2018-05-407 Polvadera Fire Station Bid Set Drawings.pdf

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DN: cn=Ron Burstein, o=Studio

Southwest Architects Inc., ou, email=rburstein@studioswarch.c

Date: 2018.02.07 11:48:40 -07'00'

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DRIVE (UNIMPROVED)

N88°12'20"W

707.46'

N E

S89°37'27"E 1321.82'

GRAVEL

PILE

D R

IV

E

(G R

A V

E L

COUNTY OF SOCORRO

22.742 ACRES

TR 1-D

TR 1-C

TR 1-B

TR 1-A

T H

R

E

P

A

S

E

SINGLE PHASE

COUNTY TRANSFER STATION

6" WL

S S

S S

S

FF=96.98

G A

S

GAS GAS

W

WWWW

W W

W W

W W

W W

W W

W W

W W

W W

W W

W W

W W

W

FF=96.98

2 SPACES

@ 9'x 20'

1 HC SP.

@ 8'x 20'

8'

1 HC SP.

@ 8'x 20'

24'

12'

R

R

G A

S

GAS GAS

E

KEYED NOTES

X

1" = 50'

5025 100

1. CONSTRUCT PAVED ROAD. SEE DETAIL 4/C-501 & 7/S501.

(NOT IN CONTRACT)

2. INSTALL CONCRETE PAVING PER DETAIL 5/C-501 & 6/S501.

3. INSTALL ACCESSIBLE PARKING SPACES. SEE DETAIL

1/C-501.

4. INSTALL ACCESSIBLE PARKING SIGNS PER DETAIL 2/C-501.

5. INSTALL WHEEL STOPS. SEE DETAIL 3/C-501.

6. CONSTRUCT 34 LF 21" x 15" CMP CULVERT AT 2%.

7. CONSTRUCT 45 LF 21" x 15" CMP CULVERT AT 1%.

8. LOCATION OF PROPANE TANK WITH 4" CONCRETE UTILITY

PAD.

9. LOCATION OF SEPTIC SYSTEM.

10. PROPOSED PONDING AREA APPROX. 5000CF OF STORAGE.

FROM ELEVATION 4680 TO 4681.

Scale: 1" = 50'

SITE GRADING AND DRAINAGE PLAN

Architect Engineer

P

M

Revision Schedule

No Date Description

Engineers Planners Construction Services

8102 Menaul Blvd. NE, Suite D

Albuquerque, NM 87110 tele: 505.255.7802 fax: 505.255.7902

Project No.: 17-006 www.abqeng.com

Scale: 1" = 20'

ENLARGED PLAN

SEE ENLARGED PLAN,

THIS SHEET FOR DETAILS

C-101

LEGEND

22.8

FF

EXISTING WATERLINE

EXISTING OVERHEAD ELECTRIC LINE

NEW ASPHALT PAVEMENT (N.I.C)

FINISH FLOOR ELEVATION

DIRECTION OF FLOW

NEW CONCRETE

NEW BUILDING

NEW SANITARY SEWER LINE

SS

WW

OHE

NEW STORM DRAIN

WW NEW WATERLINE

GAS

NEW GAS LINE

TT

EXISTING TELEPHONE LINE

NEW SIGN

NEW SANITARY SEWER CLEANOUTS

EXISTING INDEX CONTOUR

EXISTING INTERIM CONTOUR

NEW SPOT ELEVATION

NEW INDEX CONTOUR

NEW INTERIM CONTOUR

THE SITE IS LOCATED ON COUNTY OF SOCORRO PROPERTY, BEING A PORTION OF TRACT 42A NEAR

CHAMISAL, SOCORRO COUNTY, NM, LOCATED NEAR THE INTERSECTION OF INTERSTATE 25 AND NEW MEXICO

STATE HWY 408. NEW CONSTRUCTION ON THIS PROJECT WILL DISTURB APPROXIMATELY 2.7 ACRES.

WITH THIS DEVELOPMENT, ONE NEW STRUCTURE WILL BE CONSTRUCTED TO PROVIDE A FIRE STATION. THIS

SITE HISTORICALLY DRAINS FROM NORTH TO SOUTH. THE DIFFERENCE BETWEEN PRE-DEVELOPED AND

DEVELOPED RUNOFF FOR THE ENTIRE SITE WILL ME MINIMUM DUE TO THE SMALL 2.7 ACRES BEING

DEVEOLPED COMPARED TO THE ENTIRE 22.7 ACRES SITE. HOWEVER THE DEVELOPED RUNOFF FROM THE

PROPOSED IMPERVIOUS AREAS WILL BE DIRECTED BY SHEET FLOW IN A DIRECTION SIMILAR TO AND A

RATETHAT HONORS THE EXISTING DRAINAGE PATTERNS. THESE PATTERNS FLOW SOUTH FROM THE

PROPOSED BUILDING SITE. THE MAJORITY OF THIS DEVELOPED RUNOFF FROM NEW CONSTRUCTION, BUILDING AND PAVEMENT WILL BE DIRECTED TOWARDS AN EXISTING LOW POINT ON THE SITE, WHICH WILL

BE USED AS A PONDING AREA FOR THE DEVELOPED RUNOFF. THE PROPOSED PONDING AREA IS NEAR THE

SOUTHERN BOUNDARY OF THE SITE. THIS SITE ACCEPTS MINIMUL OFFSITE FLOWS FROM THE PROPERTIES

ALONG ITS WESTERN BOUNDARY, THE MAJORITY OF WHICH IS DIRECTED TOWARDS THE EXISTING PONDING

AREA. THIS SITE IS LOCATED WITHIN MINIMAL FLOOD HAZARD ZONE "X" FLOODPLAIN.

DRAINAGE NARRATIVE

GENERAL NOTES

A. DIGITAL FILE WILL BE PROVIDED TO OWNER AND

SURVEYOR FOR PURPOSES OF LAYOUT FOR THE

PROPOSED SITE ACCESS ROAD, DRIVES AND BUILDING.

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A D

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A V

E D

DRIVE (UNIMPROVED)

707.46'

N E

S89°37'27"E 1321.82'

D R

IV

E

(G R

A V

E L

TR 1-D

TR 1-C

TR 1-B

TR 1-A

T H

R

P

A

S

E

SINGLE PHASE

COUNTY TRANSFER STATION

6" WL

S S

S S

S

T

Y P

63.33'

FF=96.98

G A

S

GAS GAS

W

WWWW

W W

W W

W W

W W

W W

W W

W W

W W

W W

W W

W W

W

25'

E

E E E

E E

E

OHE

OHE

OHE

OHE

1" = 50'

5025 100

Scale: 1" = 50'

SITE UTILITY PLAN

Architect Engineer

P

M

Revision Schedule

No Date Description

Engineers Planners Construction Services

8102 Menaul Blvd. NE, Suite D

Albuquerque, NM 87110 tele: 505.255.7802 fax: 505.255.7902

Project No.: 17-006 www.abqeng.com

X

DESIGN PARAMETERS

KEYED NOTES

1. INSTALL DOUBLE CLEANOUT.

2. CONSTRUCT 18 LF 4" PVC SEWER LINE AT 2.08%. SEE PLUMBING

PLANS FOR CONTINUATION.

3. INSTALL 4" - 45° BEND.

4. INSTALL 2,000 GALLON H-20 SEPTIC TANK, PER REG. 20.7.3.

TANK AND EQUIPMENT TO BE PLACED IN NON-TRAFFIC AREA.

5. CONSTRUCT 149 LF 4" PVC SEWER LINE AT 2.08%.

6. INSTALL 60" x 60" DISTRIBUTION BOX. SEE DETAIL 2, THIS SHEET.

7. CONSTRUCT 3 -1600 BD BIODIFFUSER ARC 36 LEACHING

CHAMBERS AT 63.33' LF EACH WITH TRENCH SYSTEM

INSTALLATION. SEE DETAIL 1, THIS SHEET. INSTALL PER

MANUFACTURER'S SPECIFICATIONS.

8. CONSTRUCT 870' LF OF 1-1/2" WATER LINE.

9. INSTALL NEW 1" WATER METER PER LOCAL WATER AUTHORITY.

"WET TAP" NEW SERVICE INTO EXISTING OFF-SITE WATER LINE.

10. LP GAS REGULATOR AND TANK SIZE BY LP PROVIDER AND

OWNER. SEE LP TANK PAD DETAIL 8/C-501.

11. NEW OVERHEAD LINE, POLE AND TRANSFORMER BY PNM.

12. UNDERGROUND ELECTRICAL FROM TRANSFORMER. INSTALL

SECONDARY FEEDER AND CONDUIT FROM POLE MOUNTED

TRANSFORMER TO BUILDING. SEE E-601 FOR ONE-LINE

DIAGRAM.

SEPTIC TAKE DATA

1. TOTAL DRAINAGE FIXTURE UNITS = 27 NMAS 20.7.3.201.P.(2)

Uniform Plumbing Code

2. SEPTIC TANK SIZE = 2000 GAL. NMAS Table 201.2

ABSORPTION FIELD DESIGN DATA

1. SOIL PERCOLATION RATE = 8 MIN / IN

2. SOIL TYPE = Ib NMAC Table 703.1

3. APPLICATION RATE: AR = 2 sq.ft./gal/day NMAC Table 703.1

4. OFFICE OCCUPANCY: 22 EMPLOYEES @ 20 GPD EACH NMAS Table 201.1

( 11 Max Employees in 2 - 8hr shifts)

5. DESIGN FLOW: Q = 22 X 20 = 440 GPD NMAS Table 201.2

6. REQUIRED ABSORPTION AREA Aa = QxAR = 880 SQ.FT. NMAS 20.7.3.703.H

7. LEACH AREA PER FT OF TRENCH: La = 5 SQ. FT NMAC Product List

8. TOTAL TRENCH LENGTH REQUIRED: Aa / 5 = 176 FT

ABSORPTION FIELD CONSTRUCTION DATA

9. 3 ~ 63.33' LONG TRENCHES (10~MODULAR BIO-DIFUSSERS) = 190' FT.

10. TOTAL ABSORPTION FIELD PROVIDED = La X 190' = 950 SQ. FT. > 880 OK

VICINITY MAP

NOT TO SCALE

N.T.S.

BIODIFFUSER TRENCH DETAIL

N.T.S.

DISTRIBUTION BOX DETAIL

34"

C H

A M

B E

R

H E

I G

H T

BIODIFFUSER

FINISH

GRADE

TRENCH Aa WIDTH=36"

M I N

C

O V

E R

"WALK IN" FILL

PER BIODIFFUSER

MANUFACTURER

OUTLET OUTLET

INLET

OUTLET

OUTLET

OUTLET

OUTLET

60"

48"

60"

48"

36" HOLE

14"14"

PLAN SECTION

NATIVE SOIL

COMPACTED TO 95%

MAXIMUM DENSITY

T R

E N

C H

H E

I G

H T

TRENCH

ABSOPTION AREA

= 1'+1'+3'=5 SF/FT

A a

H E

I G

H T

C-102

Architect Engineer

P

M

Revision Schedule

No Date Description

Engineers Planners Construction Services

8102 Menaul Blvd. NE, Suite D

Albuquerque, NM 87110 tele: 505.255.7802 fax: 505.255.7902

Project No.: 17-006 www.abqeng.com

Scale: NTS

9'

HANDICAP ACCESSIBLE

SIGNAGE WITH "VAN

ACCESSIBLE" SIGNAGE

SEE DETAIL 2, THIS SHEET

12" x 18" SIGN WITH

INTERNATIONAL HANDICAP

SYMBOL AND "HANDICAP

PARKING" MESSAGE

"VAN ACCESSIBLE"

MESSAGE AS REQUIRED

SEE SITE PLAN FOR

LOCATIONS

2" GALVANIZED STEEL

PIPE, PAINTED

3" TYP

8"

8'

HANDICAP ACCESSIBLE

SIGNAGE

SEE DETAIL 2, THIS SHEET

W A

L K

Scale: NTS

Scale: NTS

PAVING SECTION (NOT IN CONTRACT)

ASPHALTIC CONCRETE

SURFACE COURSE

AGGREGATE BASE

COURSE WITH

PRIME COAT

SUBGRADE PREP

COMPACTED TO 95%

DENSITY, MIN.

R-VALUE OF 50 ≥

NOTE: SEE GEOTECHNICAL REPORT

PERFORMED AND COMPLETED BY

WESTERN TECHNOLOGIES INC., DATED

MARCH 24, 2017.

NOTE: PROVIDE TRANSVERSE CONTROL JOINTS AT INTERVALS NOT

EXCEEDING 6'-0" ON CENTER, PROVIDE CENTERLINE CONTROL JOINTS IN

SIDEWALK WIDER THAN 8'-0". SPACING OF CENTERLINE CONTROL JOINTS

SHALL NOT EXCEED 6'-0" OR AS SHOWN ON PLANS. PROVIDE EXPANSION

JOINTS AT INTERVALS NOT EXCEEDING 20'-0" ON CENTER WHERE WALK

DOES NOT ABUT CURB.

Scale: NTS

CONCRETE PAVING DETAIL

BEVEL CORNERS

AS SHOWN

3~#5 CONTINUOUS

HORIZONTALLY

#5 REBAR DOWELED 2'-0" MINIMUM

THRU CONCRETE PAVING

BEVEL

CORNERS

AS SHOWN

6"x 6" PRECAST CONCRETE

WHEEL STOP

M

I N

24"

ASPHALTIC CONCRETE

SURFACE COURSE

1800# STABILITY

AGGREGATE BASE

COURSE WITH

PRIME COAT

6" COMPACTED

SUBGRADE

8" THICK X 24" WIDE

ABC SHOLDER

SUBGRADE PREP

COMPACTED TO 95%

DENSITY, MIN.

R-VALUE OF 50

AGGREGATE BASE

COURSE WITH

PRIME COAT

CONCRETE

SURFACE

Scale: NTS

Scale: NTS

(NOT IN CONTRACT)

C-501

6"

ASPHALTIC CONCRETE

SURFACE COURSE

1800# STABILITY

AGGREGATE BASE

COURSE WITH

PRIME COAT

6" COMPACTED

SUBGRADE

4" THICK CONCRETE

SIDEWALK

Scale: NTS

CONCRETE TO ASPHALT TRANSITION

EXISTING

GRADE

#3 @ 12" O.C.

EACH WAY

SCARIFIED &

RECOMPACTED

SOIL, DOWN TO 18"

BELOW GRADE

45° CHAMFER EDGE (TYP)

PAD SIZE TO ACCOMMODATE

TANK

2-#3 BOTTOM (TYP)

LP GAS TANK BY LP

PROVIDER AND OWNER

Scale: NTS

LP TANK PAD DETAIL

8"

GRADE TO ASPHALT TRANSITION

STRUCTURAL GRAPHIC SYMBOLS

SECTION CROSS-REFERENCE SYMBOL

EXTERIOR ELEVATION CROSS-REFERENCE SYMBOL

INTERIOR ELEVATION CROSS-REFERENCE SYMBOL

PLAN DETAIL CROSS-REFERENCE SYMBOL

DETAIL CROSS-REFERENCE SYMBOL

DRAWING TITLE SYMBOL

GRAPHIC BAR SCALE SYMBOL

NORTH ARROW SYMBOL

KEYNOTE SYMBOL

CONTINUOUS FOOTING MARK SYMBOL

ELEVATION TARGET SYMBOL

STRUCTURAL GRID REFERENCE SYMBOL

REVISION INDICATOR SYMBOL

BASE PLATE MARK SYMBOL

A3

S-311

SECTION NUMBER

SHEET SECTION IS DRAWN ON

B5

S-201

ELEVATION NUMBER

SHEET ELEVATION IS DRAWN ON

C4

S-203

ELEVATION NUMBER

SHEET ELEVATION IS DRAWN ON

C4

S-312

DETAIL NUMBER

SHEET DETAIL IS DRAWN ON

AREA TO

BE DETAILED

C4

S-312

DETAIL NUMBER

SHEET DETAIL IS DRAWN ON

J7

DRAWING TITLE

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

DRAWING TITLE

GRAPHIC BAR SCALE

DRAWING SCALE

DRAWING NUMBER

FIN FLR EL=

100'-0"

DESCRIPTION

ELEVATION

STRUCTURAL GRID INDICATOR

STRUCTURAL GRID LINE

1 2

B

A

REVISION AREA

REVISION NUMBER SYMBOL

1 BASE PLATE MARK

SPOT FOOTING MARK SYMBOL

F1

BP1

SPOT FOOTING MARK

BASE PLATE MARK

CF1 CONTINUOUS FOOTING MARK

WALL MARK SYMBOL

W1 WALL MARK

16'0 4' 8'

16'0 4' 8'

STRUCTURAL MATERIALS LEGEND

STEEL

CAST-IN-PLACE CONCRETE

LIGHTWEIGHT CONCRETE

PRECAST CONCRETE

COMPACTED EARTH

CMU (IN SECTION)

CMU (IN PLAN)

BAR GRATING

CHECKERED PLATE

MASONRY GROUT

GRATING (IN SECTION)

PLYWOOD (IN SECTION)

RIGID INSULATION

GLULAM

COMPACTED EARTH

A/E ARCHITECT/ENGINEER

AB ANCHOR BOLT

ABAN ABANDON

ABBRV ABBREVIATION

AC ASPHALTIC CONCRETE

ACI AMERICAN CONCRETE INSTITUTE

ACP ASPHALTIC CONCRETE PAVING

ACR ACROSS

ACST ACOUSTIC

AD AREA DRAIN

ADA AMERICANS WITH DISABILITIES ACT

ADDL ADDITIONAL

ADDM ADDENDUM

ADJ ADJACENT/ADJOINING

ADMIN ADMINISTRATION

AFF ABOVE FINISHED FLOOR

AFG ABOVE FINISHED GRADE

AFS ABOVE FINISHED SLAB

AGGR AGGREGATE

AHR ANCHOR

AIA AMERICAN INSTITUTE OF ARCHITECTS

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

AISI AMERICAN IRON AND STEEL INSTITUTE

AITC AMERICAN INSTITUTE OF TIMBER CONSTRUCTION

ALNMT ALIGNMENT

ALT ALTERNATE, ALTERNATIVE

ALUM ALUMINUM

AMT AMOUNT

ANSI AMERICAN NATIONAL STANDARDS INSTITUTE

APA AMERICAN PLYWOOD ASSOCIATION

APPD APPROVED

APPROX APPROXIMATE

APPX APPENDIX

AR AS REQUIRED

ARCH ARCHITECT

ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS

ASPH ASPHALT

ASI ARCHITECT'S SUPPLEMENTAL INSTRUCTIONS

ASSN ASSOCIATION

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS

ATCH ATTACHMENT

ATTN ATTENTION

AWS AMERICAN WELDING SOCIETY

AZ AZIMUTH

B&F BELL AND FLANGE

BAL BALANCE

B/B BACK TO BACK

BC BOTTOM CHORD

BD BOARD

BDRY BOUNDARY

BEV BEVEL

BFF BELOW FINISH FLOOR

BKG BACKING

BKGD BACKGROUND

BLD BUILD

BLDG BUILDING

BLK BLOCK/BLOCKING

BLT BUILT

BLVD BOULEVARD

BLW BELOW

BM BEAM

BO BOTTOM OF

BOS BOTTOM OF STEEL

BOT BOTTOM

B PL BASE PLATE

BRCG BRACING

BRDG BRIDGING

BRG BEARING

BRG PL BEARING PLATE

BS BOTH SIDES

BSMT BASEMENT

BT WLD BUTT WELD

BTWN BETWEEN

C CHANNEL

C/C CENTER TO CENTER

CAM CAMBER

CAN CANOPY

CD CONSTRUCTION DOCUMENTS,

CONTRACT DOCUMENTS

CEM CEMENT

CHFR CHAMFER

CHKD CHECKED/CHECKERED

CI CAST IRON

CIP CAST-IN-PLACE

CJ CONSTRUCTION JOINT

CJ CONTRACTION JOINT

CJ CONTROL JOINT

CL CENTER LINE

CLG CEILING

CLR CLEAR

cm CENTIMETER

CMU CONCRETE MASONRY UNIT

CO COMPANY

COA CITY OF ALBUQUERQUE

COL COLUMN

COM COMMON

CONC CONCRETE

CONN CONNECTION

CONSTR CONSTRUCTION

CONT CONTINUOUS , CONTINUE

CONTR CONTRACTOR

COORD COORDINATE

CRSI CONCRETE REINFORCING STEEL INSTITUTE

CSI CONSTRUCTION SPECIFICATIONS INSTITUTE

CTR CENTER

CTRL CONTROL

CU CUBIC

CU YD CUBIC YARD

D DEEP, DEPTH

D-B DESIGN-BUILD

DAT DATUM

DBL DOUBLE

DEG DEGREE

DEL DELETE

DEMO DEMOLITION

DET DETAIL

DEV DEVELOPMENT

DFTG DRAFTING

DIA DIAMETER

DIAG DIAGONAL

DIFF DIFFERENCE, DIFFERENTIAL

DIM DIMENSION

DIST DISTANCE

ABBREVIATIONSABBREVIATIONSABBREVIATIONSABBREVIATIONS

DJ DOUBLE JOIST

DL DEAD LOAD

DOC DOCUMENT

DOUG FIR DOUGLAS FIR

DSGN DESIGN

DWG DRAWING

DWL/DWLS DOWELS

E EAST, MODULUS OF ELASTICITY

EA EACH

EE EACH END

EF EACH FACE

EIFS EXTERIOR INSULATION AND FINISH SYSTEM

EJ EXPANSION JOINT

EL ELEVATION

ELAST ELASTOMERIC

ELEC ELECTRIC

ELEM ELEMENTARY

ELEV ELEVATOR

EMBED EMBEDDED/EMBEDMENT

ENCL ENCLOSURE

ENGR ENGINEER

EOS EDGE OF SLAB

EPA ENVIRONMENTAL PROTECTION AGENCY

EQ EQUAL

EQUIP EQUIPMENT

EQUIV EQUIVALENT

ESCAL ESCALATOR

ESMT EASEMENT

EST ESTIMATE

ETC ET CETERA

EW EACH WAY

EX EXAMPLE

EXC EXCAVATE

EXCL EXCLUDE

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

F/F FACE TO FACE

FAB FABRIC

FACIL FACILITY

FB FLAT BAR

FD FLOOR DRAIN

FDTN FOUNDATION

FF FAR FACE

FF EL FINISH FLOOR ELEVATION

FIN GR FINISH GRADE

FH FLAT HEAD

FIN FINISH

FIN FLR FINISH FLOOR

FLG FLANGE

FLR FLOOR

FLR SK FLOOR SINK

FOC FACE OF CONCRETE

FOF FACE OF FINISH

FOM FACE OF MASONRY

FOS FACE OF SLAB

FOS FACE OF STUD

FOW FACE OF WALL

FR FRAME

FRMG FRAMING

FS FAR SIDE

FSTNR FASTENER

FT FOOT / FEET

FT/LB FOOT/POUND

FT/LBF FOOT/POUND FORCE

FTG FOOTING

FUT FUTURE

G GIRDER

GA GAGE

GALV GALVANIZED

GALV STL GALVANIZED STEEL

GR BM GRADE BEAM

GC GENERAL CONTRACTOR

GEN GENERAL

GLU LAM GLUED LAMINATED WOOD

GLZ GLAZING

GOVT GOVERNMENT

GRTG GRATING

GT GROUT

H HIGH

HAS HEADED ANCHOR STUD

HC HOLLOW-CORE

HCP HANDICAPPED

HD HEAVY DUTY

HGR HANGER

HLDN HOLDDOWN

HORIZ HORIZONTAL

HS HIGH STRENGTH

HSKPG HOUSEKEEPING

HSS HOLLOW STRUCTURAL SECTIONS

HST HOIST

HT HEIGHT

IBC INTERNATIONAL BUILDING CODE

ID INSIDE DIAMETER

IF INSIDE FACE

IFS INSIDE FACE OF STUD

IN INCH

INCL INCLUDED

INFO INFORMATION

IN-LB INCH-POUND

IN-LBF INCH-POUND FORCE

INSTL INSTALL

INSUL INSULATION

INT INTERIOR

IR INSIDE RADIUS

k KIP

K THOUSAND

KB KNEE BRACE

KCJ KEYED CONTROL JOINT

KIP THOUSAND POUNDS

KIP FT THOUSAND FOOT/POUNDS

KLF KIPS PER LINEAL FOOT

KO KNOCK OUT

KOP KNOCK OUT PANEL

KSF KIPS PER SQUARE FOOT

KSI KIPS PER SQUARE INCH

L ANGLE

LAM LAMINATE

LATL LATERAL

LBF POUND-FORCE

LBR LUMBER

LBS POUND

LD BRG LOAD BEARING

LF LINEAR FEET (FOOT)

LIN LINEAR

LL LIVE LOAD

LLBB LONG LEG BACK TO BACK

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LT GA LIGHT GAGE

LT WT LIGHT WEIGHT

LVR LOUVER

LWC LIGHTWEIGHT CONCRETE

M MOMENT

MAINT MAINTENANCE

MATL MATERIAL

MAX MAXIMUM

MB MACHINE BOLT

MC MOMENT CONNECTION

MCJ MASONRY CONTROL JOINT

MD METAL DECK

ME MECHANICAL ENGINEER

MECH MECHANICAL

MEZZ MEZZANINE

MFR MANUFACTURER

MID MIDDLE

MIN MINIMUM

MISC MISCELLANEOUS

ML MICRO-LAMINATED

ML MONOLITHIC

MO MASONRY OPENING

MS MACHINE SCREW

MSL MEAN SEA LEVEL

MTL METAL

N NORTH

NA NOT APPLICABLE

NF NEAR FACE

NIC NOT IN CONTRACT

NM NEW MEXICO

NO NUMBER

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

O/O OUT TO OUT

OA OVERALL

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OFS OUTSIDE FACE OF STUD

OPH OPPOSITE HAND

OPNG OPENING

OPP OPPOSITE

OPT OPTIONAL

OR OUTSIDE RADIUS

PAR PARALLEL, PARAPET

PART PARTIAL

PC PIECE, PORTLAND CEMENT

PCC PRECAST CONCRETE

PCF POUNDS PER CUBIC FOOT

PCI PRECAST/PRESTRESSED CONCRETE

INSTITUTE

PED PEDESTAL

PEN PENETRATE

PERIM PERIMETER

PERP PERPENDICULAR

PH PHASE

PIL PILASTER

PL PLATE

PLAT PLATFORM

PLBG PLUMBING

PLF POUNDS PER LINEAR FOOT

PLM PARALLAM

PLYWD PLYWOOD

POS POSITION

PP PANEL POINT

PRCST PRECAST

PREFAB PREFABRICATE

PRELIM PRELIMINARY

PREV PREVIOUS

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT POST-TENSIONED

PT CONC POST-TENSIONED CONCRETE

PTN PARTITION

PVG PAVING

QTY QUANTITY

QUAD QUADRANT

R RADIUS, RISER

RC REINFORCED CONCRETE

RD ROAD, ROOF DRAIN

REC RECESSED

REF REFERENCE

REINF REINFORCE/REINFORCEMENT

REPL REPLACE

REQ REQUIRE

REQD REQUIRED

REV REVISION

RGD INS RIGID INSULATION

RFI REQUEST FOR INFORMATION

RND ROUND

RO ROUGH OPENING

RT RIGHT

RVL REVEAL

S SOUTH

SCHEM SCHEMATIC

SCHED SCHEDULE

SD SHOP DRAWINGS

SDI STEEL DECK INSTITUTE

SDL SADDLE

SE STRUCTURAL ENGINEER

SECT SECTION

SF SQUARE FEET (FOOT)

SHT SHEET, SHAFT

SHTHG SHEATHING

SIM SIMILAR

SJI STEEL JOIST INSTITUTE

SLNT SEALANT

SM SMOOTH

SP SUMP PIT

SPA SPACE/SPACES

SPEC SPECIFICATION

SPRT SUPPORT

SQ SQUARE

SQ IN SQUARE INCH

SQ YD SQUARE YARD

SSPC STRUCTURAL STEEL PAINTING COUNCIL

ST STAIRS

STAG STAGGERED

STD STANDARD

STIF STIFFENER

STIR STIRRUP

STL STEEL

STL LNTL STEEL LINTEL

STL JST STEEL JOIST

STL PL STEEL PLATE

STL RF DK STEEL ROOF DECK

STR STRINGERS

STAG STAGGERED

STD STANDARD

STIF STIFFENER

STIR STIRRUP

STL STEEL

STL LNTL STEEL LINTEL

STL JST STEEL JOIST

STL PL STEEL PLATE

STL RF DK STEEL ROOF DECK

STR STRINGERS

STRUCT STRUCTURAL

SUB SUBSTITUTE

SUF SUFFICIENT

SUP SUPPLEMENTARY

SUPPL SUPPLEMENT

SYM SYMBOL

SYMM SYMMETRICAL

SYS SYSTEM

T TREAD

T&B TOP AND BOTTOM

T&G TONGUE AND GROOVE

TAN TANGENT

TB THRU BOLT

TEMP TEMPORARY

THD THREAD

THK THICKNESS

THRU THROUGH

TJI TRUSS JOIST INSTITUTE

TO TOP OF

TOB TOP OF BEAM

TOC TOP OF CONCRETE

TOC FTG TOP OF CONCRETE FOOTING

TOC WALL TOP OF CONCRETE WALL

TOF TOP OF FOOTING

TOG TOP OF GRATE

TOJ TOP OF JOIST

TOL TOLERANCE

TOM TOP OF MASONRY

TOP TOP OF PARAPET

TOS TOP OF SLAB

TOS TOP OF STEEL

TOW TOP OF WALL

TRANS TRANSVERSE

TRNBKL TURNBUCKLE

TYP TYPICAL

UBC UNIFORM BUILDING CODE

UNO UNLESS NOTED OTHERWISE

VAR VARIES

VERT VERTICAL

VIF VERIFY IN FIELD

VNR VENEER

VR VAPOR RETARDER

VRFY VERIFY

W WEST, WIDE

W/ WITH

W/O WITHOUT

WBL WOOD BLOCKING

WD WOOD

WF WIDE FLANGE

WF BM WIDE FLANGE BEAM

WL WIND LOAD

WLD WELDED

WM WIRE MESH

WP WATERPROOFING

WSCT WAINSCOT

WT WEIGHT

WWF WELDED WIRE FABRIC

WWM WELDED WIRE MESH

X BRACE CROSS BRACING

XXH DOUBLE EXTRA HEAVY

YD YARD

ISSUE:

PROJECT NUMBER:

DRAWN BY:

CHECKED BY:

DATE:

FILE:

SHEET TITLE

A

B

C

D

A

B

C

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1 2 3 4 5

1 2 3 4 5

Architect Engineer

CONSULTANTS

STUDIO SOUTHWEST ARCHITECTS, INC.

2101 Mountain Rd. NW, Albuquerque, NM 87104

505.843.9639 Fax 505.843.9683

Web Site: www.studioswarch.com Email: mail@studioswarch.com

2013, Studio Southwest Architects, Inc.

Duplication or reproduction by any means without the express written consent of Studio Southwest Architects, Inc. is a violation of federal and International law. The information contained in this document is the intellectual property of Studio Southwest, Inc. and all rights thereto are Reserved. For exceptions refer to the Owner-Architect Agreement.

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POLVADERA FIRE

STATION

I-25 FRONTAGE ROAD NORTHBOUND

SOCORRO, COUNTY

NEW MEXICO

D062892017

6/30/2017

GHB

ADM

ABBREVIATIONS AND

LEGEND

S-001

0000S-001.RVT

Revision Schedule

No Date Description

ISSUE:

PROJECT NUMBER:

DRAWN BY:

CHECKED BY:

DATE:

FILE:

SHEET TITLE

A

B

C

D

A

B

C

D

1 2 3 4 5

1 2 3 4 5

Architect Engineer

CONSULTANTS

STUDIO SOUTHWEST ARCHITECTS, INC.

2101 Mountain Rd. NW, Albuquerque, NM 87104

505.843.9639 Fax 505.843.9683

Web Site: www.studioswarch.com Email: mail@studioswarch.com

2013, Studio Southwest Architects, Inc.

Duplication or reproduction by any means without the express written consent of Studio Southwest Architects, Inc. is a violation of federal and International law. The information contained in this document is the intellectual property of Studio Southwest, Inc. and all rights thereto are Reserved. For exceptions refer to the Owner-Architect Agreement.

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A

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POLVADERA FIRE

STATION

I-25 FRONTAGE ROAD NORTHBOUND

SOCORRO, COUNTY

NEW MEXICO

D062892017

6/30/2017

GHB

ADM

GENERAL STRUCTURAL

NOTES

S-002

0000S-002.RVT

GENERAL FOUNDATION NOTES GENERAL STRUCTURAL NOTES GENERAL STRUCTURAL NOTES GENERAL STRUCTURAL NOTES

FOUNDATION NOTES

GENERAL:

A SUBSURFACE SOIL INVESTIGATION HAS BEEN MADE BY WESTERN TECHNOLOGIES, PROJECT NO. 3227JD077.

A REPORT OF THAT INVESTIGATION DATED MARCH 24, 2017 IS AVAILABLE FOR VIEWING IN THE PROJECT

MANUAL.

THE FOUNDATION SYSTEM FOR THIS PROJECT IS CONCRETE SLAB-ON-GRADE WITH TURNED DOWN PERIMETER

FOOTINGS OVER ENGINEERED FILL.

ADDITIONAL INFORMATION CONCERNING SPECIFIC SOIL CONDITIONS TO BE ENCOUNTERED IS AVAILABLE IN

THE SOILS REPORTS AND SHALL BE REVIEWED BY THE CONTRACTOR.

FIELD OBSERVATION AND TESTS:

THE OWNER SHALL EMPLOY THE SERVICES OF A REGISTERED, LICENSED GEOTECHNICAL ENGINEER TO OBSERVE ALL CONTROLLED EARTHWORK. THE GEOTECHNICAL ENGINEER SHALL PROVIDE CONTINUOUS ON- SITE OBSERVATION BY EXPERIENCED PERSONNEL DURING CONSTRUCTION OF CONTROLLED EARTHWORK.

THE CONTRACTOR SHALL NOTIFY THE GEOTECHNICAL ENGINEER AT LEAST TWO WORKING DAYS IN ADVANCE

OF ANY FIELD OPERATIONS OF THE CONTROLLED EARTHWORK.

TESTS OF MATERIALS SHALL BE MADE AT THE FOLLOWING MINIMUM RATES. THE ON-SITE GEOTECHNICAL

ENGINEER SHALL DETERMINE THE ACTUAL TESTING RATES:

ONE FIELD DENSITY TEST PER 2500 SQUARE FEET OF COMPACTED SUBGRADE, PRIOR TO PLACING

STRUCTURAL FILL OR SLAB-ON-GRADE, WITH A MINIMUM OF 3 TESTS.

ONE FIELD DENSITY TEST PER 2500 SQUARE FEET OF STRUCTURAL FILL PLACED OR EACH HORIZONTAL

LAYER OF STRUCTURAL FILL, WHICHEVER IS GREATER.

ONE MOISTURE-DENSITY CURVE FOR EACH TYPE OF MATERIAL USED, AS INDICATED BY THE SIEVE

ANALYSIS AND THE PLASTICITY INDEX.

THE GEOTECHNICAL ENGINEER SHALL SUBMIT THE RESULTS OF ALL REQUIRED TESTS.

CLEARING AND GRUBBING:

REMOVE ALL BRUSH, RUBBISH, GRASS, AND GRASS ROOTS FROM THE CONSTRUCTION AREA.

REMOVE STUMPS, MATTED ROOTS AND ROOTS LARGER THAN 2 INCHES IN DIAMETER WITHIN 6 INCHES OF THE

SURFACE OF AREAS ON WHICH FILL AND/OR FOOTINGS ARE TO BE CONSTRUCTED.

REMOVE ALL TOPSOIL FROM THE CONSTRUCTION AREA. THIS MATERIAL SHALL NOT BE USED AS FILL MATERIAL, BUT MAY BE STOCKPILED AND LATER USED IN THE TOP 6 INCHES OF FILL OUTSIDE THE BUILDING

PAD.

SITE, SUBFLOOR AND BEARING SURFACE PREPARATION:

A REPRESENTATIVE OF THE GEOTECHNICAL ENGINEER SHALL BE PRESENT TO CONFIRM COMPLETE

EXCAVATION OF ANY UNCONTROLLED FILL.

OVEREXCAVATE ALL SOILS UNDERLYING FOOTINGS AND ALL UNCONTROLLED FILL TO A MINIMUM DEPTH OF 2

FEET, OR 2 FEET BELOW EXISTING SITE GRADES, WHICHEVER IS GREATER.

SCARIFY ALL EXPOSED SUBGRADE SOILS TO A DEPTH OF 10 INCHES, MOISTEN TO OPTIMUM MOISTURE

CONTENT AND COMPACT TO THE DENSITY SPECIFIED HEREINAFTER.

PLACE ALL STRUCTURAL FILL IN APPROXIMATELY HORIZONTAL LAYERS NOT GREATER THAN 10 INCHES IN LOOSE THICKNESS, MOISTEN TO OPTIMUM MOISTURE CONTENT (+3%/-2%) AND COMPACT TO DENSITY

SPECIFIED HEREINAFTER.

ALL EARTHWORK FOR THE BUILDING PAD SHALL EXTEND A MINIMUM OF 2 FEET BEYOND THE PERIMETER

FOOTINGS.

STRUCTURAL FILL REQUIREMENTS:

GRADATION (ASTM D422):

SIEVE SIZE PERCENT PASSING BY WEIGHT

6" 100 4” 85-100 3/4" 70-100

NO. 4 50-100

NO. 200 15 MAXIMUM

PLASTICITY INDEX (ASTM D4318): NON-PLASTIC

MAXIMUM SOLUBLE SULFATES: 0.10%

MATERIAL LARGER THAN 6 INCHES SHALL NOT BE PLACED IN THE STRUCTURAL FILL, AND MATERIAL LARGER THAN 4 INCHES SHALL NOT BE PLACED WITHIN TWELVE INCHES OF THE BEARING SURFACES OF SLABS OR

FOUNDATIONS.

NO BRUSH, SOD, FROZEN MATERIAL OR OTHER UNSUITABLE MATERIAL SHALL BE PLACED IN THE STRUCTURAL FILL. MATERIAL SHALL BE PLACED IN SUCH A MANNER AS TO RESULT IN A UNIFORMLY COMPACTED FILL.

IMPORTED FILL OR EXISTING SOILS MAY BE USED FOR THE STRUCTURAL FILL. HOWEVER, IN ORDER TO MEET THE ABOVE CRITERIA, THE ON SITE SOILS WILL PROBABLY NEED TO BE MIXED WITH IMPORTED FILL. IT IS THE CONTRACTORS RESPONSIBILITY TO DETERMINE THE MOST APPROPRIATE METHOD TO PROVIDE THE

REQUIRED STRUCTURAL FILL.

COMPACTION REQUIREMENTS:

IN ACCORDANCE WITH ASTM D1557 (MODIFIED PROCTOR), SUBGRADE SOILS AND STRUCTURAL FILL MATERIALS SHALL BE COMPACTED TO THE FOLLOWING PERCENTAGES OF THE MAXIMUM DRY DENSITY AT OPTIMUM

MOISTURE CONTENT:

MINIMUM

MATERIAL PERCENT COMPACTION

STRUCTURAL FILL IN THE BUILDING AREA 95

SUBBASE FOR SLAB SUPPORT 95

SUBGRADE BELOW STRUCTURAL FILL 95

MISCELLANEOUS BACKFILL 90

Revision Schedule

No Date Description

CODES AND MANUALS:

IBC-09 INTERNATIONAL BUILDING CODE 2009

ASCE/SEI 7-05 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

AISC 360-05 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

AISC MANUAL OF STEEL CONSTRUCTION 13TH EDITION

ACI 318-08 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

AWS D1.1-04 STRUCTURAL WELDING CODE – STEEL

AWS D1.3-08 STRUCTURAL WELDING CODE – SHEET STEEL

DESIGN CRITERIA:

VERTICAL:

ROOF LIVE LOAD: LR = 20*R1*R2 20 PSF

REDUCTION FACTOR BASED ON TRIB AREA R1=1.0

REDUCTION FACTOR BASED ON ROOF SLOPE R2=1.0

SNOW LOAD

GROUND SNOW LOAD PG=10 PSF

FLAT ROOF SNOW LOAD** PF=15 PSF

SNOW EXPOSURE FACTOR CE=1.0

SNOW LOAD IMPORTANCE FACTOR IS=1.0

THERMAL FACTOR CT=1.0

**INCLUDES 5 PSF RAIN-ON SNOW SURCHARGE LOAD

HORIZONTAL:

WIND

BASIC WIND SPEED 90 MPH

WIND IMPORTANCE FACTOR IW = 1.25

BUILDING CATEGORY IV

EXPOSURE C

SEISMIC

SEISMIC IMPORTANCE FACTOR IS = 1.5

MAPPED SPECTRAL RESPONSE ACCELERATIONS

SHORT PERIOD SS=0.500G

1 SECOND PERIOD S1=0.138G

SITE CLASS D

SPECTRAL RESPONSE COEFFICIENTS

SHORT PERIOD SDS=0.467G

1 SECOND PERIOD SD1=0.207G

SEISMIC DESIGN CATEGORY D

RESPONSE MODIFICATION FACTOR R = [5]

DESIGN BASE SHEAR V = 0.000W

ALLOWABLE SOIL BEARING PRESSURE = 2000 PSF

FROST DEPTH = 18 INCHES

FUTURE BUILDING EXPANSION: NONE

GENERAL:

STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN

CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHER DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS

INTO THE SHOP DRAWINGS AND FIELD WORK.

COORDINATE DIMENSIONS OF ALL OPENINGS, DEPRESSIONS, BLOCKOUTS, ETC. WITH ARCHITECTURAL DRAWINGS, DRAWINGS FROM OTHER DISCIPLINES, PROJECT SHOP DRAWINGS, AND FIELD CONDITIONS PRIOR TO SHOP DRAWING SUBMITTAL THE STRUCTURAL DRAWINGS ONLY REPRESENT A PORTION OF THE

REQUIREMENTS FOR THE PROJECT.

SEE ARCHITECTURAL PLANS FOR INTERIOR NON-BEARING PARTITION WALLS. PARTITION FRAMING SHALL BE CONNECTED TO THE PRIMARY STRUCTURE TO ALLOW FOR VERTICAL LIVE LOAD DEFLECTIONS OF SPAN/360

FOR FLOOR FRAMING AND SPAN/240 FOR ROOF FRAMING.

CONTRACTOR'S CONSTRUCTION AND/OR ERECTION SEQUENCES SHALL RECOGNIZE AND CONSIDER THE EFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD.

THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD.

SHOP DRAWINGS SHALL BE FURNISHED AND REVIEWED BEFORE ANY FABRICATION OR ERECTION IS STARTED. THE CONTRACTOR SHALL REVIEW AND APPROVE SHOP DRAWINGS PRIOR TO SUBMITTAL TO THE ARCHITECT FOR REVIEW. POORLY EXECUTED SHOP DRAWINGS WILL BE REJECTED AND SHALL BE

RESUBMITTED.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING SAFE AND ADEQUATE SHORING FOR ALL PARTS

OF THE STRUCTURE DURING CONSTRUCTION.

TEMPORARY PROVISIONS SHALL BE MADE FOR STRUCTURAL STABILITY DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR STABILITY UNDER FINAL CONFIGURATION.

NOTCHING OR CUTTING ANY STRUCTURAL MEMBER IN THE FIELD IS PROHIBITED.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADHERING TO ALL APPLICABLE STANDARDS SET FORTH BY

OSHA

PROTECTION: PROPER PRECAUTIONS SHALL BE TAKEN AT ALL TIMES TO PROTECT VEHICULAR AND PEDESTRIAN TRAFFIC FROM ANY DAMAGE OR INJURY WHICH MAY BE CAUSED, EITHER DIRECTLY OR INDIRECTLY, BY THE WORK INCLUDED ON THESE DRAWINGS. SUCH PRECAUTIONS SHALL INCLUDE THE ERECTION AND MAINTENANCE OF FENCES, BARRICADES, RAILINGS, GUARDS, SIGNS, COVERINGS, LIGHTS, AND OTHER PRECAUTIONS AS MAY BE REQUIRED. IF AT ANY TIME, IN THE OPINION OF THE OWNER OR THE OWNER’S REPRESENTATIVE, PROPER PRECAUTIONS ARE NOT BEING TAKEN TO SECURE THIS PROTECTION, THE CONTRACTOR SHALL AT NO ADDITIONAL COST TO THE OWNER, INSTALL AND MAINTAIN SUCH

ADDITIONAL PROTECTION AS MAY BE DIRECTED BY THE OWNER.

POLLUTION CONTROLS: USE WATER SPRINKLING, TEMPORARY ENCLOSURES, AND OTHER SUITABLE METHODS TO LIMIT DUST AND DIRT RISING AND SCATTERING IN THE AIR TO LOWEST PRACTICAL LEVEL.

COMPLY WITH GOVERNING REGULATIONS PERTAINING TO ENVIRONMENTAL PROTECTION.

DO NOT SCALE DRAWINGS.

CAST-IN-PLACE CONCRETE:

ALL CONCRETE SHALL CONFORM TO THE SPECIFICATIONS FOR STRUCTURAL CONCRETE, ACI 301-05.

ALL EXPOSED EDGES OF CONCRETE SHALL HAVE A 3/4" CHAMFER UNLESS NOTED OTHERWISE.

NORMALWEIGHT CONCRETE:

A. F'C = 4500 PSI @ 28 DAYS - ALL EXPOSED EXTERIOR CONCRETE FLAT WORK AND RETAINING WALLS (I.E., SLABS, EQUIPMENT PADS, WALLS, ETC.).

EXTERIOR CONCRETE SHALL MEET EXPOSURE CATEGORY AND CLASS F1 ACCORDING TO ACI 318 TABLE 4.2.1.

B. F'C = 3000 PSI @ 28 DAYS - ALL INTERIOR CONCRETE (I.E. FOOTINGS, PEDESTALS, TIE BEAMS, GRADE

BEAMS, RETAINING WALLS, ETC.).

C. F'C = 3000 PSI @ 28 DAYS - ALL INTERIOR SLABS ON GRADE, UNLESS NOTED OTHERWISE.

CONCRETE MIX DESIGNS (INCLUDING AIR CONTENT, WATER TO CEMENT RATIOS, AND OTHER CRITERIA) SHALL CONFORM TO THE REQUIREMENTS SET FORTH IN ACI 318 TABLE 4.3.1, BASED ON THE EXPOSURE CATEGORIES AND CLASSES DEFINED IN ACI 318 TABLE 4.2.1. USE AIR ENTRAINING ADMIXTURE IN ALL EXTERIOR CONCRETE. AIR CONTENT IN FIRE RATED SLABS SHALL ALSO COMPLY WITH THE REQUIREMENTS

IN THE SPECIFIED UL LISTING.

COLD WEATHER CONCRETING: PROTECT CONCRETE WORK FROM PHYSICAL DAMAGE OR REDUCED

STRENGTH CAUSED BY FROST, FREEZING OR LOW TEMPERATURES. COMPLY WITH ACI 306.1.

HOT WEATHER CONCRETING: WHEN HOT WEATHER CONDITIONS EXIST THAT WOULD IMPAIR THE QUALITY AND STRENGTH OF THE CONCRETE, REDUCE DELIVERY TIME OF READY MIX CONCRETE, LOWER THE TEMPERATURE OF MATERIALS, OR ADD RETARDER TO ENSURE THAT THE CONCRETE IS PLASTIC.

RETEMPERING WITH WATER IS NOT ALLOWED. COMPLY WITH ACI 305R.

THE CONTRACTOR SHALL NOT CAST CONCRETE STEM WALLS OR RETAINING WALLS AGAINST EXCAVATED

VERTICAL SOIL SURFACES.

ALL CONCRETE EXPOSED TO GROUND SHALL BE MANUFACTURED WITH PORTLAND CEMENT TYPE II OR TYPE V.

REINFORCING STEEL:

ALL REINFORCING STEEL SHALL BE FABRICATED AND PLACED IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318-08), AND DETAILS AND DETAILING OF CONCRETE

REINFORCEMENT (ACI 315-99).

ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60; EXCEPT STIRRUPS, TIES AND INDICATED

FIELD-BENT BARS, WHICH SHALL CONFORM TO ASTM A615 GRADE 40.

ALL WELDED WIRE FABRIC SHALL BE DEFORMED AND SHALL CONFORM TO ASTM A479. PROVIDE IN FLAT

SHEETS ONLY.

TENSION AND COMPRESSION LAPS IN REINFORCING SHALL CONFORM TO THE LAP SPLICE SCHEDULE ON SHEET [S-601] AND BE IN ACCORDANCE WITH ACI 318, CHAPTER 12, UNLESS NOTED OTHERWISE.

ALL HORIZONTAL REINFORCING IN FOOTINGS, WALLS AND BEAMS SHALL BE CONTINUOUS AROUND CORNERS OR HAVE BENT (CORNER) BARS OF THE SAME SIZE AND SPACING AS THE HORIZONTAL BARS AND LAP 30 BAR

DIAMETERS (24" MINIMUM).

CONCRETE COVER FOR REINFORCING SHALL BE AS FOLLOWS UNLESS OTHERWISE NOTED: {Fire Rated Slabs May Require Additional Cover}

A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"

B. CONCRETE CAST AGAINST FORMS BUT EXPOSED TO EARTH OR WEATHER:

1. BARS LARGER THAN NO. 5: 2"

2. BARS NO. 5 OR SMALLER: 1 1/2"

C. SLAB ON GRADE: 2 1/2" FROM TOP OF SLAB

FORM TIES SHALL BE EITHER OF THE THREADED OR SNAP-OFF TYPE SO THAT NO METAL WILL BE LEFT WITHIN 1 INCH OF THE SURFACE OF THE WALL. FOLLOWING REMOVAL OF FORM TIES, RECESSES ARE TO BE

CAREFULLY FILLED AND POINTED WITH MORTAR.

REINFORCING SHALL NOT BE TACK WELDED OR WELDED IN ANY MANNER UNLESS SPECIFICALLY DETAILED

ON THE STRUCTURAL PLANS.

BAR SUPPORTS AND SPACERS FOR REINFORCING SHALL BE PROVIDED IN ACCORDANCE WITH ACI 315-99.

REINFORCING SHALL BE SECURELY TIED TO SUPPORTS.

CHAIRS WITH 22 GAGE SAND PLATES OR PRECAST BLOCKS SHALL BE PROVIDED FOR ALL REINFORCING OF

CONCRETE IN CONTACT WITH GRADE.

PRE-ENGINEERED METAL BUILDING:

FOUNDATION CONFIGURATION AND SIZES SHOWN ON THESE DRAWINGS ARE BASED ON PRELIMINARY DESIGN CALCULATIONS. THESE SIZES MAY REQUIRE MODIFICATIONS PER THE METAL BUILDING

MANUFACTURER'S FINAL GRAVITY AND LATERAL DESIGN CALCULATIONS.

THE METAL BUILDING MANUFACTURER SHALL PROVIDE FINAL GRAVITY AND LATERAL DESIGN CALCULATIONS

FOR APPROVAL PRIOR TO THE COMMENCEMENT OF FOUNDATION EARTHWORK.

THE BUILDING SHALL BE A MANUFACTURER'S STANDARD PREFABRICATED METAL STRUCTURE OF THE APPROXIMATE INSIDE AREA SHOWN, EXCEPT AS NOTED. RIGID FRAMES SHALL BE SPACED AS SPECIFIED ON

THE DRAWINGS, BUT OVERALL DIMENSIONS AND CONSTRUCTION DETAILS MAY VARY TO SUIT

MANUFACTURER'S STANDARD DESIGN. MINIMUM WEB THICKNESS OF RIGID FRAMES SHALL BE 3/16".

THE BUILDING SHALL BE DESIGNED AND FABRICATED ACCORDING TO AISC, MBMA AND AISI SPECIFICATIONS.

THE DIMENSIONAL TOLERANCES APPLICABLE TO ROLLED FORM STEEL UNDER THE LATEST EDITION OF THE AISC "STANDARD MILL PRACTICE" SECTION SHALL BE REQUIRED IN THE FABRICATION OF THE STEEL

BUILDING FRAMES.

THE BUILDING FRAME SHALL BE DESIGNED TO LIMIT THE LATERAL DEFLECTION TO H/120 INCH AT THE

BUILDING EAVE FOR THE SPECIFIED BASIC WIND SPEED.

THE BUILDING SHALL BE DESIGNED TO SUPPORT ALL MECHANICAL EQUIPMENT INCLUDING HEATERS, SPRINKLERS, EXHAUST SYSTEMS AND ALL OTHER DEVICES. ADDITIONAL GIRTS OR PURLINS SHALL BE PLACED IN CONVENIENT LOCATIONS FOR ATTACHMENT OF ALL MECHANICAL EQUIPMENT. THE CONTRACTOR SHALL COORDINATE THE MECHANICAL LOADS WITH THE METAL BUILDING MANUFACTURER AND THE

MECHANICAL DRAWINGS.

DESIGN LOADS SHALL CONFORM WITH THESE GENERAL NOTES. LOAD COMBINATIONS SHALL COMPLY WITH

MBMA SPECIFICATIONS.

ANCHOR BOLTS SHOWN ON THESE DRAWINGS ARE BASED ON PRELIMINARY DESIGN CALCULATIONS. THESE SIZES MAY REQUIRE MODIFICATIONS PER THE METAL BUILDING MANUFACTURER'S FINAL GRAVITY AND

LATERAL DESIGN CALCULATIONS.

PREPARE THE SHOP DRAWINGS AND CALCULATIONS UNDER THE SEAL OF A PROFESSIONAL STRUCTURAL

ENGINEER REGISTERED IN THE STATE OF NEW MEXICO.

COORDINATE WITH ARCHITECTURAL DRAWINGS.

SPECIAL INSPECTION:

THE OWNER SHALL PROVIDE FOR SERVICES OF A CERTIFIED INSPECTOR (APPROVED BY THE BUILDING OFFICIAL OR THE ENGINEER OF RECORD) IN ACCORDANCE WITH CHAPTER 17 OF THE INTERNATIONAL

BUILDING CODE FOR THE SPECIAL INSPECTION ITEMS NOTED ON SHEET S-003.

DEFERRED SUBMITTALS:

THE DEFERRED SUBMITTALS LISTED BELOW ARE THOSE PORTIONS OF THE DESIGN THAT ARE NOT COMPLETED AT THE TIME OF APPLICATION AND ARE TO BE SUBMITTED TO THE BUILDING OFFICIAL AND APPROVED PRIOR TO THE INSTALLATION OF THOSE ITEMS. THE MANUFACTURER, CONSULTANT, OR CONTRACTOR, AS APPROPRIATE, SHALL PROVIDE SUBMITTALS TO THE ENGINEER OF RECORD FOR REVIEW

FOR THE FOLLOWING ITEMS:

PRE-ENGINEERED METAL BUILDING

VERIFICATION AND INSPECTION TASK

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE

ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY.

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH

AND HAVE REACHED PROPER MATERIAL.

3. PERFORM CLASSIFICATION AND TESTING OF CONTROLLED

FILL MATERIALS.

4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT

THICKNESS DURING PLACEMENT AND COMPACTION OF

CONTROLLED FILL.

5. PRIOR TO PLACEMENT OF CONTROLLED FILL, OBSERVE

SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED

PROPERLY.

SPECIAL

INSPECTION

REQUIRED

Y/N

CONTINUOUS

DURING TASK

LISTED

PERIODICALLY

DURING

TASK

LISTED

IBC

REFERENCE

SPECIAL INSPECTION AND VERIFICATION OF SOILS

----- X 1704.7

----- X 1704.7

----- X 1704.7

X ----- 1704.7

----- X 1704.7

Y

Y

Y

Y

Y

SCHEDULE OF STRUCTURAL SPECIAL INSPECTIONS

1. SPECIAL INSPECTIONS / TESTING -“SPECIAL STRUCTURAL INSPECTION” SHALL NOT RELIEVE THE OWNER OR THEIR AGENT FROM

HAVING THE INSPECTIONS OF THE JURISDICTION BUILDING DEPARTMENT PER SECTION 110 OF THE IBC PERFORMED. BOTH THE JURISDICTION BUILDING DEPARTMENT INSPECTIONS AND “SPECIAL STRUCTURAL INSPECTION” SHALL BE PERFORMED.

2. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING THE JURISDICTION BUILDING OFFICIAL AND SPECIAL

INSPECTOR WHEN WORK IS READY FOR INSPECTION.

3. REPORTING FOR SPECIAL INSPECTION - SPECIAL INSPECTION AND TESTING REPORTS SHALL BE COMPLETED AND DISTRIBUTED AT THE COMPLETION OF EACH TASK. IF A TASK IS TO TAKE LONGER THAN (3) DAYS, PROVIDE REPORTS FOR EACH DAY. PROVIDE COPIES OF REPORTS TO: CONTRACTOR, OWNER, ARCHITECT AND STRUCTURAL ENGINEER OF RECORD. SPECIAL INSPECTOR TO KEEP A NON- COMPLIANCE LIST DOCUMENTING ITEMS INSPECTED NOT MEETING APPROVED CONSTRUCTION DOCUMENTS AND

WHEN / HOW RESOLVED.

4. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING CONSTRUCTION DOCUMENTS FOR ADDITIONAL NON-STRUCTURAL

SPECIAL INSPECTION ITEMS.

5. SPECIAL INSPECTION OF SHOP FABRICATED MEMBERS AND ASSEMBLIES SHALL BE IN ACCORDANCE WITH SECTION 1704.2, UNLESS

FABRICATOR IS APPROVED TO PERFORM WORK WITHOUT SPECIAL INSPECTION.

6. IN ACCORDANCE WITH IBC CHAPTER 17, THE WORK IN THE FOLLOWING TABLES REQUIRE SPECIAL INSPECTIONS AND TESTING:

7. DEFINITIONS:

SPECIAL INSPECTION: INSPECTION AS HEREIN REQUIRED BY A QUALIFIED SPECIAL INSPECTOR COMPETENT WITH THE MATERIALS, INSTALLATION, FABRICATION, ERECTION OR PLACEMENT OF COMPONENTS AND CONNECTIONS REQUIRING SPECIAL EXPERTISE TO ENSURE COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS ( SEE SECTION 1704).

CONTINUOUS SPECIAL INSPECTION: FULL-TIME OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED

SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED.

PERIODIC SPECIAL INSPECTION: THE PART-TIME OR INTERMITTENT OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK HAS BEEN OR IS BEING PERFORMED AND AT

THE COMPLETION OF THE WORK.

1. INSPECTION OF REINFORCING STEEL,

INCLUDING PRESTRESSING TENDONS

AND PLACEMENT.

2. INSPECTION OF REINFORCING STEEL

WELDING IN ACCORDANCE WITH TABLE

1704.3, ITEM 5b.

3. INSPECT BOLTS TO BE INSTALLED IN

CONCRETE PRIOR TO AND DURING

PLACEMENT OF CONCRETE WHERE

ALLOWABLE LOADS HAVE BEEN

INCREASED OR WHERE STRENGTH

DESIGN IS USED.

5. VERIFYING USE OF REQUIRED DESIGN

MIX.

6. AT THE TIME FRESH CONCRETE IS

SAMPLED TO FABRICATE SPECIMENS

FOR STRENGTH TESTS, PERFORM

SLUMP AND AIR CONTENT TESTS AND

DETERMINE THE TEMPERATURE OF THE

CONCRETE.

7. INSPECTION OF CONCRETE AND

SHOTCRETE PLACEMENT FOR PROPER

APPLICATION TECHNIQUES.

8. INSPECTION FOR MAINTENANCE OF

SPECIFIED CURING TEMPERATURE

AND TECHNIQUES.

9. INSPECTION OF PRESTRESSED

CONCRETE:

a. APPLICATION OF PRESTRESSING

FORCES.

b. GROUTING OF BONDED

PRESTRESSING TENDONS IN THE

SEISMIC-FORCE RESISTING

SYSTEM.

10. ERECTION OF PRECAST CONCRETE

MEMBERS.

11. VERIFICATION OF IN-SITU CONCRETE

STRENGTH, PRIOR TO STRESSING OF

TENDONS IN POST-TENSIONED

CONCRETE AND PRIOR TO REMOVAL

OF SHORES AND FORMS FROM BEAMS

AND STRUCTURAL SLABS.

12. INSPECT FORMWORK FOR SHAPE,

LOCATION AND DIMENSIONS OF THE

CONCRETE MEMBER BEING FORMED.

VERIFICATION AND INSPECTION

SPECIAL

INSPECTION

REQUIRED Y/N

Y

Y

Y

Y

Y

Y

Y

N

N

N

Y

Y

1911.5, 1912.1

ACI318: 8.1.3,

21.2.8

4. INSPECTION OF ANCHORS INSTALLED

IN HARDENED CONCRETE.

Y 1912.1

ACI318: 3.8.6, 8.1.3,

21.2.8

1913.6, 1913.7, 1913.8

1913.9

ACI 318: 18.20

ACI 318: 18.18.4

SPECIAL INSPECTION AND VERIFICATION OF

CONCRETE CONSTRUCTION

FREQUENCY OF INSPECTION

CONTINUOUS

DURING

TASK LISTED

PERIODICALLY

DURING TASK

LISTED

IBC SECTION

REFERENCE FOR CRITERIA

REFERENCED

STANDARD

----- X 1913.4

ACI 318: 3.5,

7.1-7.7

AWS D1.4

ACI 318: 3.5.2

X -----

----- X

----- X 1904.2.2, 1913.2, 1913.3

ACI 318: CH. 4,

5.2-5.4

X ----- 1913.10

ASTM C 172

ASTM C 31

ACI 318: 5.6, 5.8

X ----- ACI 318: 5.9,

5.10

----- X ACI 318: 5.11- 5.13

X

X

----- X ----- ACI 318: CH. 16

----- X ----- ACI 318: 6.2

----- X ----- ACI 318: 6.1.1

VERIFICATION AND INSPECTION

1. MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS AND WASHERS:

a. IDENTIFICATION OF ASTM

STANDARDS SPECIFIED IN THE

APPROVED CONSTRUCTION

DOCUMENTS.

b. MANUFACTURER'S CERTIFICATE OF

COMPLIANCE REQUIRED.

2. INSPECTION OF HIGH-STRENGTH BOLTING:

a. SNUG-TIGHT JOINTS.

b. PRETENSIONED AND SLIP-CRITICAL

JOINTS USING TURN-OF-NUT

MATCHMARKING, TWIST-OFF BOLT

OR DIRECT TENSION INDICATOR

METHODS OF INSTALLATION.

3. MATERIAL VERIFICATION OF STRUCTURAL STEEL AND COLD-FORMED STEEL DECK:

a. FOR STRUCTURAL STEEL, IDENTIFICATION MARKINGS TO

CONFORM TO AISC 360.

b. FOR OTHER STEEL, IDENTIFICATION MARKING TO

CONFORM TO ASTM STANDARDS

SPECIFIED IN THE APPROVED

CONSTRUCTION DOCUMENTS.

4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS:

a. IDENTIFICATION MARKINGS TO

CONFORM TO AWS SPECIFICATION

IN THE APPROVED CONSTRUCTION

DOCUMENTS.

b. MANUFACTURER'S CERTIFICATE OF

COMPLIANCE REQUIRED.

5. INSPECTION OF WELDING:

a. STRUCTURAL STEEL AND COLD FORMED STEEL DECK :

1) COMPLETE AND PARTIAL

PENETRATION GROOVE WELDS.

2) MULTIPASS FILLET WELDS.

3) SINGLE-PASS FILLET WELDS >5/16"

5) SINGLE-PASS FILLET WELDS≤5/16"

6) FLOOR AND ROOF DECK WELDS.

c. REINFORCING STEEL:

1) WELDABILITY OF REINFORCING

STEEL OTHER THAN ASTM A 706.

2) REINFORCING STEEL RESISTING

FLEXURAL AND AXIAL FORCES IN

INTERMEDIATE AND SPECIAL

MOMENT FRAMES, AND BOUNDARY

ELEMENTS OF SPECIAL REIN-

FORCED CONCRETE SHEAR WALLS.

3) SHEAR REINFORCEMENT.

4) OTHER REINFORCING STEEL.

6. INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE :

SPECIAL

INSPECTION

REQUIRED Y/N

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

N

N

N

N

Y

Y

Y

a. DETAILS SUCH AS BRACING AND

STIFFENING.

b. MEMBER LOCATIONS.

c. APPLICATION OF JOINT DETAILS AT

EACH CONNECTION.

AISC 360, SEC. A3.3

AND APPLICABLE

ASTM MATERIALS

AND STANDARDS.

c. PRETENSIONED AND SLIP-CRITICAL

JOINTS USING TURN-OF-NUT

WITHOUT MATCHMARKING OR

CALIBRATED WRENCH METHODS OF

INSTALLATION.

Y

AISC 360, SECTION

M2.5

APPLICABLE ASTM

MATERIAL

STANDARDS

Y

AISC 360,

SECTION M2.5

c. MANUFACTURER'S CERTIFIED

TEST REPORTS.

AISC 360, SEC. A3.5

AND APPLICABLE

AWS A5

DOCUMENTS

4) PLUG AND SLOT WELDS.Y

AWS D1.4

ACI 318:

SECTION 3.5.2

b. STEEL HEADED SHEAR STUDS (TYPE B STUDS IN COMPOSITE BEAM CONSTRUCTION) :

2) STUD SIZE AND COUNT

N

3) STUD LOCATION ON BEAM AND

WITHIN DECK VALLEYS

4) WELD VERIFICATION

1) QUALIFICATION OF WELD

APPLICATION PROCEDURE

N

N

N

AWS D1.1

AISC 360 P.

16.1-88

CONTINUOUS

DURING TASK

LISTED

PERIODICALLY

DURING

TASK

LISTED

SPECIAL INSPECTION AND VERIFICATION OF STEEL CONSTRUCTION

FREQUENCY OF INSPECTION

IBC

SECTION

REFERENCED

STANDARD

REFERENCE FOR CRITERIA

----- X -----

----- X ----- -----

----- X

----- X

X -----

1704.3.3

AISC 360, SECTION

M2.5

----- X

----- X

----- X

----- X -----

----- X ----- -----

X -----

X -----

X -----

X -----

----- X

----- X

1704.3.1 AWS D1.1

----- AWS D1.3

X ----- ----- AWS D1.1

SEC 7.6

----- X ----- -----

----- X -----

----- X ----- AWS D1.1

SEC 7.8

----- X

X ----- -----

X -----

----- X

----- X

----- X

----- X

1704.3.2 -----

1. WHERE REINFORCEMENT COMPLYING WITH ASTM A 615 IS USED

TO RESIST EARTHQUAKE-INDUCED FLEXURAL AND AXIAL FORCES

IN SPECIAL MOMENT FRAMES, SPECIAL STRUCTURAL WALLS AND

COUPLING BEAMS CONNECTING SPECIAL STRUCTURAL WALLS, IN

STRUCTURES ASSIGNED TO SDC = B, C, D, E, OR F AS DEFINED IN

SECTION 1613, THE REINFORCEMENT SHALL COMPLY WITH

SECTION 21.1.5.2 OF ACI 318. CERTIFIED MILL TEST REPORTS SHALL

BE PROVIDED FOR EACH SHIPMENT OF SUCH REINFORCEMENT.

WHERE REINFORCEMENT COMPLYING WITH ASTM A 615 IS WELDED,

CHEMICAL TESTS SHALL BE PERFORMED TO DETERMINE

WELDABILITY IN ACCORDANCE WITH SECTION 3.5.2 OF ACI 318.

VERIFICATION AND INSPECTION TASK

3. REINFORCING AND PRESTRESSING STEEL CERTIFIED MILL

TEST REPORTS SHALL BE PROVIDED FOR EACH SHIPMENT

OF REINFORCING STEEL.

4. STRUCTURAL STEEL

SPECIAL

INSPECTION

REQUIRED

Y/N

N

N

Y

2. STRUCTURAL STEEL IN STRUCTURES IN SDC = C, D, E, OR FY

CONTINUOUS

DURING TASK

LISTED

PERIODICALLY

DURING

TASK

LISTED

STRUCTURAL TESTING FOR SEISMIC RESISTANCE

OF SEISMIC FORCE RESISTING SYSTEMS

FREQUENCY OF INSPECTION

REFERENCE

FOR

CRITERIA

IBC SECTION

X ----- 1708.2

PER AISC 341 PER AISC 341 1708.3

----- X

1708.2 &

1708.3

PER AISC 341 PER AISC 341

1708.2 &

1708.4

ISSUE:

PROJECT NUMBER:

DRAWN BY:

CHECKED BY:

DATE:

FILE:

SHEET TITLE

A

B

C

D

A

B

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D

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Architect Engineer

CONSULTANTS

STUDIO SOUTHWEST ARCHITECTS, INC.

2101 Mountain Rd. NW, Albuquerque, NM 87104

505.843.9639 Fax 505.843.9683

Web Site: www.studioswarch.com Email: mail@studioswarch.com

2013, Studio Southwest Architects, Inc.

Duplication or reproduction by any means without the express written consent of Studio Southwest Architects, Inc. is a violation of federal and International law. The information contained in this document is the intellectual property of Studio Southwest, Inc. and all rights thereto are Reserved. For exceptions refer to the Owner-Architect Agreement.

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SPECIAL INSPECTION

TABLES

S-003

0000S-003.RVT

1. DIMENSIONS ARE TO THE FACE OF CONCRETE AND GRIDLINES

UNLESS NOTED OTHERWISE.

2. SEE SHEET S-601 FOR SCHEDULES AND TYPICAL FRAMING

DETAILS.

G

F

E

D

C

B

A

1 2 3 4 5 6

20' - 0" 20' - 0" 20' - 0" 20' - 0" 20' - 0"

100' - 0"

/4

4"

SG8

A4

S-601

SG8

A4

S-601

SG8

A4

S-601

10" 38' - 4" 10"

/2

10" 78' - 4" 10"

/2

FIN FLR= 100' - 0"

S

LO

P E

S

LO

P E

F36 F60F60F60

F60

F36

F60 F60 F60 F60 F36

7'

/2

F36

BP1

F36

BP1

S-301

B3 TYP

C4

S-301

B4

S-301

TYP

A4

S-301

TYP

A4

S-301

TYP

B4

S-301

TYP

C3

S-301

C3

S-301

F36

F36

C J

CJ

C J

C J

C J

CJ

C J

CJ

C J

C J

C J

CJ

CJ

F36

CJ

CJ

CJ

C J

C J

C J

C J

C J

C J

C J

C J

ISSUE:

PROJECT NUMBER:

DRAWN BY:

CHECKED BY:

DATE:

FILE:

SHEET TITLE

A

B

C

D

A

B

C

D

1 2 3 4 5

1 2 3 4 5

Architect Engineer

CONSULTANTS

STUDIO SOUTHWEST ARCHITECTS, INC.

2101 Mountain Rd. NW, Albuquerque, NM 87104

505.843.9639 Fax 505.843.9683

Web Site: www.studioswarch.com Email: mail@studioswarch.com

2013, Studio Southwest Architects, Inc.

Duplication or reproduction by any means without the express written consent of Studio Southwest Architects, Inc. is a violation of federal and International law. The information contained in this document is the intellectual property of Studio Southwest, Inc. and all rights thereto are Reserved. For exceptions refer to the Owner-Architect Agreement.

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FOUNDATION PLAN

S-101

0000S-101.RVT

GENERAL SHEET NOTES

SHEET KEYNOTE

SCALE: 1/8" = 1'-0"A1

FOUNDATION PLAN

30° TYP

#6 REBAR

DOWEL

CENTERED

IN SLAB

PLAN

2' - 0"

4"

9' - 0" M

IN

9'

0" M

IN

#4 DWLS @ 18" OC

4 - 18" EMBED AHR BOLTS W/

STD WASHER AND DBL

NUTS. AHR BOLT DIAMETER

& LOCATION BY METAL BLDG

MFR

SEE SCHED FOR SIZE AND REINF

GRID

1/2" EXP MATL W/

CONT SEALANT

EXT SLAB SEE

ARCH

S E

E S

C H

E D

GRID

2" NON-SHRINK GROUT

1/2" EXP MATL W/

CONT SEALANT TYP

BASE PLATE AND

ANCHOR BOLTS PER

STEEL BLDG MFR

EQ EQ

SEE PLAN FOR SIZE AND REINF

3" C

LR

TO CONC EL

SEE CIVIL

COLUMN PER

STEEL BLDG MFR

M

IN

1'

3" C

LR

2 - #4 CONT T&B W/ #

3 STIRRUPS @ 32"

OC

1/2" EXP MATL W/

CONT SEALANT

SEE ARCH FOR

EXT SLAB

FIN FLR EL

SEE PLAN

1' - 0"

2'

3" C

LR

2 - #4 CONT T&B W/ #

3 STIRRUPS @ 32"

OC

FIN FLR EL

SEE PLAN

1' - 6"1' - 6"

1 ' - 0"

2 - #5 CONT

SLOPE

1' - 0"

DIAMOND PLATE DOWELS

@ 18"OC

1/2" EXP MATL W/

CONT SEALANT

ISSUE:

PROJECT NUMBER:

DRAWN BY:

CHECKED BY:

DATE:

FILE:

SHEET TITLE

A

B

C

D

A

B

C

D

1 2 3 4 5

1 2 3 4 5

Architect Engineer

CONSULTANTS

STUDIO SOUTHWEST ARCHITECTS, INC.

2101 Mountain Rd. NW, Albuquerque, NM 87104

505.843.9639 Fax 505.843.9683

Web Site: www.studioswarch.com Email: mail@studioswarch.com

2013, Studio Southwest Architects, Inc.

Duplication or reproduction by any means without the express written consent of Studio Southwest Architects, Inc. is a violation of federal and International law. The information contained in this document is the intellectual property of Studio Southwest, Inc. and all rights thereto are Reserved. For exceptions refer to the Owner-Architect Agreement.

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NEW MEXICO

D062892017

6/30/2017

GHB

ADM

FOUNDATION

SECTIONS

S-301

0000S-301.RVT

SCALE: 3/4" = 1'-0"B3

REBAR DOWEL AT PERIMETER COL

SCALE: 3/4" = 1'-0"B4

FOUNDATION SECTION

SCALE: 3/4" = 1'-0"C4

EXTERIOR COLUMN SECTION

SCALE: 3/4" = 1'-0"A4

FOUNDATION SECTION

SCALE: 3/4" = 1'-0"C3

FOUNDATION SECTION

BASE PLATE SCHEDULE

MARK TYPE

A

SIZE

"T"x"A"x"B"

PL 3/4" x12"x1'-0"

BASE PLATE ANCHOR BOLTS

F1554

ANCHOR BOLTS

BP1 4 - 3/4" DIA x 9"

EQ EQ2" 2"

1' - 2"SCHED 'B'

E Q

E Q

2" 2"

1'

S C

H E

D 'A

TYPE 'A'

1'

S C

H E

D E

M B

E D

TYPICAL ANCHOR BOLT

DBL HEX NUTS

TOP OF

CONCRETE

STD WASHER W/

DBL HEX NUTS

1/8" x 1/4 DEPTH OF SLAB SAWCUT

FILL W/ EXTERIOR GRADE SEALANT

AT EXTERIOR CONDITIONS

CONTROL JOINT

CONSTRUCTION JOINT

DIAMOND PLATE DOWELS

@ 18"OC

DISCONTINUE ALTERNATE

REINF AT JOINT

1/

2" C

LR

1/ 2"

C

LR

Z BARS TO MATCH

SLAB REINF

FIN FLR EL

SEE PLAN

S E

E A

R C

H

REQUIRED LAP SPLICES

REINFORCEMENT TYPE

CON…