HomeMy WebLinkAbout053_S.01_RetainingWallGeneralNotesM
BENJAMIN D.
WARDELL
O N T A NA
PROF
ESSIONAL E NGINEERLICE N S E DNO. 13302 PEREVISIONSREVDATEDESCRIPTIONBY
406-656-6399222 N. 32nd Street #700Billings, Montana 59101WWW.DOWL.COMPROJECT
DATE
SHEET
DOWL 2025cPLOT DATE:USER:A05/22/202590% PROGRESSBW\\dowl.com\j\Projects\91\12669-01\65CAD\MR24-ST-12669-01.rvt5/20/2025 10:50:43 AMS0.1 RETAINING WALL GENERAL NOTESMAY 2025
4691.12669.01PHASE 1 DESIGN, 915 HIGHLAND BLVD, BOZEMAN, MTBOZEMAN HEALTH CAMPUSPRELIMINARY -FOR REVIEWMGOLDBERGRETAINING WALL GENERAL NOTES:
STRUCTURAL ABBREVIATIONS
ALT -ALTERNATE
ANC -ANCHOR
BB -BACK TO BACK
BLDG -BUILDING
BOT -BOTTOM
BTWN -BETWEEN
CIP -CAST IN PLACE
CL -CENTERLINE
CLR -CLEAR
CLSM -CONTROLLED LOW
STRENGTH MATERIAL
CONC -CONCRETE
CONT -CONTINUOUS
COORD -COORDINATE
CNJT -CONTRACTION JOINT
CSJT -CONSTRUCTION JOINT
CY -CUBIC YARD
DBA -DEFORMED BAR ANCHOR
DIA OR ⌀-DIAMETER
DIAG -DIAGONAL
DIM -DIMENSION
DIST -DISTANCE
DWG -DRAWING
DWL -DOWEL
E -EAST
EA -EACH
EF -EACH FACE
EL -ELEVATION
EQL -EQUAL
EXST -EXISTING
EXP -EXPANSION
EXT -EXTERIOR
FDN -FOUNDATION
FF -FRONT FACE
FT -FOOT
FTG -FOOTING
GALV -GALVANIZED
GB -GRADE BEAM
GVW -GROSS VEHICLE WEIGHT
HAS -HEADED ANCHOR STUD
HORZ -HORIZONTAL
HT -HEIGHT
IN -INCH
INFO -INFORMATION
INT -INTERIOR
ISJT -ISOLATION JOINT
JT -JOINT
KIP -1,000 LBS
KSF -KIP PER SQUARE FOOT
KSI -KIP PER SQUARE INCH
LAT -LATERAL
LBS -POUND(S)
LOC -LOCATION
LONG -LONGITUDINAL
LP -LOW POINT
MATL -MATERIAL
MAX -MAXIMUM
MFR -MANUFACTURER
MIN -MINIMUM
MISC -MISCELLANEOUS
N -NORTH
NO. OR # -NUMBER
NOM -NOMINAL
NTS -NOT TO SCALE
OC -ON CENTER
OPNG -OPENING
OPP -OPPOSITE
PL -PLATE
PROJ -PROJECTION
PSF -POUNDS PER SQUARE FOOT
PSI -POUNDS PER SQUARE INCH
QTY -QUANTITY
R -RADIUS
REF -REFERENCE (REFER TO)
REINF -REINFORCEMENT
REQD -REQUIRED
RF -REAR FACE
S -SOUTH
SHT -SHEET
SIM -SIMILAR
SPA -SPACE OR SPACES
SPEC -SPECIFICATIONS
SQ -SQUARE
STD -STANDARD
STRUCT -STRUCTURAL
SYM -SYMMETRICAL
T & B -TOP AND BOTTOM
THK -THICKNESS
TOC -TOP OF CONCRETE
TOF -TOP OF FOOTING
TOL -TOP OF LEDGER
TRANS -TRANSVERSE
TOW -TOP OF WALL
TYP -TYPICAL
UNO -UNLESS NOTED OTHERWISE
VERT -VERTICAL
W -WEST
W/ -WITH
W/O -WITHOUT
WP -WORK POINT
WT -WEIGHT
WWR -WELDED WIRE FABRIC
1. GENERAL REQUIREMENTS
DESIGN AND ALL MATERIALS, FABRICATION, INSPECTIONS, TESTING AND CONSTRUCTION SHALL
COMPLY WITH THESE GENERAL NOTES AND PROJECT SPECIFICATIONS AND STANDARDS.
2. GOVERNING CODES AND SPECIFICATIONS
INTERNATIONAL BUILDING CODE (IBC), 2024 EDITION
MINIMUM DESIGN LOADS AND OTHER ASSOCIATED CRITERIA FOR BUILDINGS AND OTHER
STRUCTURES, ASCE 7-22
BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, ACI 318-19(22)
3. SPECIAL INSPECTIONS
a. SEE SCHEDULE SHEET S2.1.
4. DESIGN LOADS
a. DEAD LOAD
i. SELF WEIGHT INCLUDING STONE VENEER
b. LIVE LOAD
i. VEHICLE SURFACE SURCHARGE: 250 PSF
c. SEISMIC LOAD CRITERIA
i. MAPPED SPECTRAL RESPONSE SS: 0.65
ii. MAPPED SPECTRAL RESPONSE S1: 0.18
iii. PROJECT SITE CLASS: D
iv. SPECTRAL RESPONSE COEFFICIENT SDS: 0.58
v. SPECTRAL RESPONSE COEFFICIENT SD1: 0.32
vi. PEAK GROUND ACCELERATION PGAm: 0.34
vii. SEISMIC DESIGN CATEGORY: D
viii. IMPORTANCE FACTOR: 1.00
5. BURIED WALL DESIGN CRITERIA
a. GEOTECHNICAL REPORT ORIGINATED FOR THE PROJECT SITE BY DOWL
'BOZEMAN HEALTH - PHASE I NE PARKING LOT, DATED MAY, 2025.
FOUNDATION DESIGN CRITERIA:
i. FROST DEPTH: 36 IN
ii. NET ALLOWABLE SOIL BEARING PRESSURE: 2,500 PSF
ON STRUCTURAL FILL, ALLOW ONE-THIRD INCREASE FOR SEISMIC
iii. SUBGRADE MODULUS, k: 150 PCI
iv. LATERAL SOIL PRESSURE (EQUIV FLUID FOR LEVEL GRADE CONDITION):
ACTIVE: 40 PCF
AT-REST: 60 PCF
PASSIVE: 360 PCF (FOR LEVEL GRADE CONDITION)
v. DESIGN WATER TABLE SURFACE ELEVATION BELOW FOOTINGS
vi. COEFFICIENT OF FRICTION: 0.50 ON STRUCTURAL FILL
vii. LATERAL LIVE LOAD SURCHARGE COEFF, ACTIVE: 0.33
viii. SEISMIC EARTH PRESSURE COEFFICIENT Kh: 0.17
c. EXCAVATION
i. LOCATE UNDERGROUND UTILITIES BY SURFACE SCANNING OR CAREFUL EXPLORATION
BEFORE STRUCTURE EXCAVATION.
ii. EXCAVATION METHODS, SLOPES AND SHORING ARE THE CONSTRUCTOR'S
RESPONSIBILITY TO DESIGN AND INSTALL AND MUST BE IN COMPLIANCE WITH OSHA 29
CFR 1926 BASED ON SITE SPECIFIC SOIL TYPE "C".
iii. EXCAVATION SURFACE BARRIERS FOR PERSONS, EQUIPMENT AND SURFACE WATER
ARE THE CONSTRUCTOR'S RESPONSIBILITY.
iv. EXCAVATION PERMITS MAY BE REQUIRED.
d. SUBGRADE
i. SCARIFY, MOISTURE CONDITION AND RECOMPACT 12 INCHES OF NATIVE SOIL
SUBGRADE BELOW EXCAVATED LIMITS IN ACCORDANCE WITH PROJECT
SPECIFICATIONS AND AS DIRECTED BY THE GEOTECHNICAL REPRESENTATIVE.
ii. FOOTINGS SHALL BEAR ON COMPACTED STRUCTURAL FILL ON A GEOTEXTILE
STABILIZATION FABRIC OVER SUBGRADE SOILS APPROVED BY THE GEOTECHNICAL
REPRESENTATIVE.
iii. STRUCTURAL FILL IS 1 1/2" MINUS GRANULAR SUCH AS MDT CRUSHED BASE TYPE 'B'
GRADE 1 EXCEPT UP TO 12% PASSING THE #200 SIEVE. MOISTURE CONDITION AND
COMPACT STRUCTURAL FILL TO 97% DENSITY IN ACCORDANCE WITH ASTM D698.
iv. GEOTEXTILE STABILIZATION FABRIC SUCH PER MDT SPEC TABLES 716-1 AND 716-3e.
e. BACKFILL
i. WALL BACKFILL MATERIAL IS GRANULAR OR COARSE GAINED SUCH AS USCS
CLASSIFICATION GP, GM, GW, GC, SP OR SM WITH NO PARTICLES LARGER THAN 2 INCH,
AT LEAST 30% RETAINED ON A #4 SIEVE AND NO MORE THAN 15% PASSING A #200 SIEVE.
(DESIGN PHI VALUE ≥ 30 DEGREES, DRY UNIT WEIGHT 120 PCF)
ii. MOISTURE CONDITION, PLACE AND COMPACT APPROVED BACKFILL MATERIALS IN
ACCORDANCE WITH PROJECT SPECIFICATIONS AFTER CONCRETE HAS GAINED THE
MINIMUM STRENGTH SPECIFIED.
iii. PLACE AND COMPACT BACKFILL ON WALLS BURIED BOTH SIDES IN EQUAL LIFTS ON
EACH SIDE OF WALL. UNBALANCED LIFT SURFACES MUST NOT EXCEED 1.5 FEET.
6. CONCRETE
a. MATERIALS AND CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE
SPECIFICATIONS FOR STRUCTURAL CONCRETE (AC1 301), BUILDING CODE REQUIREMENTS
FOR STRUCTURAL CONCRETE (ACI 318) AND SPECIFICATION FOR CURING CONCRETE (ACI
308.1).
b. DETAILING, FABRICATION AND PLACEMENT OF REINFORCEMENT SHALL CONFORM TO
DETAILS AND DETAILING OF CONCRETE REINFORCEMENT (ACI 315)
c. MATERIALS
i. PORTLAND CEMENT - - - - - - - - - - - - - - - - - - - - - - - - - ASTM C150 OR C595
ii. FLY ASH - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ASTM C618 TYPE C OR F
iii. NORMAL WEIGHT AGGREGATES - - - - - - - - - - - - - - - ASTM C33 CLASS 4S
iv. AIR-ENTRAINING ADMIXTURE - - - - - - - - - - - - - - - - - - ASTM C260
v. WATER-REDUCING ADMIXTURE - - - - - - - - - - - - - - - - ASTM C494
vi. WATER - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - POTABLE
vii. REINFORCING BARS - - - - - - - - - - -- - - - - - - - - - - - - - - ASTM A615, GRADE 60
viii. POST-INSTALLED ANCHOR OR REBAR DOWEL ADHESIVE
HILTI HIT-HY-200 V3 OR HIT-RE 500 V3
d. ALL BENT REINFORCING BARS SHALL BE SHOP FABRICATED. REBENDING OR WELDING OF
REINFORCEMENT SHALL NOT BE PERMITTED UNLESS AUTHORIZED BY ENGINEER. END
HOOKS IN REINFORCING BARS, SHOWN ON THE DRAWINGS BUT NOT DIMENSIONED, SHALL
CONFORM TO ACI 318 STANDARDS.
e. CONCRETE MIX DESIGN, KEY PARAMETERS: SEE SCHEDULE THIS SHEET
f. LAP REINFORCING BARS PER SCHEDULE THIS SHEET.
g. STAGGER ADJACENT LAPS 24 INCHES MINIMUM.
h. ADJUST REBAR SPACING OR POSITION NOMINALLY AS REQUIRED TO CLEAR EMBEDDED
ITEMS SUCH AS ANCHORAGES.
i. PROVIDE REBAR SUPPORTS TO PROPERLY SECURE AND SUPPORT REINFORCING IN
ACCORDANCE WITH CRSI UNLESS SHOWN/INDICATED OTHERWISE. PROVIDE #4 STANDEES
AT 4 FT MAX TO SUPPORT TOP REINFORCEMENT MATS IN FOOTINGS.
j. DOWELS, SLEEVES AND OTHER INSTALLED MATERIALS AND ACCESSORIES SHALL BE HELD
SECURELY IN POSITION DURING CONCRETE PLACEMENT.
k. REINFORCING BARS AND ACCESSORIES SHALL NOT BE IN CONTACT WITH ANY SLEEVE OR
METAL PART EMBEDDED IN CONCRETE. PROVIDE 2" CLEARANCE IN ALL CASES UNLESS
OTHERWISE INDICATED. NO EMBEDDED ITEM SHALL BE SUSPENDED FROM, SUPPORTED BY,
OR BRACED IN PLACE FROM REINFORCEMENT.
l. THOROUGHLY CLEAN HORIZONTAL CONSTRUCTION JOINT SURFACES BY WET JET OR
SANDBLAST BEFORE SECOND CONCRETE PLACEMENT.
m. CHAMFER ALL EXPOSED CONCRETE EDGES 3/4" UNLESS OTHERWISE INDICATED.
7. WATER STOP& JOINT SEALANT
a. PVC WATERSTOPS MANUFACTURED FROM VIRGIN MATERIALS AND IN COMPLIANCE WITH
CORPS OF ENGINEERS STANDARD CRD-C 572-74 RIBBED CENTER BULB UNLESS INDICATED
OTHERWISE. HEAT WELD WATERSTOP JOINTS AND INTERSECTIONS. USE OF HOG RINGS
AND TIE WIRE TO MAINTAIN POSITION AND TAUT CONDITION DURING CONCRETE PLACEMENT
IS REQUIRED.
b. HYDROPHILIC WATERSTOPS COMPRISED OF BENTONITE CLAY AND BUTYL RUBBER IN
COMPLIANCE WITH ASTM D6. SIZE IS 3/4 INCH x 1 INCH UNLESS INDICATED OTHERWISE.
APPLICATION OF A PRIMER ADHESIVE WITH INSTALLATION IS REQUIRED.
c. URETHANE BASED JOINT SEALANT IN ACCORDANCE WITH ASTM C920 TYPE M, CLASS 50.
8. STONE VENEER
a. COORDINATE STONE VENEER TIES OR ANCHORAGES WITH CONCRETE WORK.
b. ALIGN VENEER CONTRACTION AND EXPANSION JOINTS WITH THOSE IN THE CONCRETE
WALL. ADDITIONAL JOINT LOCATIONS MAY BE REQUIRED BY THE STONE VENEER
SPECIFICATIONS OR AT THE DISCRETION OF THE MASON.
REDI-MIXED CONCRETE SCHEDULE WITH KEY MIX DESIGN PARAMETERS
MIX
CLASS USE
ACI 318
EXPOSURE
CATEGORIES
PORTLAND
CEMENT TYPE
C150 OR C595
w/cm
RATIO
LIMIT
DESIGN
COMPRESSIVE
STRENGTH f'c
COARSE
AGGREGATE
SIZE, MAX
TOTAL AIR
CONTENT
SLUMP
RANGE
CLASS A WALLS F2 / S0 / W1 / C1 TYPE I/II, IL 0.45 4,500 PSI 1" (#57)
6.0%; -1.0%
+2.0%4"+/-1"
CLASS B FOOTINGS F1 / S0 / W1 / C1 TYPE I/II, IL 0.48 4,000 PSI 1" (#57)
4.5%; -1.0%
+2.0%4"+/-1"
REINFORCING BAR LAP SCHEDULE
REBAR SIZE GENERAL LAP TOP BAR LAP
HOOKED
TENSION
DEVELOPMENT
#4 1'-9" 2'-3" 0'-8"
#5 2'-0" 2'-9" 0'-10"
#6 2'-6" 3'-3" 1'-0"
#7 3'-6" 4'-9" 1'-2"
CONCRETE MIX SCHEDULE NOTES:
1. REFERENCE PROJECT SPECIFICATION SECTION 033000 FOR COMPLETE MATERIALS REQUIREMENTS.
DURABILITY OF CONCRETE MIXES SHALL BE IN ACCORDANCE WITH ACI 318 CHAPTER 19.
2. USE OF A POZZOLAN, SUCH AS FLY ASH, IS PREFERRED WITH ASTM C150 CEMENT. MINIMUM
CEMENTITIOUS CONTENT IS 588 LB/CY.
3. DESIGN COMPRESSIVE STRENGTH INDICATED AT 28 DAYS. EARLY STRENGTH REQUIREMENTS PER
CONSTRUCTOR'S PROJECT SCHEDULE.
4. CLASS B CONCRETE FOR BURIED FOOTINGS WITH REDUCED FREEZE/THAW EXPOSURE, CLASS A MAY
BE USED AT CONSTRUCTOR'S OPTION.
5. SLUMP INDICATED IS A TARGET ONLY AND MAY BE MODIFIED IN THE MIX DESIGN TO SUIT CONCRETE
PLACEMENT METHODS.
REINFORCING BAR LAP SCHEDULE NOTES:
1. TENSION LAP LENGTHS SHOWN ARE CLASS B, CONTACT SPLICES, FOR CAST-IN-PLACE
CONCRETE FOR CRITERIA INDICATED.
2. LENGTHS BASED ON GRADE 60 UN-COATED DEFORMED BARS WITH CONCRETE COMPRESSIVE
STRENGTH f'c 4,000 PSI MINIMUM; 2" CONCRETE COVER.
3. TOP BAR LAPS ARE HORIZONTAL LAPS WHERE MORE THAN 12" OF FRESH CONCRETE IS PLACED
BELOW THE BAR.
4. BAR HOOK GEOMETRY IN ACCORDANCE WITH ACI 318 CHAPTER 25.