S A L T

L A K E

C I T Y

Jason Draper (Oct 24, 2025 16:48:04 MDT)

Jason Draper

Laura Briefer (Nov 7, 2025 10:27:04 MST) pp

4316 4317

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DRAIN PIPE PROFILE1

C103

C103

STRUCTURAL ABBREVIATIONS

AB

ABDN

ACI

ADDL

ADDM

ADH

ADJ

ADJC

AES

AESS

AFF

AGGR

AISC

AL

ALUM

ALT

ANC

ANCH

APPROX

ARCH

ARND

ASSY

ASTM

AWS

ANCHOR BOLT

ABANDON

AMERICAN CONCRETE

INSTITUTE

ADDITIONAL

ADDEMDUM

ADHESIVE

ADJUSTABLE

ADJACENT

ARCHITECTURALLY EXPOSED

FABRICATIONS STEEL

ARCHITECTURALLY EXPOSED

STRUCTURAL STEEL

ABOVE FINISHED FLOOR

AGGREGATE

AMERICAN INSTITUE OF STEEL

CONSTRUCTION

ALUMINUM

ALUMINUM

ALTERNATE

ANCHOR(AGE)

ANCHOR

APPROXIMATE

ARCHITECT(URAL)

AROUND

ASSEMBLY

AMERICAN SOCIETY FOR

TESTING MATERIALS

AMERICAN WELDING SOCIETY

B B/

BB

BC

BD

BF

BFE

BIT

BLDG

BLK(G)

BM

BO

BOT

B PL

BP

BP

BT PL

BRDG

BRG

BRK

BSMT

BT

BTOB

BTWN

BOTTOM OF

BOND BEAM

BOLT CIRCLE

BOARD

BOTH FACES

BOTTOM OF FOOTING

ELEVATION

BITUMINOUS

BUILDING

BLOCK(ING)

BEAM

BY OTHERS

BOTTOM

BASE PLATE

BASE PLATE

BENT PLATE

BENT PLATE

BRIDGING

BEARING

BRICK

BASEMENT

BENT

BACK-TO-BACK

BETWEEN

C C

C/C c/c

CANT

CAP

CDF

CF

CHAM

CHKD

CIP

CJ

CJP

CL

CLR

CM

CMU

COL

COMP

CONC

CONN

CONST

CONSTR

CONT

CONTR

COORD

CS

CTR

CY

AMERICAN STANDARD

CHANNEL

CENTER TO CENTER

CENTER TO CENTER

CANTILEVER

CAPACITY

CONTROLLED DENSITY FILL

CUBIC FEET

CHAMFER

CHECKED

CAST IN PLACE

CONTROL/CONSTRUCTION

JOINT

COMPLETE JOINT

PENETRATION

CENTERLINE

CLEAR(ANCE)

CORRUGATED METAL

CONCRETE MASONRY UNIT

COLUMN

COMPOSITE

CONCRETE

CONNECT(ION)

CONSTRUCTION

CONSTRUCTION

CONTINU(E)(OUS)(ATION)

CONTRACTOR

COORDINATE

CARBON STEEL

CENTER

CUBIC YARD

D D&E

DBA

DBE

DBL

DEFL

DEG

DEPR

DET

DIA

DIAG

DIM

DIST

DL

DO

DP

DR

DT

DTL

DWG(S)

DWL

DRILL AND EPOXY GROUT

DEFORMED BAR ANCHOR

DECK BEARING ELEVATION

DOUBLE

DEFLECTION

DEGREE

DEPRESSION

DETAIL

DIAMETER

DIAGONAL

DIMENSION

DISTANCE

DEAD LOAD

DITTO

DEEP

DOOR

DOUBLE TEE/DRAIN TILE

DETAIL

DRAWING(S)

DOWEL (REBAR)

E

EA

EB

EE

EF

EJ

EL

ELEV

ELAST

ELEC

EMBED

ENGR

EQ

EQP

EQUIP

ES

ETR

EW

EX

EXSTG

EXIST

EXT

EXP

EACH

EXPANSION BOLT

EACH END

EACH FACE

EXPANSION JOINT

ELEVATION

ELEVATION

ELASTOMERIC

ELECTRICAL

EMBEDMENT

ENGINEER

EQUAL

EQUIPMENT

EQUIPMENT

EACH SIDE

EXISTING TO REMAIN

EACH WAY

EXISTING

EXISTING

EXISTING

EXTERIOR

EXPOSED/EXPANSION

F

FB

FD

FDN

FNDN

FFE

FIN

FL

FL

FL

FLR

FLG

FS

FSE

FT

FTG

FUT

FACE BRICK

FLOOR DRAIN

FOUNDATION

FOUNDATION

FINISHED FLOOR ELEVATION

FINISH(ED)

FINISH LINE

FLOW LINE

FLOOR

FLOOR

FLANGE

FAR SIDE

FINISH SLAB ELEVATION

FEET

FOOTING

FUTURE

G

GA

GAL

GALV

GC

GLB

GR

GRND

GYP

GAUGE

GALLON(S)

GALVANIZED

GENERAL CONTRACTOR

GLUE-LAMINATED BEAM

GRADE

GROUND

GYPSUM

H H

HC

HD

HEX

HGT

HHP

HM

HORIZ

HORZ

HP

HPT

HR

HS

HSS

HT

HATCH

HOLLOW CORE

HEAVY DUTY

HEXAGONAL

HEIGHT

HIGH HIGH POINT

HOLLOW METAL

HORIZONTAL

HORIZONTAL

HIGH POINT

HIGH POINT

HANDRAIL

HIGH STRENGTH

HOLLOW STRUCTURAL

SECTION

HEIGHT

I

ID

IF

IN

INFO

INS

INSUL

INT

INV

IT

INSIDE DIAMETER

INSIDE FACE

INCH

INFORMATION

INSULATION

INSULATION

INTERIOR

INVERT

INVERTED TEE

J

JBE

JST

JT

JOIST BEARING ELEVATION

JOIST

JOINT

K k kg

KO

KIP (1000 POUNDS)

KILOGRAM

KNOCK OUT

L L

LB(S)

LF

LG

LIN

LL

LLBB

LLH

LLV

LOC

LONG

LONGIT

LP

LPT

LTL

LVL

LVL

LW

LWC

ANGLE

POUND(S)

LINEAR FEET

LONG

LINEAR

LIVE LOAD

LONG LEG BACK-TO-BACK

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LOCAT(E)(ION)

LONGITUDINAL(LY)

LONGITUDINAL(LY)

LOW POINT

LOW POINT

LINTEL

LAMINATED VENEER LUMBER

LEVEL

LIGHTWEIGHT

LIGHTWEIGHT CONCRETE

M

MAS

MASY

MATL

MAX

MC

MEMB

MECH

MEZZ

MFR

MID

MIN

MISC

MK

MO

MTD

MTL

MASONRY

MASONRY

MATERIAL

MAXIMUM

MISCELLANEOUS CHANNEL

MEMBRANE

MECHANICAL

MEZZANINE

MANUFACTURER

MIDDLE

MINIMUM

MISCELLANEOUS

MARK

MASONRY OPENING

MOUNTED

METAL

N

NA

n/a

NEOP

NIC

No

NOM

NS

NSG

NTS

NW

NWL

NOT APPLICABLE

NOT APPLICABLE

NEOPRENE

NOT IN CONTRACT

NUMBER

NOMINAL

NEAR SIDE

NON-SHRINK GROUT

NOT TO SCALE

NORMAL WEIGHT

NORMAL WATER LEVEL

O o/c

OD

OF

OH

OPG

OPNG

OPP

OSHA

ON CENTER

OUTSIDE DIAMETER

OUTSIDE FACE

OVERHEAD

OPENING

OPENING

OPPOSITE

OCCUPATIONAL SAFETY AND

HEALTH ADMINISTRATION

P

PAR

PC

PCC

PE

PE

PEN

PENET

PH

PJP

PL

PLF

PLWD

PNL

PNT

PNTD

PROJ

PSF

PSI

PT

PT

PVC

PARALLEL

PRECAST

PORTLAND CEMENT

CONCRETE

PLAIN END

PROFESSIONAL ENGINEER

PENETRATION

PENETRATION

PHASE

PARTIAL JOINT

PENETRATION

PLATE

POUNDS PER LINEAL FOOT

PLYWOOD

PANEL

PAINT

PAINTED

PROJECT(ION)(OR)

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

POINT

POST TENSION(ED)(ING)

POLY-VINYL CHLORIDE

Q Q

QTY

QUANTITY

QUANTITY

R R R

RAD

RCP

RD

RD

REBAR

RECARB

RECIRC

RECT

REF

REINF

REM

REQD

RES

REV

RF

RM

RO

RISER

RADIUS

RADIUS

REINFORCED CONCRETE PIPE

ROOF DRAIN

ROUND

REINFORCING BAR

RECARBONATION

RECIRCULATION

RECTANGULAR

REFER(ENCE)

REINFORC(E) (ED) (ING)

(EMENT)

REMOVABLE

REQUIRED

RESERVOIR

REVISION

ROOF

ROOM

ROUGH OPENING

S S

SC

SCH

SCHD

SCHED

SECT

SF

SHT

SIM

SL

SN

SLBB

SLV

SLV

SOG

SPA

SPEC(S)

SPRD

SPRT

SUPT

SQ

SS

SSTL

SSTL

STD

STIF

STL

STRC

STRUC

STRUCT

SYM

S SHAPE

SOLID CORE

SCHEDULE

SCHEDULE

SCHEDULE

SECTION

SQUARE FOOT

SHEET

SIMILAR

SNOW LOAD

SNOW LOAD

SHORT LEG BACK-TO-BACK

SHORT LEG VERTICAL

SLEEVE

SLAB ON GRADE

SPACES / SPACING

SPECIFICATION(S)

SPREAD

SUPPORT

SUPPORT

SQUARE

STAINLESS STEEL

STAINLESS STEEL

STRUCTURAL STEEL

STANDARD

STIFFENER

STEEL

STRUCTUR(E) (AL)

STRUCTUR(E) (AL)

STRUCTUR(E) (AL)

SYMMETR(Y) (ICAL)

T T T/ T&B

TBE

TC

TCE

TDE

TDE

TEMP

TFE

THC

THD

THK

THRU

TJE

TLE

TME

TOM

TOC

TOC

TOP

TOS

TPC

TPE

TRAN

TRTD

TSE

TWE

TOW

TYP

TREAD

TOP OF

TOP AND BOTTOM

TOP OF BEAM ELEVATION

TOP OF CURB

TOP OF PILE CAP (DRILLED PIER

CAP) ELEVATION

TRENCH DRAIN

TOP OF DECK ELEVATION

TEMPERATURE/TEMPORARY

TOP OF FOOTING ELEVATION

TOP OF HOLLOW CORE PLANK

THREAD

THICK

THROUGH

TOP OF JOIST ELEVATION

TOP OF LEDGE ELEVATION

TOP OF MASONRY ELEVATION

TOP OF MASONRY

TOP OF CASTING

TOP OF CONCRETE

TOP OF PIPE

TOP OF STEEL

TOP OF PIER OR PILE CAP

TOP OF PIER ELEVATION

TRANSVERSE

TREATED

TOP OF SLAB ELEVATION

TOP OF WALL ELEVATION

TOP OF WALL

TYPICAL

U

UBC

UG

UNO

UON

UNIFORM BUILDING CODE

UNDERGROUND

UNLESS NOTED OTHERWISE

UNLESS OTHERWISE NOTED

V

VAR

VERT

VIF

VR

VTR

VARIES

VERTICAL

VERIFY IN FIELD

VAPOR RETARDER

VENT THROUGH ROOF

W W W/ W/O

WD

WL

WL

WP

WP

WPT

WRF

WS

WT

WTF

WTP

WWF

WWF

WWTF

WWTP

WWM

WWM

WIDE FLANGE SHAPE

WITH

WITHOUT

WOOD

WIND LOAD

WATER LEVEL

WATERPROOF

WORK POINT

WORK(ING) POINT

WATER RECLAMATION

FACILITY

WATER STOP

WEIGHT/STRUCTURAL TEE

WATER TREATMENT FACILITY

WATER TREATMENT PLANT

WELDED WIRE FABRIC

WOVEN WIRE FABRIC

WASTEWATER TREATMENT

FACILITY

WASTEWATER TREATMENT

PLAN

WELDED WIRE MESH

WOVEN WIRE MESH

X

XFMR

XP(D)

TRANSFORMER

EXPOSE(D)

SPECIAL SYMBOLS

AND

AT

PLUS / MINUS

POUND

NOTE: NOT ALL APPREVIATIONS SHOWN IN THIS

LIST NECESSARILY APPEAR ON THE DRAWINGS,

AND OTHER ABBREVIATIONS MAY BE USED ON

DRAWINGS ASSOCIATED WITH SPECIFIC WORK.

SAL

T L

A K E

C I T Y

S C A L E

B A R

IS

O N E

IN

C H

O N

R

IG

IN

A L

D R A W

IN

G

D E S

IG

N E D

B Y

D R A W N

B Y

C H E C K E D

B Y

A P P R O V E D

B Y

D A T E

E W O

N O

A C C O U N T

N O

DRAWING NO.

SHEET OF

S A L T

L A K E

C

IT

Y

D E P A R T M E N T

O F

P U B L

IC

U T

IL

IT

IE

S

-0

V E

R I F

Y

S

C A

L E

A u to d e s k D o c s /1

-2

-0

A rt e s ia n W e ll

R e p a ir /1

-2

-0

S

L C

D P

U W

E L L

S

V

.r v t

/7 /2

:0 :3

P

M

J A

P

J A

P

J A

P

S001

G E N E R A L

N O T E S

5-

-0

A U

G U

S T

J A

P

A R T E S

IA

N

W E L L

P R O J E C T

11. SPECIAL INSPECTIONS SHALL BE PROVIDED BY AN INDEPENDENT TESTING AND

INSPECTION AGENCY PER CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE

AND AS NOTED WITHIN THE CONTRACT DOCUMENTS. REPORTS DOCUMENTING

THE RESULTS OF THE TESTING AND INSPECTIONS SHALL BE SUBMITTED FOR

REVIEW AND RECORD.

10. GENERAL CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND PRODUCT DATA

TO ENGINEER OF RECORD FOR REVIEW OF GENERAL CONFORMANCE WITH

CONTRACT DOCUMENTS. ALL SUBMITTALS SHALL BE REVIEWED AND STAMPED

BY THE GENERAL CONTRACTOR PRIOR TO SUBMISSION. SUBMITTALS ARE

REQUIRED FOR: STEEL FRAMING AND DETAILS, JOIST DETAILS FOR FABRICATION

AND ERECTION, CONCRETE MIX DESIGNS, REINFORCING STEEL, FORMWORK AND

RESHORING, METAL BUILDINGS, COLD FORMED STEEL FRAMING,

PREFABRICATED METAL STAIRS, AND WOOD I-JOISTS AND TRUSSES.

9. PROTECT EXISTING CONSTRUCTION FROM DAMAGE DURING CONSTRUCTION OF

NEW ADDITIONS. MAKE NO CUTS OR ALTERATIONS TO EXISTING

CONSTRUCTION, OTHER THAN THOSE SHOWN ON THE DRAWINGS, WITHOUT THE

APPROVAL OF THE ARCHITECT/ENGINEER. PATCHING SHALL MATCH THAT OF

WORK PREVIOUSLY COMPLETED.

8. CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS FOR GENERAL

CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS. GENERAL

CONTRACTOR SHALL BE RESPONSIBLE FOR PERFORMING ALL WORK IN

COMPLIANCE WITH THE CONTRACT DOCUMENTS.

7. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED OR OTHERWISE

REDUCED IN STRENGTH UNLESS APPROVED BY THE ENGINEER OF RECORD.

6. GENERAL CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, ELEVATIONS,

AND CONDITIONS AT THE SITE, INCLUDING FOUNDATIONS. CONFLICTS BETWEEN

THE DRAWINGS AND ACTUAL SITE CONDITIONS SHALL BE BROUGHT TO THE

ATTENTION OF THE ARCHITECT/ENGINEER BEFORE PROCEEDING WITH THE

WORK.

5. DISCREPANCIES WITHIN THE CONSTRUCTION DOCUMENTS SHALL BE BROUGHT

TO THE ATTENTION OF THE ARCHITECT/ENGINEER BEFORE PROCEEDING WITH

THE WORK

4. STRENGTH AND STABILITY OF THE STRUCTURE DURING CONSTRUCTION SHALL

BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. PROVIDE TEMPORARY

SHORING, BRACING AND OTHER ELEMENTS REQUIRED TO MAINTAIN STABILITY

UNTIL THE STRUCTURE IS COMPLETE

3. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR: COORDINATING DETAILS,

ACCURACY OF THE WORK, VERIFICATION OF ALL QUANTITIES AND DIMENSIONS,

SELECTING FABRICATION PROCESSES, MEANS AND METHODS OF

CONSTRUCTION, AND FOR PERFORMING THE WORK IN A SAFE AND SECURE

MANNER

2. REFER TO PROCESS, ARCHITECTURAL, CIVIL, MECHANICAL, ELECTRICAL, AND

PLUMBING DRAWINGS FOR ADDITIONAL INFORMATION RELATED TO: DIMENSIONS,

ELEVATIONS, SLOPES, DOOR AND WINDOW OPENINGS, NON-BEARING WALLS,

STAIRS, FINISHES, DRAINS, WATERPROOFING, RAILINGS, MECHANICAL UNIT

LOCATIONS, INSERTS, EMBEDDED ITEMS, ANCHORAGES, AND OTHER

NON-STRUCTURAL ITEMS

1. DESIGN AND CONSTRUCTION OF THIS PROJECT IS PER THE 2021

"INTERNATIONAL BUILDING CODE (IBC)" WITH THE INCLUSION OF LOCAL

AMENDMENTS

GENERAL REQUIREMENTS

8. CONTRACTOR SHALL SUBMIT AN EXCAVATION PLAN, INCLUDING DESIGN

CALCULATIONS, PREPARED AND SEALED BY A PROFESSIONAL ENGINEER IN THE

STATE IN WHICH THE PROJECT IS LOCATED.

7. PROTECT ALL FOUNDATIONS FROM THE ACTION OF WATER AND FREEZING.

6. PLACE ALL BACKFILL ACCORDING TO PROJECT SPECIFICATIONS. BRACE ALL

WALLS AS REQUIRED PRIOR TO AND DURING THE PLACEMENT OF BACKFILL AND

UNTIL SUPPORT FOR THE WALLS ARE IN PLACE.

5. RETAINING WALLS HAVE BEEN DESIGNED FOR THE LISTED LATERAL EARTH

PRESSURE AND SURCHARGE, ASSUMING A WELL GRADED AND DRAINED

CONDITION.

4. UNLESS NOTED OTHERWISE, ALL FOOTINGS SHALL BE CENTERED UNDER

COLUMNS, PIERS, WALLS, ETC.

3. FOUNDATIONS, WHERE PRESENT, SHALL BEAR ON EITHER COMPETENT NATIVE

SOIL OR COMPACTED STRUCTURAL FILL.

2. SPEICAL INSPECTION INSPECTOR SHALL INSPECT ALL SUBGRADES AND

PREPARED SOIL BEARING SURFACES PRIOR TO PLACEMENT OF FOUNDATIONS.

1. FOOTINGS HAVE BEEN DESIGNED FOR THE ALLOWABLE SOIL BEARING

PRESSURE INDICATED WITHIN THE DESIGN CRITERIA AND LOADS TABLE AND

SHALL BE FIELD VERIFIED, WHEN ASSUMED VALUES ARE NOTED, WITH THE

PROJECT GEOTECHNICAL ENGINEER.

FOUNDATIONS

16. ALL EMBEDDED ELEMENTS INCLUDING BUT NOT LIMITED TO REINFORCING

DOWELS, EMBEDMENT PLATES AND ANCHOR BOLTS SHALL BE HELD REGIDLY

AND ACCURATELY IN PLACE, AND PROTECTED AGAINST DISPLACEMENT BEFORE

AND DURING PLACEMENT OF CONCRETE. WET SETTING OF EMBEDDED...

15. SEE STANDARD DETAILS FOR SLAB ON GRADE CONSTRUCTION AND

CONTRACTION JOINTS.

14. SLABS ON GRADE SHALL BEAR ON EITHER COMPETENT NATIVE SOIL OR

COMPACTED STRUCTURAL FILL DEPENDENT ON SITE CONDITIONS AND

RECOMMENDATIONS WITHIN THE GEOTECHNICAL REPORT.

13. ALL FOOTINGS, PIERS, AND FOUNDATIONS SHALL BE CENTERED, UNLESS

OTHERWISE NOTED.

12. PROVIDE DOWELS TO SUPPORTING MEMBER WITH BARS SIZED AND SPACED TO

MATCH TYPICAL VERTICAL REINFORCING. DOWELS SHALL HAVE STANDARD

HOOKS EMBEDDED INTO SUPPORTING CONCRETE WITH LAP SPLICE TO VERTICAL

REINFORCING, UNLESS NOTED OTHERWISE.

11. SEE STANDARD DETAILS FOR CORNER BAR REINFORCING AT WALL CORNERS.

10 OPENINGS IN CONCRETE SHALL BE REINFORCED AS NOTED IN THE STANDARD

DETAILS.

9. OPENINGS IN CONCRETE SHALL BE REINFORCED WITH (2) #5 BARS EACH SIDE,

EXTENDING 2’-0” PAST THE FACE OF THE OPENING, UNLESS OTHERWISE NOTED.

8. CONCRETE CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF ACI 301

“STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE” AND ACI 318

“BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE.” CONFORM TO

THE REQUIREMENTS OF ACI 305 “HOT WEATHER CONCRETING” OR ACI 306 “COLD

WEATHER CONCRETING” WHEN WEATHER CONDITIONS DICTATE.

7. DO NOT USE ADMIXTURES CONTAINING CALCIUM CHLORIDE.

6. UNLESS OTHERWISE NOTED, TOLERANCES FOR CONCRETE FORMWORK SHALL

CONFORM TO ACI STANDARD 117, “STANDARD TOLERANCES FOR CONCRETE

CONSTRUCTION AND MATERIALS”.

5. ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED 3/4" WHERE NOT

SPECIFICALLY SHOWN ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS.

4. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN,

CONSTRUCTION, AND SAFETY OF ALL FORMWORK.

3. ALL FORMWORK SHALL BE DESIGNED, ERECTED, SUPPORTED, BRACED AND

MAINTAINED ACCORDING TO ACI 347, “RECOMMENDED STANDARD PRACTICE FOR

CONCRETE FORMWORK”.

2. UNLESS NOTED OTHERWISE, MAXIMUM AGGREGATE SIZE SHALL BE 1 INCH,

MAXIMUM WATER:CEMENT RATIO OF 0.45, AIR CONTENT NOT TO EXCEED 3%

ENTRAPPED AT TROWEL FINISHED SLABS, AND AT APPLICATIONS EXPOSED TO

FREEZE/THAW CYCLES PROVIDE 6% AIR ENTRAINMENT.

1. A CONCRETE MIX DESIGN FOR EACH UNIQUE COMBINATION OF STRENGTH,

APPLICATION, COARSE AGGREGATE GRADATION, AND WATER CEMENT RATIO

SPECIFIED SHALL BE PREPARED BY THE SUPPLIER OR AN INDEPENDENT

TESTING LABORATORY AND BE SUBMITTED FOR REVIEW PRIOR TO CASTING ANY

CONCRETE.

CAST IN PLACE CONCRETE

6. DOWELS AND OTHER MISCELLANEOUS STEEL EMBEDDED ITEMS SHALL BE

LOCATED AND HELD IN SPECIFIED POSITION PRIOR TO PLACEMENT OF

CONCRETE AND SHALL NOT BE PUSHED INTO CONCRETE FOLLOWING CONCRETE

POUR.

5. ALL REINFORCING STEEL SHALL BE SUPPORTED ON STANDARD ACCESSORIES,

HELD RIGIDLY AND ACCURATELY IN PLACE, AND PROTECTED AGAINST

DISPLACEMENT BEFORE AND DURING PLACEMENT OF CONCRETE. SUPPORTING

ACCESSORY LEGS THAT REST ON CONCRETE SURFACES THAT WILL BE EXPOSED

IN THE FINISHED STRUCTURE SHALL BE FABRICATED OF STAINLESS STEEL.

4. LAP ALL WWR (WELDED WIRE REINFORCING) A MINIMUM DISTANCE OF ONE

CROSS WIRE SPACING PLUS 2 INCHES.

3. WELDED REINFORCING SHALL BE ASTM A706 MATERIAL WITH WELDING

COMPLETED IN ACCORDANCE WITH AWS D1.4.

2. REINFORCING STEEL SHALL NOT BE WELDED.

1. LAP SPLICES OF DEFORMED BARS SHALL BE CLASS B, SEE REINFORCING SPLICE

AND DEVELOPMENT TABLE FOR LENGTHS, UNLESS OTHERWISE NOTED.

REINFORCING STEEL

12. ALL EMBEDDED ELEMENTS INCLUDING BUT NOT LIMITED TO REINFORCING

DOWELS, EMBEDMENT PLATES AND ANCHOR BOLTS SHALL BE HELD REGIDLY

AND ACCURATELY IN PLACE, AND PROTECTED AGAINST DISPLACEMENT BEFORE

AND DURING PLACEMENT OF CONCRETE. WET SETTING OF EMBEDDED

ELEMEMENTS WILL NOT BE PERMITTED.

11. MASONRY WALLS SHALL BE BRACED BY OTHER INTERSECTING WALLS, OR BY

ANCHORAGE/BRACING TO THE STRUCTURE ABOVE.

10. WALL CONTROL JOINTS SHALL BE PROVIDED IN ALL CONCRETE MASONRY

CONSTRUCTION AT LOCATIONS INDICATED ON ARCHITECTURAL DRAWINGS OR

AS REFERENCED BY TO THE NMCA. CONTROL JOINTS SHALL NOT BE PLACED

OVER OPENINGS, WITHIN THE SPAN OF THE LINTEL, OR WITHIN THE WIDTH OF

THE JAMB.

9. REINFORCED MASONRY LINTELS SHALL BE INSTALLED OVER ALL OPENINGS,

UNLESS NOTED OTHERWISE. DO NOT SPLICE REINFORCING BARS WITHIN

LINTELS AND MAINTAIN BEARING DEPTH EQUAL TO LINTEL DEPTH, MINIMUM, ON

EACH SIDE. UNLESS OTHERWISE NOTED, THE MINIMUM REINFORCEMENT FOR

LINTELS SHALL BE AS FOLLOWS: OPENINGS UP TO 42 INCHES WIDE PROVIDE (2)

#5 AT BOTTOM OF 8 INCH DEEP LINTEL, OPENINGS 42 TO 78 INCHES WIDE

PROVIDE (2) #5 AT BOTTOM OF 16 INCH DEEP LINTEL, AND FOR OPENINGS OVE...

8. REINFORCED MASONRY LINTELS SHALL BE SPECIALLY FORMED U-SHAPED

LINTEL OR LOW WEB LINTEL UNITS WITH REINFORCING BARS.

7. LAP SPLICE REINFORCING PER THE FOLLOWING, UNLESS NOTED OTHERWISE: #3

x 1’-8”, #4 x 2’-0“, #5 x 2’-8”, #6 x 4’-0”, AND #7 x 5’-0”.

6. LAP SPLICE STEEL REINFORCING BARS 48 DIAMETERS AT SPLICES, UNLESS

NOTED OTHERWISE ON DRAWINGS.

5. BOND BEAMS SHALL BE REINFORCED WITH (2) #4 CONTINUOUS, UNLESS

OTHERWISE NOTED. PROVIDE BENT CORNER BARS TO MATCH AND LAP BOND

BEAM REINFORCING AT ALL CORNERS AND INTERSECTIONS.

4. VERTICAL REINFORCING SHALL BE DOWELED TO THE FOUNDATION.

3. MASONRY CORES CONTAINING REINFORCING OR ANCHOR BOLTS/RODS SHALL

BE FILLED SOLID WITH GROUT. MASONRY BELOW GRADE SHALL HAVE CORES

FILLED SOLID WITH GROUT. MAXIMUM LIFT HEIGHT EQUALS 5’-4”.

MECHANICALLY VIBRATE GROUT IN VERTICAL SPACES IMMEDIATELY AFTER...

2. CONCRETE BLOCK ARE TO BE PER ASTM C90, GRADE N, TYPE 1

(MOISTURE-CONTROLLED), NORMAL WEIGHT. MORTAR SHALL BE ASTM C270,

TYPE S. GROUT FILL SHALL BE PER ASTM C476 (COURSE GROUT) WITH MAXIMUM

3/8” AGGREGATE AND MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 2,000 PSI.

1. MASONRY CONSTRUCTION SHALL CONFORM TO TMS 402/602 BUILDING CODE

REQUIREMENTS AND SPECIFICATIONS FOR MASONRY STRUCTURES” AND

COMPLY WITH ALL RECOMMENDATIONS AND STANDARDS ESTABLISHED BY THE

NATIONAL CONCRETE MASONRY ASSOCIATION AND THE BRICK INSTITUTE OF

AMERICA.

MASONRY

SECTION 06 17 53 – SHOP FABRICATED WOOD TRUSSES.

SECTION 05 81 00 – EQUIPMENT ANCHORAGE.

SECTION 01 67 00 – EQUIPMENT AND NON-STRUCTURAL COMPONENTS.

1. THE FOLLOWING ITEMS ARE IDENTIFIED IN THE DRAWINGS AND SPECIFICATIONS

AS BEING DESIGNED AND SEALED BY THE CONTRACTOR OR THE CONTRACTOR'S

SUPPLIER IN ACCORDANCE WITH THE SPECIFICATIONS INDICATED BELOW.

SUBMITTALS FOR THESE ITEMS SHALL BE PREPARED BY THE SUPPLIERS AND

SUBMITTED TO ENGINEER AND CODE OFFICIAL FOR REVIEW.

DELEGATED DESIGN

2. CARE SHALL BE TAKEN TO AVOID CONFLICTS WITH EXISTING REINFORCING

WHEN DRILLING HOLES. HOLES SHALL BE DRILLED AND CLEANED PER THE

MANUFACTURER’S INSTRUCTIONS. ANCHORS SHALL BE INSTALLED PER THE

MANUFACTURER’S INSTALLATION INSTRUCTIONS AT NOT LESS THAN MINIMUM

EDGE DISTANCES AND/OR SPACING INDICATED WITHIN THE LITERATURE.

1. POST INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE

DRAWINGS. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE ENGINEER OF

RECORD PRIOR TO USING POST INSTALLED ANCHORS FOR MISSING OR

MISPLACED ANCHORS.

POST INSTALLED ANCHORS

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C H E C K E D

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A P P R O V E D

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D A T E

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A C C O U N T

N O

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SHEET OF

S A L T

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2. SEE GENERAL NOTES & SPECS FOR ADDITIONAL REQUIREMENTS

1. ALL SPECIAL INSPECTION IN ACCORDANCE WITH CURRENT IBC AND ACI STANDARDS

INSPECTION OF FORMWORK FOR SHAPE, LOCATION

AND DIMENSIONS PRIOR TO CONCRETE POUR

X

VERIFICATION 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

X

INSPECT ERECTION OF PRECAST CONCRETE MEMBERS X

b. GROUTING OF BONDED PRESTRESSING

TENDONS

X

a. APPLICATION OF PRESTRESSING FORCED; AND X

INSPECTION OF PRESTRESSED CONCRETE FOR:

VERIFY MAINTENANCE OF SPECIFIED CURING

TEMPERATURE AND TECHNIQUES

X

INSPECTION OF CONCRETE AND SHOTCRETE

PLACEMENT FOR PROPER APPLICATION TECHNIQUES

X

PRIOR TO CONCRETE PLACEMENT, FABRICATE

SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP

AND AIR CONTENT TESTS, AND DETERMINE THE

TEMPERATURE OF THE CONCRETE

X

VERIFYING USE OF REQUIRED DESIGN MIX X

b. MECHANICAL ANCHORS AND ADHESIVE

ANCHORS NOT DEFINED ABOVE

X

a. ADHESIVE ANCHORS INSTALLED IN

HORIZONTALLY OR UPWARDLY INCLINED

ORIENTATIONS TO RESIST SUSTAINED TENSION

LOADS

X

INSPECTION OF ANCHORS POST-INSTALLED IN

HARDENED CONCRETE MEMBERS

X

INSPECTION OF ANCHORS CAST INTO CONCRETE X

c. INSPECT ALL OTHER WELDS X

b. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM

5/16"; AND

X

a. VERIFY WELDABILITY OF REINFORCING BARS

OTHER THAN ASTM A 706

X

REINFORCING BAR WELDING:

INSPECTION OF REINFORCEMENT, INCLUDING

PRESTRESSING TENDONS, AND VERIFY PLACEMENT

X

VERIFICATION & INSPECTION CONTINUOUS PERIODIC

REQUIRED SPECIAL INSPECTION OF CONCRETE CONSTRUCTION

1, 2

1. SEE GENERAL NOTES & SPECS FOR ADDITIONAL REQUIREMENTS

(OR APPROVED EQUALS)

POWER

ACTUATED

FASTENERS

HILTI X-U ANCHORAGE TO

CONCRETE, MASONRY, &

STEEL

ADHESIVE

ANCHORS

HILTI HIT-HY270 ANCHORAGE TO MASONRY

CONCRETE

SCREWS

HILTI KWIK CON II ANCHORAGE TO

CONCRETE & MASONRY

SCREW ANCHORS HILTI KWIK HUS-EZ ANCHORAGE TO

CONCRETE

EXPANSION

ANCHORS

HILTI KWIK BOLT 3 ANCHORAGE TO

CONCRETE

ADHESIVE

ANCHORS

HILTI HIT-HY200 ANCHORAGE TO

CONCRETE

POST INSTALLED

ANCHORS

POSTS AND TIMBERS DOUG FIR-LARCH NO 2

MISCELLANEOUS FRAMING

AND BLOCKING

DOUG FIR-LARCH NO 2

SILL PLATES (@ FOUNDATION

WALLS)

DOUG FIR-LARCH NO 2,

TREATED

TOP AND BOTTOM PLATE

(BEARING WALLS)

DOUG FIR-LARCH NO 2

STUD WALLS (BEARING) DOUG FIR-LARCH NO 2

SAWN LUMBER BEAMS AND STRINGERS DOUG FIR-LARCH NO 2

WOOD (OR BETTER)

CMU COMPRESSIVE STRENGTHf'm 2,000 PSI

MASONRY

REINFORCING BARS ASTM A615, GRADE 60,

DEFORMED

REINFORCING STEEL

STRUCTURAL CONCRETE 4500 PSI

28 DAY COMPRESSIVE STRENGTH f'c

CONCRETE

MATERIAL STRENGTHS

2. SEE GENERAL NOTES & SPECS FOR ADDITIONAL REQUIREMENTS

1. ALL SPECIAL INSPECTION IN ACCORDANCE WITH CURRENT IBC AND ACI STANDARDS

OBSERVE PREPARATION OF GROUT SPECIMENS,

MORTAR SPECIMENS, AND PRISMS

X

GROUT PLACEMENT SHALL BE VERIFIED TO ENSURE

COMPLIANCE (INCLUDING GROUTING OF

PRESTRESSING TENDONS)

X

d) CONSTRUCTION OF MORTAR JOINTS

c) PROPORTIONS OF SITE-PREPARED GROUT

b) PLACEMENT OF REINFORCEMENT, CONNECTORS, TENDONS, AND ANCHORAGE

a) GROUT SPACE IS CLEAN

PRIOR TO GROUTING, ENSURE COMPLIANCE:

X

INSPECT APPLICATION AND MEASUREMENT OF

PRESTRESSING FORCE

X

INSPECT PREPARATION, CONSTRUCTION, AND

PROTECTION OF MASONRY DURING HOT OR COLD

WEATHER

X

INSPECT WELDING OF REINFORCING BARS X

VERIFY SPECIFIED SIZE, GRADE AND TYPE OF

REINFORCEMENT, ANCHOR BOLTS, PRESTRESSING

TENDONS AND ANCHORAGE

X

VERIFY TYPE, SIZE, AND LOCATION OF ANCHORAGE OF

MASONRY TO STRUCTURAL MEMBERS

X

VERIFY SIZE AND LOCATION OF STRUCTURAL

ELEMENTS

X

e) PRESTRESSING TECHNIQUE

d) LOCATION OF REINFORCEMENT, CONNECTORS, PRESTRESSING TENSIONS AND ANCHORAGE

c) GRADE AND SIZE OF TENDONS AND ANCHORAGE

b) CONSTRUCTION OF MORTAR JOINTS

a) PROPORTIONS OF SITE-PREPARED MORTAR

BEFORE CONSTRUCTION ENSURE COMPLIANCE:

X

VERIFICATION OF SLUMP FLOW AND VSI AS DELIVERED

TO THE SITE FOR SELF-CONSOLIDATING GROUT

X

VERIFICATION OF f'm AND f'aac PRIOR TO

CONSTRUCTION

X

COMPLIANCE WITH CONSTRUCTION DOCUMENTS AND

APPROVED SUBMITTALS

X

VERIFICATION & INSPECTION CONTINUOUS PERIODIC

REQUIRED SPECIAL INSPECTION OF MASONRY - LEVEL B

QUALITY ASSURANCE

1, 2

2. SEE GENERAL NOTES & SPECS FOR ADDITIONAL REQUIREMENTS

1. ALL SPECIAL INSPECTION IN ACCORDANCE WITH CURRENT IBC

PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE

SUBGRADE AND VERIFY THAT SITE HAS BEEN

PREPARED PROPERLY

X

VERIFY USE OF PROPER MATERIALS, DENSITIES AND

LIFT THICKNESS DURING PLACEMENT AND COMPACTION

OF COMPACTED FILL

X

PERFORM CLASSIFICATION AND TESTING OF

COMPACTED FILL MATERIALS

X

VERIFY EXCAVATIONS ARE EXTENDED TO PROPER

DEPTH AND HAVE REACHED PROPER MATERIAL

X

VERIFY MATERIAL BELOW SHALLOW FOUNDATIONS ARE

ADEQUATE TO ACHIEVE DESIGN BEARING CAPACITY

X

VERIFICATION & INSPECTION CONTINUOUS PERIODIC

REQUIRED SPECIAL INSPECTION OF SOILS

1, 2

COEFFICIENT OF FRICTION (ASSUMED) 0.25

MINIMUM FROST DEPTH (COVER OVER FOOTING) 30 INCHES

SOIL BEARING PRESSURE (ASSUMED) fbrg 1500 PSF

FOUNDATIONS

ANALYSIS PROCEDURE USED E.L.F.

RESPONSE MODIFICATION COEFFICIENT R 5

SEISMIC RESPONSE COEFFICIENT Cs 0.291

Sd1 0.6312g

SPECTRAL DESIGN RESPONSE COEFFICIENT Sds 1.164g

S1 0.526g

SPECTRAL RESPONSE ACCELERATION Ss 1.458g

SITE CLASS D-Default

IMPORTANCE FACTOR Ie 1.25

SEISMIC FORCE RESISTING SYSTEM SPECIAL

REINFORCED

MASONRY

SHEAR WALL

SEISMIC DESIGN CATEGORY D

SEISMIC DESIGN

ROOF - CORNER ZONE WITHIN 3 FT OF CORNERS -53 / 16 PSF

ROOF - EDGE ZONE WITHIN 3 FT OF EDGE -62 / 16 PSF

ROOF - MIDDLE ZONE -53 / 16 PSF

WALL - EDGE ZONE WITHIN 3 FT OF CORNERS -39 / 29 PSF

COMPONENTS

AND

CLADDING

WALL - TYPICAL ZONE -31 / 29 PSF

INTERNAL PRESSURE COEFFICIENT GCpi +/-0.18

BUILDING TYPE ENCLOSED

EXPOSURE CATEGORY C

MAIN WIND

FORCE

RESISTING

SYSTEM

BASIC WIND SPEED V 115 MPH

WIND DESIGN (STRENGTH LEVEL, UNO)

UNBALANCED SNOW LOAD PER ASCE7

FLAT ROOF SNOW LOAD Pf 36 PSF

THERMAL FACTOR Ct 1.1

IMPORTANCE FACTOR Is 1.10

SNOW EXPOSURE Ce 1.00

GROUND SNOW LOAD Pg 43 PSF

SNOW LOAD

RAIN INTENSITY

(60-MIN PRECIPITATION INTENSITY) i 2.11 IN/H

RAIN LOAD

TYPICAL FLOOR 150 PSF

LIVE LOADS

ROOF 20 PSF

DEAD LOADS (SUPERIMPOSED)

OCCUPANCY BUILDING RISK CATEGORY III

(IN ADDITION TO THOSE INDICATED ON PLANS & DETAILS)

DESIGN CRITERIA AND LOADS

2. SEE GENERAL NOTES & SPECS FOR ADDITIONAL REQUIREMENTS

1. ALL SPECIAL INSPECTION IN ACCORDANCE WITH CURRENT IBC

VERIFY SIZE, LOCATION AND PROPER INSTALLATION OF

SUPPORT BRACING.

X

DIAPHRAGMS, VERIFY GRADE AND THICKNESS OF

SHEATHING, SIZE OF FRAMING MEMBERS AT PANEL

EDGES, NAIL OR STAPLE DIAMETER, LENGTH AND

PENETRATION, NUMBER OF FASTENER LINES, AND

FASTENER SPACING IN EACH LINE AND AT EDGES

X

VERIFICATION & INSPECTION CONTINUOUS PERIODIC

REQUIRED SPECIAL INSPECTION OF WOOD CONSTRUCTION

1, 2

2. SEE GENERAL NOTES & SPECS FOR ADDITIONAL REQUIREMENTS

1. ALL SPECIAL INSPECTION IN ACCORDANCE WITH CURRENT IBC

VERIFY MATERIALS AND INSTALLATION OF EPOXY,

DRILLED, AND/OR EXPANSION ANCHORS PER THE

APPROPRIATE ICC REPORTS

X

VERIFICATION & INSPECTION CONTINUOUS PERIODIC

REQUIRED SPECIAL INSPECTION OF POST INSTALLED ANCHORS

IN CONCRETE OR MASONRY

1, 2

2. SEE GENERAL NOTES & SPECS FOR ADDITIONAL REQUIREMENTS

1. ALL SPECIAL INSPECTION IN ACCORDANCE WITH CURRENT IBC AND AISC REQUIREMENTS

ARCHITECTURAL, MECHANICAL AND ELECTRICAL

COMPONENTS PER SECTIONS 1705.12.5 AND 1705.12.6

OF THE BUILDING CODE

X

VERIFICATION & INSPECTION CONTINUOUS PERIODIC

REQUIRED SPECIAL INSPECTION OF STEEL CONSTRUCTION

1, 2

SLAB ON GRADE / SLAB ON METAL DECK CENTERED

PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS 1 1/2

BEAMS, COLUMNS:

No. 11 BAR AND SMALLER 3/4

No. 14 AND No. 18 BARS 1 1/2

SLABS, WALLS, JOISTS:

NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND

No. 5 BAR AND SMALLER 1 1/2

No. 6 THROUGH No. 18 BARS 2

EXPOSED TO EARTH OR WEATHER:

CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3

UNLESS NOTED OTHERWISE ON DRAWINGS COVER (in)

ACI 318 - STRUCTURAL CONCRETE

CAST IN PLACE CONCRETE (NON-PRESTRESSED) COVER

1. HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM

#9 7'-7" 5'-10" 5'-10" 4'-6"

#8 6'-8" 5'-2" 5'-2" 3'-11"

#7 5'-10" 4'-6" 4'-6" 3'-6"

#6 4'-0" 3'-1" 3'-1" 2'-5"

#5 3'-4" 2'-7" 2'-7" 2'-0"

#4 2'-8" 2'-1" 2'-1" 1'-7"

#3 2'-0" 1'-7" 1'-7" 1'-3"

BAR SIZE TOP BARS

OTHER BARS TOP BARS

OTHER BARS

MINIMUM LAP SPLICE LENGTH ("Ls") MINIMUM DEVELOPMENT LENGTH ("Ld")

REINFORCING STEEL LAP SPLICE AND DEVELOPMENT LENGTH

SCHEDULE

N O

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6" 15'-0" 6"

16'-0"

S101

S101

TOP SLAB

INSIDE FACE OF

WALL, TYP

SEE PROCESS DEMOLITION

FOR PIPE NETWORK

0.00'

FFE

2 2

SEE PROCESS DEMOLITION

FOR PIPE NETWORK

DEMOLITION NOTES

7" CONCRETE SLAB

6" CONCRETE WALL

CONCRETE FOUNDATION

THE FOLLOWING SHALL BE REMOVED AND PROPERLY

DISPOSED OF PER CITY STANDARDS:

0.00'

FFE

SEE PROCESS DEMOLITION

FOR PIPE NETWORK

HATCH LEGEND

CONCRETE TO BE DEMOLISHED.

SEE DEMOLITION NOTES.

L

A K E

C I T Y

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C H E C K E D

B Y

A P P R O V E D

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D A T E

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N O

A C C O U N T

N O

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SHEET OF

S A L T

L A K E

C

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S T R U C T D E M O L I T I O N

P L A N

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S101

1 DEMOLITION PLAN-ABOVE GRADE

S101

2 DEMOLITION SECTION

S101

3 DEMOLITION SECTION

0 1' 2' 3' 4' 5'12"

0 1' 2' 3' 4' 5'12" 0 1' 2' 3' 4' 5'12"

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B

S301

S301

5'-0"

6'-0" 3'-4" OPENING

23'-4"

5'-3 1/4" 13'-0 3/4"5'-0"

14'-0"

O P

E N

IN

G

4'-0"

F A

C E

O F

C M

U

F A

C E

O F

C M

U

FACE OF CMU

FACE OF CMU

PIPE PER

PROCESS

SLAB

PENETRATION

PER

S701

TYP

CONTRACTION

JOINT PER

S702

ML-1

M L -2

C.J.

C.J.

PUMP BASE PER

PROCESS.

S501

S501

S501

S501

ML-1

4'-0"

SEE NOTE 5

CL PIPE

C L

P

IP

E

SLOPE

SLOPE

SLO

PE

SLO

PE

T.O.S. 0.00'

T.O.S. 0.00'

T.O.S. 0.00'

T.O.S. 0.00'

T.O. DRAIN

-0.167'

SEE NOTE 6

DRAIN PIPE, SEE

CIVIL PLANS

A

B

S301

S301

F A

C E

O F

C M

U

23'-4" 1'-0" AT RAKE1'-0" AT RAKE

F A

C E

O F

C M

U

FACE OF CMU

FACE OF CMU

A T

E A

V E

A T

E A

V E

:1

RIDGE

:1

G

IR

D E

R T

R U

S S

G

IR

D E

R T

R U

S S

G.T.

S501

TYP

S501

TYP

S501

G.T.

TYP

S501

TYP

ROOF SHEATHING PER

PLYWOOD EDGES

SHALL ALIGN

WITH TRUSSES

OR BLOCKING

S702

4x4 DFL-#2

OUTRIGGERS @ 48"

O.C. W/ SIMPSON

'HGA10KT', TYP

3 LOCATIONS)

2x4 DFL-#2

OUTRIGGERS

BETWEEN 4x4

OUTRIGGERS AS

SHOWN, TYP

LOCATE SILL PL

ANCHOR BOLTS

TO AVOID

CONNECTORS,

TYP

3'-6"3'-0" OPENING

2'-0"2'-0" PRE-MANUFACTURED TRUSSES @ 2'-0" O.C. (MAX)

O P

E N

IN

G

2x4 DFL-#2 OUTRIGGERS BETWEEN 4x4

OUTRIGGERS AS

SHOWN, TYP

4x4 DFL-#2

OUTRIGGERS @ 48"

O.C. W/ SIMPSON

'HGA10KT', TYP (3

LOCATIONS)

LOCATE SILL PL ANCHOR

BOLTS TO TRUSSES, TYP

LOCATE SILL PL ANCHOR

BOLTS TO TRUSSES, TYP

2x DFL-#2 BLKG @ 24"

O.C. W/ SIMPSON

'CS16' STRAP OVER

BLKG, TYP

2x DFL-#2 BLKG @ 24" O.C.

W/ SIMPSON 'CS16' STRAP

OVER BLKG, TYP

(5) TURTLE VENTS EQUALLY

SPACED ALONG RIDGE LINE.

COLOR SHALL BE BLACK

490 LBS

SEISMIC (ASD)

490 LBS

SEISMIC (ASD)

MASONRY LINTEL SCHEUDLE

MARK 'Dv' DEPTH HORIZONTAL REINF. SHEAR REINF. REMARK

ML-1

ML-2 NONE

NONE1'-4"

2'-8" (1) #4 BAR BOTT

(1) #4 BAR BOTT SEE DETAIL 2/S701

SEE DETAIL 2/S701

SAL

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D R A W N

B Y

C H E C K E D

B Y

A P P R O V E D

B Y

D A T E

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N O

A C C O U N T

N O

DRAWING NO.

SHEET OF

S A L T

L A K E

C

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D E P A R T M E N T

O F

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F D N

A N D

R O O F

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S102

1 FOUNDATION PLAN

S102

2 ROOF FRAMING PLAN

12" 0 1' 2' 3' 4' 5' 6' 7'

PRE-MANUFACTURED TRUSS NOTES:

1. PRE-MANUFACTURED TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST BUILDING CODE AND THE DESIGN SPECIFICATIONS FOR LIGHT METAL

PLATE CONNECTED WOOD TRUSSES BY TRUSS PLATE INSTITUTE (LATEST EDITION).

2. TYPICAL SPACING SHALL NOT EXCEED 24 INCHES ON CENTER, UNLESS NOTED OTHERWISE, AND LUMBER SHALL BE GRADE STAMPED DOUGLAS FIR/LARCH.

3. TRUSS DEFLECTION SHALL NOT EXCEED L/360 LIVE OR SNOW/WIND AND L/240 TOTAL (D+L).

4. TRUSS MANUFACTURER SHALL DESIGN THE TRUSSES PER THE UNFACTORED LOADS STATED IN THE "DESIGN CRITERIA & LOADS" TABLE. IN ADDITION, THE BOTTOM CHORD SHALL BE DESIGN FOR AN UNFACTORED DEAD LOAD OF 5 PSF AND AN UNFACTOED LIVE LOAD OF 10 PSF, APPLIED NON-CONCURRENT WITH THE OTHER LIVE LOADS. TRUSS SHALL BE DESIGNED FOR THE FOLLOWING NON-CONURRENT SNOW LOADS:

BALANCED SNOW LOAD: 37 PSF

UNBALANCED SNOW LOAD: WINDWARD LOAD = 11 PSF, LEEWARD LOAD = 59 PSF

5. TRUSSES SHALL BE DESIGNED FOR THE ASD AXIAL LOAD STATED ABOVE.

6. BRACING SHALL BE PROVIDED AS REQUIRED TO MAINTAIN STABILITY.

7. THE TRUSS MANUFACTURER SHALL SUBMIT DRAWINGS AND CALCULATIONS FOR EACH TRUSS CONDITION. A REGISTERED ENGINEER SHALL SEAL ALL

DRAWINGS AND CALCULATIONS. THE DRAWINGS SHALL INCLUDE A TRUSS LAYOUT PLAN.

8. IT IS THE RESPONSIBILTY OF THE TRUSS MANUFACTURER TO DESIGN AND DETAIL ALL TRUSS TO TRUSS CONNECTIONS. CONNECTIONS DETAILS SHALL BE

SHOWN ON THE TRUSS DRAWINGS.

9. TRUSSES SHALL BE FABRICATED IN ACCORDANCE WITH THE APPROVED TRUSS DRAWINGS. MEMBERS SHALL BE ACCURATELY CUT AND ASSEMBLED WITH TIGHT-FITTING JOINTS. TRUSS WITH MISALIGNED MEMBERS OR WITH GAPS BETWEEN MEMBERS SHALL BE REJECTED.

12" 0 1' 2' 3' 4' 5' 6' 7'

ROOF FRAMING NOTES:

1. SEE GENERAL NOTES AND STANDARD DETAIL SHEETS.

2. SEE MECHANICAL PLANS FOR DIMENSIONS NOT SHOWN. NOTIFY ENGINEER OF DISCREPANCIES PRIOR TO WORK.

FOUNDATION NOTES:

1. SEE GENERAL NOTES AND STANDARD DETAIL SHEETS.

2. SEE MECHANICAL PLANS FOR DIMENSIONS NOT SHOWN. NOTIFY ENGINEER OF DISCREPANCIES PRIOR TO WORK.

3. EXTERIOR MASONRY WALLS SHALL BE SOLID GROUTED 8x8x16 CMU. SEE ELEVATIONS FOR CMU COLOR AND TYPE.

4. ALL CONCRETE WALLS BELOW GRADE SHALL HAVE SHEET MEMBRANE WATERPROOFING PER SPECIFICATIONS.

5. WALL-RITE FOLDING DESK. WW-101 SERIES. 20" WIDE & 16-3/8" LONG, OR APPROVED EQUAL. MOUNT PER MFR

RECOMMENDATIONS. OWNER TO DETERMINE MOUNTING HEIGHT.

6. PROVIDE 4" DIAMETER FLOOR DRAIN. DRAIN PIPE SHALL EXTEND INTO THE 12" THICK FREE DRAINING MATERAIL AS SHOWN IN THE BUILDING SECTIONS. PROVIDE REINFORCEMENT AROUND OPENING PER DETAIL 9 ON SHEET S701.

LEGEND:

ML-__ MASONRY LINTEL ABOVE. SEE MASONRY LINTEL SCHEDULE.

C.J. MASONRY CONTROL JOINT. SEE DETAIL 6/S701.

N O

D

A T

E

10/7/25

O C

T O

B E

R

0.00'

FFE

13.00'

BO HATCH

F A

C E

O F

C M

U

F A

C E

O F

C M

U

TOP OF WALL

3'x2'-6" ROOF

HATCH PER SPECS

(90° OPEN)

BOX PER

ELECTRICAL

BOX PER ELECTRICAL

ASPHALT SHINGLES. SEE SPECS

AND COLOR SCHEDULE

5" WIDE x 3-1/2" DEEP GUTTER.

SEE SPECS AND COLOR

SCHEDULE

DOWNSPOUT. SEE

SPECS AND COLOR

SCHEDULE

A

EXTERIOR LIGHT PER

ELECTRICAL

0.00'

FFE

A B

13.00'

BO HATCH

F A

C E

O F

C M

U

F A

C E

O F

C M

U

TOP OF WALL

3'x2'-6" ROOF

HATCH PER

SPECS(90° OPEN)

BOX PER

ELECTRICAL

ASPHALT SHINGLES.

SEE SPECS AND

COLOR SCHEDULE

DOWNSPOUT. SEE SPECS

AND COLOR SCHEDULE

B

EXTERIOR LIGHT PER

ELECTRICAL

EXHAUST

FAN PER

MECHANICAL

0.00'

FFE

1 2

13.00'

BO HATCH

F A

C E

O F

C M

U

F A

C E

O F

C M

U

TOP OF WALL

3'x2'-6" ROOF

HATCH PER

SPECS(90° OPEN)

BOX PER

ELECTRICAL

ASPHALT SHINGLES. SEE SPECS

AND COLOR SCHEDULE

4'-0"

LOUVER PER

MECHANICAL

0.00'

FFE

AB

13.00'

BO HATCH

F A

C E

O F

C M

U

F A

C E

O F

C M

U

TOP OF WALL

3'x2'-6" ROOF

HATCH PER

SPECS(90° OPEN)

BOX PER ELECTRICAL

ASPHALT SHINGLES.

SEE SPECS AND COLOR

SCHEDULE

5" WIDE x 3-1/2" DEEP

GUTTER. SEE SPECS AND

COLOR SCHEDULE

2" SEE SCHED 2"

S E

E S

C H

E D

TYPE Y

2" SEE SCHED 2"

S E

E S

C H

E D

TYPE X

DOOR SCHEUDLE

DOOR

MARK SIZE MATERIAL TYPE

3'-0"x7'-0"

PAIR 3'-0"x7'-0"

STEEL

STEEL

X

Y

FRAME

MATERIAL TYPE

X

Y

STEEL

STEEL

DETAILS

SILL

JAMB

9/S702

9/S702

HEAD

FIRE

RATING

HDWR

SET

REMARKS

SPEC

SPEC

COLOR FOR DOOR & FRAME SHALL BE WHITE AND INSULATED.8/S702

8/S702-

A

B COLOR FOR DOOR & FRAME SHALL BE WHITE AND INSULATED.

SAL

T L

A K E

C I T Y

S C A L E

B A R

IS

O N E

IN

C H

IG

IN

A L

D R A W

IN

G

D E S

IG

N E D

B Y

D R A W N

B Y

C H E C K E D

B Y

A P P R O V E D

B Y

D A T E

E W O

N O

A C C O U N T

N O

DRAWING NO.

SHEET OF

S A L T

L A K E

C

IT

Y

D E P A R T M E N T

O F

P U B L

IC

U T

IL

IT

IE

S

-0

V E

R I F

Y

S

C A

L E

A u to d e s k D o c s /1

-2

-0

A rt e s ia n W e ll

R e p a ir /1

-2

-0

S

L C

D P

U W

E L L

S

V

.r v t

/7 /2

:0 :5

P

M

A s i n d ic a te d

J A

P

J A

P

J A

P

S201

B U I L D I N G

E L E V A T I O N S

5-

-0

A U

G U

S T

J A

P

A R T E S

IA

N

W E L L

P R O J E C T

S201

1 NORTH ELEVATION

S201

2 EAST ELEVATION

S201

3 SOUTH ELEVATION

S201

4 WEST ELEVATION

COLOR/FINISH SCHEDULE*

CMU CREAM AND SMOOTH FACED

DOORS SEE DOOR SCHEDULE

FASCIA METAL WHITE

ROOF LIGHT BROWN SHINGLES

GUTTER ALUMINUM WHITE

DOWNSPOUT ALUMINUM WHITE

HATCH CURB JAMES HARDIE PLANK-WHITE

*FINAL COLOR AND PRODUCT TO BE

SUBMITTED TO AND APPROVED BY THE

OWNER FROM STANDARD MANUFACTURES

COLOR CHARTS

12" 0 1' 2' 3' 4' 5' 6' 7' 12" 0 1' 2' 3' 4' 5' 6' 7'

12" 0 1' 2' 3' 4' 5' 6' 7'12" 0 1' 2' 3' 4' 5' 6' 7'

N O

D

A T

E

10/7/25

O C

T O

B E

R

FFE

A B

F A

C E

O F

C M

U

S501

F A

C E

O F

C M

U

S501

TYP ON

EA

SIDE

T.O. OF CMU WALL

#4 @ 16" O.C., TYP (V)

CENTER VERT. REINF.

IN WALL

#4 @ 24" O.C., TYP (H)

#4 @ 16" O.C., TYP (V)

CENTER VERT. REINF.

IN WALL

#4 @ 24" O.C., TYP (H)

19/32 ROUTED EDGE PLYWOOD

SHEATHING. COORDINATE

WITH CLIENT FOR PAINT COLOR

ROOF TRUSS BY MFR

ROOF SHEATHING

PER PLAN

M

IN6

R-38 BATT INSULATION

2'-0" 9'-4" 2'-0"

8" 8" 8" 8" 8" 8"

EXPANSION JOINT WITH 3/8"

EXPANSION MATERAIL

ALONG STEM WALL

#3 @ 18" O.C., E.W.

FINISH GRADE

C L R

18" STRUCTURAL

FILL. SEE NOTE 3.

18" STRUCTURAL

FILL. SEE NOTE 3.

SEE NOTE 4.

18" STRUCTURAL

FILL. SEE NOTE 3.

#4 DWLS @ 16" O.C.

W/ 90 DEG. HOOK

ON ONE END.

ALTERNATE HOOKS

#4 @ 12" O.C.

CONT. BARS

(3) #5 CONT. BARS

EQ SPACED

#4 DWLS @ 16" O.C. W/

90 DEG. HOOK ON ONE

END. ALTERNATE

HOOKS

#4 @ 12" O.C.

CONT. BARS

(3) #5 CONT. BARS

EQ SPACED

10" 10"

T Y

P

L A

P S

P L

IC

E

PIPE PER PROCESS

ADD'L #4 HORZ. BAR

@ TOP OF WALL.

ADD'L #4 HORZ. BAR

@ TOP OF WALL.

C L R

/4

6" STRUCTURAL

FILL. SEE

NOTE 3.

0.00'

FFE

1 2

13.00'

BO HATCH

18" STRUCTURAL

FILL. SEE NOTE 3.

18" STRUCTURAL FILL,

TYP. SEE NOTE 3.

30" STRUCTURAL FILL.

SEE NOTE 3.

2'-0" 20'-8" 2'-0" 2'-4" 1'-4"

8" 8" 8" 8" 8" 8" 4" 8" 4"

FINISH GRADE

#3 @ 18" O.C., E.W.

#4 @ 12" O.C.

CONT. BARS

(3) #5 CONT. BARS

EQ SPACED

EXPANSION JOINT WITH 3/8"

EXPANSION MATERAIL

ALONG STEM WALL

PIPE PER

PROCESS

M

IN6

C L R

F A

C E

O F

C M

U

F A

C E

O F

C M

U

#4 @ 16" O.C., TYP (V)

CENTER VERT. REINF.

IN WALL

#4 @ 24" O.C., TYP (H)

#4 DWLS @ 16" O.C.

W/ 90 DEG. HOOK

ON ONE END.

ALTERNATE HOOKS

10"

19/32 ROUTED EDGE PLYWOOD

SHEATHING. COORDINATE

WITH CLIENT FOR PAINT COLOR

ROOF TRUSS BY MFR

ROOF SHEATHING

PER PLAN

R-38 BATT INSULATION

S501

S501

TYP ON

EA SIDE

#4 @ 16" O.C., TYP (V)

CENTER VERT. REINF.

IN WALL

#4 @ 24" O.C., TYP (H)

ROOF HATCH PER

SPECS(90° OPEN)

T Y

P

L A

P S

P L

IC

E

V A

R

IE

S

T.O. OF CMU WALL

ADD'L #4 HORZ. BAR

@ TOP OF WALL.

ADD'L #4 HORZ. BAR

@ TOP OF WALL.

#4 @ 12" O.C.

CONT. BARS

(3) #5 CONT.

BARS EQ

SPACED

#4 DWLS @ 16" O.C. W/ 90 DEG. HOOK

ON ONE END. ALTERNATE HOOKS

EXPANSION JOINT WITH 3/8"

EXPANSION MATERAIL

#3 @ 18" O.C., E.W.

CENTER IN SLAB

#4 @ 12" O.C. CONT. BARS

(2) #5 CONT. BARS EQ

SPACED

#4 DWLS @ 16" O.C. W/ 90

DEG. HOOK ON ONE END.

ALTERNATE HOOKS

10"

6"

S501

8TYP

CURB

DETAIL

10/S501 & 11/S501, TYP

C L R

/4

18" STRUCTURAL

FILL. SEE NOTE 3.

SEE NOTE 4.

6" STRUCTURAL FILL. SEE NOTE 3.

4" DIAMETER FLOOR

DRAIN.

DRAIN PIPE, SEE

CIVIL PLANS

SAL

T L

A K E

C I T Y

S C A L E

B A R

IS

O N E

IN

C H

IG

IN

A L

D R A W

IN

G

D E S

IG

N E D

B Y

D R A W N

B Y

C H E C K E D

B Y

A P P R O V E D

B Y

D A T E

E W O

N O

A C C O U N T

N O

DRAWING NO.

SHEET OF

S A L T

L A K E

C

IT

Y

D E P A R T M E N T

O F

P U B L

IC

U T

IL

IT

IE

S

-0

V E

R I F

Y

S

C A

L E

A u to d e s k D o c s /1

-2

-0

A rt e s ia n W e ll

R e p a ir /1

-2

-0

S

L C

D P

U W

E L L

S

V

.r v t

/7 /2

:0 :5

P

M

/8

J A

P

J A

P

J A

P

S301

B U I L D I N G

S E C T I O N S

5-

-0

A U

G U

S T

J A

P

A R T E S

IA

N

W E L L

P R O J E C T

S301

1 BUILDING SECTION

S301

2 BUILDING SECTION

0 1' 2' 3' 4' 5'12" 0 1' 2' 3' 4' 5'12"

NOTES:

1. SEE GENERAL STRUCTURAL NOTES AND STANDARD DETAILS.

2. SEE MECHANICAL AND CIVIL PLANS FOR DIMENSIONS NOT SHOWN. NOTIFY

ENGINEER OF DISCREPANCIES PRIOR TO WORK.

3. FOOTING AND STRUCTURAL SLAB SHALL BE CONSTRUCTED ON STRUCTURAL FILL.

THE FILL SHALL BE A BASE COURSE. IT SHALL BE COMPOSED OF GRAVEL,

ANGULAR CRUSHED OR NATURAL STONE, FREE OF SHALE, CLAY, FIABLE MATERIAL

AND DEBRIS. IT SHALL BE GRADED PER THE UTAH DEPARTMENT OF

TRANSPORATION STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE

CONSTRUCTION-LATEST EDITION. FILL SHALL EXTEND A MINIMUM OF 12 INCHES

BEYOND THE EDGE OF THE CONTINUOUS FOOTING. SEE NOTE 5 FOR COMPACTION

REQUIREMENTS.

4. PROVIDE 12" THICK FREE DRAINING, CRUSHED GRAVEL. THE AGGREGATE SIZE

SHALL BE 3/4" THICK AND SHALL NOT CONTAIN ANY FINES. SEE NOTE 5 FOR

COMPACTION REQUIREMENTS. WRAP FREE DRAINING MATERIAL WITH MIRAFI 140 N

FILTER FABRIC, OR APPROVED EQUAL.

5. STRUCTURAL FILL AND CRUSHED GRAVEL SHALL BE PLACED IN MAXIMUM OF 6

INCH LOOSE LIFTS IF COMPACTED BY SMALL HAND-OPERATED COMPACTION

EQUIPMENT; MAXIMUM 8 INCH LOOSE LIFTS IF COMPACTED BY LIGHT-DUTY

ROLLERS; AND MAXIMUM 10 INCH LOOSE LIFTS IF COMPACTED BY HEAVY-DUTY

COMPACTION EQUIPMENT THAT IS CAPABLE OF EFFICIENTLY COMPACT THE

ENTIRE THICKNESS OF THE LIFT. STRUCTURAL FILL AND CRUSHED GRAVEL SHALL

BE COMPACTED TO AT LEAST 95% OF THE MDD AS DETERMINED BY ASTM D-1557

(MODIFIED PROCTOR). THE MOISTURE CONTENT SHALL BE AT OR SLIGHTLY ABOVE

OMC AT THE TIME OF PLACEMENT AND COMPACTION. THE FILL UNDERNEATH THE

STRUCTRUAL SLAB SHALL BE SMOOTH AND FREE FROM ROUGH, UNEVEN OR

RUTTED BASE MATERIAL.

N O

D

A T

E

10/7/25

O C

T O

B E

R

TOW

SEE PLAN

ROOF TRUSS BY MFR

B

A

NOTES:

1. LOCATE ANCHOR BOLTS TO AVOID TRUSSES & CONNECTORS. PROVIDE PL WASHER PER 3/S702.

2. ATTACH CIELING PLYWOOD TO FRAMING WITH 10d's @ 12" O.C. EDGE NAILING AND 10d's @ 24" O.C.

FIELD NAILING.

3. OMIT BLKG TYP OF 3 LOCATIONS EQUALLY SPACED ON EA SIDE OF ROOF. INSTALL INSULATION

BAFFLES AT VENT HOLES TO ALLOW AIR FLOW.

ROOF SHEATHING

PER PLAN

1'-0" MAX

B.N.

19/32 ROUTED EDGE

PLYWOOD SHEATHING.

SEE NOTE 2.

CMU WALL PER

SECTION

CHORD REINF.

PER SECTION

2x BLKG DFL-#2.

4x8 DFL-#2 SILL PL W/ 3/4" DIA.

F1554 GR. 36 ANCHOR @ 24" O.C.

(9" MIN EMBED). SEE NOTE 1.

2x DFL-#2 SHAPE

BLKG. SEE NOTE 3.

SIMPSON 'A34' CLIP @ 24" O.C. W/ (8)

0.131x1-1/2 NAILS

SIMPSON 'A34' CLIP @ EACH TRUSS

W/ (8) #9x1-1/2" SD SCREWS.

2x DFL-#2 FASCIA W/ (2) 16d's TO

TRUSS & (1) 16d's TO 2x BLKG

SIMPSON 'A34'

CLIP @ EACH

BLKG W/ (8)

0.131x1-1/2 NAILS

2x DFL-#2 BLKG @

24" O.C. NOTCH

BLKG AROUND CMU

TOW

SEE PLAN

B

A

ASHPALT SHINGLES.

SEE SPECS

ROOF

UNDERLAYMENT.

SEE SPECS

METAL DRIP EDGE.

SEE SPECS

GUTTER.

SEE SPECS

METAL VENTED

SOFFIT & TRIM. SEE

SPECS

METAL FASCIA TRIM.

SEE SPECS

R-38 BATT INSULATION

CMU WALL PER

SECTION

ROOF TRUSS BY MFR

OWENS ATTIC SHOOT

LOCATED AT OMITTED BLKG.

SEE NOTE 3 OF DETAIL 1/S501

ROOF TRUSS BY

MFR, TYP

ROOF SHEATHING PER PLAN

B.N.

19/32 ROUTED EDGE PLYWOOD

SHEATHING. SEE NOTE 2.

CMU WALL PER

SECTION

CHORD REINF.

PER SECTION

2x4 DFL-#2 CONTINUOUS LEDGER W/ 3/8" DIA

SIMPSONS TITEN HD @ 32" O.C. (2-3/4" MIN EMBED).

ENSURE BOLT IS NOT INSTALLED IN ANY HEAD JOINTS.

4x8 DFL-#2 SILL PL W/

3/4" DIA. F1554 GR. 36

ANCHOR @ 24" O.C.

(9" MIN EMBED). SEE

NOTE 1.

2x DFL-#2 FASCIA W/ (2) 16d's TO

TRUSS & (1) 16d's TO 2x BLKG

SIMPSON 'A34'

CLIP @ EACH

BLKG W/ (8)

0.131x1-1/2 NAILS

2x DFL-#2 BLKG @ 24" O.C.

2x DFL-#2 BLKG W/ SIMPSON 'A34' CLIP @ 24" O.C. PROVIDE . PROVIDE (8) 0.131x1-1/2 NAILS

NOTES:

1. LOCATE ANCHOR BOLTS TO AVOID OUTRIGGERS & CONNECTORS.

PROVIDE PL WASHER PER 3/S702.

2. ATTACH CIELING PLYWOOD TO FRAMING WITH 10d's @ 12" O.C.

EDGE NAILING AND 10d's @ 24" O.C. FIELD NAILING.

3. OUTRIGGERS SHALL BE 2x4 DFL-#2 @ 48" O.C. ALTERNATING WITH

4x4's @ 48" O.C.. SEE ROOF FRAMING PLAN FOR LOCATION.

4. CUT CMU AS REQUIRED TO MATCH ROOF SLOPE.

1'-0" MAX

SIMPSON 'HGA10KT' W/ (4) 1/4x3 SDS @ 4x OUTRIGGERS &

(1) SIMPSON 'H2.5' @ 2x OUTRIGGERS. SEE NOTE 3.

4x OUTRIGGERS OR 2x OUTRIGGERS.

SEE NOTE 3.

2x BLKG @ 48" O.C. (4 BAYS

MAX), TYP. BLKG SHALL

ALIGN WITH 4x

OUTRIGGER'S CENTERLINE

SIMPSON 'U24'

('U44' @ 4x's), TYP

SIMPSON 'CS16' x 22" LONG STRAP OVER 4x AND 2x BLKG. PROVIDE (10) 0.131x1-1/2

NAILS ON EA SIDE OF JOIST

2x4 DFL-#2 CONTINUOUS LEDGER W/ 16d's @ 12" O.C.

1 ASHPALT SHINGLES.

SEE SPECS

ROOF UNDERLAYMENT.

SEE SPECS

METAL DRIP EDGE.

SEE SPECS. INSTALL

DRIP ONTOP OF ROOF

UNDERLAYMENT

METAL VENTED SOFFIT

& TRIM. SEE SPECS

METAL FASCIA

TRIM. SEE SPECS

R-38 BATT INSULATION

CMU WALL PER

SECTION

ROOF TRUSS BY MFR

ROOF GIRDER BY TRUSS

MFR.

ROOF TRUSS BY

TRUSS MFR.

SIMPSON 'HTU26' HANGER ON EA

SIDE OF TRUSS. PROVIDE 1/8" MAX.

HANGER GAP

2x FASCIA PER PLAN

M A

X

ROOF TRUSS BY

TRUSS MFR, TYP

S L O

P E

SIMPSON 'A34' CLIP W/

(8) 0.131x1-1/2 NAILS

2x FASCIA PER PLAN

OUTRIGGER HANGER

PER PLAN, TYP

PROVIDE SIMPSON 'A34' CLIP

W/ (8) 0.131x1-1/2 NAILS TO

EA OUTRIGGER-FASCIA

CONNECTION WITHIN 5FT

OF OF BLDG CORNER.

2x OR 4x OUTRIGGERS

PER PLAN, TYP

2x BLKG PER PLAN, TYP

SIMPSON 'A34' CLIP W/

(8) 0.131x1-1/2 NAILS

TRUSS TO FASCIA

CONNECTION PER

PLAN

OUTRIGGER TO FASCIA

CONNECTION PER PLAN

1'-0" MAX

8" CMU WALL BEYOND

NOTCH STEM WALL @

DOOR LOCATION

SLAB & REINF. PER

PLAN & SECTION

EXTERIOR CONCRETE

PAD & REINF. PER PLAN

& SECTION

STEM WALL & REINF.

PER PLAN & SECTION

EXPANSION JOINT WITH 3/8"

EXPANSION MATERAIL, TYP

ROOF TRUSS BY

TRUSS MFR.

1x4 TRIM ALL AROUND

OPENING. BEVEL INSIDE

CORNER

R-38 BATT INSULATION

19/32 PLYWOOD SHEATHING INSIDE

HATCH OPENING.

5/8" MOISTURE RESISTANT

GYPSUM BOARD

19/32 PLYWOOD SHEATHING

FINISH GRADE

1'-4"

4" 8" 4"

#4 @ 12" O.C. CONT. BARS

(2) #5 CONT. BARS EQ

SPACED

#4 DWLS @ 16" O.C. W/ 90 DEG.

HOOK ON ONE END. ALTERNATE

HOOKS

6"

#3 @ 18" O.C., E.W.

CENTER IN SLAB

C L R

30" STRUCTURAL FILL. SEE

NOTE 3 ON SHEET S301

ROOF TRUSS BY

TRUSS MFR.

19/32 PLYWOOD SHEATHING INSIDE

HATCH OPENING.

M

IN

M A

X

BO HATCH

ROOF SHEATHING

PER PLAN

2x4 DFL-#2 SILL PL w/ 16d's @ 8" O.C.

B.N.

2x4 DFL-#2 STUDS @ 16" O.C.

2x4 DFL-#2 TOP PL

7/16" OSB w/ 8d's @ 6"

O.C. EDGE NAILING

AND 8d's @ 12" O.C.

FIELD NAILING.

NOTES:

1. ROOF HATCH NOT SHOWN FOR CLARITY.

NOTES:

1. ROOF HATCH NOT SHOWN FOR CLARITY.

ASHPALT SHINGLES. SEE SPECS

SELF-ADHERING SHEATHING

MEMBRANE ALONG HIGHT OF

CURB WALL AND ON TOP OF IT

ROOF UNDERLAYMENT.

SEE SPECS

METAL FLASHING. INSTALL PER

MFR RECOMMENDATIONS.

METAL DRIP EDGE.

SEE SPECS

FIBER CEMENT LAP SIDING BY

JAME HARDIE. PAINT COLOR

WHITE. VERIFY WITH OWNER

BEFORE APPLICATION

SAL

T L

A K E

C I T Y

S C A L E

B A R

IS

O N E

IN

C H

IG

IN

A L

D R A W

IN

G

D E S

IG

N E D

B Y

D R A W N

B Y

C H E C K E D

B Y

A P P R O V E D

B Y

D A T E

E W O

N O

A C C O U N T

N O

DRAWING NO.

SHEET OF

S A L T

L A K E

C

IT

Y

D E P A R T M E N T

O F

P U B L

IC

U T

IL

IT

IE

S

-0

V E

R I F

Y

S

C A

L E

A u to d e s k D o c s /1

-2

-0

A rt e s ia n W e ll

R e p a ir /1

-2

-0

S

L C

D P

U W

E L L

S

V

.r v t

/7 /2

:0 :5

P

M

A s i n d ic a te d

J A

P

J A

P

J A

P

S501

D E T A I L S

5-

-0

A U

G U

S T

J A

P

A R T E S

IA

N

W E L L

P R O J E C T

S501

1 TRUSS BRG ON WALL-STRUCTURAL

S501

2 TRUSS BRG ON WALL-ARCHITECTURAL

S501

3 WALL @ GABLE END-STRUCTURAL

S501

4 WALL @ GABLE END-ARCHITECTURAL

S501

5 ROOF TRUSS TO GIRDER TRUSS CONN

S501

6 CORNER FRAMING OF GABLE ROOF

S501

7 STEM WALL @ DOOR OPENING

S501

8 INTERIOR TRIM @ HATCH

S501

9 DOORWAY SLAB W/ STEM WALL

S501

10 HATCH CURB DETAIL-STRUCTURAL

S501

11 HATCH CURB DETAIL-ARCHITECTURAL

N O

D

A T

E

10/7/25

O C

T O

B E

R

WALL

BEYOND,

WHERE IT

OCCURS

F.F

P

IE

R H

E

IG

H T

'H t') L

IN

T

E L S

E C

T

IO

N

'D v ' S

E E

PIER WIDTH ('Dw') PIER WIDTH ('Dw')

P E

R G

.N

L A

P S

P L

IC

E

2'-0" TYP

TYP

'Dv'/4

LINTEL BEAM, TYP

ADD'L HORIZ. BAR WHEN SHEAR

REINF. IS REQ'D. SEE LINTEL DETAIL

ADD'L #4 HORIZ. BAR @ TOP OF WALL

WALL BEYOND,

WHERE IT OCCURS

PROVIDE 180 DEG. HOOK ON

HORIZ. DWL WHEN REQ'D.

WHEN LAP SPLICE CAN

OCCUR.

ADD'L HORIZ. REINF. BELOW

OPENING TO MATCH TYP

HORIZ. REINF. EXTEND REINF.

TO WALL'S EDGE AND/OR

OBSTRUCTION. PROVIDE 180

DEG HOOKS ON EA END.

DWLS TO MATCH JAMB OR

VERTICAL REINF. SIZE, TYP. U.N.O.

EXTEND

LINTEL REINF.

TO WALL'S

EDGE AND/OR

OBSTRUCTIO

N. PROVIDE

180 DEG

HOOKS ON EA

END.

(1) #4 ALONG PIER WIDTH, U.N.O.

PROVIDE 180 DEG HOOK AT OPENING,

TYP. SPACING SHALL BE THE MIN OF

'Dw/3, 'Ht/3, OR 32" O.C.

EXTEND LINTEL REINF. TO WALL'S

EDGE AND/OR OBSTRUCTION, TYP.

PROVIDE 180 DEG. HOOKS ON EA END.

(1) #4 ALONG PIER WIDTH, U.N.O.

PROVIDE 180 DEG HOOK AT OPENING,

TYP. SPACING SHALL BE THE MIN OF

'Dw/3, 'Ht/3, OR 32" O.C.

#5 JAMB REINF. (MIN) ALONG FULL

HEIGHT OF WALL, TYP. IF ADJACENT

TYP VERTICAL REINF. IS LARGER THAN

#5 USE THE LARGER STEEL FOR THE

JAMB REINF.

NOTES:

1. TYPICAL VERTICAL REINF. NOT SHOWN FOR CLARITY.

2. WHEN THERE IS NO WALL BEYOND, PROVIDE 180 DEG. STD HOOKS ON EA END INSTEAD OF DWLS.

S701 2

S701 2

S701

S701

S701

TYP

S701

S701

TYP

S701

TYP

O.H.

TYP

O.H.

S701TYP

O.H.

M A

S O

N R

Y L

IN

T

E L S

C H

'D v ' L

IN

T

E L D

E P

T H

P E

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LINTEL UNIT

SHEAR REINF. PER LINTEL

SCH. PROVIDE STD 180

DEG. HOOKS ON EA END

PROVIDE BOND BEAM

WHEN ADD'L HORIZ.

BAR IS REQ'D

C L R

M

IN

M

IN

CLR

2" MIN

CMU WALL PER PLAN

PROVIDE ADD'L #3 BAR WHEN

SHEAR REINF. IS REQ'D

TYP VERTICAL MASONRY

REINF. PER PLANS

TYP HORIZ. MASONRY REINF.

PER PLANS. PROVIDE BOND

BEAM

REINF. PER LINTEL SCH.

TYP VERTICAL

MASONRY REINF. PER

PLAN

BOND BEAM, TYP

WALL BEYOND

ADD'L HORIZ. REINF. FROM

LINTEL OR SILL. REINF. SHALL

MATCH TYP HORIZ. REINF. AND

PROVIDE STD 180 DEG. HOOKS

ON EA END, U.N.O.

#5 VERTICAL BAR (MIN). IF

ADJACENT TYP VERTICAL

REINF. IS LARGER THAN #5

USED THE LARGER STEEL FOR

JAMB REINF. EXTEND BARS

INTO FOUNDATION WITH DWL

OF THE SAME SIZE.

ADD'L HORIZ. REINF. FROM LINTEL

OR SILL. REINF. SHALL MATCH TYP

HORIZ. REINF. AND PROVIDE STD

180 DEG. HOOKS ON EA END, U.N.O.

BREAK FACE OF SHELL AND

GROUT SOLID

TYP VERTICAL MASONRY

REINF. PER PLAN

BOND BEAM, TYP

#5 VERTICAL BAR (MIN). IF

ADJACENT TYP VERTICAL

REINF. IS LARGER THAN #5

USED THE LARGER STEEL

FOR JAMB REINF. EXTEND

BARS INTO FOUNDATION

WITH DWL OF THE SAME

SIZE.

BREAK FACE OF SHELL

AND GROUT SOLID

S T

A R

T T

Y P

R E

IN

F

START TYP REINF.

HORIZ. MASONRY

REINF. PER PLAN, TYP

DWL TO MATCH

TYP MASONRY

REINF. AND

SPACING

LAP SPLICE PER GN, TYP

NOTES:

1. VERTCAL REINF. LOCATED AT CENTER OF WALL, U.N.O.

TYP VERTICAL

MASONRY REINF. PER

PLAN

BOND BEAM, TYP

WALL BEYOND

WHERE OCCURS

ADD'L HORIZ. REINF. FROM

LINTEL OR SILL. REINF. SHALL

MATCH TYP HORIZ. REINF. AND

PROVIDE STD 180 DEG. HOOKS

ON EA END, U.N.O.

#5 VERTICAL BAR (MIN). IF

ADJACENT TYP VERTICAL

REINF. IS LARGER THAN #5

USED THE LARGER STEEL FOR

JAMB REINF. EXTEND BARS

INTO FOUNDATION WITH DWL

OF THE SAME SIZE..

NOTES:

1. WHERE THERE IS NO WALL BEYOND, PROVIDE 180 DEG. STD HOOKS ON EA END INSTEAD

OF DWLS FOR TYP HORIZ. MASONRY REINF.

NOTES:

1. CONTROL JOINT SHALL BE SPACED AT 24'-0" MAX, U.N.O. ON PLANS.

START TYP REINF., TYP

TYP

3" CLR

(2) COMPONENT POLYURETHANE

SEALANT AND BACKUP ROD AT

EXPOSED FACES ONLY

CONTINUE HORIZ. REINF.

THROUGH JOINT

#5 VERTICAL BAR ON EA SIDE OF

JOINT. EXTEND BARS INTO

FOUNDATION WITH DWLS OF THE

SAME SIZE.

3/8" EXPANSION JOINT FILLER.

LOCATE AT CENTER OF WALL

NOTES:

1. d* = 24" DIA. FOR CIRCULAR OPENING OR 24" SQ FOR SQAURE OPENING.

2'-0" MIN TYP

T Y

P

M

IN

C L R d*

TYP VERTICAL MASONRY

REINF. PER PLAN

ADD'L (1) #5 VERTICAL BAR SPANNING FULL WALL

HEIGHT ON EA SIDE OF OPENING. PROVIDE DWLS INTO

FOUNDATION. DWLS SHALL MATCH VERTICAL BAR

SIZE.

ADD'L (1) #4 HORIZ. BAR TOP & BOTT OF OPENING. CENTER BARS

ON OPENING. PROVIDE 180 DEG. HOOK ON EA END TO THE

VERTICAL REINF. AT LEAST 24 INCHES FROM OPENING.

NOTES:

1. WHERE PIPES ARE MORE THAN 4'-0" BELOW BOTTOM OF FOOTING, NO SPECIAL DETAILING IS REQ'D.

2. PIPES SHALL NOT PASS UNDERNEATH GRADE BEAMS OR COLUMN FOOTINGS.

3. EMBED PIPE IN ABS SLEEVE WITH 1" CLR ALL AROUND OR IN 1" FOAM RUBBER WRAP.

4. MAXIMUM PIPE SIZE IS 10" DIAMETER. LARGER SIZES MUST BE APPROVED BY THE ENGINEER.

5. SEE CIVIL & MECHANICAL DRAWINGS FOR LOCATION & SIZE OF PIPES.

6. FOOTING THICKNESS - NO PIPES SHALL BE PLACED WITHIN THIS HEIGHT.

1'-6"

NO DIGGING FOR PIPE

TRENCH PARALLEL TO

FOOTING BELOW THIS LINE

TRENCH

S E

E N

O T

E

M A

X

SEE NOTE #4

SEE NOTE #3

STEM WALL

FOOTING

ADD'L CONCRETE

M

IN

M

IN

9" MIN

d*

NOTES:

1. d* = 36" DIA. FOR CIRCULAR OPENING OR 36" SQ FOR SQAURE OPENING. NOTIFY ENGINEER IF

LARGER OPENING IS REQ'D

2'-0" TYP

2' -0

" T

YP

TYP3"

C

LR

#5 E.F. WHERE TWO LAYERS

OF REINF. ARE PROVIDED

OR @ CL OF SLAB/WALL

WHERE ONE LAYER OF

REINF. IS PROVIDED.

BEND REINF. AS

REQ'D AT

CONSTRUCTION

JOINTS OR

OTHER

OBSTRUCTIONS.

ADD'L BARS AND/OR DWLS

EQUIVALENT TO AREA OF

INTERRUPTED SLAB/WALL

BARS. PLACE 1/2 THE

NUMBER OF BARS ON EA

SIDE OF OPENING. SPACE

ADD'L BARS @ 3" O.C. AND

CENTERED IN SLAB/WALL.

REBAR BENDS & END HOOKS

6d OR 3" MIN

6d FOR #3 THRU #5 12d FOR #6 THRU #

8 (3"MIN)

90° HOOK

135° HOOK90° HOOK

MIN 'D' - 1 1/2" FOR #3

MIN 'D' - 2" FOR #4

MIN 'D' - 2 1/2" FOR #5

OFFSET180° HOOK

D - 6d FOR #3 THRU #8 D - 8d FOR #9 THRU #11 D - 10d FOR #14 THRU #18

NOTE:

ALL BENDS SHALL

BE MADE COLD

DD

D D d

3" MIN

6d OR d d d d d

SAL

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C I T Y

S C A L E

B A R

IS

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IN

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IG

IN

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IN

G

D E S

IG

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D R A W N

B Y

C H E C K E D

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A P P R O V E D

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D A T E

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N O

DRAWING NO.

SHEET OF

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D E P A R T M E N T

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A rt e s ia n W e ll

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S701

S T A N D A R D

D E T A I L S

I

5-

-0

A U

G U

S T

J A

P

A R T E S

IA

N

W E L L

P R O J E C T

S701

1 TYPICAL MASONRY WALL REINFORCEMENT

S701

2 TYPICAL MASONRY LINTEL SECTION

S701

3 SILL & LINTEL CORNER CONN.-PLAN VIEW

S701

4 MASONRY WALL CORNER-PLAN VIEW

S701

5 MASONRY WALL END-PLAN VIEW

S701

6 MASONRY CRACK CONTROL JOINT-PLAN VIEW

S701

7 MASONRY- PIPE PENETRATION

S701

8 TYPICAL PIPING AT CONTINUOUS FOOTING

S701

9 CONCRETE SLAB & WALL PENETRATION

S701

10 TIE AND STIRRUPS END HOOKS

N O

D

A T

E

10/7/25

O C

T O

B E

R

NOTES:

1. ROOF SHEATHING SHALL BE 5/8" (32/16) APA RATED SHEATHING WITH 10d's @ 6" O.C.

STAGGERED AT DIAPHRAGM BOUNDARIES…