1721 ATLANTIC BEACH POOL23-0009 Retaining Wall -S1 REVISION 8-17-23_1BUILDING CODE
DESIGN CODE: 2020 FLORIDA BUILDING CODE - RESIDENTIAL
ASCE 7-16
GENERAL NOTES:
SPECIFICATIONS:
I
COLD JOINT.
THESE
CONTRACT DOCUMENTS
REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE
METHOD OF CONSTRUCTION.
THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKERS AND OTHER PERSONS
DURING
CONSTRUCTION. SUCH
MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO, MEANS AND
METHODS, BRACING, SHORING,
FORMS,
SCAFFOLDING, GUYING
OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND TO HOLD
STRUCTURAL ELEMENTS IN
PLACE
DURING CONSTRUCTION.
OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER
OR STRUCTURAL OBSERVERS
SHALL
NOT INCLUDE INSPECTION OF THE ABOVE ITEMS.
ur' CL
TYPICAL DETAILS AND NOTES ON THESE SHEETS SHALL APPLY UNLESS SPECIFICALLY SHOWN OR NOTED OTHERWISE.
CONSTRUCTION DETAILS NOT FULLY SHOWN OR NOTED SHALL BE SIMILAR TO DETAILS SHOWN FOR SIMILAR CONDITIONS. ALL
WORK, MATERIALS AND CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE BUILDING CODES, REGULATIONS AND SAFETY
REQMT'S.
THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS AND NOTIFY ARCHITECT OF ANY
DISCREPANCIES PRIOR TO PROCEEDING WITH WORK. FOR DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS, SEE
ARCHITECTURAL DRAWINGS. DO NOT SCALE FOR DIMENSIONS NOT SHOWN ON DRAWINGS. SEND WRITTEN REQUEST FOR
INFORMATION TO THE ARCHITECT FOR DIMENSIONS NOT PROVIDED.
ALL DIMENSIONS AND ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS SHALL BE VERIFIED WITH ARCHITECTURAL DRAWINGS.
RESOLVE ALL DISCREPANCIES WITH ARCHITECT PRIOR TO START OF CONSTRUCTION. DO NOT SCALE DRAWINGS. COORDINATE
THE STRUCTURAL DOCUMENTS WITH THE ARCHITECTURAL& MECHANICAL. ARCHITECT/STRUCTURAL ENGINEER SHALL BE NOTIFIED
OF ANY DISCREPANCY OR OMISSION.
CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES OF
CONSTRUCTION. CONTRACTOR HAS SOLE RESPONSIBILITY FOR THE DESIGN, ADEQUACY, AND SAFETY OF ERECTION BRACING,
SHORING, TEMPORARY SUPPORTS. CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL OSHA SAFETY REGULATIONS
FOR ITS EMPLOYEES.
NO STRUCTURAL CHANGE FROM THE APPROVED PLANS AND SPECIFICATIONS SHALL BE MADE IN THE FIELD UNLESS WRITTEN
APPROVAL IS OBTAINED PRIOR TO MAKING SUCH CHANGE. CHANGES WITHOUT THE WRITTEN APPROVAL SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR. THE CONDITION SHALL BE REPAIRED OR REPLACED AS DIRECTED.
FOUNDATIONS:
FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH LOCAL BUILDING CODES. FOOTING HAVE BEEN DESIGNED WITH A
SOIL BEARING (DESIGN MAXIMUM) OF 2000 PSF. A SOILS INVESTIGATION REPORT IS RECOMMENDED TO VERIFY SUITABLE
SUBSURFACE CONDITIONS. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, THE ENGINEER
SHALL BE NOTIFIED. SOIL SHALL BE FREE OF ORGANIC MATERIAL AND COHESIVE (CLAY) SOILS. SOIL COMPACTION AND FILL
SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557.
• SHALLOW FOUNDATIONS BEARING 12" BELOW GRADE. ALLOWABLE BEARING PRESSURE = 2,000 PSF
FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP
HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND LOCATIONS FROM THE FOUNDATION PLAN.
IF FOOTING SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT THE STRUCTURAL ENGINEER.
UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH
SHALL BE CENTERED IN SLAB ON GRADE USING SUPPORT BARS AND CHAIRS. IN ALL CONTINUOUS FOOTINGS PROVIDE #4 @ 48"
O.C. OR ROD CHAIRS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY
INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. SPLICES IN REINFORCING, WHERE PERMITTED,
SHALL BE 48 BAR DIAMETERS
WHERE FILL IS REQUIRED, IT SHALL BE PLACED IN ACCORDANCE WITH INSTRUCTIONS OF THE PROJECT GEOTECHNICAL ENGINEER
TO MAINTAIN DESIGN BEARING PRESSURE.
MASONRY
SPECIFICATIONS:
I
COLD JOINT.
X.XX.X
MASONRY
HAS BEEN DESIGNED IN
ACCORDANCE
WITH ACI 530-05, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH
AC1530.1-05.
GROUT SHALL BE IN
ACCORDANCE
WITH ASTM C476 WITH A MINIMUM OF 28 DAY COMPRESSIVE STRENGTH OF
2000 psi
PER ASTM C1019, GROUT
SHALL HAVE
A MAXIMUM COURSE AGGREGATE SIZE OF 3/ PLACED AT AN 8" TO 11" SLUMP.
MORTAR SHALL CONFORM TO ASTM
C270 AND TYPE M OR S. TYPE N MORTAR MAY BE USED IN BRICK VENEER. CONTRACTOR
SHALL BE
RESPONSIBLE FOR THE
DESIGN AND
INSTALLATION OF ALL FLASHING.
STEMWALLS:
ALL CONCRETE MASONRY UNITS SHALL BE COMPOSED OF ASTM C90E, E GRADE N-1 HOLLOW CONCRETE MASONRY UNITS WITH
TYPE 'S' MORTAR. WALL COURSING SHALL BE RUNNING BONDS, STACK BOND SHALL NOT BE USED. GROUT ALL CELLS
CONTAINING VERTICAL REINFORCEMENT WITH 3000 PSI PEA ROCK CONCRETE GROUT. SPLICES IN REINFORCING, WHERE
PERMITTED, SHALL BE 48 BAR DIAMETERS. ALL EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT WITH - #4 @ 4'-0" O.C.
MAX. AND AT EACH CORNER, WALL END, AND WALL INTERSECTIONS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS
OF PERPENDICULAR MASONRY ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT.
AT STEMWALL CONSTRUCTED OF 5 OR MORE COURSES, PROVIDE HORIZONTAL JOINT REINFORCEMENT AT 16" O.C. VERTICALLY,
(EVERY OTHER COURSE), AND VERTICAL REINF. SHALL BE INCREASED AS NOTED ON S1.0. UNLESS NOTED OTHERWISE. LAP
JOINT REINFORCING SHALL BE A MINIMUM OF 6".
ILL
�O
_J
R
LL
� = PRO
"
uj
M
V) Lu
w
LLJ
O
LL
Lu '
j
U
z cl-
" P..4
i O
p O _..
�0
:V)O
P UJ CL
U z
' z H
00
4 T 1
LU
• Ica
qw
A
u')
40
�Lu
MASONRY RETAINING
WALL SEE 1 /S1.01
I„
COLD JOINT.
CAULK JOINT AND
VIDE SOIL FABRIC
TO RETAIN FILL
s
l
:
I
I
i
i
I
I
E
t
f
1
1
i
i
i
i
i
i
i
1
S1.0
19'- 0"
-
I
COLD JOINT.
X.XX.X
Lnu
L !
CAULK JOINT AND
c
y j
�Lu
z_
0 Q ��_
7
z
J
TO RETAIN FILL
P
W
I
P..
w`
`i
od
ur' CL
I
E
m Z _
LL
::)
0
LA
�
'
<
L�0
Luo
LL_U' Q,
Q
uj
Lij
<
J
>Zwuj
`uco ED
Q
LU o
U_
< Ln
W 0 -
w
ILL
�O
_J
R
LL
� = PRO
"
uj
M
V) Lu
w
LLJ
O
LL
Lu '
j
U
z cl-
" P..4
i O
p O _..
�0
:V)O
P UJ CL
U z
' z H
00
4 T 1
LU
• Ica
qw
A
u')
40
�Lu
MASONRY RETAINING
WALL SEE 1 /S1.01
I„
COLD JOINT.
CAULK JOINT AND
VIDE SOIL FABRIC
TO RETAIN FILL
s
l
:
I
I
i
i
I
I
E
t
f
1
1
i
i
i
i
i
i
i
1
S1.0
19'- 0"
10 1
ce
I
COLD JOINT.
X.XX.X
u)
CAULK JOINT AND
c
_j Z!_
PROVIDE SOIL FABRIC
z_
0 Q ��_
TO RETAIN FILL
—, �
co C1 w
TO RETAIN FILL
P
;)Oc a
_L
rue
w`
`i
od
ur' CL
ate° LL
E
m Z _
LL
< ° Ln
LA
POOL BY
Lu Lu 0
u_
U
Luo
LL_U' Q,
Q
Lu
Q
<
J
>Zwuj
`uco ED
Q
LU o
U_
< Ln
W 0 -
w
cn - N
co d cy" Y--,
10 1
a]
7.1
lk
c� z
W
U
UJI
ce
I !-A i ni I&
X.XX.X
u)
COLD JOINT.
c
_j Z!_
CAULK JOINT AND
z_
0 Q ��_
F
—, �
co C1 w
TO RETAIN FILL
P
;)Oc a
_L
rue
<
od
ur' CL
p ta.l1
E
12
Lu
LL
00
LA
POOL BY
(D
U
OTHERS
Q
Lu
Q
Lu
m
J
Q
F__
U_
Q
a]
7.1
lk
c� z
W
U
UJI
MASONRY RETAINING
WALL SEE 1//S1.01 j
COLD JOINT.
CAULK JOINT AND
PROVIDE SOIL FABRIC
TO RETAIN FILL
FOUNDATION PLAN
SCALE: 1/4" = l'-0"
MASONRY RETAINING
WALL SEE 1 /S1.01
— F14'- 2" — —
1
S1.01
I�
0
ui
8" <
ce
I
EXISTING
STRUCTURE
4
)TING SCHEDULE AND NOTES
__'NGTH WIDTH I DEPTH I BOTTOM Bf
* No. 71461
,p•• STATE OF
0 F4 0 R 1 D
xx.xx.xx
Christopher J Sabourin
FL PE#71461
SABO
STRUCTURAL
ENGINEERING
CA#32529
235 9TH AVE N
JAX BEACH, FL 32250
904-712-5750
CHRIS@SABOENG.COM
PLAN NAME
STEL RETAINING WALL
SSE No.
23-0447
ISSUE
DATE
I !-A i ni I&
X.XX.X
u)
COLD JOINT.
c
_j Z!_
CAULK JOINT AND
ul)a
0 Q ��_
PROVIDE SOIL FABRIC
—, �
co C1 w
TO RETAIN FILL
P
;)Oc a
rue
<
ur' CL
p ta.l1
W
CL
LL
00
=
(D
MASONRY RETAINING
WALL SEE 1//S1.01 j
COLD JOINT.
CAULK JOINT AND
PROVIDE SOIL FABRIC
TO RETAIN FILL
FOUNDATION PLAN
SCALE: 1/4" = l'-0"
MASONRY RETAINING
WALL SEE 1 /S1.01
— F14'- 2" — —
1
S1.01
I�
0
ui
8" <
ce
I
EXISTING
STRUCTURE
4
)TING SCHEDULE AND NOTES
__'NGTH WIDTH I DEPTH I BOTTOM Bf
* No. 71461
,p•• STATE OF
0 F4 0 R 1 D
xx.xx.xx
Christopher J Sabourin
FL PE#71461
SABO
STRUCTURAL
ENGINEERING
CA#32529
235 9TH AVE N
JAX BEACH, FL 32250
904-712-5750
CHRIS@SABOENG.COM
PLAN NAME
STEL RETAINING WALL
SSE No.
23-0447
ISSUE
DATE
PERMIT
X.XX.X
REVISIONS
DATE
LL
-
FIELD ALTERATION
CONTRACTOR SHALL CONTACT SABO
STRUCTURAL ENGINEERING PRIOR TO
MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY
FROM THE INTENTOF THE ORIGINAL
CONSTRUCTION DOCUMENTS. ANY
FIELD ALTERATIONS MADE PRIOR TO
BEING APPROVED BY CHRISTOPHER
SABOURIN MAY RESULT IN ADDITIONAL
ENGINEERING OR INSPECTION FEES.
SCALING
DO NOT SCALE DIMENSIONS FROM
THESE DRAWINGS. IFA DIMENSION IS
UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
CONTACT THE E.O.R.
FOUNDATION
PLAN
SHEET
S1.0
SHEET 1 OF 2
O
M
LL
-
M
(D
oC
N
zC)cN
H
Lu
U
W
m
LL
U
=
(D
U
z
Q
Lu
Q
Lu
m
J
Q
F__
U_
Q
�
U
N
Q
J
Q
I—
W
FIELD ALTERATION
CONTRACTOR SHALL CONTACT SABO
STRUCTURAL ENGINEERING PRIOR TO
MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY
FROM THE INTENTOF THE ORIGINAL
CONSTRUCTION DOCUMENTS. ANY
FIELD ALTERATIONS MADE PRIOR TO
BEING APPROVED BY CHRISTOPHER
SABOURIN MAY RESULT IN ADDITIONAL
ENGINEERING OR INSPECTION FEES.
SCALING
DO NOT SCALE DIMENSIONS FROM
THESE DRAWINGS. IFA DIMENSION IS
UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
CONTACT THE E.O.R.
FOUNDATION
PLAN
SHEET
S1.0
SHEET 1 OF 2
PROVIDE HORIZONTAL JOINT
REINFORCEMENT AT 16"o.c
VERTICALLY, (EVERY OTHER
COURSE)
CONT. OPEN LINTEL
BOND BEAM w/
1—#4 REBAR \
>� z 2'-0" OF
I- LATQ—
�z
a
CD~
CV w
� z
� O �
0
#4 DOWEL W/
9" HOOK
PROVIDE HORIZONTAL JOINT
REINFORCEMENT AT 16"o.c
VERTICALLY, (EVERY OTHER
COURSE)
CONT. OPEN LINTEL
BOND BEAM w/
1—#4 REBAR
X U
az
�z
in w
08" CMU W/ #4 @
48"o.c CENTERED,
8" H I H.3" CLR. GROUT ALL CELLS.
0
a
J
o• c • U
I in
2—#5 CONT w/
24" #4 ® 48"o.c
CENTERED
3—COURSE WALL
RETAINING WALL DETAILS
SCALE: N.T.S
W
O
2'-0" OF
Z
LO
CD
#4 DOWEL w/
9" HOOK ALIGN
w/ VERT. REBAR
8" CMU W/ #4
40"o.c CENTERED,
GROUT ALL CELLS
PROVIDE HORIZONTAL JOINT
REINFORCEMENT AT 16"o.c
VERTICALLY, (EVERY OTHER
COURSE)
CONT. OPEN LINTEL
BOND BEAM w/
1—#4 REBAR
9" CLR.
0
0
' a
J
U Zi W
30" 3—#4 CONT
w/ #4 @ 40"o.c
CENTERED
4—COURSE WALL
2'-0" OF
FLAT GRADE
toll
i m
m.m
8" CMU W/ #5 @ 24"o.c
CENTERED, GROUT
ALL CELLS
3" C
o
• . o a o •a o.
CD
0
o U
#5 DOWEL w/
6 HOOK ALIGN
w/ VERT. REBAR 42
7—COURSE WALL
4—#4 CONT.
\TOTE:
1. CONTRACTOR SHALL UTILIZE THIS DETAIL AS
REQUIRED TO MAINTAIN PROPER FOOTING SOIL COVERAGE
AS DICTATED BY SITE SLOPE CONDITIONS.
"Z" BAR TO MATCH
FOOTING REINFORCING
(SIZE & QUANTITY)
0111mW_l1l[.li»[yl
STEPS ("S") TO BE
MADE IN BLOCK
COURSING FOR
MASONRY WALLS
A,
av de
4A eL L_ V)
Cn
vd A =
A d V cn
w
G e Z
I U
1 _
"T" FOOTING SIZE AND
REINF. PER PLAN SECTIONS
AND ASSOCIATED DETAILS.
RESIDENTIAL STEPPED FOOTING DETAIL
\`�S •
\,\C E NSF . OG''.;
* No. 71461
,p • STATE OF
OxI F4 0 R 1 D
/ONAk-
xx.xx.xx
Christopher J Sabourin
FL PE#71461
SABO
STRUCTURAL
ENGINEERING
CA#32529
235 9TH AVE N
JAX BEACH, FL 32250
904-712-5750
CHRIS@SABOENG.COM
PLAN NAME
STEL RETAINING WALL
SSE No.
23-0447
ISSUE
DATE
PERMIT
X.XX.X
REVISIONS
DATE
U
I..L
O
M
U
ro
(D
oC
N
z
M
oC
=
Lu
U
LU
oo
LL
U
=
(D
U
z
Q
Lu
Q
Lu
m
J
Q
U_
oC
Q
�-
��z
�
U
N
Q
J
oC
Q
FI ELD ALTERATION
CONTRACTOR SHALL CONTACT SABO
STRUCTURAL ENGINEERING PRIOR TO
MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY
FROM THE INTENTOF THE ORIGINAL
CONSTRUCTION DOCUMENTS. ANY
FIELD ALTERATIONS MADE PRIOR TO
BEING APPROVED BY CHRISTOPHER
SABOURIN MAY RESULT IN ADDITIONAL
ENGINEERING OR INSPECTION FEES.
SCALING
DO NOT SCALE DIMENSIONS FROM
THESE DRAWINGS. IFA DIMENSION IS
UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
CONTACT THE E.O. R.
FOUNDATION
DETAILS
SHEET
51.01
SHEET 2 OF 2