J01c - Drawings WRAOB 2022.11.03.pdf

WHITERIVER INDIAN HOSPITAL

INDIAN HEALTH SERVICE - PHX AREA OFFICE

200 WEST HOSPITAL DRIVE, WHITERIVER, AZ 85941

ADMINISTRATION OFFICE BUILDING

IHS Contract No: HHSI102201800007I IHS Project: PH15WR02H8

Issue Date: November 3, 2022

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Sheet Number:

Sheet Title:

Checked By:

Drawn By:

Scale:

Project No:

Issue Date:

Consultants:

JOHNSON SMITTHIPONG &

ROSAMOND ASSOCIATES, INC.

5210 E Williams Cir Ste 600 Tucson, AZ 85711

(520) 547-7904 www.jsrarchinc.com

U. S.

DEPARTMENT OF

HEALTH AND

HUMAN SERVICES

INDIAN HEALTH SERVICE

PHOENIX AREA OFFICE

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COVER SHEET

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21-020 11/3/2022

FINAL CD

WHITERIVER

ADMINISTRATION

OFFICE BUILDING

200 W HOSPITAL DR

WHITERIVER, AZ 85941

HHSI102201800007I

DEFERRED SUBMITTAL ITEMS:

1. SHOP-FABRICATED WOOD TRUSSES

2. HVAC POWER VENTILATORS UNIT HANGERS AND SUPPORTS

3. WET-PIPE SPRINKLER SYSTEM

4. HANGERS AND SUPPORTS FOR PLUMBING PIPING AND EQUIPMENT

5. DIGITAL, ADDRESSABLE FIRE-ALARM SYSTEM

No. Date Description

VICINITY MAP

A PORTION OF THE WHITE MOUNTAIN APACHE IHS AREA

SITUATED IN GOVERNMENT LOTS 1 AND 2 OF

SECTION31, TOWNSHIP 6 NORTH, RANGE 23 EAST, PER

THE BLM DEPENDENT RESURVEY AND SURVEY OF

FEBRUARY 4TH 1993 OF THE GILA AND SALT RIVER

MERIDIAN, NAVAJO COUNTY, ARIZONA

PROJECT

LOCATION

TO PINETOP

TO WHITERIVER

NAVAJO DR

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PHOENIX

FLAGSTAFF

TUCSON

PROJECT

LOCATION

WHITERIVER

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Sheet Number:

Sheet Title:

Checked By:

Drawn By:

Scale:

Project No:

Issue Date:

Consultants:

JOHNSON SMITTHIPONG &

ROSAMOND ASSOCIATES, INC.

5210 E Williams Cir Ste 600 Tucson, AZ 85711

(520) 547-7904 www.jsrarchinc.com

U. S.

DEPARTMENT OF

HEALTH AND

HUMAN SERVICES

INDIAN HEALTH SERVICE

PHOENIX AREA OFFICE

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INFORMATION

SHEET

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21-020

11/3/2022

FINAL CD

WHITERIVER

ADMINISTRATION

OFFICE BUILDING

200 W HOSPITAL DR

WHITERIVER, AZ 85941

HHSI102201800007I

BLK(G) BLOCK(ING)

BM BENCH MARK

BO BOTTOM OF

BOT BOTTOM

BRG BEARING

BRK BRICK

BSMT BASEMENT

BUR BUILT UP ROOFING

C CHANNEL

C/C CENTER TO CENTER

CAB CABINET

CB CHALK BOARD,CATCH BASIN

CEM CEMENT

CG CORNER GUARD

CI CAST IRON

CIP CAST IN PLACE

CJ CONTROL JOINT

CLG CEILING

CLR CLEAR(ANCE)

CMP CORRUGATED METAL PIPE

CMTSCOMMENTS

CMU CONCRETE MASONRY UNIT

CO CLEAN OUT

COL COLUMN

COMB COMBINATION

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS OR CONTINUE

CORR CORRIDOR,CORRUGATED

CPT CARPET

CR CLEAN ROOM

CSK COUNTERSINK

CT CERAMIC TILE

CU CUBIC

CU FT CUBIC FOOT (FEET)

CW COLD WATER

D DEPTH

DEMO DEMOLISH, DEMOLITION

DF DRINKING FOUNTAIN

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DISP DISPENSER

DN DOWN

DO DITTO

DP DAMPPROOFING

DR DOOR

DS DOWNSPOUT

DTL DETAIL

DWG DRAWING

DWC DRYWALL CHANNELS (HAT)

E EAST

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

ELEC ELECTRIC(AL)

ELEV ELEVATION,ELEVATOR

EMER EMERGENCY

EP EPOXY PAINT

EPS EXPANDED POLYSTYRENE

EQ EQUAL EQUIP EQUIPMENT

ES EXPOSED STRUCTURE

EST ESTIMATE

EW EACH WAY

EWC ELECTRIC WATER COOLER

EXC EXCAVAT(E)(ION)

EXH EXHAUST

EXIST EXISTING

EXP EXPANSION, EXPOSED

EXT EXTERIOR

EIFS EXT. INSULATION FINISH SYSTEM

F FAHRENHEIT

FA FIRE ALARM

FAB FABRICATE

FD FLOOR DRAIN

FDN FOUNDATION

FE(C) FIRE EXTINGUISHER(CABINET)

FF FINISH FLOOR

FHC FIREHOSE CABINET

FHR FIREHOSE RACK

FIN FINSH(ED)

FL FLOOR

FLA FLASHING

FLEX FLEXIBLE

FLUOR FLUORESCENT

FO FACE OF

FP FIREPROOF

FR FIRE RETARDANT

FRP FIBER REINFORCED PLASTIC

FT FOOT,FEET

FTG FOOTING

FUR FURRED(ING)

FUT FUTURE

GA GAGE,(GUAGE)

GALV GALVANIZED

GC GENERAL CONTRACT(OR)

GD GRADE

GL GLASS, GLAZING

GWB GYPSUM WALLBOARD

GYP GYPSUM

H(T) HEIGHT

HB HOSE BIBB

HC HOLLOW CORE

HDBD HARDBOARD

HD HEAVY DUTY

HDWD HARDWOOD

HDWR HARDWARE

HM HOLLOW METAL

HORZ HORIZONTAL

HP HIGH POINT

HR HOUR

HVAC HEATING/VENTILATING/ AIR

CONDITIONING

HW HOT WATER

ID INSIDE DIAMETER

IE INVERT ELEVATION

IN INCH(ES)

INCL INCLUDING

INSUL INSULATION

INT INTERIOR

JC JANITORS CLOSET

JST JOIST

JT JOINT

KD KNOCKED DOWN

KIT KITCHEN

KO KNOCK OUT

KP KICK PLATE

L LENGTH,LONG

LAB LABORATORY

LAM LAMINATE

LAV LAVATORY

LF LINEAL FEET

LH LEFT HAND

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LP LOW POINT

LT LIGHT

LTWT LIGHTWEIGHT

LVR LOUVER

MAS MASONRY

MAX MAXIMUM

MATL MATERIAL

MED MEDIUM

MECH MECHANICAL

MET METAL

MEZZ MEZZANINE

MFR MANUFACTURER

MH MANHOLE

MM MILLIMETER

MIN MINIMUM

MISC MISCELLANOUS

MO MASONRY OPENING

MOD MODULAR

MOV MOVABLE

MTD MOUNTED

MWP METAL WALL PANEL (SYSTEM)

N NORTH

NA NOT APPLICABLE

NIC NOT IN CONTRACT

NOM NOMINAL

NRC NOISE REDUCTION COEFFICIENTS

NTS NOT TO SCALE

NO NUMBER

OA OVERALL

OC ON CENTER(S)

OD OUTSIDE DIAMETER

OFF OFFICE

OH OVERHEAD,OPPOSITE HAND

OPG OPENING

OPP OPPOSITE

ORD OVERFLOW ROOF DRAIN

P PAINT(ED)

PAR PARALLEL

PART PARTITION

PART BD PARTICLE BOARD

PC PIECE

PCC PRECAST CONCRETE

PCF POUNDS PER CUBIC FOOT

PREFAB PERFORATE(D)

PERIM PERIMETER

PERP PERPENDICULAR

PF PREFABRICATED

PJ PANEL JOINT

PL PLASTER,PLATE,PROPERTY LINE

PLBG PLUMBING

PLAM PLASTIC LAMINATE

PLF POUNDS PER LINEAL FOOT

PNL PANEL

PO POWER OPERATED

PR PAIR

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT POINT

PTD PAPER TOWEL DISPENSER

PTR PAPER TOWEL RECEPTOR

PVC POLYVINYL CHLORIDE

PVMT PAVEMENT

PLWD PLYWOOD

QT QUARRY TILE

QTR QUARTER

QTY QUANTITY

(R) RECESSED

R RADIUS,RISER ROUND

RA RETURN AIR

RB RESILIENT BASE

RCP REINFORCED CONCRETE PIPE,

REFLECTED CEILING PLAN

RD ROOF DRAIN

RE(F) REFERENCE

RELO RELOCATION

REPL REPLACE

RES RESILIENT

REV REVISION(S),REVISED

RF RIGID FIBERGLASS

RFG ROOFING

RH RIGHT HAND

RM ROOM

RO ROUGH OPENING

ROW RIGHT OF WAY

RRF ROLLED RUBBER FLOORING

REQ'D REQUIRED

RWL RAINWATER LEADER

S SEALED, SOUTH

(S) SURFACE MOUNTED

SC SOLID CORE, SEALED CONCRETE

SCHED SCHEDULE

SECT SECTION

SD STORM DRAIN

SDG SIDING

SF SQUARE FEET

SHT SHEET

SHWR SHOWER

SIM SIMILAR

SL SHEET LINOLEUM

SM SHEET METAL

SP SOUNDPROOF

SPECS SPECIFICATIONS

SPKR SPEAKER

SPL SPECIAL

SQ SQUARE

SS SERVICE SINK

SST STAINLESS STEEL

STD STANDARD ST STEEL, STREET

STOR STORAGE

STRUC STRUCTURAL

SUSP SUSPENDED

SV SEAMLESS VINYL

SW SWITCH

SWR SEWER

SYM SYMMETRY(ICAL)

T THICKNESS, TEE

TD TRENCH DRAIN

T&G TONGUE AND GROOVE

TB TACKBOARD TEL TELEPHONE

TEMP TEMPERATURE,TEMPORARY

TERR TERRAZZO

THK THICK(NESS)

TO TOP OF

TOC TOP OF CONCRETE

TOIL TOILET

TOP TOP OF PARAPET

TOS TOP OF STEEL

TOW TOP OF WALL

TPD TOILET PAPER DISPENSER

TV TELEVISION

TYP TYPICAL

U URINAL

UG UNDERGROUND

UL UNDERWRITERS LABORATORY

UNF UNFINISHED

UNO UNLESS NOTED OTHERWISE

VB VAPOR BARRIER

VCT VINYL COMPOSITION TILE

VERT VERTICAL

VNR VENEER

VPL VENEER PLASTER

VIF VERIFY IN FIELD

VWC VINYL WALL COVERING

W WIDTH, WIDE, WEST

W/ WITH

W/O WITHOUT

W/W WALL TO WALL

WC WATER CLOSET

WD WOOD

WDW WINDOW

WH WALL HUNG, WATER HEATER

WI WROUGHT IRON

WM WIRE MESH

WP WATERPROOFING

WR WATER REPELLENT

WS WEATHERSTRIP

WSCT WAINSCOT

WT WEIGHT

WWF WELDED WIRE FABRIC

YD YARD

ABBREVIATIONS PROJECT DIRECTORY

CODE DATA & STANDARDS

1. ALL DIMENSIONS GIVEN ARE TO FACE OF STUD AND TO FACE OF STEM WALL.

EXCEPTIONS AS INDICATED ON THE DOCUMENTS.

2. LARGE SCALE DETAILS AND PLANS TAKE PRECEDENCE OVER SMALL SCALE

DRAWINGS.

3. CIVIL DRAWINGS FINISH FLOOR DATUM ELEVATION EQUALS ARCHITECTURAL

ELEVATION OF 0'=0" FOR EACH BUILDING INDEPENDANT OF OTHER BUILDINGS.

4. COORDINATE AND VERIFY ALL DIMENSIONS, OPENINGS AND CONDITIONS WITH

CIVIL, STRUCTURAL, MECHANICAL, ELECTRICAL AND ALL OTHER PERTINENT

DRAWINGS AND TRADES PRIOR TO CONSTRUCTION. NOTIFY ARCHITECT OF

DISCREPANCIES PRIOR TO FABRICATION AND INSTALLATION.

5. FIRE RATINGS SHALL BE MAINTAINED AT FIRE RATED PARTITIONS BY A U.L.

ASSEMBLY AT GAPS AND VOIDS CREATED BY PENETRATIONS, STRUCTURAL

MEMBERS AND INTERSECTIONS WITH ADJACENT SURFACES.

6. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APPLICABLE CODES

AND REGULATIONS.

OWNER

INDIAN HEALTH SERVICE

DIVISION OF FACILITIES ENGINEERING

- PHOENIX AREA

TWO RENAISSANCE SQUARE

40 N. CENTRAL AVE., SUITE 720

PHOENIX, AZ 85004

CONTACT: VERNON CLASHIN

PHONE: (602) 364-5062

CIVIL ENGINEER

DOWL ENGINEERS

430 W. WARNER ROAD

TEMPE, AZ 85284

CONTACT: ERIN O'BRIEN

PHONE: (480) 753-0800

STRUCTURAL ENGINEER

SCHNEIDER STRUCTURAL ENGINEERS, INC

435 E. 9TH ST.

TUCSON, AZ 85705

CONTACT: RON SCHNEIDER

PHONE: (520) 512-8183

ARCHITECT

JOHNSON SMITTHIPONG & ROSAMOND

5120 E. WILLIAMS CIR, SUITE 600

TUCSON, AZ 85711

CONTACT: BILL DRAPER

PHONE: (520) 547-7904

ELECTRICAL/MECHANICAL

ENGINEERING

TME/BERNARD

2990 N SWAN RD., SUITE 227

TUCSON, AZ 85712

CONTACT: JACOB CLARK

PHONE: (520) 323-2381

INTERIOR DESIGN

AVIAR DESIGN

7650 E. BROADWAY BLVD, SUITE 212

TUCSON, AZ 85710

CONTACT: KATHRYN VICKERS

PHONE: (520) 216-5509

OCCUPANCY B

CONSTRUCTION TYPE VB

SEISMIC ZONE REFER TO STRUCTURAL

SPRINKLERS FULLY SPRINKLERED

GENERAL ARCHITECTURAL NOTES

PROJECT LOCATION

INTERNATIONAL BUILDING CODE 2018

2018 INTERNATIONAL BUILDING CODE

2018 INTERNATIONAL PLUMBING CODE

2018 INTERNATIONAL MECHANICAL CODE

2017 NATIONAL ELECTRICAL CODE

2018 INTERNATIONAL ENERGY CONSERVATION CODE

2019 A/E DESIGN GUIDE

2010 ADA STANDARDS FOR ACCESSIBLE DESIGN

2018 INTERNATIONAL FIRE CODE

2018 NFPA 101 - LIFE SAFETY CODE

2019 NFPA 72

2019 NFPA 13

N

No. Date Description

SHEET INDEX

Sht No Sheet Name

GENERAL

G000 COVER SHEET

G001 INFORMATION SHEET

G101 CODE SHEET

CIVIL

C001 COVER SHEET

C002 NOTES SHEET

C100 DEMOLITION PLAN

C200 SITE PLAN

C300 GRADING & DRAINAGE PLAN

C400 SANITARY SEWER PLAN & PROFILE

C401 WATER PLAN

C500 DETAILS

C501 DETAILS

C502 MAG STANDARD DETAILS

C503 MAG STANDARD DETAILS

C504 MAG AND CITY OF PHOENIX DETAILS

C600 STORMWATER MANAGEMENT PLAN COVER

C601 STORMWATER MANAGMENT PLAN DETAILS

C602 STORMWATER MANAGMENT PLAN

STRUCTURAL

S101 G.S.N.

S102 G.S.N. & I.O.D.

S103 SPECIAL INSPECTIONS CHART

S104 TYPICAL DETAILS

S105 TYPICAL DETAILS

S106 TYPICAL DETAILS

S107 SCHEDULES

S201 FOUNDATION PLAN

S202 ROOF FRAMING PLAN

S203 TRAILER FOUNDATION PLAN

S301 FOUNDATION DETAILS

S401 FRAMING DETAILS

S402 FRAMING DETAILS

S403 FRAMING DETAILS

ARCHITECTURAL

A001 WALL TYPES & MOUNTING HEIGHTS

A101 SITE PLAN EXISTING

A102 REFERENCE SITE PLAN NEW

A121 FLOOR PLAN

A131 DIMENSION PLAN

A141 REFLECTED CEILING PLAN

A151 ROOF PLAN

A201 EXTERIOR ELEVATIONS

A202 INTERIOR ELEVATIONS

A301 BUILDING SECTIONS

A401 ENLARGED PLANS

A501 EXTERIOR DETAILS

A502 INTERIOR DETAILS

A503 MILLWORK DETAILS

A504 DOOR DETAILS

A505 WINDOW DETAILS

A601 ROOM FINISH SCHEDULES

A602 DOOR & WINDOW SCHEDULE

A603 SIGNAGE FLOOR PLAN

A604 SIGNAGE SCHEDULE

INTERIORS

I001 FURNITURE PLAN

I002 MODULAR FURNITURE ELECTRICAL PLAN

I003 PANEL PLAN

FIRE PROTECTION

F001 GENERAL NOTES - FIRE PROTECTION

F101 FIRST FLOOR PLAN -FIRE PROTECTION

F501 DETAILS - FIRE PROTECTION

F502 DETAILS - FIRE PROTECTION

SHEET INDEX

Sht No Sheet Name

PLUMBING

P001 LEGENDS, DETAILS AND SCHEDULES -

PLUMBING

P101 PLUMBING SITE PLAN

P121 FIRST FLOOR PLAN - PLUMBING DOMESTIC

P131 FIRST FLOOR PLAN - PLUMBING SANITARY

P501 RISERS - PLUMBING

MECHANICAL

M001 GENERAL NOTES & LEGEND

M111 FIRST FLOOR PLAN - HVAC DUCTWORK

M112 FIRST FLOOR PLAN - HVAC ZONES

M113 ROOF HVAC PLAN

M601 SCHEDULES - HVAC

ELECTRICAL

E001 SCHEDULES, LEGENDS & GENERAL NOTES

E002 EQUIPMENT CONNECTION SCHEDULES

E101 SITE PLAN - DEMOLITION

E102 SITE PLAN

E103 SITE PLAN - SSB BUILDING

E121 LIGHTING PLAN

E131 POWER PLAN - NORTH

E132 POWER PLAN - SOUTH

E141 MECHANICAL POWER PLAN

E142 ROOF POWER PLAN

E151 FIRE ALARM PLAN

E161 SYSTEMS PLAN

E401 ENLARGED PLANS

E601 PANEL SCHEDULES

E602 PANEL SCHEDULES

E701 ONE-LINE DIAGRAM

2018 IECC SUMMARY: TABLE C402.1.2 - CLIMATE ZONE 5

INSULATON ENTIRELY ABOVE ROOF DECK: R-30ci rigid insulation WOOD FRAME WALL: R-18 wall cavity + R-3.8ci rigid insulation SLAB ON GRADE: R-10 for 24" below; vertical & horizontal combined

A A

B

C

D D

E

F F

52' - 6" 12 sec

124' - 8" 28 sec

55' - 1" 13 sec

14' - 2" 3 sec

+/- 48' - 11"

91' - 8" 21 sec

79' - 7" 18 sec

122' - 5" 28 sec

72' - 6" 16 sec

106' - 6" 24 sec

56' - 4" 13 sec

10 41

10 41

10 41

10 41

10 41

LEGEND

OCCUPANCY @ EXIT

EGRESS START (OR OPTION)

EGRESS PATH

EGRESS DIRECTION

EGRESS DISTANCE &

TRAVEL TIME

1 HOUR RATED WALL

2 HOUR RATED WALL

SMOKE BARRIER

a.

b.

c.

d.

e.

1.

1.

2.

A.

B.

3.

BUILDING OCCUPANCY CLASSIFICATION SUMMARY:

NFPA 101 - Life Safety Code

Occupancy: New Business (Chapter 38) NOTE: Conference Spaces are less than 50 occupants and Assembly will not apply.

Multiple Occupancy (6.1.14) N/A Most Restrictive Occupancy requirements in each building is utilized. (6.1.14.3.2) N/A Construction Type: Construction Type V (000) (8.2.1.2 ref NFPA 220 Chapter 11) Height and Area Limitations (IBC Chapter 5): Business 60 feet and 36,000 SF.

Actual Area: 14,557 SF

f. Means of Egress:

Components (38.2.2)- Doors 101A, 135A, 135B and 136A have card access and are part of the Means of Egress by being “fail-safe” where the doors unlock in direction of egress during fire alarm activation.

Occupant Loads (Table 7.3.1.2)

Business 14,186 SF / 100 142 occupants Mechanical 371 SF /500 1 occupant

Load and Capacity (7.3.1) 143 occ x .2 29 inches

4. Number of Exits: 2 Required, 3 Provided (38.2.4)

5. Dead-end Corridors: 50 feet (38.2.5.2.1)

6. Common Path of Travel: 100 feet (38.2.5.3.1)

7. Travel Discharge to Exits: 300 feet (38.2.6.3)

8. Exit Discharge: Exiting is directly to the outside to the finished ground level to a public way protected from the building. (7.7)

g. Protection of Vertical Openings: N/A

h. Protection of Hazardous Areas: Ordinary Hazard Classification (38.1.5)

i. Interior Finishes: Class A, B, or C <300 occupants. (10.2).

j. Fire and Smoke Detection, Alarm, and Notification: Provided

k. Automatic Sprinkler Systems: Provided per NFPA 13

l. Corridor Construction: Interior corridors protection not required if sprinklered.

m. Corridor Construction: Corridor Width: 44 inches serving 50 or more persons. (38.2.3.2).

n. Smoke Compartments and Smoke Barriers: N/A

o. Fire Resistant Rated Separations: N/A

p. Suites: N/A

SEMI RECESSED

FIRE EXTINGUISHER

CABINET. SEE SPECS

5/8" GWB BOTH SIDES

4" MAX. PER ADA

PREFINISHED

STL. TRIM

METAL STUD FRAMING

SOUND BATT

WHERE NOTED

RETURN GWB

GWB

R

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1 2 3 4 5

1 2 3 4 5

Sheet Number:

Sheet Title:

Checked By:

Drawn By:

Scale:

Project No:

Issue Date:

Consultants:

JOHNSON SMITTHIPONG &

ROSAMOND ASSOCIATES, INC.

5210 E Williams Cir Ste 600 Tucson, AZ 85711

(520) 547-7904 www.jsrarchinc.com

U. S.

DEPARTMENT OF

HEALTH AND

HUMAN SERVICES

INDIAN HEALTH SERVICE

PHOENIX AREA OFFICE

/3 /2 2:

:1

PM

Au to de sk D oc s:

//2 1- W hi te riv er A dm in v /2 1- A rc h W R A dm in 2.

rv t

As indicated

G101

CODE SHEET

BD

dh

21-020 11/3/2022

FINAL CD

WHITERIVER

ADMINISTRATION

OFFICE BUILDING

200 W HOSPITAL DR

WHITERIVER, AZ 85941

HHSI102201800007I

1/8" 1'-0"A1 CODE FLOOR PLAN

1 1/2" 1'-0"B1 SEMI-RECESSED FIRE CAB.

KEYNOTES

Key # Keynote Text

10 41 SEMI-RECESSED FIRE EXTINGUISHER CABINET.

No. Date Description

(APPLY UNLESS NOTED OTHERWISE)

GENERAL STRUCTURAL NOTES

DESIGN CRITERIA:

2018 EDITION OF THE INTERNATIONAL BUILDING CODE, WITH LOCAL AMENDMENTS.

RISK CATEGORY II.

LOADS:

ROOF LIVE LOAD = 20 PSF (REDUCIBLE).

ROOF RAIN LOAD DESIGN DATA, i = 3 IN/HR.

GROUND SNOW LOAD = 10 PSF. FLAT ROOF SNOW LOAD Pf= 10 PSF. Ce = 1.0.

Is = 1.0. Ct = 1.0, Cs = 1.0, Pd = 10 PSF, WIND DESIGN: BASIC WIND SPEED(V) = 120 MPH (3 SECOND GUST). ALLOWABLE STRESS

DESIGN WIND SPEED (Vasd) = 93 MPH. EXPOSURE C.

SEISMIC DESIGN: Ie = 1.0. Ss = 1.249. S1 = 0.0177. SOIL SITE CLASS = D.

Sds = 0.265. SEISMIC DESIGN CATEGORY B. INTERMEDIATE REINFORCED

GENERAL:

1. THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED

STRUCTURE. THEY DO NOT INDICATE THE METHOD OR SEQUENCE OF CONSTRUCTION.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR AND PROVIDE ALL MEASURES

NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES

SHALL INCLUDE, BUT NOT BE LIMITED TO, BRACING, SHORING FOR LOADS DUE TO

CONSTRUCTION EQUIPMENT, ETC. THE STRUCTURAL ENGINEER SHALL NOT BE

RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES

FOR PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE

PROGRAMS INCIDENT THERETO (NOR SHALL OBSERVATION VISITS TO THE SITE INCLUDE

INSPECTION OF THESE ITEMS). THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE

DESIGN AND IMPLEMENTATION OF ALL SCAFFOLDING, BRACING AND SHORING.

2. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED

CONSTRUCTION. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT.

3. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS,

SUCH STANDARDS SHALL BE THE LATEST EDITION AND/OR ADDENDA.

4. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL,

MECHANICAL, PLUMBING, AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS,

AND SUBCONTRACTORS PRIOR TO CONSTRUCTION.

5. OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION IS CHOSEN, THE

CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY CHANGES AND SHALL

COORDINATE ALL DETAILS WITH ALL TRADES.

6. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL

STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN,

CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. FOR BIDDING

PURPOSES, WHERE ANY MEMBER IS SHOWN BUT NOT CALLED OUT, THE LARGEST

SIMILAR MEMBER SHALL BE UTILIZED.

7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL

DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO START OF CONSTRUCTION.

RESOLVE ANY DISCREPANCY WITH THE ARCHITECT. DO NOT USE SCALED DIMENSIONS.

8. ALL DETAILS SHALL BE INCORPORATED INTO THE PROJECT AT ALL APPROPRIATE

LOCATIONS, WHETHER SPECIFICALLY CUT OR NOT. TYPICAL DETAILS MAY NOT

NECESSARILY BE CUT ON PLANS, BUT APPLY UNLESS NOTED OTHERWISE. FOR

CLARITY, DETAILS MAY SHOW ONLY ONE SIDE OF FRAMING CONDITION.

9. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL

STRUCTURAL NOTES AND SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL

GOVERN.

10. ANY ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW,

SHALL BEAR THE SEAL OF AN ENGINEER REGISTERED IN THE STATE IN WHICH THE

PROJECT OCCURS.

FOUNDATIONS:

1. SOIL REPORT BY ATEK ENGINEERING CONSULTANTS; PROJECT NO. 200276.

SPREAD FOOTINGS SHALL BEAR ON CONTROLLED COMPACTED FILL 2'-0"

MINIMUM BELOW FINISHED GRADE. FINISHED GRADE IS DEFINED AS TOP OF SLAB

FOR INTERIOR FOOTINGS AND LOWEST ADJACENT GRADE WITHIN 5 FEET FOR

PERIMETER FOOTINGS. DESIGN SOIL BEARING VALUE =2000 PSF. FOUNDATION

EXCAVATIONS SHALL BE INSPECTED BY SOILS ENGINEER PRIOR TO PLACEMENT

OF CONCRETE.

2. REMOVE TOPSOIL, ORGANIC MATERIAL, AND DEBRIS FROM BUILDING TO THE

REQUIRED DEPTH PER SOILS REPORT.

3. FOOTING BEARING: ON 2'-0" OF COMPACTED STABILIZED SOIL AND SHALL EXTEND

2'-0" FROM ALL EDGES OF FOOTING (UNLESS OTHERWISE INSTRUCTED BY THE

GEOTECHNICAL ENGINEER).

4. CONCRETE SLABS ON GRADE: ON 4" OF CLEAN WASHED AGGREGATE AND A

MINIMUM OF 18" OF COMPACTED STABILIZED SOIL (UNLESS OTHERWISE NOTED

BY THE GEOTECHNICAL ENGINEER). OMIT 2" SAND AND VAPOR BARRIER AT SLABS

12" AND THICKER.

5. COMPACTION REQUIREMENTS (ASTM D1557):

BELOW FOOTINGS ----------- 95%

BELOW SLABS AND PAVEMENT --- 95%

UNPAVED AREAS ----------- 90%

MAXIMUM LIFT ------------- 6" LOOSE DEPTH

6. SUBGRADE: SCARIFY AND RECOMPACT TOP 8" OF SOIL.

7. BACKFILL: DO NOT PLACE AGAINST BASEMENT WALLS UNTIL FIRST FLOOR IS

PERMANENTLY ATTACHED. DO NOT EXCEED 1'-0" DIFFERENTIAL IN FILL LEVEL ON

OPPOSITE SIDES OF FOUNDATION WALLS.

8. DRAINAGE: PROVIDE POSITIVE SLOPES, BOTH DURING AND AFTER

CONSTRUCTION, FOR SURFACE AND ROOF RUNOFF. MINIMUM 10'-0" FROM

BUILDING FOUNDATIONS.

9. ALL EARTHWORK SHALL BE INSPECTED AND APPROVED BY THE GEOTECHNICAL

ENGINEER.

10. THE STRUCTURES SHALL ALSO BE PROTECTED AT THE BUILDING PERIMETER AND

ALONG LARGE CUTS BY FOUNDATION AND GROUNDWATER INCEPTION DRAINS,

DESIGNED TO REMOVE GROUNDWATER MOVING LATERALLY ACROSS THE SITE.

DRAINS MAY ALSO BE NEEDED FOR THE INTERIOR PORTIONS OF THE BUILDINGS

SHOULD EVIDENCE OF SEEPAGE OR OTHER HYDRAULIC ACTIVITY BE EXPOSED IN

THE SUBGRADE DURING SITE PREPARATION. INTERNAL DRAINS WILL BE

CONNECTED TO THE PERIMETER FOOTING DRAINS. THIS NEED SHALL BY

DETERMINED BY THE GEOTECHNICAL ENGINEER.

CONCRETE:

1. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301 AND

ACI 318. CEMENT SHALL CONFORM TO ASTM C150, TYPE II. AGGREGATE SHALL

CONFORMTO ASTM C33. CONCRETE SHALL BE READY MIXED IN ACCORDANCE

WITH ASTM C94 AND SHALL BE DESIGNED FOR A MINIMUM 28-DAY COMPRESSIVE

STRENGTH AS FOLLOWS:

SLABS ON GRADE ----------------------------------------------- 3,000 PSI

FOUNDATIONS ---------------------------------------------------- 3,000 PSI

2. FLY ASH - SHALL CONFORM TO ASTM C618, CLASS F AND SHALL BE LIMITED TO 25%

OF CEMENTITIOUS MATERIALS BY WEIGHT AND SHALL HAVE A REPLACEMENT FACTOR

OF 1.2 RELATIVE TO CEMENT REPLACED. CONCRETE SHALL BE FREE OF CHLORIDE.

MAXIMUM SLUMP 4 1/2" FOR CONCRETE WITHOUT PLASTICIZER. IF PLASTICIZER IS

USED, AN 8" MAXIMUM SLUMP IS ALLOWED AT PLACEMENT. ALL MIX DESIGNS SHALL BE

DESIGNED BY THE CONCRETE PRODUCTION FACILITY IN ACCORDANCE WITH ACI 301

AND SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER PRIOR TO PLACEMENT. MIX

DESIGNS FOR POST-TENSIONING CONCRETE SHALL BE PROPORTIONED SO AS TO

MINIMIZE SHRINKAGE CRACKING.

3. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON

GRADE NEED BE VIBRATED ONLY AROUND UNDER-FLOOR DUCTS, ETC. DO NOT DROP

CONCRETE MORE THAN FIVE FEET WITH OUT THE USE OF TREMIES. REVIBRATE TOPS

OF CAISSONS 15 MINUTES AFTER PLACING CONCRETE. UNLESS APPROVED OTHERWISE

IN WRITING BY THE ARCHITECT, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND BY

CONTROL JOINTS (KEYED OR SAW CUT), AS SHOWN ON THE FOUNDATION PLAN, SUCH

THAT THE ENCLOSED AREA DOES NOT EXCEED 225 SQUARE FEET. KEYED CONTROL

JOINTS NEED ONLY OCCUR AT EXPOSED EDGES DURING POURING, ALL OTHER JOINTS

MAY BE SAW CUT. CAST CLOSURE POUR AROUND COLUMNS AFTER COLUMN DEAD LOAD

IS APPLIED.

4. PROVIDE SLEEVES FOR ALL UTILITY OPENINGS. DO NOT CUT ANY REINFORCING

AT OPENINGS. CONCRETE WHICH HAS CONTAINED WATER FOR MORE THAN 90 MINUTES

(60 MINUTES IF AIR TEMPERATURE EXCEEDS 85 DEGREES) SHALL NOT BE USED.

RETEMPERING OF CONCRETE AFTER INITIAL SET IS NOT ALLOWED. CURE EXPOSED

CONCRETE PER ACI 301 FOR A MINUMUM OF 7 DAYS.

5. TESTING OF COMPRESSIVE STRENGTH AND SLUMP SHALL CONFORM TO ASTM

C31, C39 AND C143. PROVIDE A MINIMUM OF 3 CYLINDERS FOR EACH DAY'S PLACEMENT

U.N.O. A QUALIFIED TESTING LABORATORY SHALL TEST ONE CYLINDER AT 7 DAYS AND

TWO CYLINDERS AT 28 DAYS, THREE CYLINDERS IF 4”X8” SAMPLES ARE USED.

6. MACRO FIBER - HIGH VOLUME SYNTHETIC FIBER MAY BE SUBSTITUTED AT A RATE

OF 4 POUNDS PER CUBIC YARD OF CONCRETE FOR WELDED WIRE FABRIC IN SLABS ON

GRADE AND SLABS ON METAL DECK. ACCEPTABLE PRODUCTS INCLUDE GRACE STRUX

90/40, PROPEX FIBERMESH 650, EUCLID TUF-STRAND SF, FORTA FERRO.

MASONRY:

1. C.M.U. SHALL CONFORM TO ASTM C90, NORMAL OR MEDIUM WEIGHT, F'm =2,000

PSI AT 28 DAYS, RUNNING BOND, WITH A NET COMPRESSIVE STRENGTH OF 2000

PSI PER ASTM C140.

2. MORTAR SHALL CONFORM TO ASTM C270, TYPE S, 2,000 PSI USING PORTLAND

CEMENT. FINE OR COURSE GROUT PER ASTM C476, 2,000 PSI AT 28 DAYS,

TESTED PER ASTM C1019. GROUT SHALL BE FREE OF CHLORIDE.

GROUT MAY CONTAIN UP TO 18% FLY ASH AT THE APPROVAL OF THE ARCHITECT.

3. SEE DRAWINGS FOR SIZE AND SPACING OF REINFORCING. LAP SPLICE ALL

REINFORCING A MINIMUM OF 40 BAR DIAMETERS FOR GRADE 40 BARS AND 48 BAR

DIAMETERS FOR GRADE 60 BARS. LAP SPLICES SHALL BE 1.3 X LAP LENGTH WHEN

ADJACENT SPLICES ARE SEPARATED BY 3" OR LESS. ALL REINFORCING SHALL BE

ACCURATELY LOCATED PRIOR TO AND DURING GROUTING. TIE ALL VERTICAL

REINFORCING AT 8'-0" VERTICALLY WITH SINGLE WIRE LOOP TIE BY A.A. WIRE

PRODUCTS COMPANY. DOWEL ALL VERTICAL REINFORCING TO FOUNDATION WITH

DOWELS TO MATCH SIZE AND SPACING OF VERTICAL REINFORCING. PROVIDE

BENT BARS TO MATCH HORIZONTAL BOND BEAM REINFORCING AT CORNERS AND

WALL INTERSECTIONS.

4. HORIZONTAL JOINT REINFORCING SHALL BE 9 GAGE LADDER OR TRUSS TYPE

JOINT REINFORCEMENT PER ASTM A82 AT 16" O.C. WITH 12" SPLICES. USE TRUSS

TYPE JOINT REINFORCEMENT IN BRICK OR COMPOSITE WALLS.

5. ALL CELLS AND COURSES WITH REINFORCING AND ADDITIONAL CELLS AND

COURSES NOTED ON DRAWINGS SHALL BE GROUTED SOLID. ALL MASONRY

BELOW FINISHED FLOOR OR GRADE SHALL BE GROUTED SOLID. MECHANICALLY

VIBRATE GROUT IN VERTICAL SPACES IMMEDIATELY AFTER POURING AND AGAIN

ABOUT 5 MINUTES LATER. PROVIDE CLEANOUTS IF GROUT POUR HEIGHT

EXCEEDS 5'-4" IN BLOCK WALLS. IF THE MASONRY HAS CURED FOR AT LEAST 4

HOURS, THE GROUT SLUMP IS MAINTAINED BETWEEN 10" AND 11", AND NO

INTERMEDIATE BOND BEAMS ARE PLACED BETWEEN THE TOP AND BOTTOM OF

THE POUR HEIGHT, THEN GROUT MAY BE PLACED IN LIFTS UP TO 12'-8" TALL. STOP

ALL GROUT LIFTS 1-1/2" BELOW THE TOP COURSE OF THE LIFT. PLACE GROUT

LIFTS CONTINUOUS FOR HEIGHT OF LINTELS. DO NOT INTERRUPT GROUTING FOR

MORE THAN ONE HOUR. FOG SPRAY ERECTED CMU EVERY 8 HOURS FOR 48

HOURS FOLLOWING INSTALLATION WHEN TEMPERATURES EXCEED 100 DEGREES

OR WHEN THE TEMPERATURE EXCEEDS 90 DEGREES AND THE WIND SPEED IS

GREATER THAN 8 MPH.

6. ADHERED VENEER SHALL WEIGH LESS THAN 15 PSF. ADHESION DEVELOPED

BETWEEN ADHERED VENEER UNITS AND BACKING SHALL HAVE A SHEAR

TRANSFER STRENGTH OF AT LEAST 50 PSI BASED ON GROSS UNIT SURFACE

AREA.

REINFORCING STEEL:

1. LATEST ACI CODE AND DETAILING MANUAL APPLY.

2. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (Fy = 60 KSI) DEFORMED

BARS FOR ALL REBAR. ALL REINFORCING TO BE WELDED SHALL BE ASTM A706.

WELDED WIRE FABRIC PER ASTM A185, WIRE PER ASTM A82. NO TACK WELDING

OF REINFORCINGBARS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH

THE STRUCTURAL ENGINEER.

3. ACCURATELY PLACE OR SUPPORT ALL REINFORCING, INCLUDING WELDED WIRE

FABRIC, WITH GALVANIZED METAL CHAIRS, SPACERS OR HANGERS FOR THE

FOLLOWING CLEAR CONCRETE COVERAGES:

CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH --- 3"

EXPOSED TO EARTH OR WEATHER

#6 OR LARGER ----------------------------------------------------------------- 2” #5 AND SMALLER ------------------------------------------------------------- 1 1/2"

ALL OTHER PER LATEST EDITION OF ACI 318.

4. LAP SPLICES, UNLESS NOTED OTHERWISE, SHALL BE CLASS "B" TENSION LAP

SPLICES PER LATEST EDITION OF ACI 318. LAP SPLICES IN CONCRETE COLUMNS

SHALL BE STANDARD COMPRESSION LAP SPLICES. STAGGER SPLICES A MINIMUM

OF ONE LAP LENGTH. LAPS IN WELDED WIRE FABRIC SHALL BE MADE SO THAT

THE OVERLAP, MEASURED BETWEEN OUTERMOST CROSS WIRES OF EACH FABRIC

SHEET, IS NOT LESS THAN THE SPACING OF CROSS WIRES PLUS 2 INCHES.

5. ALL SPLICE LOCATIONS ARE SUBJECT TO APPROVAL BY THE STRUCTURAL

ENGINEER. SPLICED BARS SHALL BE PLACED AT THE SAME EFFECTIVE DEPTH

U.N.O. ALL REINFORCING NOTED AS "CONTINUOUS" SHALL BE FULLY CONTINUOUS

AND SPLICED. PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH

HORIZONTAL BARS AT ALL CORNERS AND INTERSECTIONS PER TYPICAL DETAILS.

6. REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS. ALL BARS PER

CRSI SPECIFICATIONS AND HANDBOOK. DOWEL ALL VERTICAL REINFORCING TO

FOUNDATION WITH STANDARD 90 DEGREE HOOKS UNLESS NOTED OTHERWISE.

SKEW HOOKS AS REQUIRED TO MAINTAIN CONCRETE COVER. SECURELY TIE ALL

BARS IN LOCATION BEFORE PLACING CONCRETE. CONCRETE COLUMN DOWEL

EMBEDMENT SHALL BE A STANDARD COMPRESSION DOWEL WITH EMBEDMENT

LENGTH ACCORDING TO THE LATEST EDITION OF ACI 318.

STRUCTURAL STEEL:

1. ALL STEEL CONSTRUCTION SHALL CONFORM WITH THE LATEST AISC

HANDBOOK.ALL STRUCTURAL STEEL W SECTIONS SHALL BE ASTM A992 (Fy = 50 KSI). ALLRECTANGULAR HSS SHALL BE ASTM A500, GRADE B (Fy = 46 KSI). ALL ROUND HSSSHALL BE ASTM A500, GRADE B (Fy = 42 KSI). ALL PIPE STEEL SHALL BEASTM A53, GRADE B (Fy = 35 KSI). ALL OTHER STRUCTURAL SHAPES ANDPLATES SHALL BE ASTM A36 (Fy = 36 KSI). SHOP PAINT ALL STEEL SURFACES

WITHFABRICATOR'S STANDARD RUST-INHIBITING PRIMER EXCEPT AT SURFACES

ENCASEDIN CONCRETE, SURFACES TO RECEIVE FIREPROOFING, OR SURFACES

ENCLOSED WITHINTHE BUILDING FINISHES. BEAMS, COLUMNS AND BRACES SHALL

NOT BE SPLICEDWITHOUT THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.

2. BOLTS SHALL BE ASTM A307, UNLESS NOTED OTHERWISE. ANCHOR BOLTS SHALL

BEASTM A36 OR A307, GRADE A. ANCHOR RODS SHALL BE ASTM F1554, GRADE

36.THREADED RODS SHALL BE ASTM A36.

3. ALL WELDING PER LATEST AMERICAN WELDING SOCIETY STANDARDS. ALL

WELDINGSHALL BE PERFORMED BY WELDERS HOLDING VALID CERTIFICATES AND

HAVING CURRENTEXPERIENCE IN THE TYPE OF WELD SHOWN ON THE DRAWINGS

OR NOTES. CERTIFICATESSHALL BE THOSE ISSUED BY AN ACCEPTED TESTING

AGENCY. ALL WELDING DONE BYE70 SERIES LOW HYDROGEN RODS UNLESS

NOTED OTHERWISE. FOR GRADE 60REINFORCING BARS, USE E80 SERIES. THESE

DRAWINGS DO NOT DISTINGUISH BETWEENSHOP AND FIELD WELDS; THE

CONTRACTOR MAY SHOP WELD OR FIELD WELD AT HISDISCRETION. SHOP WELDS

AND FIELD WELDS SHALL BE SHOWN ON THE SHOP DRAWINGSSUBMITTED FOR

REVIEW.

4. NON-SHRINK GROUT SHALL BE 5,000 PSI, FIVE STAR, SIKA 212 OR EQUIVALENT.

INSTALL NON-SHRINK GROUT UNDER BEARING PLATES BEFORE FRAMING MEMBER

IS INSTALLED. AT COLUMNS, INSTALL NON-SHRINK GROUT UNDER BASEPLATES

AFTER COLUMN HAS BEEN PLUMBED BUT PRIOR TO FLOOR OR ROOF

INSTALLATION.

LOW VELOCITY POWDER ACTUATED FASTENERS (P.A.F.):

1. LOW VELOCITY P.A.F. SHALL BE SIMPSON PDPAWL FASTENERS WITH A MINIMUM

SHANK DIAMETER OF .157" INSTALLED AND COMPLYING WITH ICC ES REPORT NO.

2138.

POST-INSTALLED ANCHORS:

1. EPOXY BOLTS OR DOWELS SHALL BE A THREADED ROD OR REINFORCING STEEL

INSTALLED WITH THE ONE OF THE FOLLOWING APPROVED PRODUCTS SATISFYING

CRACKED CONCRETE REQUIREMENTS IN ACCORDANCE WITH ACI APPENDIX D.

SIMPSON "SET-3G" ICC REPORT ESR-4057

DEWALT "PURE110+" ICC REPORT ESR-3298

DEWALT “AC200+” ICC REPORT ESR-4027

2. EXPANSION BOLTS FOR CONCRETE SHALL BE ONE OF THE FOLLOWING APPROVED

PRODUCTS SATISFYING CRACKED CONCRETE REQUIREMENTS IN ACCORDANCE WITH

ACI APPENDIX D.

HILTI "KWIK BOLT TZ" ICC REPORT ESR-1917

HILTI "HDA UNDERCUT ANCHOR" ICC REPORT ESR-1546

HILTI "HSL-3 HD EXPANSION ANCHOR" ICC REPORT ESR-1545

SIMPSON "STRONG BOLT 2 WEDGE ANCHOR" ICC REPORT ESR-3037

SIMPSON "TORQ-CUT" ICC REPORT ESR-2705

DEWALT “POWER-STUD+SD1 WEDGE ANCHOR” ICC REPORT ESR-2818

DEWALT “POWER-STUD+SD2 WEDGE ANCHOR” ICC REPORT ESR-2502

DEWALT “ATOMIC+UNDERCUT ANCHOR” ICC REPORT ESR-3067

DEWALT “POWER-BOLT+ EXPANSION ANCHOR” ICC REPORT ESR-3260

3. SCREW BOLTS FOR CONCRETE SHALL BE ONE OF THE FOLLOWING APPROVED

PRODUCTS SATISFYING CRACKED CONCRETE REQUIREMENTS IN ACCORDANCE

WITH ACI APPENDIX D.

SIMPSON "TITEN HD" ICC REPORT ESR-2713

DEWALT “SCREW-BOLT+” ICC REPORT ESR-3889

4. THE CONTRACTOR MAY NOT USE SUBSTITUTES FOR EPOXY OR EXPANSION

ANCHORS WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.

5. FOR MINIMUM EMBEDMENT LENGTH SEE DETAILS. INSTALL ALL BOLTS AS

OUTLINED IN MANUFACTURER'S SPECIFICATIONS, UTILIZING PROPER SIZE AND

TYPE OF DRILL, CLEANING HOLE, DRIVING AND TIGHTENING BOLT.

6. SPECIAL INSPECTION OF ALL POST-INSTALLED ANCHORS IS REQUIRED.

ROUGH CARPENTRY AND WOOD STRUCTURAL PANELS:

1. ALL FRAMING PER IBC CHAPTER 23. FRAMING LUMBER SHALL COMPLY WITH THE

2015 EDITION OF THE NATIONAL DESIGN SPECIFICATION. MAXIMUM MOISTURE

CONTENT SHALLNOT EXCEED 19%. ALL SAWN LUMBER SHALL BE STAMPED WITH

THE GRADE MARK OF ANAPPROVED LUMBER GRADING AGENCY. ALL SAWN

LUMBER SHALL BE DOUGLAS FIR-LARCHWITH THE FOLLOWING MINIMUM

PROPERTIES:

WOOD TYPE

JOISTS 2 X 4 --------------------- D.F. #2

2 X 6 OR LARGER ------------- D.F. #2

BEAMS, LEDGERS AND TOP PLATES

WIDTH 4" OR LESS ------------- D.F. #2

WIDTH GREATER THAN 4" --------- D.F. #1

STUDS, PLATES AND BLOCKING

2 X 4 --------------------- D.F. #2

2 X 6 OR LARGER ------------- D.F. #2

POSTS

4 X 4 --------------------- D.F. #2

4 X 6 OR LARGER ------------- D.F. #2

6 X 6 OR LARGER ------------- D.F. #1

2. ALL WOOD STRUCTURAL PANELS SHALL CONFORM TO DOC PS-1 OR PS-2

STANDARDS,SHALL HAVE AN EXTERIOR OR EXPOSURE 1 CLASSIFICATION AND

SHALL BEAR THESTAMP OF AN APPROVED TESTING AGENCY. WHERE PLYWOOD

IS USED, LAY UP PLYWOODWITH FACE GRAIN PERPENDICULAR TO SUPPORTS AND

STAGGER JOINTS. ON ROOFS WHERE PLYWOOD IS LAID UP WITH FACE GRAIN

PARALLEL TO SUPPORTS, USE A MINIMUMOF 5-PLY PLYWOOD. AT SHEARWALLS,

PROVIDE 2X BLOCKING AT ALL UNSUPPORTED EDGES. ALL NAILING, COMMON

NAILS. WHERE SCREWS ARE INDICATED FOR WOOD TO WOOD ATTACHMENTS,

USE WOOD SCREWS. ALL WOOD STRUCTURAL PANELS SHALL BE OF THE

FOLLOWING NOMINAL THICKNESS, SPAN/INDEX RATIO AND SHALL BE ATTACHED

ASFOLLOWS UNLESS NOTED OTHERWISE:

SPAN/INDEX EDGE INTERMEDIATE

USE THICKNESS RATIO ATTACHMENT ATTACHMENT

ROOF 1/2" 32/16 8d AT 6" O.C. 8d AT 12" O.C.

SHEAR 3/8" 24/0 8d @ 6" O.C. 8d @ 12" O.C.

WALL U.N.O. U.N.O.

3. DO NOT NOTCH, DRILL OR SPLICE JOISTS, BEAMS OR LOAD BEARING STUDS

WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER THRU THE

ARCHITECT. DOUBLE UPFLOOR JOISTS AND BLOCKING UNDER PARTITIONS.

DOUBLE UP JOISTS BELOWMECHANICAL EQUIPMENT. PROVIDE 2" SOLID BLOCKING

AT MIDSPAN AND AT SUPPORTSOF ALL JOISTS.

4. STUD WALLS SHALL BE 2 X 6 AT 16" O.C. U.N.O. ON PLANS. BOTTOM PLATE

ANCHORSAT CONCRETE FOUNDATIONS SHALL BE SIMPSON MASA CLIPS AT 6'-0"

O.C. MAXIMUM U.N.O. ANCHORS SHALL BE PLACED AT ALL JAMBS,

CORNERS,INTERSECTIONS AND ENDS OF WALLS. ALL LUMBER ON CONCRETE OR

MASONRYFOUNDATIONS SHALL BE PRESSURE TREATED WOOD STAMPED BY AN

APPROVED AGENCY.

5. DOUBLE UP STUDS AT JAMBS AND AS REQUIRED UNDER BEAMS IN BEARING

WALLS.EVERY OTHER STUD OF WOOD FRAME BEARING WALL SHALL HAVE A

SIMPSON H3 ANCHORTOP AND BOTTOM, EXCEPT AT THOSE WALLS WHERE

PLYWOOD SHEATHING IS NAILEDDIRECTLY TO THE TOP AND BOTTOM PLATES.

PROVIDE 2 X SOLID BLOCKING AT MID-HEIGHT OF BEARING STUD WALLS.

6. ALL NAILING NOT NOTED SHALL BE ACCORDING TO TABLE 2304.9.1 OF THE

INTERNATIONAL BUILDING CODE. ALL NAILS SHALL BE WITH COMMON NAILS.

WOOD CONNECTORS SHALL BE AS MANUFACTURED BY SIMPSON STRONG-TIE

COMPANY, INC. OROTHER MANUFACTURER WITH CURRENT AND EQUIVALENT

I.C.B.O. APPROVAL. ALL NAILHOLES IN CONNECTORS SHALL BE FILLED WITH NAIL

OF THE LARGEST SIZE INDICATEDIN THE MANUFACTURER'S CATALOG U.N.O.

7. ALL FABRICATION SHALL BE PERFORMED ON THE PREMISES OF A

FABRICATORREGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT

SPECIAL INSPECTION.

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Sheet Number:

Sheet Title:

Checked By:

Drawn By:

Scale:

Project No:

Issue Date:

Consultants:

JOHNSON SMITTHIPONG &

ROSAMOND ASSOCIATES, INC.

5210 E Williams Cir Ste 600 Tucson, AZ 85711

(520) 547-7904 www.jsrarchinc.com

U. S.

DEPARTMENT OF

HEALTH AND

HUMAN SERVICES

INDIAN HEALTH SERVICE

PHOENIX AREA OFFICE

CREATING ELEGANT SOLUTIONS

STRUCTURAL ENGINEERS

SCHNEIDER

435 East 9th Street | Tucson, AZ 85705 | 520.512.8183 | www.sastructural.com

121083Project Number:

UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A

PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.

As Indicated

/1 /2

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G.S.N.

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21-020

11/3/2022

FINAL CD

WHITERIVER

ADMINISTRATION

OFFICE BUILDING

200 W HOSPITAL DR

WHITERIVER, AZ 85941

No. Date Description

/01

/22

Th is

E le ct ro ni c

Si gn at ur e H as B ee n

Au th or iz ed B y M e Th is N ov em be r 0

1, GLUED-LAMINATED BEAMS (GLULAM):

1. GLUED-LAMINATED BEAMS SHALL BE DOUGLAS FIR LARCH WITH THE FOLLOWING

MINIMUM PROPERTIES: Fb = 2,400 PSI, Fv = 265 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI. BEAMS CANTILEVERING OVER SUPPORTS SHALL HAVE THE

SPECIFIED MINIMUM PROPERTIES TOP AND BOTTOM.

2. CAMBER AS SHOWN ON DRAWINGS. IF NO CAMBER IS SPECIFIED, PROVIDE

STANDARD CAMBER USING A RADIUS OF 3500 FEET.

3. ALL BEAMS SHALL BE FABRICATED USING WATERPROOF GLUE. FABRICATION

AND HANDLING PER LATEST AITC AND WCLA STANDARDS. BEAMS SHALL BEAR

GRADE STAMP AND AITC STAMP AND CERTIFICATE. APPEARANCE GRADE BEAMS

SHALL BE USED IF INDICATED ON ARCHITECTURAL DRAWINGS.

PREFABRICATED WOOD TRUSSES:

1. THE TRUSS MANUFACTURER SHALL BE RESPONSIBLE FOR THE COMPLETE

DESIGN, FABRICATION AND ERECTION PROCEDURES OF ALL TRUSSES, BRIDGING

AND/OR BLOCKING PANELS, HANGERS, BRACING, ETC. FOR A COMPLETE

INSTALLATION OF THE TRUSSSYSTEM. TRUSS CONFIGURATIONS ARE AS SHOWN

ON THE DRAWINGS. ALL BRACING ANDBRIDGING SIZES AND SPACINGS BY TRUSS

MANUFACTURER IN ACCORDANCE WITH THELATEST RECOMMENDATIONS OF THE

TRUSS PLATE INSTITUTE.

2. TRUSSES SHALL BE DESIGNED AND FABRICATED IN ACCORDANCE WITH IBC

CHAPTER 23TO SUPPORT SELF WEIGHT PLUS LIVE LOAD, SUPERIMPOSED DEAD

LOADS, AND LATERALLOADS STATED IN THE GENERAL STRUCTURAL NOTES OR

LOCATED ON PLANS. ROOF TRUSSESSHALL BE DESIGNED TO ACCOMMODATE A

FUTURE MECHANICAL LOAD OF 300 POUNDS ATANY LOCATION. THE UNIFORM

LOADS DO NOT INCLUDE SPECIAL OR ADDITIONAL LOADSNOTED ON THE PLANS OR

DETAILS. THE ROOF LOAD DURATION FACTOR IS 1.25.

3. FOR ROOF TRUSSES, LIMIT TOTAL LOAD DEFLECTIONS TO SPAN/240 AT SIMPLE

SPANS U.N.O. LIMIT LIVE LOAD DEFLECTIONS TO SPAN/360 AT SIMPLE SPANS

U.N.O.

4. ADDITIONAL TRUSSES SHALL BE SUPPLIED AS REQUIRED TO SUPPORT

MECHANICAL EQUIPMENT.

5. ALL CONNECTORS SHALL HAVE CURRENT ICC APPROVAL. ALL TRUSS TO TRUSS

CONNECTORS SHALL BE DESIGNED BY THE TRUSS MANUFACTURER. MULTIPLE

TRUSSMEMBERS SHALL BE FASTENED TOGETHER TO ALLOW TRANSFER OF

SHEAR AND TENSIONFORCES (MINIMUM 200 PLF) AT PLYWOOD SHEATHING JOINTS

AND TO PREVENT CROSSGRAIN BENDING OF TOP CHORDS. ATTACHMENT SHALL

BE A CONTINUOUS 20 GAGE METALPLATE OR OTHER APPROVED MEANS. METHOD

OF ATTACHMENT SHALL BE INDICATED ONSHOP DRAWINGS FOR REVIEW.

6. TRUSS MEMBER PERMANENT BRACING. WHERE PERMANENT BRACING OF TRUSS

MEMBERSIS REQUIRED ON THE TRUSS DESIGN DRAWINGS, IT SHALL BE

ACCOMPLISHED BY THE FOLLOWING METHOD: THE TRUSSES SHALL BE DESIGNED

SO THAT THE BUCKLING OF ANY INDIVIDUAL TRUSS MEMBER CAN BE RESISTED

INTERNALLY BY THE STRUCTURE (E.G. BUCKLING MEMBER T-BRACING, L-BRACING,

ETC.) OF THE INDIVIDUAL TRUSS. THE TRUSS INDIVIDUAL MEMBER BUCKLING

REINFORCEMENT SHALL BE INSTALLED AS SHOWN ON THE TRUSS DESIGN

DRAWING OR ON SUPPLEMENTAL TRUSS MEMBER BUCKLING REINFORCEMENT

DIAGRAMS PROVIDED BY THE TRUSS DESIGNER.

7. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS AND

DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER FOR REVIEW PRIOR

TOMANUFACTURE. CALCULATIONS AND SHOP DRAWINGS SHALL SHOW ANY

SPECIAL DETAILSREQUIRED AT BEARING POINTS.

8. ALL FABRICATION SHALL BE PERFORMED ON THE PREMISES OF A

FABRICATORREGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT

SPECIAL INSPECTION.

SHOP DRAWINGS AND PRODUCT DATA SUBMITTALS:

1. SUBMIT SHOP DRAWINGS AND/OR PRODUCT DATA FOR ALL ITEMS DEFINED BY THE

STRUCTURAL DRAWINGS AND SPECIFICATIONS, AS WELL AS STRUCTURAL ITEMS

DEFINED BY THE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS, PRIOR TO

FABRICATION AND/OR CONSTRUCTION IN THE FIELD.

2. PROVIDE SUBMITTALS IN A TIMELY MANNER TO ALLOW FIVE WORKING DAYS FOR

THE ENGINEER'S REVIEW. FOR HARD COPY SUBMITTALS, PROVIDE NO MORE THAN

FOUR SETS FOR REVIEW (ONE COPY TO BE RETAINED BY THE ENGINEER). FOR

ELECTRONIC SUBMITTALS, PROVIDE PDF FILES ONLY. ALL SUBMITTALS WITH A

REQUESTED REVIEW TIME OF LESS THAN FIVE WORKING DAYS MAY BE RETURNED

WITHOUT REVIEW AT THE ENGINEER’S DISCRETION.

3. CONSTRUCTION DOCUMENTS SHALL NOT BE REPRODUCED FOR USE AS SHOP

DRAWINGS. THE MANUFACTURER OR FABRICATOR SHALL CLOUD ANY CHANGES,

SUBSTITUTIONS, AND/OR DEVIATIONS FROM THE CONTRACT DOCUMENTS. ANY

CHANGES, SUBSTITUTIONS, AND/OR DEVIATIONS THAT ARE NOT CLOUDED OR

FLAGGED SHALL NOT BE CONSIDERED ALLOWED AFTER THE ENGINEER'S REVIEW,

UNLESS NOTED ACCORDINGLY BY THE ENGINEER.

4. THE CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL TO

THE ENGINEER. CLEARLY INDICATE ITEMS NOT IN ACCORDANCE WITH THE

CONTRACT DOCUMENTS. VERIFY DIMENSIONS WITH THE ARCHITECT.

5. THE ENGINEER'S REVIEW IS INTENDED ONLY AS AN AID TO THE CONTRACTOR IN

OBTAINING CORRECT SHOP DRAWINGS. RESPONSIBILITY FOR CORRECTNESS AND

COMPLETENESS SHALL REST WITH THE CONTRACTOR. SHOP DRAWINGS WILL BE

RETURNED FOR RESUBMITTAL IF SIGNIFICANT ERRORS ARE FOUND DURING

REVIEW

6. THE SHOP DRAWINGS DO NOT REPLACE THE CONTRACT DOCUMENTS. SHOP

DRAWINGS PROCESSED BY THE ENGINEER SHALL NOT BE CONSIDERED CHANGE

ORDERS. ITEMS THAT ARE OMITTED OR SHOWN INCORRECTLY AND THAT ARE NOT

FLAGGED BY THE ENGINEER ARE NOT TO BE CONSIDERED CHANGES TO

CONTRACT DOCUMENTS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO

CONSTRUCT ITEMS ACCORDING TO THE CONTRACT DOCUMENTS. SHOULD A

DISCREPANCY EXIST BETWEEN THE PROCESSED SHOP DRAWINGS AND THE

CONTRACT DOCUMENTS, THE CONTRACT DOCUMENTS SHALL GOVERN.

7. THE ENGINEER RESERVES THE RIGHT TO MAKE CHANGES TO THE CONTRACT

DOCUMENTS, AT ANY TIME BEFORE OR AFTER SHOP DRAWING REVIEW.

8. THE ADEQUACY OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BY OTHERS

RESTS WITH THE DESIGNING OR SUBMITTING PARTY.

DEFERRED SUBMITTALS (PER 2018 IBC 107.3.4.1):

1. FOR THE PURPOSES OF THIS SECTION, DEFERRED SUBMITTALS ARE DEFINED AS

THOSE PORTIONS OF THE DESIGN THAT ARE NOT SUBMITTED AT THE TIME OF THE

APPLICATION AND WHICH ARE TO BE SUBMITTED TO THE BUILDING OFFICIAL

WITHIN A SPECIFIED PERIOD.

2. DEFERRAL OF ANY SUBMITTAL ITEMS SHALL HAVE PRIOR APPROVAL OF THE

BUILDING OFFICIAL. THE ARCHITECT OR ENGINEER OF RECORD SHALL LIST THE

DEFERRED SUBMITTALS ON THE PLANS AND THE CONTRACTOR SHALL SUBMIT

THE DEFERRED SUBMITTAL DOCUMENTS FOR REVIEW BY THE BUILDING OFFICIAL.

3. SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED

TO THE ARCHITECT OR ENGINEER OF RECORD A MINIMUM OF 30 DAYS PRIOR TO

FABRICATION. THE DOCUMENTS SHALL BE REVIEWED FOR GENERAL

CONFORMANCE WITH THE DRAWINGS. A COPY OF THE DEFERRED SUBMITTAL

DOCUMENTS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL WITH A NOTATION

INDICATING THAT THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED.

THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN

AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL.

DEFERRED SUBMITTAL ITEMS:

WOOD TRUSSES

SPECIAL INSPECTIONS AND TESTING:

1. THE OWNER (OR REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE

ACTINGAS THE OWNER'S AGENT) SHALL EMPLOY ONE OR MORE SPECIAL

INSPECTORS TOPROVIDE INSPECTION AND TESTING DURING CONSTRUCTION OF

THE TYPES OF WORKREQUIRING SPECIAL INSPECTION AS INDICATED ON THE

DRAWINGS.

2. EACH SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL

DEMONSTRATECOMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL

AND STRUCTURALENGINEER OF RECORD, FOR INSPECTION OF THE PARTICULAR

TYPE OF CONSTRUCTIONOR OPERATION REQUIRING SPECIAL INSPECTION.

3. THE CONTRACTOR SHALL CONVENE A MEETING WITH THE SPECIAL INSPECTION

AGENCY(AGENCIES), THE BUILDING OFFICIAL, THE ARCHITECT, AND THE

STRUCTURAL ENGINEEROF RECORD TO REVIEW INSPECTION REQUIREMENTS AND

PROCEDURES, PRIOR TOCOMMENCING WITH CONSTRUCTION.

4. DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR:

A. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR

CONFORMANCE TO THE APPROVED CONSTRUCTION DOCUMENTS.B) THE

SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE

BUILDING OFFICIAL, AND TO THE ENGINEER OR ARCHITECT OF RECORD.

REPORTS SHALL INDICATE THAT WORK INSPECTED WAS DONE IN

CONFORMANCE TO APPROVED CONSTRUCTION DOCUMENTS.

DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE

CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE

ENGINEER OR ARCHITECT OF RECORD AND THE BUILDING OFFICIAL. IT IS

EXPECTED THAT REPORTS WILL BE SUBMITTED ON A WEEKLY BASIS AT A

MINIMUM.C) UPON COMPLETION OF THE ASSIGNED WORK, THE SPECIAL

INSPECTOR SHALL COMPLETE AND SIGN THE APPROPRIATE FORMS

CERTIFYING THAT, TO THE BEST OF HIS KNOWLEDGE, THE WORK IS IN

CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS, AND

THE APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE.

ABBREVIATIONS

A.B.C.

A.F.F.

ALT

A.B.

B.F.F.

B.O.B.

B.O.D.

B.O.F.

B.O.S.

BOT

BRG

C.I.P.

C.F.S.

C.L.

CLR

CONC.

CONC. C.J.

C.M.U.

CONN.

CONT.

D.L.

DIA.

DN

DWG (S)

(E) E.F.

E.O.S.

EQ

EQUIP.

EXP. BOLT

E.J.

E.W.

FDN

F.F.E.

GA

GALV

G.S.N.

GLB (GLULAM)

HORIZ.

I.B.C.

I.C.C.

I.C.F.

K (KIP)

L.L.

LBS

L.L.H.

L.L.V.

MFR ('S)

M.C.J.

MECH.

(N) N/A N.I.C.

N.F.S.

N.T.

O.C.

OPP

P.A.F.

P.C.

PCF

PLF

PREFAB

P.S.F.

P.S.I.

REINF.

SCH

SIM

S.I.P.

S.L.R.S.

SP

STD

T&B T.L.

T.O.B.

T.O.C.

T.O.D.

T.O.F.

T.O.L.

T.O.M.

T.O.PL.

T.O.S.

T.O.W.

TYP

U.N.O.

VERT.

W.S.P.

W.W.F.

W/ (W/O)

AGGREGATE BASE COURSE

ABOVE FINISHED FLOOR

ALTERNATE

ANCHOR BOLT

BELOW FINISHED FLOOR

BOTTOM OF BEAM

BOTTOM OF DECK

BOTTOM OF FOOTING

BOTTOM OF STEEL

BOTTOM

BEARING

CAST IN PLACE

COLD FORMED STEEL

CENTERLINE

CLEAR

CONCRETE

CONCRETE CONTROL JOINT

CONCRETE MASONRY UNIT

CONNECTION

CONTINUOUS

DEAD LOAD

DIAMETER

DOWN

DRAWING(S)

EXISTING

EACH FACE

EDGE OF SLAB

EQUAL

EQUIPMENT

EXPANSION BOLT

EXPANSION JOINT

EACH WAY

FOUNDATION

FINISHED FLOOR ELEVATION

GAGE

GALVANIZED

GENERAL STRUCTURAL NOTES

GLUED-LAMINATED BEAM

HORIZONTAL

INTERNATIONAL BUILDING CODE

INTERNATIONAL CODE COUNCIL

INSULATED CONCRETE FORM

1000 POUNDS

LIVE LOAD

POUNDS

LONG LEG HORIZONTAL

LONG LEG VERTICAL

MANUFACTURER('S)

MASONRY CONTROL JOINT

MECHANICAL

NEW

NOT APPLICABLE

NOT IN CONTRACT

NON-FROST SUSCEPTIBLE

NOT TO SCALE

ON CENTER

OPPOSITE (MIRRORED)

POWDER ACTUATED FASTENER

PRECAST CONCRETE

POUNDS PER CUBIC FOOT

POUNDS PER LINEAR FOOT

PREFABRICATED

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

REINFORCING

SCHEDULE

SIMILAR

STRUCTURAL INSULATED PANEL

SEISMIC LOAD RESISTING SYSTEM

SPACES

STANDARD

TOP AND BOTTOM

TOTAL LOAD

TOP OF BEAM

TOP OF CONCRETE

TOP OF DECK

TOP OF FOOTING

TOP OF LEDGER

TOP OF MASONRY

TOP OF PLATE

TOP OF STEEL

TOP OF WALL

TYPICAL

UNLESS NOTED OTHERWISE.

VERTICAL

WOOD STRUCTURAL PANEL

WELDED WIRE FABRIC

WITH (WITHOUT)

PLAN LEGEND

SW

SYMBOL DESCRIPTION REMARKS

DETAIL CUTS ON PLANS

KEYNOTE

8" MASONRY WALL U.N.O.

CONCRETE WALL U.N.O.

SHEAR WALL

SLAB DEPRESSION/

CHANGE IN ELEVATION

REVISION SYMBOL

OPENING

MECHANICAL EQUIPMENT

SEE PLANS FOR LOCATION, SIZE AND

TYPE

VERIFY DEPTH WITH ARCHITECTURAL

DRAWINGS

HOLDOWN ANCHOR

SEE PLANS AND SCHEDULES FOR

SIZE AND LOCATIONS

RIGID (MOMENT) CONNECTION

STEEL STUD WALL U.N.O.

WOOD STUD WALL U.N.O. SEE PLANS AND SCHEDULES FOR SIZE

SEE PLANS AND SCHEDULES FOR SIZE

MASONRY CONTROL JOINT

12" MASONRY WALL U.N.O.

INTERPRETATION OF DRAWINGS

SEE PLANS AND SCHEDULES FOR SIZE

AND REINFORCING

VERIFY SIZE AND LOCATION WITH

ARCHITECTURAL AND/OR MECHANICAL

DRAWINGS

M.C.J.

H

FOUNDATION DETAILS ARE 100

SERIES NUMBERS.

FRAMING DETAILS ARE 200 SERIES

NUMBERS.

BRACED FRAME DETAILS ARE 300

SERIES NUMBERS.

STAIR FRAMING DETAILS ARE 400

SERIES NUMBERS.

SEE PLANS FOR LOCATION. IF NO

SYMBOL INDICATED, SINGLE ROW OF

BOLTS OCCURS

NUMBER OF ROWS OF BOLTS

AT BEAM TO COLUMN OR

BEAM TO BEAM CONNECTION

CIRCULAR OR RECTANGULAR

OPENING IN BEAM WEB (SIZE)

SEE TYPICAL DETAIL U.N.O.

(-2 1/2")

TOP OF STEEL ELEVATION

RELATIVE TO BOTTOM OF

DECK ELEVATION

(15")

POINT OF SUPPORT/SHORING

SIMPLE BEAM SPLICE

CONNECTION

SEE PLANS AND SCHEDULES FOR SIZE

AND REINFORCING

SEE PLANS AND SCHEDULES FOR SIZE

AND REINFORCING

SEE PLANS FOR LOCATION

ELEVATION TARGET

QUANTITY OF HEADED STUDS

ON COMPOSITE STEEL BEAM

SEE G.S.N. AND TYPICAL DETAILS FOR

PLACEMENT

(24)

100'-0"

DIRECTION OF SLOPE

VERIFY DEPTH WITH ARCHITECTURAL

AND/OR MECHANICAL DRAWINGS

DROPPED BEAM

FLUSH BEAM

B (D)

B (F)

(15") c=1/2" BEAM CAMBER

BRACED FRAME MEMBERS SEE PLANS FOR LOCATION

PANEL JOINT SEE PLANS FOR LOCATION

P.J.

CONTROL JOINT SEE PLANS FOR LOCATIONC.J.

TWO-SIDED SHEAR WALL

SEE PLANS FOR LOCATION, SIZE AND

TYPE

SW

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Sheet Title:

Checked By:

Drawn By:

Scale:

Project No:

Issue Date:

Consultants:

JOHNSON SMITTHIPONG &

ROSAMOND ASSOCIATES, INC.

5210 E Williams Cir Ste 600 Tucson, AZ 85711

(520) 547-7904 www.jsrarchinc.com

U. S.

DEPARTMENT OF

HEALTH AND

HUMAN SERVICES

INDIAN HEALTH SERVICE

PHOENIX AREA OFFICE

CREATING ELEGANT SOLUTIONS

STRUCTURAL ENGINEERS

SCHNEIDER

435 East 9th Street | Tucson, AZ 85705 | 520.512.8183 | www.sastructural.com

121083Project Number:

UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A

PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.

As Indicated

/1 /2

:0 :0

A

M

A u to d e s k D o c s /2

-0

W h it e ri v e r A d m in v

/2

-0

S tr c W

R A d m in

.r v t

S102

G.S.N. AND I.O.D.

DNG

SRK

21-020

11/3/2022

FINAL CD

WHITERIVER

ADMINISTRATION

OFFICE BUILDING

200 W HOSPITAL DR

WHITERIVER, AZ 85941

No. Date Description

/01

/22

Th is

E le ct ro ni c

Si gn at ur e H as B ee n

Au th or iz ed B y M e Th is N ov em be r 0

1, VERIFY MATERIALS BELOW SHALLOW

1705.6

GEOTECHNICAL

REPORT

x

BY THE GEOTECHNICAL ENGINEER

FOUNDATIONS ARE ADEQUATE TO

ACHIEVE THE DESIGN BEARING

SYSTEM OR MATERIAL

INSPECTION

REMARKSIBC CODE

REFERENCE

CODE OR STANDARD

REFERENCE

FREQUENCY

CONTINUOUS PERIODIC

x

CAPACITY

VERIFY ExCAVATIONS ARE ExTENDED

TO PROPER DEPTH AND HAVE

REACHED PROPER MATERIAL

PERFORM CLASSIFICATION AND

TESTING OF COMPACTED

FILL MATERIAL

VERIFY USE OF PROPER MATERIALS,

DENSITIES AND LIFT THICKNESSES

DURING PLACEMENT AND

COMPACTION OF COMPACTED FILL

PRIOR TO PLACEMENT OF

COMPACTED FILL, INSPECT

SUBGRADE AND VERIFY THAT SITE

HAS BEEN PREPARED PROPERLY

x x x

NO CONCRETE SPECIAL INSPECTIONS ARE REQUIRED. CONCRETE TESTING IS REQUIRED, REFERENCE REQUIRED TESTING TABLE 3.

SYSTEM OR MATERIAL

INSPECTION

REMARKSIBC CODE CODE OR STANDARD FREQUENCY

REFERENCE CONTINUOUS PERIODICREFERENCE

FABRICATED SYSTEMS AND ELEMENTS 1704.2 x

SPECIAL INSPECTIONS APPLY TO VERIFICATION OF

DETAILED FABRICATION AND QUALITY CONTROL

PROCEDURES, INCLUDING REVIEW FOR

CODE REQUIREMENTS. SPECIAL INSPECTIONS ARE

NOT REQUIRED FOR WORK DONE ON THE PREMISES

OF A FABRICATOR REGISTERED AND APPROVED TO

PERFORM SUCH WORK WITHOUT SPECIAL

COMPLETENESS AND ADEQUACY RELATIVE TO THE

INSPECTION. APPROVED FABRICATORS, UPON

COMPLETION OF COMPONENT MANUFACTURING,

SHALL SUBMIT A CERTIFICATE OF COMPLIANCE

TO THE BUILDING OFFICIAL STATING THAT THE WORK

WAS PERFORMED IN ACCORDANCE WITH THE

APPROVED CONSTRUCTION DOCUMENTS.

INSTALLATION IN HARDENED

CONCRETE AND COMPLETED

MASONRY

1703.4.2 1704.13.3

ICC EVALUATION

REPORT

SPECIAL INSPECTIONS APPLY TO ANCHOR PRODUCT

NAME, TYPE, AND DIMENSIONS, HOLE DIMENSIONS,

COMPLIANCE WITH DRILL BIT REQUIREMENTS,

CLEANLINESS OF THE HOLE AND ANCHOR, ADHESIVE

ExPIRATION DATE, ANCHOR/ADHESIVE INSTALLATION, ANCHOR EMBEDMENT, AND TIGHTENING TORQUE x

REFERENCE CONTINUOUS PERIODIC

FILL IN-PLACE DENSITY OR

PREPARED SUBGRADE DENSITY

1705.6

VARIES; MINIMUM PER

IBC APPENDIx J107.5 x BY THE GEOTECHNICAL ENGINEER

MATERIAL VERIFICATION

VARIES;

CLASSIFICATION AND

TESTING OF

CONTROLLED FILL

MATERIALS

x BY THE GEOTECHNICAL ENGINEER

CONCRETE STRENGTH

1704.4

ASTM C39

EACH 150 CY NOT LESS

THAN ONE TEST EACH

5000 SF OF SLAB OR

FABRICATE SPECIMENS AT TIME FRESH

CONCRETE IS PLACED

CONCRETE SLUMP ASTM C143

CONCRETE AIR CONTENT ASTM C231

CONCRETE TEMPERATURE ASTM C1064

1905.6

WALL PLACED EACH DAY

REFERENCE

SYSTEM OR MATERIAL

INSPECTION

REMARKSIBC CODE CODE OR STANDARD FREQUENCY

1. SOILS

TABLE 1: REQUIRED GEOTECHNICAL SPECIAL INSPECTIONS

2. CONCRETE

TABLE 2: REQUIRED STRUCTURAL SPECIAL INSPECTIONS

1. FABRICATORS

3. POST-INSTALLED ANCHORS

TABLE 3: REQUIRED TESTING FOR SPECIAL INSPECTIONS

1. GEOTECHNICAL

2. CONCRETE

890-IBC18

891.4A

894-IBC18

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Sheet Number:

Sheet Title:

Checked By:

Drawn By:

Scale:

Project No:

Issue Date:

Consultants:

JOHNSON SMITTHIPONG &

ROSAMOND ASSOCIATES, INC.

5210 E Williams Cir Ste 600 Tucson, AZ 85711

(520) 547-7904 www.jsrarchinc.com

U. S.

DEPARTMENT OF

HEALTH AND

HUMAN SERVICES

INDIAN HEALTH SERVICE

PHOENIX AREA OFFICE

CREATING ELEGANT SOLUTIONS

STRUCTURAL…