27.5 PSF

-30.6 PSF

A

B C D E

F

NOTES:

1. ZONE INDICATES HIP ROOF ZONES PER ASCE 7-16.

2. LOADS INDICATED ARE UNFACTORED GROSS

COMPONENTS AND CLADDING LOADS PER ASCE 7-16

CHAPTER 30 PART 1.

3. POSITIVE PRESSURE VALUES REFER TO FORCES ACTING

TOWARDS THE BUILDING. NEGATIVE PRESSURE VALUES

REFER TO FORCES ACTING AWAY FROM THE BUILDING..

4. END DISTANCE (a) = 7.2' MEASURED FROM OUTSIDE EDGE

OF OVERHANG.

5. WIND PRESSURES ARE BASED ON A < 10 SF EFFECTIVE

WIND AREA AND CAN BE REDUCED AS ALLOWED BY CODE.

CLEARLY INDICATE ANY REDUCTION IN THE STRUCTURAL

CALCULATION SUBMITTAL.

6. EFFECTIVE WIND AREA IS DEFINED IN ASCE 7-16.

A. THE SPAN LENGTH MULTIPLIED BY AN EFFECTIVE

WIDTH THAT NEED NOT BE LESS THAN 1/3 THE SPAN

LENGTH.

B. FOR ROOF TOP SOLAR ARRAYS, THE EFFECTIVE

WIND AREA IN ASCE 7-16 FIG. 29.4-7 IS EQUAL TO THE

TIRBUTARY AREA FOR THE STRUCTURAL ELEMENT

BEING CONSIDERED, EXCEPT THAT THE WIDTH OF

THE EFFECTIVE WIND AREA NEED NOT BE LESS THAN

1/3 ITS LENGTH.

C. FOR CLADDING FASTENERS, THE EFFECTIVE WIND

AREA SHALL NOT BE GREATER THAN THE AREA THAT

IS TRIBUTARY TO AN INDIVIDUAL FASTENER.

TYP

7'-2"

T Y

P

7' -2

ZONE 3 = -96.2 PSF AND

27.5 PSF

ZONE 2r = -96.2 PSF AND

27.5 PSF

ZONE 2e = -77.5 PSF AND

27.5 PSF

ZONE 1 = -61.9 PSF AND

27.5 PSF

TYP

7'-2"

T Y

P

7' -2

7'-2", TYP 7'-2", TYP

COMPONENTS AND CLADDING NEGATIVE WIND PRESSURE (PSF)

ROOF (1)

NOTES:

1. WIND PRESSURES INDICATED ARE UNFACTORED AND

CALCULATED PER ASCE 7-16 CHAPTER 30 COMPONENTS AND

CLADDING (SEE ASCE 7-16 FIGURES 30.3-1 THROUGH 30.3-7).

2. END DISTANCE (a) = 7.2' MEASURED FROM OUTSIDE EDGE OF

OVERHANG.

3. POSITIVE PRESSURE VALUES REFER TO FORCES ACTING

TOWARD THE BUILDING. NEGATIVE PRESSURE VALUES REFER

TO FORCES ACTING AWAY FROM THE BUILDING.

4. EACH COMPONENT MUST BE DESIGNED FOR MAXIMUM POSITIVE

AND NEGATIVE FORCES.

5. FOR COMPONENTS HAVING EFFECTIVE AREAS IN BETWEEN

TABULATED VALUES, LINEAR INTERPOLATION IS ALLOWED.

6. EFFECTIVE WIND AREA IS DEFINED IN ASCE 7-16.

A. THE SPAN LENGTH MULTIPLIED BY AN EFFECTIVE WIDTH THAT

NEED NOT BE LESS THAN 1/3 THE SPAN LENGTH.

B. FOR ROOF TOP SOLAR ARRAYS, THE EFFECTIVE WIND AREA

IN ASCE 7-16 FIG. 29.4-7 IS EQUAL TO THE TIRBUTARY AREA

FOR THE STRUCTURAL ELEMENT BEING CONSIDERED,

EXCEPT THAT THE WIDTH OF THE EFFECTIVE WIND AREA

NEED NOT BE LESS THAN 1/3 ITS LENGTH.

C. FOR CLADDING FASTENERS, THE EFFECTIVE WIND AREA

SHALL NOT BE GREATER THAN THE AREA THAT IS

TRIBURTARY TO AN INDIVIDUAL FASTENER.

ROOF CORNERS (3)

EFFECTIVE WIND AREA

≤ 20 FT2 -61.9 PSF

COMPONENTS AND CLADDING POSITIVE ROOF PRESSURE

ALL ZONES

EFFECTIVE

WIND AREA (FT2)

≤ 10 FT2

> 100 FT2

27.5 PSF

15.0 PSF

EFFECTIVE WIND AREA

> 100 FT2 -68.1 PSF

ROOF RIDGES (2r)

EFFECTIVE WIND AREA

≤ 10 FT2 -96.2 PSF

EFFECTIVE WIND AREA

> 200 FT2 -77.5 PSF

EFFECTIVE WIND AREA

≤ 10 FT2 -96.2 PSF

EFFECTIVE WIND AREA

> 200 FT2 -55.6 PSF

ROOF ENDS (2e)

EFFECTIVE WIND AREA

≤ 10 FT2 -77.5 PSF

EFFECTIVE WIND AREA

> 200 FT2 -71.2 PSF

THIS WORK WAS PREPARED BY ME

OR UNDER MY SUPERVISION

PROFESSIONAL

ENGINEER

LICENSED

No. 11208-S

H

AW

IA ,I U S.

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US Army Corps of Engineers ®

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DESIGN COMPLETE

NOT TO SCALEE4

COMPONENTS AND

CLADDING WIND PRESSURE -

EXTERIOR WALLS

1/32" = 1'-0"A5

COMPONENTS AND CLADDING -

WIND DIAGRAM

NOT TO SCALEE7

COMPONENTS AND

CLADDING WIND PRESSURE -

ROOF WITH OVERHANG

A

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NOTE: PRESSURES INDICATED ARE

UNFACTORED. TO OBTAIN FACTORED

PRESSURES, MULTIPLY INDICATED

PRESSURES BY THE APPROPRIATE LOAD

FACTORS OF ASCE 7-16 .