2011 BEACH AVE RES23-01230 Barnwell - Engineering Unlocked 2-1-24_1DESIGN CRITERIA
THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WTH THE FOLLOWING:
- FLORIDA SUIIDWG CODE- RESIDENTIAL, 7TH EDITION (2020)
-ASCE/SEIT16"MINIMUM DESIGN LOADS FOR BUILDINGS&OTHER STRUCTURES -
WAND (Cx=1.w)
FLOOR: LL
W/NDSPEED(MPH)130(ULT)I
101(ASD)
EXPOSURE CATEGORY
ENCLOSURE CLASSIRCATION
D
ENCLOSED
OCCUPANCY
RESID-AL
RISKCATEGORY
II
WNDBOURNEDEBRIS
YES
SNOW (Cl =115)
10pM
GROUNDSNCWLOADN
.,at
SEISMIC (Ca=1.w)
ROOF
RISK CATEGORY
SEI SMICOESIGNCATEGORY(SM)
II
B
SITE CLASS
D
RAIN LOAD DATA
BC DL
RAIN INTENSITY, i(INMR)
4.5
FLOOR LOADING (Ca =IAO)
FLOOR: LL
V.180
TL
ROLL
TC DL
BCU.
SCOL
SALCONIESIDECKS 601.10
GAME ROOMS WPO
pN
10 PN
Opel
DDaf
S pat
S pat
ALL OTHER AREAS40pR
10pM
OpM
SPR
ROOF LOADING (C. = 1.25)
ROOF
P10
-21.87 35.10
'CLL
TC DL
BOLL
BC DL
SHINGLEMETAL ppsf
]p#
10pl'
Spaf
TILE `G`M
• BC LL NDN -CONCURRENT W OTHER
15pM 10 P.
LLA. INCREASE BC LL TO 20pN
Spsf
IN ATTIC
AREAS W STORAGE
G.10
40.57
4111.57
DEFLECTION CRITERIA
FLOOR: LL
V.180
TL
U240
ROOF: LL
VNO
TL
Utw
WALLS: WIND
V (STUCCO)
WIND
U240(BRDTLE)
WIND
Utw (FLEXIBLE)
C&C DESIGN PRESSURES (ASD)
LOCATION
AREA INFERIORZONE4 ENDZONES
(SF) w 0x0
WALLS.
WINDOWS, d
DOORS
10 -28.53 -32.03 xN o 39.54
Z0 -2&20 x0.70 -29.20 36.89
50 -26.41 -28.85 -26." 33.05
100 -26,11 -2762 -26.11 30.70
2M -M.78 -2818 -23.78 -28.04
1041 -22.02 -24.59 -22.02 .24.53
18FT GARAGE
WOR
-21.70 -2&04
SOFFlTS
-29.59 32.41 -29.53 39.51
ALLOWABLE
PRESSURES(ASDFr0.IPMT WFT
GENERAL NOTES
CONCRETE
1. ALLCONCRETERASBEENDESIGNEO IN AMORDANCEWITH ACI 318 TUILDING CODE
REQUIREMENTS FOR STRUCTURAL CONCRETE PND COMMENTARY' (2014)
2. MIXING AND DELIVERY OF CONCRETE SHALL COMPLY WITH ACI 318. ACI 301, AND ASTM
CN. CONCRETE SLUMP NOT TO EXCEED B" INACCMR NCE NTH ASTM C143
3. CONCRETE SHALL MEET THE MIN COMPRESSIVE STRENGTH(h)AT 28 DAYS AS
FOUOWS:
. SUBS ON GROUND AND FOOTINGS 1=2,5MFsi
5. STRUCTURAL WALLS, BEAMS, AND COLUMNS Tc=3,OMPN
4. STEEL REINFORCING FOR FOOTINGS SHALL COMPLY WITH ASTM A615 DEFORMED
BARS AND HAVE A MIN YIELD STRENGTH OF 40.0N pN (GRADE 40)
5. SEE FOUNDATION PUN AND DETAILS FOR ALL ADDITIONAL CONCRETE AND REINF
REQUIREMENTS AND SPECIFICATIONS
e. SUBS ON GROUND SHALL BE REINFORCEDPERONEOFTHEFOLLOWINGMETHODS:
a. Bab W1AWO 4 WWF SHALL PLACED IN THE MIDDLE TO UPPER THIRD OF THE SUB,
SUPPORTED AT A MAX 3FT SPACING, AND SHALL CONFORM TO ASTM A105MAIGAM.
EDGES SHALL BE UPPED A MINIMUM OF 8'
5. SYNTHETIC FIBER REINFORCEMENT- FIBER LENGTH BETWEEN W -2X -.DOSAGE
AMOUNTS SHALL BE 0763.0 POUNDS PER CUBIC YARD IN ACCORDANCE NTH
MANUFACTURER'S RECOMMENDATIONS AND SHALL COMPLY W ASTM C1 IS
SOILS
1. ALL BUSS ON GROUND AND FOOTINGS HAVE BEEN DESIGNED ASSUMING
NON -EXPANSIVE SOIL WITH A MIN ALLOWABLE SOIL CAPACITY OF 2 N paf
2. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN A SOILS INVESTIGATION
REPORT FROM A LICENSED GEOTECHNICAL ENGINEER AND SHALL NOTIFY EOR IF ANY
SOIL CONDITIONS DIFFER FROM THE ASSUMPTIONS STATED ON THIS PUN SET
S. FDN'S SHALL BE FULLY SUPPORTED BY UNDISTURBED NATURAL BOILS OR
STRUCTURAL COMPACTED FILL FREE OF ORGANICS, DEBRIS OR ANY OTHER
DELETERIOUS MATERIAL
4, STRUCTURAL COMPACTED FILL SHALL BE CO MPACTEDTOADENSITYOFATLEAST
95 OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY. ALL FILLGREATER THAN 12"
IN DEPTH SHALL BE INSPECTED FOR PROPER COMPACTION PRIOR TO CONCRETE
POUR IN ACCORDANCE WITH ASTM D1557
5. SCILSSHALLBETREATEDFOR SUBTERRANEAN TERMITESOR BYOTHER CODE
APPROVED TERMITE PREVENTION METHOD AND IS THE RESPONSIBILITY OFTHE
CONTRACTOR.
8. SUBS ON GROUND SHALL BE PLACED OVER A MIN &-MIL (0A061 POLYETHYLENE
VAPOR RETARDER, ALL JOINTS SHALL BE UPPED A MINIMUM OF 8"
MASONRY
1. ALL MASONRY HIS BEEN DESIGNED IN ACCORDANCE NTH AND SHALL BE
CONSTRUCTED IN ACCORDANCE TO WS A02 DIMS)
2. ALL CMUSHALLCONFORMTOASTMCMAND BE NORMALWEIGHTNMIN
COMPRESSIVE STRENGTH OF 2000, (I. -1." psi)
3. ALL MASONRY SHALL BE UID IN RUNNING BOND PATTERN W/ FULL MORTAR BEDS
4. MORTAR SHALL CONFORM TO ASTM C2M AND SHALL BE TYPE M OR TYPES WITH MIN
COMPRESSIVE STRENGTH OF 2000 psi AT 28 DAYS.
5. ALLGROUT USED IN MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE NTH
ASTM 04M GROUT SHALL HAVE TME MIN COMPRESSIVE STRENGTH OF 2,M0 pai AT 28
DAYS. GROAT SLUMP SHALL BE BETWEEN C-11•
6. STEEL REINFORCING FOR MASONRY SHALL COMPLY NTH ASTM 615 DEFORMED BARS
AND HAVE A MINIMUM YIELD STRENGTH OF A0,0M psi (GRADE 4G)
T. ALL MASONRY STEMWALL FOUNDATIONS AND WALL CELLS CONTAINING VERTICAL
REINF SHALL BE GROUT FILLED SOLID
0. PRE CAST UNTELS SHALL BE PROVIDED ABOVE ALL OPENINGS, TEMPORARY
SHORING SHALL BE PROVIDED BY CONTRACTOR FOR ALL UNTEL SPANS 6FT OR
GREATER
WOOD FRAMING
f. AM WOO ANDWWOBASEDPRODUCTSHASSEENDESIGNEDINACCORDANCENTH
NDS FOR W000 CONSTRUCTION AND NDS SUPPLEMENT (2018)
2. ALL STRUCTURAL SWNM LUMBER AND ENGINEERED WOOD PRODUCT SHALL BE
IDENTIFIED BY GRADE MARK OF AN ACCREDITED LUMBER GRADING OR INSPECTION
AGENCY
3. ALL STRUCTURAL WOOD ORWOOOBASED MEMBERS IN CONTACT WITH SOIL,
CONCRETE, MASONRY, OR EXPOSED TO WEATHER SHALL BE PT ACCORDING TO
AMA U1 AND/OR AMA M4, BASED ON INTENDED USE.
4. REFERENCE FSC2304.10.1 FOR CODE PRESCRIBED CONNECTIONS. ALL FRAMING
CONNECTIONS SPECIFIED ON PUN ARE IN ADDITION TO THESE MIN CODE
REQUIREMENTS
GABLE �.� HIP +�
H i
5-'
f�•
ROOF ZONES (GENERIC BUILDING SHOWN)
GABLE ROOF-C&C DESIGN PRESSURES ASD
SPECIFICATION DIAMETER
HIP ROOF-C&C DESIGN PRESSURES ASD
USP
AREA
LOCATION (SP)
POSITIVE ZONE1& ZONE20
(ALL ZONES) 2a(P+Q (WQ
ZONE21
Wo
ZONEU ZONED
(NQ (F-1
LOCATION
MEA
(SF)
POSITIVE ZONE ZONE 2. ZONE2, ZONES
(ALLZONES) (PIS (PM (P -Q ("I
010
-27.41 48.55
-48.55
54.55
3&91
54.58
ROOF
P10
-21.87 35.10
41.41
-38.86
-4].20
11-M -24.02 AM -42.0248.TI -59.28 48.77
11-w •18.81 30.84 -37.28 -36.82
38.58
ROOF
2140 -M03 -3208 -32.05 41.11 4921 4111
21-50 -14.88 -25.43 -30.88 -3267
-28.53
51- -17.02 40.88 -40.88 58.87 59.34 -SB.B]
51- 1 -12.01 -21.27 -20.25 -28.53
-28.53
G.10
40.57
4111.57
-74.58
-75.01
x4.63
OVER11gNOS
0.10
.55.13
42.02
50.12
67.22
OVERHANGS 1130 4)2.04 52.04 441.78 68.84 65.78
11-20 30.90 57.28 -57.25
5861
21410 -52.08 52.08 61.13 -02.98 61.13
50- 44.55 44.55 5&34 57.78 -115.34
2150 45.48 .51.01 -53.48
60- 11.19 46.2] -w.w
48.55
48.55
ALLOWABLE PRESSURES(ASD)0.8•ULT
CS18
C520
a•IFT
(8)10' MMON EACH
END
ALLOWABLE PRESSURES(ASRO.WULT
OTT22
DT8.T2
a4FT
PRE-ENGINEERED WOOD TRUSSES
1. ALL PRE-ENGINEEREDWOODTRUSSES SHALL BE DESIGNED AND MANUFACTURED IN
ACCORDANCE WITH ANSI, PI1(2014)
2. ALL TRUSSES SHALL BE PREPARED BY A DELEGATED LICENSED PROFESSIONAL
ENGINEER IN THE STATE OF FLORIDA AND SHALL MEET OR EXCEED THE MIN DESIGN
CRITERIA SPECIRED ON THESE PLANS
3. ALL TRUSS -TO -TRUSS, MULTI -PLY TRUSS CONNECTIONS, AND BEAMS PROVIDED
NT IN THE ROOF AND/OR FLOOR SYSTEM ARE THE RESPONSIBILITY OF THE
DELEGATED TRUSS ENGINEER AND SHALL BE SUBMITTED FOR APPROVAL TO THE
EOR PRIOR TO FABRICATION
4. TRUSSES SHALL BE INSTALLED AND BRACED IN ACCORDANCE WTH THE SBCA SCSI
'GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING AND BRACING OF METAL
PLATE CONNECTED WOOD TRUSSES'
5. ALL TRUSS UPLIFT REACTIONS& UPLIFT CONNECTORS REO HAVE BEEN CALCULATED
BY THE EOR, CONNECTORS SPECIFIED ON THIS PUN SET SUPERCEDE CONNECTORS
& UPLIFTS SHOWN ON TRUSS MANUFACTURER'S SHOP DRAWINGS
8. CONTACT EOR IF TRUSS CONSTRUCTION DOCUMENTS PROVIDED BY TRUSS
MANUFACTURER DIFFERS FROM THE LAYOUT SHOWN ON THIS PUN SET
ROOF, FLOOR, d WALL SHEATHING
1. ALL WOOD STRUCTURAL PANEL SHEATHING SHALL CONFORM TO DOC PS t OR DOC
PS 2
2. PAN ELS SHALL BE IDENTIFIED FOR GRADE, BONDCLASSIFICATION, AND
PERFORMANCE CATEGORY BY A GRADE MARK OR CERTIFICATE OF INSPECTION
ISSUED BY AN APPROVED AGENCY
3. SEE FRAMING NOTES FOR SHEATHING THICKNESS, SPAN "TING, FASTENING, AND
BLOCKING REQUIREMENTS
4. ALL SHEATHING SHALL BE INSTALLED WITH LONG DIMENSION(STRENGTH AXIS)
PERPENDICUUR TO SUPPORT$ UNO ON PLAN
WATERPROOFING
1. DESIGN AND INSTALLATION OF ALL WATBTPROOR G, PUSHING, AND ROOFMALL
COVERING ASSEMBLIES ARE THE RESPONSIBIUTY OF THE CONTRACTOR AND/OR
ARCHITECT OF RECORD.
NAIL SIZES
SPECIFICATION DIAMETER
LENGTH
USP
(0)
CONNECTION AT
W COMMON
0.131•
2Y•
RSRS01
DAA
2V
RSRS-03
0.131•
2)2-
1Mx1Y'
0.14T
tY"
IN
0.131•
T
10'COMMON
SAW
3•
ted SINKER
0148"
3Y-•
1W COMMON
SAM.
3Y•
NOTE ALL CONNECTIONS ON PUN SHALL BE W/
1. ALLCONNECTORS SPECIFIED PER SIMPSON STRONG-TIEY DCONSTRUCTION
CONNECTORS" CATALOG (20213023), USP 'STRUCTURAL CONNECTORS: - EDITION
(2022), & QUICWTIE'PRODUCT CATALOG -(FALL 2021)
2. ALL CONNECTORS TO BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS
3. ANY CONNECTORS NOT SPECIFIED IN TABLEASOVE, SHALL BE INSTALLED PER THE
MANUFACTURER'S SPECIFICATIONS
4. POSITIVE PUCEMENT GUN NAILS W EQUAL DIAMETER & MIN 2Y" LONG MAY BE USED
ILO COMMON NAILS ON CS18 STRAPS. MSTA STRAPS. AND ABU POST BASE ANCHORS
5. PUN SPECIFIED CONNECTORS MAY BE SUBSTITUTED W/ EQUAL OR GREATER
ALTERNATIVE AS DETERMINED BY PRODUCT MANUFACTURER
6. ALL POST -INSTALLED AND EMBED ANCHORS IN CONCRETE SHALL BE INSTALLED
SIMPW SET-XP,AT-XP, QUICK -TIE QE -1. OR EQUIVALENT
7. FASTENERS, CONNECTORS, ANO ACCESSORIES IN CONTACT WITH PT WOOD SHALL BE
HOT -DIPPED GALVANIZED STEEL OR STAINLESS STEEL IN ACCORDANCE NTH THE
MANUFACTURER'S RECOMMENDATIONS
8. IF FOR EKTERIOR USE OR NTH ACO/ -CA TREATED WOOD, CONNECTORS &
FASTENERS SHALL BE HOT -DIPPED GALVANIZED, 6185 (Z-MWQ, OR STAINLESS STEEL
SHEETINDEX
E-T1i�IJ18fSu:LH3R3.18.'n;�
ABBREVIATIONS
ACI
ADDT
METAL CONNECTOR SCHEDULE
SIMPSON
USP
QUICK -TIE
CONNECTION AT
ANCHORAGE
ARCHITECTURAL DRAWNGS
AMERICAN SOCIETY OF CIVIL ENGINEERS
A
ALLOWABLE STRESS DESIGN
MEMBER
AM ERICANSOCIETYFORTESTNGANDMATERIALS
H2.6T
RTI
HAS
(5)N x 1 WEACH END
SCSI
HB
RTM
HAB
(5) IN. 1 WEACH END
CMUNG
MTS12
MTW12
CSMT812
(7) IN x I EACH END
C
CMU
HTS20
HTW20
CSNTSZI
(11)141 x 1)Q EACH END
..
LGT3SDS2.5
LUSTS
CSLGT3
(12)Y'2XCSD5(WU25)
TOOIRDER
(211) IN SINKERS TO
STUDS
LGT4BDS3
LUGT4
GSLGT4
n5)YWSQS(W59)T0 (30) IN SINKERS TO
GIRDER STUDS
MSTA24
MSTA24
CSMS24
(B)10' COMMON EACH
END
FINISHED FLOOR ELEVATION
MASONRY COMPRESSIVE STRENGTH
MSTAW
MS7A38
CSMM
(13""COMDMON EACH
EN
FTG
GCp
CS18
C520
C51 SZM
(8)10' MMON EACH
END
HEIGHT
OTT22
DT8.T2
HDTT
le)Y.' SCREWS
SCRENS
Y" ANCHOR OR CREW
EMBED
ANCHOR OR EMBED
H774
HTT45
HDTT45
(16)18'x2Y'
"BANCHORWB'
EMBED
-5
1-7745
HDTT45
(28)18'x2W
WOANCHORWB•
EMBED
ABU"Z
PAU"
PBA"
(12)1N COMMON
6/."OANCHORW7•
EMBED
ABU052
PAUW
PaA05
1 (12)18' COMMON
%" B ANCHOR W T
EMBED
1. ALLCONNECTORS SPECIFIED PER SIMPSON STRONG-TIEY DCONSTRUCTION
CONNECTORS" CATALOG (20213023), USP 'STRUCTURAL CONNECTORS: - EDITION
(2022), & QUICWTIE'PRODUCT CATALOG -(FALL 2021)
2. ALL CONNECTORS TO BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS
3. ANY CONNECTORS NOT SPECIFIED IN TABLEASOVE, SHALL BE INSTALLED PER THE
MANUFACTURER'S SPECIFICATIONS
4. POSITIVE PUCEMENT GUN NAILS W EQUAL DIAMETER & MIN 2Y" LONG MAY BE USED
ILO COMMON NAILS ON CS18 STRAPS. MSTA STRAPS. AND ABU POST BASE ANCHORS
5. PUN SPECIFIED CONNECTORS MAY BE SUBSTITUTED W/ EQUAL OR GREATER
ALTERNATIVE AS DETERMINED BY PRODUCT MANUFACTURER
6. ALL POST -INSTALLED AND EMBED ANCHORS IN CONCRETE SHALL BE INSTALLED
SIMPW SET-XP,AT-XP, QUICK -TIE QE -1. OR EQUIVALENT
7. FASTENERS, CONNECTORS, ANO ACCESSORIES IN CONTACT WITH PT WOOD SHALL BE
HOT -DIPPED GALVANIZED STEEL OR STAINLESS STEEL IN ACCORDANCE NTH THE
MANUFACTURER'S RECOMMENDATIONS
8. IF FOR EKTERIOR USE OR NTH ACO/ -CA TREATED WOOD, CONNECTORS &
FASTENERS SHALL BE HOT -DIPPED GALVANIZED, 6185 (Z-MWQ, OR STAINLESS STEEL
SHEETINDEX
E-T1i�IJ18fSu:LH3R3.18.'n;�
ABBREVIATIONS
ACI
ADDT
AMFJBCAN CONCRETE INSTITUTE
ADDITIONAL
ANSI
AMERICAN NATIONAL STANDARDS INSTITUTE
APA
THE ENGINEERED WOOD ASSOCIATION
ARCH
ASCE
ARCHITECTURAL DRAWNGS
AMERICAN SOCIETY OF CIVIL ENGINEERS
A
ALLOWABLE STRESS DESIGN
ASTM
AM ERICANSOCIETYFORTESTNGANDMATERIALS
ATR
AWPA
ALL-THREADROD
AMERICAN WOOD PROTECTION ASSOCIATION
SC
BOTTOM CHORD
SCSI
BUILDING COMPONENT SAFETY INFORMATION
SRG
C8C
BEARING
COMPONENTS&CLADDING
CLG
CMUNG
CONC
Ca
CONCRETE
LOAD DURATION FACTOR
CONT
CONTINUOUS
C
CMU
CONVENTIONAL
CONCRETE MASONRY UNIT
DBL
DOUBLE
DIAG
DIAGONAL
DL
DOC
DEAD LOAD
DEPARTMENT OF COMMERCE
EOR
ENGINEER OF RECORD
EW
EACH WAY
EWP
f0
ENGINEERED WOODPRODUCT
CONCRETE COMPRESSIVE STRENGTH
FBC
FLORIDA BUILD -CODE
FOR
FOUNDATION
FRE
ft
FINISHED FLOOR ELEVATION
MASONRY COMPRESSIVE STRENGTH
FRC
FLORIDA RESIDENTML CODE
FT
FEET
FTG
GCp
FOOTING
INTERNAL PRESSURE COEFFICIENT
HD
HEADER
HOT
HEIGHT
ILO
Wi
IN UEU OF
MPSPERSOUAREINCH
LL
UVE LOAD
LSL
UMINATED STRAND LUMBER (165E-1 Y'WDE PLIES UW)
LVL
MAX
LAMINATEDVENEER LUMBER (2.OE- 1 Me WOE PUES UNO)
MAXIMUM
NDS
No.
NATIONAL DESIGN SPECIFICATION
NUMBER
OC
ON CENTER
OSB
ORIENTED STRAND BOARD
PERP
PLT
PERPENDICULAR
PLATE
psf
POUNDS PER SOUARE FOOT
psi
POUNDSPER SOUAREINCH
PT
PRESSURETREATED
REINF
REO
REINFORCEMENT
REOUIREO
RSCS
RCOCTURA
SEI
BUIUDINGSHMK
STRUCTURALENGINNGCWINSTT TSASSOCWnON
SEI
SF
STRUCTURAL ENGINEERING INSTIME
SQUARE FEETODEAILIC
SIM
SPRU
SPF
SWSHEAR
ERNEETAIL/CALLOUT
SPRUCE PINE Flft
WALL
SCP
SOU THERNYELLOW NNE
TC
TL
TOD
T RALLO
TMS
MASONH RY SOCIETY
THE HEMAS
TOP
TOP OFPLATE
TOM
TPI
TOP MASONRY
TRUSS LUTE INSTITUTE
TVP
TYPICAL
ULT
LINO
ULTIMATE Digitally signed
UNLESS DATED OTXERNSE 9 Y 9
WIWTH
No
WTHOUT Benjamin Benjamin
NSP
WOODSTRUCTURALPAfj�L Pearson
`MWF
WELDEDNREFASRIC Pearson Date: 2024.01.11
13:31:14-05'00'
PROJECT NUMBER
23-0109
GENERAL
NOTES
FOUNDATION NOTES:eL�hss�ETwawn.weooiwwt
AUGER CAST PILES aaicTM yaanra �^
w ,z«,rtsm'xwswrwwsm. �%
0
U �
n
�,\ AUGER-CAST PILE DETAIL WLu
N yS= IIIIIII
p
—w�^�,�aIIIIIIIIIII —seµ�r'e—ePEE'p."*1IIII�IIII�weIIII —G„^L,vO.E•—u a„rnnP—LeesAm�—CNnrE—m.oMv—
iEIIIIIIIIIIIIIIIIIIIFIIII
—1rIIII --_--_—_—_—_---,—
.Lne.IIIIIIIIIIIIIII
wa., ow.�E��.� o�•w�, ��Iiss.rIII sae.G—_E.reFteJarolIIi ��srli oYuw3j—_ � Yyt ggg'q >'s—__/C ma .,n—aGe R_e'AixrD$-r�esE 'J°a 'eIIB-t�LE• -"_ A-rp._--.e --M_.i.-;.'._
ws1
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._�_x«mu__wo_u_ww1_s,c•e_wau.«a_a,_.
ewssos-
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rE.rs
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1PD�N�" JJ�Qm^IAsr'0"T-Sa'1 E+I D�S,.NN�SEb�xQUm�w�roSD, W
L______J n LLFmHQAi�S'�N
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ne
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SHEET NAME
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GRADE BEAM & PILE DETAIL T.�t
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1,IL
BEAM ELEVATION LEGENDN4
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FOUNDATION DESIGN PER ASCE ]4tA SLAB NOTES:
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ry -
ALI ELEVATIONS SNONN �. rnrwacorusuwsru«TM
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PROJECT NUMBER
23-0109
SHEET NUMBER
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