2025-10-31_Salix_CD-70.pdf
PDF 14 MB Posted
- Solicitation number
- 645-RFP-2336-2026
- Issued by
- Warren County, Iowa
About this file
This is a comprehensive set of construction design documents for the Iowa Department of Transportation's new Salix Weigh Scale and Inspection Building project located in Woodbury County, Iowa near Interstate 29 southbound. The project encompasses complete architectural, structural, mechanical, plumbing, and electrical design plans at 70% construction document completion. The scope includes demolition of existing structures and utilities, construction of a new approximately 90-foot by 25-foot building with underground pit facilities, installation of mechanical systems including HVAC with gas-fired radiant heating and propane infrastructure, plumbing systems with duplex sewage ejector and sump pumps, septic system installation, and comprehensive electrical systems including lighting, power distribution, fire alarm, and data infrastructure. The site plan indicates development of pavement, sidewalks, parking areas, and utility coordination with existing I-29 infrastructure. A mandatory pre-proposal conference is scheduled for December 17, 2025, at 1:00 PM CT via Microsoft Teams, with proposals due January 22, 2026, at 1:00 PM CST. The procurement follows a Construction Manager at Risk (CMaR) qualification-based selection process.
The Iowa DOT seeks qualified construction management firms to provide preconstruction and construction management services with evaluation based on firm history, relevant project experience, team composition, project approach, location responsiveness, and presentation capability. Respondents must submit a single percentage fee for preconstruction and construction services, though cost will not factor into proposal selection. All bidders must register with the Iowa Department of Workforce Development Division of Labor and provide contractor certification. Financial documentation including three years of audited financials or equivalent, Dun & Bradstreet reports, and a minimum of three financial references are required. The Iowa DOT operates on 0% 0, Net 60 payment terms as a tax-exempt agency. The contract allows for potential renewal periods at the discretion of the DOT. Primary contact for inquiries is Teri Schulz at teri.schulz@iowadot.us or 515-239-1431.
View the file
Other files
| File | Type | Posted |
|---|---|---|
| A201-2017 Template for RFP.pdf | ||
| SALIX ENCLOSED INSPECTION BUILDING 90%.pdf | ||
| CMaR A133-2019 TEMPLATE FOR RFP FINAL.pdf | ||
| CMaR Proposal Doc-Salix Final.pdf | ||
| 1355485-event.pdf |
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Text version
S
IG
N
L P
R T
E B
E B
U B
U B
T P
U B
U B
U B
U B
EXISTING PCC PAVING
REMOVE AND DISPOSE OF
SAWCUT FULL DEPTH,
EXISTING PCC RAMP PAVING
REMOVE AND DISPOSE OF
SAWCUT FULL DEPTH,
EXISTING PCC SIDEWALK
REMOVE AND DISPOSE OF
EXISTING PCC PARKING LOT
REMOVE AND DISPOSE OF
DISPOSE OF FOOTING
POLE AND REMOVE AND
EXISTING LIGHT
REMOVE AND SALVAGE
DISPOSE OF FOOTING
POLE AND REMOVE AND
EXISTING LIGHT
REMOVE AND SALVAGE POLE AND REMOVE AND DISPOSE OF FOOTING
REMOVE AND SALVAGE EXISTING LIGHT
DISPOSE OF FOOTING
POLE AND REMOVE AND
EXISTING LIGHT
REMOVE AND SALVAGE
DISPOSE OF FOOTING
POLE AND REMOVE AND
EXISTING LIGHT
REMOVE AND SALVAGE
SUMP PIT AND SUMP PUMP
REMOVE AND DISPOSE OF HDPE RISER,
REMOVE 3 TREES
BE USED FOR STAGING
WITH ROAD PROJECT, CAN
PAVEMENT TO BE REMOVED
WITH ROAD PROJECT
PAVEMENT TO BE REMOVED
WITH ROAD PROJECT
PAVEMENT TO BE REMOVED
WITH ROAD PROJECT
PAVEMENT TO BE REMOVED
EXISTING CONCRETE BARRIERS
REMOVE AND DISPOSE OF
GAS LINE
PROPANE TANK AND
REMOVE AND DISPOSE OF
DISTRIBUTION BOX, AND SEPTIC TANK
REMOVE AND DISPOSE OF ABSORPTION FIELD,
COORDINATE WITH PREPASS
PREPASS HANDHOLE
REMOVE AND DISPOSE OF
PHONE LINE
WITH LONG LINES TO ABANDON
UTILITY PEDESTAL AND COORDINATE
REMOVE AND DISPOSE OF
OF RADIO TOWER
REMOVE AND DISPOSE
VENT AND ALL PIPING
REMOVE AND DISPOSE OF AIR
AIR CONDITIONER
REMOVE AND DISPOSE OF
DISPOSE OF FOOTING
POLE AND REMOVE AND
EXISTING LIGHT
REMOVE AND SALVAGE
ABANDON ELECTRIC LINE (TYP)
REMOVED WITH ROAD PROJECT
DRAINAGE TILE AND INTAKE TO BE
ROAD PROJECT
TO BE REMOVED WITH
DRAINAGE TILE AND INTAKE
OF EXISTING SHED
REMOVE AND DISPOSE
PROTECT EXISTING WELL
ABANDON ELECTRIC LINE (TYP)
ROAD PROJECT
TO BE REMOVED WITH
DRAINAGE TILE AND INTAKE
DISPOSE OF FOOTING
POLE AND REMOVE AND
EXISTING LIGHT
REMOVE AND SALVAGE
SCALE AND SCALE PIT
REMOVE AND DISPOSE OF
DRAINAGE TILE
REMOVE AND DISPOSE OF
AND DISPOSE OF FOOTING
SYSTEM POLE AND REMOVE
REMOVE AND SALVAGE PA
SIGN FACE LIGHT
SALVAGE SIGNAL AND
AND ELECTRICAL FITTINGS.
SIGN POSTS, SIGN FACE
REMOVE AND DISPOSE OF
MIDAMERICAN ENERGY.
TRANSFORMER. COORDINATE WITH
REMOVE AND DISPOSE OF EXISTING
TOWER AND FENCING
REMOVE AND DISPOSE OF RADIO
EXISTING BUILDING
REMOVE AND DISPOSE OF
DISPOSE OF FOOTING
POLE AND REMOVE AND
EXISTING LIGHT
REMOVE AND SALVAGE
CONCRETE TRASH RECEPTACLE
REMOVE AND DISPOSE OF
DISPOSE OF FOOTING
POLE AND REMOVE AND
EXISTING LIGHT
REMOVE AND SALVAGE
ABANDON ELECTRIC LINE (TYP)
EXISTING PCC RAMP PAVING
REMOVE AND DISPOSE OF
SAWCUT FULL DEPTH,
COORDINATE WITH PREPASS
PREPASS CONDUIT AS NEEDED
REMOVE AND DISPOSE OF
COORDINATE WITH MIDAMERICAN
PROTECT ELECTRIC SERVICE LINE
I-29 (SB)
ID
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S a li x W e ig h S c a le
B u il d in g
Io w a D e p a rt m e n t o f T ra n s p o rt a ti o n
S a li x
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-D e m o li ti o n P la n
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A
M
Io w a
I ll in o is n d ia n
N e b ra s k a
D R
A W
N
A P
P R
O V
E D
IS
S
U E
D F
O R
D A
T E
F
IE
L D
B O
O K
P R
O J E
C T
N O
C L
IE
N
T N
O
A B D E FC
A B D E FC
W e s to w n P k w y S u it e
W e s t
D e s M o in e s
IA
.2
.8 w w
.s h iv e -h a tt e ry
.c o m
Sheet
P L
A N
D E
M O
L
IT
IO
CD01
Scale In Feet
% C om ple te
N
L P
R T
E B
E B
U B
U B
U B
U B
U B
T P
U B
U B
U B
U B
U
BU
B
U B
U B
U B
SEE UTILITY PLAN FOR SEPTIC LOCATION.
AROUND PERIMETER OF NEW SEPTIC FIELD.
INSTALL TEMPORARY CONSTRUCTION FENCE
POLE AND REMOVE AND DISPOSE OF FOOTING
REMOVE AND SALVAGE EXISTING LIGHT
POLE AND REMOVE AND DISPOSE OF FOOTING
REMOVE AND SALVAGE EXISTING LIGHT
I-29 (SB)
COORDINATE WITH PREPASS
PREPASS CONDUIT AS NEEDED
REMOVE AND DISPOSE OF
ID
O
T
S a li x W e ig h S c a le
B u il d in g
Io w a D e p a rt m e n t o f T ra n s p o rt a ti o n
S a li x
IA
C D
B G
-9 A
(0
-8
-0
M A
M
M A
M
/3
/2 p w
\p ro je c tw is e .d o t.
in t.
la n
:P W
M a in
\D o c u m e n ts \P ro je c ts
\9
\D e s ig n \C
A D
D
F il e s \B
G -9
A
(0
-8
-0
\p la n s \C
D
-D e m o li ti o n P la n
.d g n M
M a n z e r
/2
/2
:0
:0
A
M
Io ll in n d ia e b ra s k a
D R
A W
N
A P
P R
O V
E D
IS
S
U E
D F
O R
D A
T E
F
IE
L D
B O
O K
P R
O J E
C T
N O
C L
IE
N
T N
O
A B D E FC
A B D E FC
W e s to w n P k w y S u it e
W e s t
D e s M o in e s
IA
.2
.8 w w
.s h iv e -h a tt e ry
.c o m
C302
CD02
P L
A N
D E
M O
L
IT
IO
Scale In Feet
% C om
L P
R T
E B
E B
U B
T P
U B
U B
STEEL PIPE BOLLARD (TYP)
31'-0"
6'-0"
E = 14106353.437
N = 8514854.038
BUILDING GRID LINE 1 AND C
FFE = 1085
FFE = 1085
FUTURE BARRIER
STEEL PIPE BOLLARD
STEEL PIPE BOLLARD
STEEL PIPE BOLLARD
STEEL PIPE BOLLARD
FUTURE EDGE OF PAVEMENT
FUTURE EDGE OF PAVEMENT
FUTURE EDGE OF PAVEMENT
FUTURE EDGE OF SIDEWALK
FUTURE EDGE OF PAVEMENT
FUTURE EDGE OF PAVEMENT
FUTURE EDGE OF PAVEMENT
EXISTING EDGE OF PAVEMENT
EXISTING EDGE OF PAVEMENT
EXISTING EDGE OF SIDEWALK
EXISTING EDGE OF PAVEMENT
EXISTING EDGE OF PAVEMENT
EXISTING EDGE OF PAVEMENT
FUTURE EDGE OF PAVEMENT
FUTURE EDGE OF GRAVEL SHOULDER
FUTURE EDGE OF PAVEMENT
FUTURE EDGE OF GRAVEL SHOULDER
STRUCTURAL FOR DETAILS
PROPOSED SCALE PIT, SEE SEE STRUCTURAL FOR DETAILS
PROPOSED APPROACH SECTION
SEE STRUCTURAL FOR DETAILS
PROPOSED APPROACH SECTION
STRUCTURAL FOR DETAILS
PROPOSED SCALE DECK, SEE
BOLLARD (TYP)
FUTURE STEEL PIPE
10'-0" 10'-0"
1'-6" 90'-0" 1'-6"
20'-0"
E = 14106472.825
N = 8514880.866
E = 14106483.924
N = 8514889.400
E = 14106540.609
N = 8514815.672
E = 14106529.510
N = 8514807.138
EL = 1084.98
EL = 1084.98
FUTURE EDGE OF SIDEWALK
NOTES PRIOR TO PAVING
SEE SHEET C301 FOR CONDUIT
4" PCC PAD FOR PROPANE TANKS
E = 14106373.521
N = 8514869.479
BUILDING GRID LINE 1 AND B
E = 14106434.473
N = 8514790.202
BUILDING GRID LINE 6 AND B
E = 14106426.579
N = 8514758.905
BUILDING GRID LINE 7 AND C
E = 14106488.712
N = 8514831.903
BUILDING GRID LINE 6 AND A
E = 14106502.730
N = 8514813.669
BUILDING GRID LINE 8 AND A
ID
O
T
S a li x W e ig h S c a le
B u il d in g
Io w a D e p a rt m e n t o f T ra n s p o rt a ti o n
S a li x
IA
C D
B G
-9 A
(0
-8
-0
M A
M
M A
M
/3
/2 p w
\p ro je c tw is e .d o t.
in t.
la n :P
W M a in
\D o c u m e n ts
\P ro je c ts
\9 \D e s ig n \C
A D
D F il e s \B
G -9
A (0
-8 -0
\p la n s \C
-S it e P la n .d g n
M M a n z e r
/2
/2
:2
:2
A
M
Io ll in n d ia e b ra s k a
D R
A W
N
A P
P R
O V
E D
IS
S
U E
D F
O R
D A
T E
F
IE
L D
B O
O K
P R
O J E
C T
N O
C L
IE
N
T N
O
A B D E FC
A B D E FC
W e s to w n P k w y S u it e
W e s t
D e s M o in e s
IA
.2
.8 w w
.s h iv e -h a tt e ry
.c o m
S
IT
E P
L A
N
C101
Scale In Feet
T E
S T
% C om
L
R T
E B
E B
U B
T P
U B
U B
FFE = 1085
FFE = 1085
GRADING LIMIT (TYP.)
0.80% 0.80%
.5
.5
GRADE BREAK
GRADE BREAK
.0
.0
.0
.0
EL = 1084.98
EL = 1084.44
EL = 1084.44
EL = 1084.98
EL = 1084.44
EL = 1084.44
EL = 1084.98
EL = 1084.98
EL = 1084.98
EL = 1084.98
EL = 1084.98
EL = 1084.98
EL = 1084.98
EL = 1084.98
EL = 1084.98
EL = 1084.98
EL = 1084.98
EL = 1084.91
EL = 1084.91
EL = 1084.95
EL = 1084.91
EL = 1084.91
EL = 1084.91
EL = 1084.91
EL = 1084.98
EL = 1084.98
EL = 1084.98
EL = 1084.98
EL = 1084.98
EL = 1084.91
EL = 1084.91
EL = 1084.98
EL = 1084.98
EL = 1084.91
EL = 1084.91
EL = 1084.98
EL = 1084.98
EL = 1084.98
EL = 1084.98
EL = 1084.98
0.00% CROSS AND LONGITUDINAL
SLOPE ON DECK AND TOP OF PIT
ELEVATION = 1084.52
EL = 1084.31
EL = 1083.83
EL = 1083.71
EL = 1084.06
E =
N =
BUILDING GRID LINE 6 AND B
.0
1084.52 EL =
SCALE
1084.52 EL =
SCALE
1084.52 EL =
SCALE
1084.52 EL =
SCALE
GRADING LIMIT (TYP.)
GRADING LIMIT (TYP.)
GRADE BREAK
GRADE BREAK
G R
A D
E B
R E
A K
5.00%
5.00%
5.00%
2.00%
2.00%
2.00%
2.00%
.0
405.04
EL = 1082.65
EL = 1083.57
EL = 1084.48
EL = 1084.48
EL = 1084.48
EL = 1083.59
EL = 1082.70
:1
.0
.0
.0
.0
1084 (FUTURE)
1083 (FUTURE)
1084 (FUTURE)
1084 (FUTURE)
1084 (F
UTURE)
1083 (F
UTURE)
1082 (FUTURE)
1084 (FUTURE)
F
U T
U R
E
1.50%
1.50%
EL = 1084.48
EL = 1084.48
EL = 1084.48
10'-0"
10'-0"
GRADE BREAK GRADE BREAK
ID
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S a li x W e ig h S c a le
B u il d in g
Io w a D e p a rt m e n t o f T ra n s p o rt a ti o n
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(0
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M A
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M A
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/3
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\p ro je c tw is e .d o t.
in t.
la n
:P W
M a in
\D o c u m e n ts \P ro je c ts
\9
\D e s ig n \C
A D
D
F il e s \B
G -9
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(0
-8
-0
\p la n s \C
-G ra d in g
P la n M
M a n z e r
/2
/2
:0
:1
P
M
Io ll in n d ia e b ra s k a
D R
A W
N
A P
P R
O V
E D
IS
S
U E
D F
O R
D A
T E
F
IE
L D
B O
O K
P R
O J E
C T
N O
C L
IE
N
T N
O
A B D E FC
A B D E FC
W e s to w n P k w y S u it e
W e s t
D e s M o in e s
IA
.2
.8 w w
.s h iv e -h a tt e ry
.c o m
G R
A D
IN
G
P L
A N
C201
Scale In Feet
T E
S T
% C om
N
L P
R T
E B
E B
U B
U B
U B
T P
U B
U B
U B
U B
FFE = 1085
GRADING LIMIT (TYP.)
2.00%
:1
1083 (FUTURE)
1084 (FUTURE)
(F
UTURE)
1082 (FUTURE)
1081 (FUTURE)
1080 (FUTURE)
81 10
F U
T U
R E
F U
T U
R E
F U
T U
R E
1084 (FUTURE)
1083 (FUTURE)
1082 (FUTURE)
(FUTURE)
1083 (F
UTURE)
(FUTURE)
(F
UTURE)
(F
UTURE)
(F
UTURE)
(F
UTURE)
0 (F
UTURE)
(FUTURE)
1082 (FUTURE)
(FUTURE)
(FUTURE)
:1
:1
:1 4 :1
1.40% 1.40%
1.40%
1.0 0%
EL = 1078.93
EL = 1078.93
GRADING LIMIT (TYP.)
GRADING LIMIT (TYP.)
GRADING LIMIT (TYP.)
I-29 (SB)
ID
O
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S a li x W e ig h S c a le
B u il d in g
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:P W
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\9
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D
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G -9
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-8
-0
\p la n s \C
-G ra d in g
P la n M
M a n z e r
/2
/2
:4
:0
P
M
Io ll in n d ia e b ra s k a
D R
A W
N
A P
P R
O V
E D
IS
S
U E
D F
O R
D A
T E
F
IE
L D
B O
O K
P R
O J E
C T
N O
C L
IE
N
T N
O
A B D E FC
A B D E FC
W e s to w n P k w y S u it e
W e s t
D e s M o in e s
IA
.2
.8 w w
.s h iv e -h a tt e ry
.c o m
C202
G R
A D
IN
G
P L
A N
Scale In Feet
% C om
HH
HH
T
HH
HHHH
HH
S
IG
N
L P
R T
E B
E B
U B
U B
U B
T P
U B
U B
U B
U B
SEE MECHANICAL PLANS
IE = 1081.00'
SUMP PUMP DRAIN CONNECTION
IE = 1082.16'
SEE MECHANICAL PLANS (TYP)
6" PVC ROOF DRAIN CONNECTION
8" PVC STORM DRAIN @ 0.90%
6" PVC STORM DRAIN @ 0.90%
CONNECT TO EXISTING WELL
87.8 LF PVC WATER LINE
SEE SHEET C501
10.0 LF 4" PVC SANITARY FORCE MAIN @ 2.00%
SANITARY @ 1.10%
25.1 LF 4" PVC
SEE SHEET C501
SEPTIC TANK, IE(IN) = 1080.42', IE(OUT) = 1080.17'
GAS LINE
SEE MECHANICAL PLANS
SANITARY CONNECTION, IE = 1080.22'
SEE SHEET C501
IE (IN) = 1077.11'
DISTRIBUTION BOX
SEE SHEET C501
ABSORPTION FIELD
(PROVIDE 1' MIN. COVER)
184.1 LF 4" PVC SANITARY @ 1.10%
(PROVIDE 1' MIN. COVER)
IE = 1077.76'
22.5° HORIZONTAL BENDIE = 1079.79'
45° HORIZONTAL BEND
IE = 1080.07'
45° HORIZONTAL BEND
SLAB TO 2' OUTSIDE OF SLAB, TEMPORARILY CAP ENDS
CONTRACTOR TO PROVIDE 4" CONDUIT FROM CENTER OF
IE(NE) = 1079.98'
IE(SE) = 1080.08'
IE(SW) = 1080.29'
RIM = 1084.00'
SW-401 48" MANHOLE
COUNTER INDUCTIVE LOOP
FUTURE TRAFFIC
TRAFFIC COUNTER
FUTURE HANDHOLE FOR
79.3 LF 15" RCP @ 0.50%
SUMP = SEE MECH. PLANS
IE(NE) = SEE MECH. PLANS
IE(NW) = 1081.48'
RIM = 1084.79'
SW-401 48" MANHOLE
LIFT STATION
FUTURE CONDUIT
FUTURE HANDHOLE
FUTURE CONDUIT
SEE ELECTRIC PLANS
4" PVC CONDUIT TO DATA CLOSET
SEE ELECTRICAL PLANS
PG = 1083.52'
NEW TRANSFORMER
LOCATION WITH PROVIDER
FINAL TANK AND SERVICE LINE
NEW PROPANE TANKS - COORDINATE
RIM = 1084.44'
PER ITS-101
48" X 30" HANDHOLE
RIM = 1083.70'
PER ITS-101
48" X 30" HANDHOLE
SEE ELECTRIC PLANS
ELECTRIC SERVICE
IE = 1082.68'
6" PVC RDC
IE = 1081.72'
6" PVC RDC
IE = 1081.42'
6" PVC RDC
IE = 1083.20'
6" PVC RDC
IE = 1083.02'
6X6X6 WYE
CAP END OF WYE
IE = 1082.50'
6X6X6 WYE
IE = 1081.98'
8X8X6 WYE
IE = 1081.95'
45° HORIZONTAL BEND
IE = 1081.87'
45° HORIZONTAL BEND
IE = 1081.54'
8X8X6 WYE
IE = 1081.24'
8X8X6 WYE
IE = 1080.92'
10X10X8 WYE
IE = 1081.03'
45° HORIZONTAL BEND
FFE = 1085
FFE =
IE = 1079.60'
15" RCP APRON PER DR-201
FUTURE BARRIER
PG = 1079.43'
E = 14106231.995
N = 8515055.209
PG = 1079.43'
E = 14106255.955
N = 8515096.801
PG = 1078.95'
E = 14106176.539
N = 8515087.156
PG = 1078.95'
E = 14106200.329
N = 8515128.453
RIM = 1083.55'
RIM = 1083.32'
SANITARY @ 1.10%
9.5 LF 4" PVC
(PROVIDE 1' MIN. COVER)
58.9 LF 4" PVC SANITARY @ 1.10%
STORM DRAIN @ 1.00%
71.3 LF 6" PVC
STORM DRAIN @ 0.90%
92.8 LF 10" PVC
DRAIN @ 1.00%
5.5 LF 4" PVC STORM
10"X4" ECCENTRIC REDUCER (MATCH CROWNS)
(MATCH INVERTS)
8X6 ECCENTRIC REDUCER
45° HORIZONTAL BEND45° HORIZONTAL BEND
BEND
45° HORIZONTAL
45° HORIZONTAL BEND
45° HORIZONTAL BEND
SEE ELECTRIC PLANS
4" PVC CONDUIT TO DATA CLOSET
I-29 (SB)
ID
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B u il d in g
Io w a D e p a rt m e n t o f T ra n s p o rt a ti o n
S a li x
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M
M A
M
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RISER, HEIGHT AS REQUIRED
TO EXTEND MANWAY ABOVE
FINISH GRADE
8" COMPACTED
BASE, IOWA DOT
GRADE 12 OR 14
UNDISTURBED EARTH
MECHANICAL
LINK SEAL
MECHANICAL
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INFLUENT TEE
EFFLUENT
FILTER
4" PVC INLET, 2% SLOPE
TO SEPTIC TANK
4" PVC, SLOPE TO
DISTRIBUTION BOX
BUILDING
2" FROM SEWAGE
EJECTOR PUMP, SEE
MECHANICAL DETAILS
CAP
10'
3"
FINISH GRADE
LEAK PROOF PENETRATION;
MECHANICAL LINK SEAL.
COORDINATE WITH
CONTRACTOR AND
MECHANICAL CONTRACTOR.
3"
7-HOLE FLOW DISTRIBUTION BOX SET ON 8"
COMPACTED BASE, IOWA DOT GRADE 12 OR 14
4" PVC DISTRIBUTION PIPE (TYP.)
CHAMBER - SEE DETAIL D4
4" PVC FROM SEPTIC TANK
-SEE SHEET C301
3.
64' - SEE SHEET C301 FOR ABSORPTION FIELD LAYOUT
3.
8" INVERT
(36" WIDE TRENCH)
12" COVER H-10
SEE NOTE
12"
34" WIDE CHAMBER
6' SPACING
NATIVE BACKFILL
TOPSOIL
(CHAMBER SECTION) (END CAP VIEW)
TRENCH ELEV.
=1076.90
4" pvc
INLET
NOTES:
1. GENERAL: WORK SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE CURRENT STATEWIDE URBAN DESIGN AND SPECIFICATIONS (SUDAS), PROJECT SPECIFICATIONS, THE RECOMMENDED STANDARDS FOR SANITARY WORKS (COMMONLY KNOWN AS "THE TEN STATE STANDARDS"), THE IOWA
WASTEWATER FACILITIES DESIGN STANDARDS, AND IOWA CODE CHAPTER 69.
2. SEPTIC TANK: 1,500 GALLON (+/- 250 GAL), 2 COMPARTMENT PRECAST CONCRETE TANK MEETING REQUIREMENTS OF IOWA CODE CHAPTER 69.
3. LIFT STATION PRESSURE PIPING, FORCE MAIN, AND ABSORPTION FIELD MANIFOLDS AND LATERALS: SCHEDULE 40 PVC PIPE AND FITTINGS; WORKING PRESSURE RATING OF 280 PSI; MANUFACTURED FROM VIRGIN RIGID PVC COMPOUNDS WITH A CELL CLASS OF 12454 AS IDENTIFIED IN ASTM D 1784;
IPS CONFORMING TO ASTM D 1785; INJECTION MOLDED PVC SCHEDULE 40 FITTINGS SHALL CONFORM TO ASTM D 2466; RESTRAINED, CEMENT WELDED
JOINTS.
4. TRENCHING, BEDDING, AND BACKFILL: MEET REQUIREMENTS OF SUDAS SECTION 3010 - TRENCH EXCAVATION AND BACKFILL, INCLUDING DETAILS 3010.10, 3010.103, 3010.104. PROVIDE CLASS F-3 BEDDING FOR GRAVITY SANITARY SEWER PIPE AND CLASS P-3 FOR FORCE MAIN.
5. CLEANING, INSPECTION, AND TESTING OF SEWERS: PROVIDE FOR SANITARY SEWERS ACCORDANCE WITH SUDAS SECTION 4060 - CLEANING, INSPECTION, AND TESTING OF SEWERS.
6. CHAMBERS: CHAMBERS ARE TO BE INFILTRATOR QUICK4 STANDARD OR APPROVED EQUIVALENT. INSTALL CHAMBERS ACCORDING TO MANUFACTURER INSTRUCTIONS. TRENCHES AND CHAMBERS TO BE ON 9 FT CENTERS. CHAMBER BOTTOMS AND INLET INVERTS TO BE INSTALLED LEVEL. INSTALL ONE INSPECTION PORT PER CHAMBER LINE PER MANUFACTURER INSTRUCTIONS.
7. EFFLUENT FILTER: PROVIDE AND INSTALL EFFLUENT FILTER, NSF/ANSI APPROVED, BUILT GAS DEFLECTOR, SHUT-OFF BALL WHEN FILTER IS REMOVED, RATED FLOW OF 3,000 GPD, POLYLOK PL1-22.
8. DISTRIBUTION BOX: TUF-TITE 7-HOLE DISTRIBUTION BOX, OR EQUAL, PROVIDE AND INSTALL TUF-TITE SPEED LEVELERS FOR EACH DISTRIBUTION LINE
9. MODULAR MECHANICAL SEALS: PRESSURE RESISTANT TO 20 PSIG (40 FT. OF HEAD): EPDM RUBBER: SST BOLTS AND NUTS; LINK SEAL, OR EQUAL.
A1 SEPTIC TANK PLAN VIEW
A3 SEPTIC TANK SECTION VIEW
D3 SUBSURFACE CHAMBER AND DISTRIBUTION SYSTEM
D4 CHAMBER TYPICAL SECTION
NOTE:12" COVER MINIMUM. COVER CAN BE INCREASED TO A MAXIMUM OF 24" TO
FIT FINISHED GRADE ACROSS ABSORPTION FIELD IF NEEDED. HOWEVER,COVER
DEPTH (ABOVE 12") SHALL BE MINIMIZED TO THE GREATEST EXTENT POSSIBLE.
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ABBREVIATIONS
A
ADD ADDENDUM
AFF ABOVE FINISHED FLOOR
ALT ALTERNATE
APPROX APPROXIMATE (LY)
ARCH ARCHITECT (URAL)
B
B/ BOTTOM OF
BLDG BUILDING
BM BEAM
BOT BOTTOM
BP BASE PLATE
BRG BEARING
BSMT BASEMENT
BF BEAM FLANGE WIDTH
C
CFCI CONTRACTOR FURNISHED
CONTRACTOR INSTALLED
CIP CAST-IN PLACE
CJ CONSTRUCTION/CONTROL JOINT
CL CENTER LINE
CLR CLEAR (ANCE)
CMU CONCRETE MASONRY UNIT
COL COLUMN
CONC CONCRETE
CONN CONNECT (ION) (ED) (OR)
CONT CONTINUOUS
COORD COORDINATE
D
D DEPTH
DBE DECK BEARING ELEVATION
DBL DOUBLE
DEG DEGREE
DIM DIMENSION
DN DOWN
DTL DETAIL
DWG DRAWING
E E or EXST EXISTING
EA EACH
EF EACH FACE
EJ EXPANSION JOINT
ELEC ELECTRIC / ELECTRICAL
ELEV or EL ELEVATION
EMBED EMBEDDED
EOR ENGINEER OR RECORD
EQ EQUAL
EQUIP EQUIPMENT
EW EACH WAY
F
F ISOLATED FOOTING
F'C CONCRETE COMPRESSIVE
STRENGTH
F/ FACE OF
FDN FOUNDATION
FFE FINISH (ED) FLOOR ELEVATION
FLR FLOOR (ING)
FRP FIBER REINFORCED POLYMER
FTG FOOTING
FV FIELD VERIFY
FY YIELD STRENGTH
G GA GAGE or GAUGE
GALV GALVANIZED
GC GENERAL CONTRACTOR
G or GL GRID LINE
H
HGR HANGER
HK HOOK
HORIZ HORIZONTAL
HWS HEADED WELDED STUDS
J
JBE JOIST BEARING ELEVATION
JST JOIST (S)
K
KO KNOCK-OUT
L L or LNTL LINTEL
LF LINEAR FOOT
LLBB LONG LEG BACK TO BACK
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LONG LONGITUDE (INAL)
LSL LONG SLOTTED (HOLES)
M
MATL MATERIAL
MAX MAXIMUM
MECH MECHANICAL
MEP MECHANICAL, ELECTRICAL,
PLUMBING
MEZZ MEZZANINE
MFR MANUFACTURER
MID MIDDLE
MIN MINIMUM
MISC MISCELLANEOUS
MTL METAL
N
NA NOT APPLICABLE
NIC NOT IN CONTRACT
NTS NOT TO SCALE
O
O/O OUT TO OUT
OC ON CENTER
OF OUTSIDE FACE
OFCI OWNER FURNISHED-CONTRACTOR
INSTALLED
OFOI OWNER FURNISHED-OWNER
INSTALLED
OPNG OPENING (S)
ORIG ORIGINAL
OVHD OVERHEAD
P
PAF POWDER ACTUATED FASTENER
PC PRECAST CONCRETE or PILE CAP
PERF PERFORATED
PERIM PERIMETER
PERP PERPENDICULAR
PH PHASE
PL PLATE
PREFAB PREFABRICATED
PRELIM PRELIMINARY
PVC POLYVINYL CHLORIDE
Q
QTY QUANTITY
R
R RADIUS
RD ROOF DRAIN
REF REFER (ENCE)
REINF REINFORCE (D) (ING) (MENT)
REQD REQUIRED
RF RETAINING FOUNDATION
RO ROUGH OPENING
RTU ROOF TOP UNIT
S
SC SLIP CRITICAL
SCH or SCHED SCHEDULE
SECT SECTION
SEOR STRUCTURAL ENGINEER OF RECORD
SIM SIMILAR
SJ SAW CUT JOINT or SLIP JOINT
SLBB SHORT LEG BACK TO BACK
SLOS SHORT LEG OUTSTANDING
SLP SLOPE
SOG SLAB ON GRADE
SPC SPACE (ING)
SPEC SPECIFICATIONS
SS STAINLESS STEEL
SSL SHORT SLOTTED (HOLES)
STA STATION
STAG STAGGERED
STD STANDARD
STIFF STIFFENER
STL STEEL
STRUC STRUCTURE (AL)
T
T&B TOP AND BOTTOM
T&G TONGUE AND GROOVE
T/ TOP OF
TC TENSION CONTROLLED BOLT
TEMP TEMPORARY
TF TRENCHED FOUNDATION
THK THICK (NESS)
TOT TOTAL
TRANS TRANSVERSE
TYP TYPICAL
U
UNO UNLESS NOTED OTHERWISE
V
VERT VERTICAL
W
W/ WITH
W/O WITHOUT
WD WIDTH or WOOD
WF WALL FOOTING
WP WORKING POINT
WWR WELDED WIRE REINFORCEMENT
WWF WELDED WIRE FABRIC
NORTH ARROW
0A1 VIEW NAME
1/8" = 1'-0" 12" Contributor 1 / Contributor 2 / Contributor 3
VIEW NUMBER
DRAWING SCALE
TRUE NORTH
NORTH
PLAN
A1 A101
A1 A101
A101 A1
A00 KEYNOTE VALUE
RFI
REVISION NUMBER
REVISION TYPE
D.8 NEW GRID ID MARK
100'-0"
FIRST FLOOR
IDENTIFIED LEVEL NAME
ELEVATION MARK
SPOT ELEVATION MARK100'-0"
GENERAL SYMBOLS LEGEND
SHEET NUMBER
WALL SECTION MARK
VIEW NUMBER
SHEET NUMBER
ENLARGED DETAIL MARK
VIEW NUMBER
MATCHLINE
SHEET NUMBER
EXTERIOR ELEVATION MARK
VIEW NUMBER
A4/S104
VIEW NUMBER / SHEET NUMBER
OF CONTINUING VIEW
MASONRY
STEEL
CONCRETE
EARTH
GRANULAR FILL
GROUT
HIDDEN LINE
L(+100'-0") (+99'-0")
CHANGE IN SLAB ELEVATION MARK
W10 x4
9(E
BP2
STRUCTURAL COLUMN DESIGNATION
(E) - EXISTING
(D) - DEMOLISHED
BASE PLATE MARK
F # (+X'-X") P # (+X'-X")
FOOTING MARK (TOP ELEVATION)
BRICK LEDGE STEP MARK
PIER MARK (TOP ELEVATION)
SPAN DIRECTION MARK - ONE WAY
MOMENT FRAMING CONNECTION MARK
UPPER ELEVATION
LOWER ELEVATION
W(+100'-2")
(+100'-0") WALL STEP MARK
UPPER ELEVATION
LOWER ELEVATION
(+95'-0")
(+97'-0") FOUNDATION STEP MARK
UPPER ELEVATION
LOWER ELEVATION
GENERAL SYMBOLS LEGEND
DESIGN INFORMATION
1.
A.
B.
C.
D.
E.
F.
G.
H.
2.
A.
B.
C.
D.
E.
F.
G.
H.
I.
J.
a.
b.
c.
3.
4.
CODES:
INTERNATIONAL BUILDING CODE (IBC) 20XX
AMERICAN CONCRETE INSTITUTE - BUILDING CODE REQUIREMENTS FOR STRUCTURAL
CONCRETE (ACI 318)
AMERICAN CONCRETE INSTITUTE - BUILDING CODE REQUIREMENTS FOR MASONRY
STRUCTURES (ACI 530)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION - SPECIFICATION FOR STRUCTURAL
STEEL BUILDINGS (AISC 360)
ALLOWABLE STRENGTH DESIGN (ASD)
LOAD AND RESISTANCE FACTOR DESIGN (LRFD)
AMERICAN SOCIETY OF CIVIL ENGINEERS AND STRUCTURAL ENGINEERING INSTITUTE
(ASCE/SEI 7) - MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES
AMERICAN WELDING SOCIETY D1.1
AMERICAN IRON AND STEEL INSTITUTE (AISI S100) SPECIFICATION FOR THE DESIGN OF
COLD FORMED STEEL STRUCTURAL MEMBERS
AMERICAN FOREST & PAPER ASSOCIATION (AF&PA) NATIONAL DESIGN SPECIFICATION
FOR WOOD CONSTRUCTION (NDS)
DESIGN LOADS PER THE 2009 IBC (OCCUPANCY CATEGORY XXX) / DESIGN LOADS PER THE 2012
IBC (RISK CATEGORY XXX)
DEAD LOADS
STRUCTURE SELF WEIGHT AS SHOWN
CEILING, MEP & FP 10 PSF
ROOFING SYSTEM 10 PSF
MEP ABOVE MECHANICAL ROOM 20 PSF
LIVE LOADS
TYPICAL ROOF LIVE LOAD - 20 PSF
TYPICAL FLOOR LIVE LOADS (REDUCIBLE PER IBC 1607.10)
PARTITIONS 15 PSF
CORRIDORS 100 PSF
CORRIDORS ABOVE 1ST FLOOR 80 PSF
STAIRS STRUCTURE (UNREDUCIBLE) 100 PSF
STAIR TREADS 300 LBS OR 100 PSF
CLASSROOMS 40 PSF
OFFICE 50 PSF
MEDICAL PROCEDURE FLOORS 100 PSF
OPERATING ROOMS 60 PSF
PATIENT ROOMS 40 PSF
MECHANICAL ROOMS (UNREDUCIBLE) 150 PSF
LIGHT STORAGE (UNREDUCIBLE) 125 PSF
HEAVY STORAGE (UNREDUCIBLE) 250 PSF
PLATFORMS 60 PSF
CATWALKS 40 PSF
ROOF SNOW LOAD
GROUND SNOW LOAD, Pg XX PSF FLAT ROOF SNOW LOAD, Pf XX PSF SNOW EXPOSURE FACTOR, Ce XX SNOW IMPORTANCE FACTOR, Is XX THERMAL FACTOR, Ct XX RAIN ON SNOW (Pg<20 PSF) 5 PSF
SNOW DRIFT: REFER TO SNOW DRIFT DIAGRAM
WIND PRESSURE (ASCE 7-05)
BASIC WIND SPEED 90 MPH
WIND IMPORTANCE FACTOR XX
WIND EXPOSURE X
INTERNAL PRESSURE COEFFICIENT +/-0.18
MWFRS DESIGN WIND PRESSURE XX PSF
WIND PRESSURE (ASCE 7-10)
WIND SPEED, Vult XXX MPH NOMINAL DESIGN WIND SPEED, Vasd XXX MPH
WIND EXPOSURE X
INTERNAL PRESSURE COEFFICIENT +/-0.18
MWFRS DESIGN WIND LATERAL PRESSURE XX PSF
WIND PRESSURE - COMPONENTS AND CLADDING
PER ASCE 7 -XX FOR EACH REQUIRED COMPONENT
SEE SHEET S### FOR COMPONENTS AND CLADDING LOAD TABLE
SEISMIC DESIGN DATA
SEISMIC IMPORTANCE FACTOR XXX
MAPPED SPECTRAL RESPONSE ACCELERATIONS, Ss XXX
MAPPED SPECTRAL RESPONSE ACCELERATIONS, S1 XXX
SITE CLASS XXX
SPECTRAL RESPONSE COEFFICIENTS, Sds XXX SPECTRAL RESPONSE COEFFICIENTS, Sd1 XXX
SEISMIC DESIGN CATEGORY XXX
BASIC SEISMIC FORCE-RESISTING SYSTEM:
XXX
DESIGN BASE SHEAR, V = Cs x W XXX KIPS SEISMIC RESPONSE COEFFICIENT, Cs XXX
RESPONSE MODIFICATION FACTOR, R XX
ANALYSIS PROCEDURE: - EQUIVALENT LATERAL FORCE
LATERAL EARTH PRESSURES
ACTIVE PRESSURE XX PCF X DEPTH
AT-REST PRESSURE XX PCF X DEPTH
PASSIVE PRESSURE XX PCF X DEPTH
SPECIAL LOADING
DEFLECTION CRITERIA
FLOOR LIVE LOAD L/360
ROOF LIVE LOAD L/240
TOTAL LOAD ON MEMBERS SUPPORTING MASONRY L/600
SOILS INFORMATION BASED ON GEOTECHNICAL REPORT PREPARED BY XXXXXX, REPORT NO.
XXXXXXX, DATED XXXXXX.
NET ALLOWABLE SOIL BEARING PRESSURES:
SPREAD FOOTINGS XXXX PSF
CONTINUOUS WALL FOOTINGS XXXX PSF
DRILLED PIER END BEARING XXXX PSF
MINIMUM FROST PROTECTION DEPTH MEASURED FROM GRADE
EXTERIOR FOOTING ADJACENT TO HEATED AREA (-3'-6")
EXTERIOR FOOTING AT UNHEATED AREA (-4'-0")
GENERAL NOTES
1.
2.
3.
4.
5.
6.
7.
8.
9.
A.
B.
C.
D.
10.
A.
B.
C.
11.
12.
13.
14.
15.
16.
17.
18.
THE GENERAL STRUCTURAL NOTES ARE INTENDED TO SUPPLEMENT THE DRAWINGS AND
SPECIFICATIONS. SHOULD CONFLICTS EXIST BETWEEN THESE DRAWINGS AND THE
SPECIFICATIONS NOTIFY THE ENGINEER OF ANY SUCH CONFLICTS.
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ALL PROJECT DRAWINGS AND
SPECIFICATIONS. REFER TO ALL DRAWINGS FOR THE COORDINATION OF THE WORK IN THIS
PROJECT.
THE INTENT OF THESE PLANS AND NOTES IS TO PRESENT THE PROJECT REQUIREMENTS.
MAJOR DETAILS HAVE BEEN SHOWN ON THE DRAWINGS. HOWEVER, CERTAIN MINOR DETAILS
MUST BE WORKED OUT IN THE FIELD OR SHOP DRAWING PROCESS BY THE CONTRACTOR.
ELEVATIONS GIVEN ON PLANS ARE IN REFERENCE TO THE FINISHED FLOOR ELEVATION
(+100'-0") WHICH IS EQUAL TO THE CIVIL DATUM OF (XXX.XX').
UNLESS NOTED OTHERWISE, DETAILS SHOWN ON DRAWINGS ARE TO BE CONSIDERED TYPICAL
FOR ALL SIMILAR CONDITIONS.
THE STRUCTURE IS DESIGNED TO BE STABLE AND SELF-SUPPORTING AFTER THE BUILDING IS
FULLY ERECTED AND ALL CONNECTIONS ARE COMPLETED. UNLESS NOTED OTHERWISE, THE
DRAWINGS DO NOT INDICATE THE MEANS AND METHODS OF CONSTRUCTION. IT IS SOLELY THE
CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE ERECTION PROCEDURE AND SEQUENCING
TO ENSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT PARTS DURING ERECTION.
THIS INCLUDES THE ADDITION TEMPORARY BRACING, GUYS AND TIE-DOWNS NECESSARY FOR
THE ERECTION PROCESS.
IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO FOLLOW THE APPLICABLE SAFETY CODES
AND REGULATIONS DURING ALL PHASES OF CONSTRUCTION.
CONTRACTOR'S CONSTRUCTION AND ERECTION SEQUENCE SHALL CONSIDER THE EFFECTS OF
THERMAL MOVEMENTS OF THE STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD.
EXISTING CONDITIONS:
THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND CONDITIONS
RELATING TO EXISTING CONSTRUCTION AND EXISTING SERVICES ON SITE. THE
CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND LOCATIONS OF EXISTING COLUMNS,
WALLS, OPENINGS, ETC, WITH THE ARCHITECTURAL DRAWINGS PRIOR TO PROCEEDING
WITH THE WORK. ANY DISCREPANCIES WITH THE CONTRACT DOCUMENTS SHALL BE
REPORTED TO THE ARCHITECT AND ENGINEER BEFORE PROCEEDING WITH THE AFFECTED
PART OF THE WORK.
DURING CONSTRUCTION THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS WHICH
ARE NOT KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION (DISCOVERY).
SUCH CONDITIONS MAY INTERFERE WITH THE NEW CONSTRUCTION OR REQUIRE
PROTECTION AND/OR SUPPORT OF EXISTING WORK DURING CONSTRUCTION. IT MAY ALSO
CONSIST OF DAMAGED OR DETERIORATION OF STRUCTURAL MATERIALS OR COMPONENTS
WHICH COULD JEOPARDIZE THE STRUCTURAL INTEGRITY OF THE BUILDING(S). THE
CONTRACTOR SHALL NOTIFY THE ENGINEER OF ALL DISCOVERIES WHICH MAY INTERFERE
WITH THE PROPER EXECUTION OF THE WORK OR JEOPARDIZE THE STRUCTURAL INTEGRITY
OF THE BUILDING(S) PRIOR TO PROCEEDING WITH THE WORK RELATED TO SUCH
DISCOVERIES.
DURING THE CONSTRUCTION PROCESS, IT SHALL BE SOLELY THE CONTRACTOR'S
RESPONSIBILITY TO MAINTAIN THE INTEGRITY OF THE EXISTING STRUCTURE AND TO
PROTECT IT FROM DAMAGE ANY PORTIONS THAT ARE TO REMAIN.
CONTRACTOR SHALL INVESTIGATE THE SITE DURING EARTHWORK OPERATIONS FOR FILL
MATERIAL OR BURIED STRUCTURES. IMMEDIATELY, NOTIFY THE ENGINEER IF ANY SUCH
MATERIALS OR STRUCTURES ARE DISCOVERED.
STRUCTURAL COORDINATION
MECHANICAL, ELECTRICAL OR PLUMBING LOADS, OPENINGS AND SUPPORT FRAMING ARE
SHOWN FOR BIDDING PURPOSES ONLY. CONTRACTOR SHALL OBTAIN APPROVAL OF THE
MECHANICAL, ELECTRICAL OR PLUMBING CONTRACTOR BEFORE PROCEEDING WITH SUCH
PORTION OF THE WORK.
THE CONTRACTOR SHALL VERIFY THE SIZE AND LOCATION OF ALL OPENINGS, HOLES AND
SLEEVES THROUGH FOUNDATIONS AND OTHER STRUCTURAL ELEMENTS WITH THE
MECHANICAL, ELECTRICAL AND PLUMBING CONTRACTORS. NO OPENINGS SHALL PASS
THROUGH STRUCTURAL MEMBERS UNLESS SHOWN ON THE DRAWINGS OR APPROVED BY
THE ENGINEER.
EXCESS COST DUE TO VARIATION IN THE STRUCTURE TO ACCOMMODATE A SUBSTITUTION
OR ALTERNATE MANUFACTURER(S) FROM THE LISTED BASIS OF DESIGN SHALL BE BORNE
BY THE CONTRACTOR.
BEFORE SUBMITTING A BID, EACH BIDDER SHALL VISIT THE SITE AND BECOME FULLY
ACQUAINTED WITH THE EXISTING CONDITIONS, CONSTRUCTION REQUIREMENTS,
RESTRICTIONS, QUANTITIES AND EQUIPMENT NECESSARY TO COMPLETE THE WORK. THE BID
SHALL INCLUDE ALL ITEMS REQUIRED TO COMPLETE THE WORK WITHIN THE EXISTING
CONDITIONS. DISRUPTION OF THE OWNERS NORMAL ACTIVITIES AROUND THE CONSTRUCTION
SITE SHALL BE KEPT TO A MINIMUM.
THE COST OF ADDITIONAL DESIGN WORK DUE TO ERRORS AND OMISSIONS BY THE
CONTRACTOR DURING CONSTRUCTION SHALL BE BORNE BY THE RESPONSIBLE CONTRACTOR.
ANY ENGINEERING DESIGN PROVIDED BY OTHER AND SUBMITTED FOR REVIEW OR RECORD
SHALL BEAR THE STAMP AND SIGNATURE OF A PROFESSIONAL STRUCTURAL ENGINEER
REGISTERED IN THE STATE WHERE THE PROJECT EXISTS.
CONTRACTOR SHALL COORDINATE WORK SCHEDULES WITH THE OWNER TO ESTABLISH
CONSTRUCTION SEQUENCING AROUND ANY OCCUPIED AREAS. CONTRACTOR SHALL NOT
PROCEED TO OCCUPIED AREAS UNTIL AUTHORIZED BY THE OWNER.
ALL ELEMENTS AND SURFACES DAMAGED BY DEMOLITION, BUT NOT SCHEDULED FOR REMOVAL
SHALL BE REPAIRED AND REFINISHED TO MATCH THE ADJACENT SURFACES AT NO ADDITIONAL
COST TO THE OWNER.
CONTRACTOR SHALL REMOVE ALL DEBRIS AND WASTE MATERIALS RESULTING FROM
CONSTRUCTION FROM THE SITE, UNLESS NOTED OTHERWISE.
CONTRACTOR SHALL MINIMIZE CREATION OF DUST, DIRT AND WINDBORNE DEBRIS FROM
BLOWING ACROSS THE SITE AND ONTO ADJACENT SITES.
CONTRACTOR SHALL COVER ANY EXTERIOR OPENING WITH TEMPORARY CLOSURES WHEN NOT
WORKING ON SITE TO PROTECT THE INTERIOR SPACES FROM WEATHER, INSECTS, RODENTS
AND INTRUDERS.
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MATERIAL CONFIGURATION REMARKS
LINTEL SCHEDULE
MARK
% C om
CAST-IN-PLACE CONCRETE
1.
2.
3.
4.
5.
A.
B.
a.
b.
C.
a.
b.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
ALL CONCRETE SHALL CONFORM TO THE LATEST REQUIREMENTS OF THE AMERICAN
CONCRETE INSTITUTES PUBLICATIONS: ACI 301, ACI 305.1, ACI 306.1, ACI 315, AND ACI 318
UNLESS NOTED OTHERWISE.
CONCRETE COMPRESSIVE STRENGTH (28 DAY)(F'c)
FOOTINGS 4000 PSI
FOUNDATION WALLS AND PIERS 4000 PSI
SLAB ON GRADE 4000 PSI
GRADE BEAMS 4000 PSI
COLUMNS 5000 PSI
ELEVATED SLAB ON DECK 4000 PSI
ELEVATOR OR STAIR SHEAR WALLS 4000 PSI
ELEVATED BEAM, SLABS AND JOISTS 4000 PSI
DRILLED PIERS 4000 PSI
AUGER CAST PILES 4000 PSI
PILE CAPS 4000 PSI
CONCRETE REINFORCEMENT STANDARDS:
DEFORMED BARS ASTM A615 Fy = 60 KSI WELDED WIRE REINFORCEMENT (WWR) ASTM A1064 Fy = 65 KSI WELDABLE REINFORCING BARS ASTM A706 Fy = 60 KSI
SYNTHETIC MACRO FIBER REINFORCING ASTM C1116
EPOXY COATED REINFORCING ASTM A775 Fy = 60 KSI
ALL CONCRETE SHALL BE STONE AGGREGATE UNLESS NOTED OTHERWISE. SUBMIT MIX DESIGN
AND DOCUMENTATION FOR APPROVAL PER ACI 318.
REINFORCEMENT PROTECTION
CONCRETE PLACED AGAINST EARTH - 3"
CONCRETE PLACED IN FORMS BUT EXPOSED TO WEATHER OR EARTH:
BARS #5 AND SMALLER - 1 1/2"
BARS LARGER THAN #5 - 2"
CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
SLABS, WALLS, AND JOISTS - 3/4"
BEAMS, COLUMNS - 1 1/2"
WHERE REQUIRED, DOWELS SHALL MATCH THE SIZE, NUMBER AND SPACING OF THE MAIN
REINFORCING UNLESS NOTED OTHERWISE.
ALL SPLICES, STANDARD HOOKS, AND DEVELOPMENT LENGTHS TO BE PER THE REFERENCED
EDITION OF ACI 318. MAKE BARS CONTINUOUS AROUND CORNERS. ALL SPLICES SHALL BE BY
CONTACT LAP.
ALL SPLICES SHALL BE A CLASS "B" TENSION SPLICE AS DEFINED IN ACI 318. PROVIDE LAP
SPLICES LENGTHS AS FOLLOWS:
LAP SPLICE LENGTHS GIVEN, ASSUME CLEAR SPACING BETWEEN BARS OF 2 BAR DIAMETERS,
AND A MINIMUM CLEAR COVER OF 1 BAR DIAMETER. TOP BARS ARE DEFINED AS HORIZONTAL
BARS WITH MORE THAN 12" ON FRESH CONCRETE BENEATH THE BARS.
WALLS AND GRADE BEAMS SHALL NOT HAVE JOINTS IN A HORIZONTAL PLANE, UNLESS
APPROVED BY THE ENGINEER.
CONSTRUCTION JOINTS IN STRUCTURAL CONCRETE WORK MUST BE MADE AT CENTER OF
SPAN OR AT CENTER OF SUPPORT WITH VERTICAL BULKHEADS AND HORIZONTAL KEYS,
UNLESS OTHERWISE SHOWN.
THERE SHALL BE NO ADDITIONAL OPENINGS LARGER THAN 10" IN CONCRETE WALLS AND SLABS
NOT SHOWN. REFER TO CONCRETE OPENING DETAIL FOR ADDITIONAL REINFORCEMENT
AROUND OPENINGS.
REINFORCING STEEL SHALL BE SECURELY FASTENED INTO FORMS PRIOR TO POURING
CONCRETE. WET SETTING OF REINFORCING STEEL WILL NOT BE ACCEPTED PER ACI.
CONCRETE MIX - FOOTINGS AND PILE CAPS
COARSE AGGREGATE 100% PASSING 1" SIEVE
FINE AGGREGATE 100% PASSING 3/8" SIEVE
WATER/CEMENT RATIO 0.45
SLUMP 4" +/- 1"
AIR CONTENT 6% +/- 1.5%
CONCRETE MIX - FOUNDATIONS
COARSE AGGREGATE 100% PASSING 1" SIEVE
FINE AGGREGATE 100% PASSING 3/8" SIEVE
WATER/CEMENT RATIO 0.45
SLUMP (NO WATER REDUCER) 4" +/- 1"
SLUMP (WITH WATER REDUCER) 4" TO 8"
AIR CONTENT 6% +/- 1.5%
CONCRETE MIX - SLAB ON GRADE - INTERIOR
COARSE AGGREGATE 100% PASSING 1" SIEVE
FINE AGGREGATE 100% PASSING 3/8" SIEVE
WATER/CEMENT RATIO 0.5
SLUMP (WITH WATER REDUCER) 4" TO 6"
AIR CONTENT LESS THAN 3%
CONCRETE MIX - TOPPING SLAB AND PAN STAIR FILL
COARSE AGGREGATE 100% PASSING 1/2" SIEVE
FINE AGGREGATE 100% PASSING NO.8 SIEVE
WATER/CEMENT RATIO 0.5
SLUMP (WITH WATER REDUCER) 5" TO 8"
AIR CONTENT LESS THAN 3%
BAR SIZE
#3 #4 #5 #6 #7 #8 #9 #10 #11
TYPICAL
22" 29" 36" 43" 63" 72" 81" 91" 101"
TOP BARS
28" 38" 47" 56" 81" 93" 105" 118" 131"
TYPICAL
19" 25" 31" 37" 54" 62" 70" 79" 87"
TOP BARS
25" 33" 41" 49" 71" 81" 91" 102" 114"
3000 PSI 4000 PSI
FOUNDATIONS
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
21.
ALL EXCAVATIONS SHALL BE PROPERLY AND SAFELY BACKFILLED. DO NOT PLACE BACKFILL
BEHIND BASEMENT WALLS OR RETAINING WALLS UNTIL CONCRETE HAS ATTAINED THE
SPECIFIED COMPRESSIVE STRENGTH. BASEMENT WALLS SHALL NOT BE BACKFILLED UNTIL
SUPPORTING FLOOR IS COMPLETED AND ATTAINED FULL STRENGTH. CONTRACTOR SHALL
PROTECT ALL BELOW GRADE WALLS FROM LATERAL EARTH PRESSURES UNTIL SUPPORTING
FLOOR STRUCTURE IS COMPLETED. CONTRACTOR PROVIDE FOR DESIGN, PERMITS AND
INSTALLATION OF LATERAL SHORING TO BRACE WALLS IN LIEU OF WAITING FOR FLOOR SLAB
COMPLETION.
FOOTING SHALL BE CENTERED UNDER WALLS AND COLUMNS UNLESS NOTED OTHERWISE.
CONTRACTOR SHALL ACCOUNT FOR PUMPING OF WATER FROM THE EXCAVATION DUE TO
SURFACE WATER, GROUND WATER AND SEEPAGE.
CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL SHEETING,
SHORING AND CRIBBING REQUIRED TO SAFELY RETAIN THE EARTH BANK AROUND THE
EXCAVATIONS.
ALL FOOTINGS SHALL BE PLACED ONTO FIRM UNDISTURBED SOIL OR ACCEPTABLE COMPACTED
BACKFILL AS OUTLINED IN THE SOIL REPORT AND PROJECT SPECIFICATIONS.
FOOTING ELEVATIONS SHOWN DESIGNATE THE MINIMUM DEPTH OF THE FOOTING WHERE THE
ALLOWABLE SOIL BEARING IS EXPECTED. LOCALIZED AREAS OF UNACCEPTABLE SOILS OR
POOR COMPACTION MAY BE DISCOVERED DURING THE EXCAVATION PROCESS REQUIRING
OVEREXCAVATION AND BACKFILL WITH ACCEPTABLE FILL. FOOTING EXCAVATIONS SHALL BE
LOWERED TO REACH SOIL MEETS THE DESIGN BEARING PRESSURE AND APPROVED BY THE
GEOTECHNICAL SPECIAL INSPECTION AGENCY.
ACCEPTABLE BACKFILL MATERIAL SHALL BE PLACED IN LIFTS NOT TO EXCEED EIGHT (8)
INCHES IN LOOSE THICKNESS.
FOR FOOTING AND FOUNDATIONS, THE SUBGRADE OR FILL MATERIAL SHALL BE COMPACTED
AND VERIFIED TO MEET 98% STANDARD PROCTOR MAXIMUM DRY DENSITY ACCORDANCE WITH
ASTM D698. FOR RELATIVELY COHESIONLESS GRANULAR FILL WHICH HAS A PERCENT PASSING
THE #200 SIEVE LESS THAN 10 PERCENT AND HAS ONLY A SLIGHT SENSITIVITY TO MOISTURE
CHANGES, COMPACTION SHALL BE 75 PERCENT RELATIVE DENSITY IN ACCORDANCE WITH
ASTM D4253 AND D4254. IF COMPACTION DOES NOT COMPLY, CONTRACTOR SHALL
RECOMPACT AREA AND UNTIL TEST RESULTS ARE PASSING. AN AREA EXHIBITING WEAKNESS
SUCH AS RUTTING OR PUMPING SHALL BE REMOVED AND REPLACED WITH COMPACTED
GRANULAR FILL.
FOOTING EXCAVATIONS SHALL BE INSPECTED AND APPROVED BY THE GEOTECHNICAL SPECIAL
INSPECTION AGENCY BEFORE CONCRETE IS PLACED. CONTRACTOR SHALL NOTIFY INSPECTION
AGENCY WHEN EXCAVATION IS READY FOR TESTING. INSPECTION AGENCY SHALL PROVIDE A
WRITTEN REPORT OF TEST RESULTS AND COMPLIANCE TO THE OWNER.
ACCEPTABLE SOIL SHALL BE DEFINED AS MEETING ASTM D2487 SOIL CLASSIFICATION GROUPS
GW, GP, GM, SW, SP, SM OR A COMBINATION OF THESE TYPES.
UNACCEPTABLE SOILS SHALL BE DEFINED AS MEETING ASTM D2487 SOIL CLASSIFICATION
GROUPS GC, SC, ML, MH, CL, CH, OL, OH, PT OR A COMBINATION OF THESE TYPES. GROUPS CL AND ML MAY BE ACCEPTABLE IF THE LIQUID LIMIT IS LESS THAN 45 AND THE PLASTICITY INDEX
IS LESS THAN 20.
THE CONTRACTOR SHALL PROVIDE ALL NECESSARY MEASURES TO PREVENT ANY FROST OR
ICE FROM PENETRATING ANY FOOTING OR SLAB SUBGRADES BEFORE AND AFTER PLACING THE
CONCRETE AND UNTIL SUCH SUBGRADE IS FULLY PROTECTED BY THE PERMANENT BUILDING
ENCLOSURE AND THE SPACE IS CONDITIONED TO REMAIN ABOVE FREEZING.
CONCRETE FOOTINGS AND SLABS SHALL NOT BE PLACED ON OR AGAINST SUBGRADES
CONTAINING FROST, SNOW OR ICE. FROZEN SUBGRADES SHALL BE COMPLETELY THAWED AND
RECONDITIONED BEFORE CONCRETE MAY BE PLACED.
REPEATED HEAVY CONSTRUCTION TRAFFIC OVER EXPOSED SUBGRADE WILL CAUSE RUTTING
AND PUMPING WHEN SOIL IS ABOVE THE OPTIMUM MOISTURE CONTENT. AVOID EXCESS
CONSTRUCTION ACTIVITY ON WET SOILS. IF SUBGRADE IS ABOVE THE OPTIMUM MOISTURE
CONTENT DURING CONSTRUCTION, THEN DRYING OF THE SOIL SHALL BE CONDUCTED BY
DISKING, SCARIFICATION, AND AERATION.
SOILS WITH A MOISTURE CONTENT ABOVE THE OPTIMUM LEVEL SHALL BE REMOVED AND
REPLACED WITH COMPACTED GRANULAR FILL.
CONTRACTOR SHALL NOTIFY THE ARCHITECT AND ENGINEER OF ANY UNUSUAL SOIL
CONDITIONS THAT ARE IN VARIANCE WITH THE SOIL REPORT.
CONTRACTOR SHALL NOTIFY THE ARCHITECT AND ENGINEER IMMEDIATELY IF THE EXISTING
FOUNDATIONS VARY FROM THAT SHOWN ON THE DRAWINGS.
CONTRACTOR SHALL VERIFY OPENINGS AND SLEEVES THROUGH FOUNDATION WALLS WITH
THE ARCHITECTURAL, MECHANICAL AND ELECTRICAL REQUIREMENTS. CHANGES IN SIZE,
LOCATION AND NUMBER SHALL NOT BE PERMITTED WITHOUT WRITTEN APPROVAL BY THE
ENGINEER.
CONTINUOUS WALL FOOTING REINFORCING SHALL EXTEND THROUGH COLUMN SPREAD
FOOTINGS UNLESS NOTED OTHERWISE.
GRADE BEAM TOP BARS SHALL BE CONTINUOUS OVER THE SUPPORTS. REINFORCEMENT
SHALL BE SPLICED WITH TOP BARS SPLICED AT MIDSPAN AND BOTTOM BARS SPLICED OVER
THE SUPPORT POINTS.
IF GRADE BEAM IS A SINGLE SIMPLE SPAN THEN TOP BARS SHALL BE CONTINUOUS FULL
LENGTH OF BEAM WITH STANDARD HOOKS AT EACH END AND BOTTOM BARS SHALL BE
CONTINUOUS BETWEEN SUPPORTS.
FOUNDATIONS - SLAB ON GRADE
1.
2.
3.
4.
5.
6.
7.
8.
9.
ALL ORGANIC MATERIAL AND UNACCEPTABLE FILL MATERIAL SHALL BE REMOVED FROM
BENEATH THE SLAB ON GRADE AS DIRECTED IN THE SOIL REPORT. EXPOSED SUBGRADE SHALL
BE PROOF ROLLED WITH A HEAVY WEIGHTED VEHICLE OF ROLLER IN THE PRESENCE OF THE
GEOTECHNICAL SPECIAL INSPECTION AGENCY. AREAS EXHIBITING RUTTING, PUMPING OR
WEAKNESS SHALL BE REMOVED AND REPLACED WITH COMPACTED ACCEPTABLE FILL
MATERIAL.
COMPACTION SHALL BE TESTED AND VERIFIED TO MEET 98% STANDARD PROCTOR MAXIMUM
DRY DENSITY ACCORDANCE WITH ASTM D698. FOR RELATIVELY COHESIONLESS GRANULAR FILL
WHICH HAS A PERCENT PASSING THE #200 SIEVE LESS THAN 10 PERCENT AND HAS ONLY A
SLIGHT SENSITIVITY TO MOISTURE CHANGES, COMPACTION SHALL BE 75 PERCENT RELATIVE
DENSITY IN ACCORDANCE WITH ASTM D4253 AND D4254. IF COMPACTION DOES NOT COMPLY,
CONTRACTOR SHALL RECOMPACT AREA AND UNTIL TEST RESULTS ARE PASSING. AN AREA
EXHIBITING WEAKNESS SUCH AS RUTTING OR PUMPING SHALL BE REMOVED AND REPLACED
WITH COMPACTED GRANULAR FILL.
CONCRETE SLAB ON GRADE SHALL BE PLACED ON A 6" WELL GRADED COMPACTED
GRANULAR FILL SUB-BASE.
PLACE ALL SLABS ON GRADE WITH AN APPROVED JOINT PATTERN SUBMITTED BY CONTRACTOR
AND APPROVED BY ENGINEER OR AS SHOWN ON DRAWINGS. SEQUENCE OF CONSTRUCTION
AND CONTROL JOINTS SHALL BE PLACED TO MINIMIZE SHRINKAGE CRACKS.
CONCRETE SLAB ON GRADES SHALL HAVE CONTROL JOINTS SAW CUT OR TOOLED . LOCATE
JOINT ALONG COLUMN CENTER LINES WITH INTERMEDIATE JOINTS AT A MAXIMUM SPACING OF
36 TIMES THE SLAB THICKNESS, UNLESS NOTED OTHERWISE. SLAB JOINT PANELS SHALL HAVE A MAXIMUM LENGTH TO WIDTH RATIO OF 1.5:1. DO NOT STAGGER OR OFFSET JOINTS. PROVIDE
ADDITIONAL JOINTS AT RE-ENTRANT CORNER. IF RE-ENTRANT CORNERS ARE UNAVOIDABLE,
THEN ADDITIONAL REINFORCING COMPRISED OF (2) #4 BARS x 3'-0" SHALL BE PLACED IN THE
CENTER OF THE SLAB DIAGONAL TO THE RE-ENTRANT CORNER CONDITION. PROVIDE SHOP
DRAWING OF CONTROL JOINT PATTERN AND CORNER REINFORCING.
SAWCUT JOINTS AS SOON AS SURFACE WILL ALLOW WITHOUT EDGES RAVELING BUT PRIOR TO
THE NEXT DAY AFTER THE POUR.
FLOOR FINISHES SHALL BE STEEL TROWELED FOR ALL INTERIORS AND BROOM FINISHED FOR
ALL EXTERIORS UNLESS NOTED OTHERWISE.
UTILITY TRENCH BACKFILL UNDER THE SLAB ON GRADE SHALL MEET THE SAME COMPACTION
REQUIREMENTS AS THE ORIGINAL SUBGRADE LISTED ABOVE.
SLOPE SLABS TO DRAINS TO CREATE POSITIVE DRAINAGE. PROVIDE DEPRESSIONS WHERE
INDICATED ON ARCHITECTURAL DRAWINGS, WHILE MAINTAINING THE THICKNESS OF THE
CONCRETE SLAB.
STRUCTURAL STEEL
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
STRUCTURAL STEEL SHALL CONFORM TO THE REFERENCED EDITION OF THE AISC
"SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS".
STRUCTURAL STEEL MATERIAL STANDARDS
WIDE FLANGE SECTIONS ASTM A992 Fy = 50 KSI ANGLES, CHANNELS & PLATES ASTM A36 Fy = 36 KSI SQUARE AND RECTANGULAR HSS ASTM A500, GR C Fy = 50 KSI ROUND HSS ASTM A500, GR C Fy = 46 KSI STANDARD PIPE SECTIONS ASTM A53, GR B Fy = 35 KSI
STRUCTURAL STEEL CONNECTION STANDARDS:
HIGH STRENGTH BOLTS ASTM F3125 GRADE A325
HEAVY HEX NUT ASTM A563
WASHERS ASTM F436
ANCHOR RODS ASTM F1554 GRADE 36
HEADED WELDED STUDS ASTM A108 TYPE B
WELDING ELECTRODES (CARBON STEEL) AWS 5.1, E70XX
WELDING ELECTRODES (STAINLESS STEEL)
WELDING SHALL BE IN ACCORDANCE WITH STRUCTURAL WELDING CODE, AWS D1.1, LATEST
EDITION, AND SHALL BE PERFORMED BY CERTIFIED WELDERS ONLY USING PROPER
ELECTRODES FOR MATERIAL BEING WELDED. PROVIDE WELD SIZE IN ACCORDANCE WITH AISC
SPECIFICATIONS, BUT NOT LESS THAN 3/16" FILLET, CONTINUOUS UNLESS OTHERWISE NOTED.
ALL HIGH STRENGTH BOLTS SHALL BE INSTALLED IN ACCORDANCE WITH RCSC -
"SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS." SEE DRAWINGS
FOR BOLTS SIZES. USE 3/4" DIAMETER, A325 BOLTS UNLESS NOTED OTHERWISE.
WHEN TENSION CONTROL BOLTS ARE INDICATED "TC" ON THE DRAWINGS, PROVIDE HIGH
STRENGTH "TENSION CONTROLLED" BOLTS MEETING ASTM F1852, TYPE 1.
ALL BOLTED CONNECTIONS ARE BEARING TYPE, UNLESS INDICATED AS TENSION CONTROLLED
(TC) OR SLIP CRITICAL (SC). PROVIDE STANDARD HOLES FOR BEARING TYPE CONNECTION
WHICH ARE 1/16" WIDER DIAMETER THAN THE BOLT.
ALL EXTERIOR EXPOSURE STEEL FRAMING, STEEL LINTEL ASSEMBLIES, BRICK RELIEF ANGLES
AND CONNECTORS SHALL BE HOT DIPPED GALVANIZED. ITEMS INDICATED TO BE GALVANIZED
SHALL BE HOT-DIP GALVANIZED IN COMPLIANCE WITH ASTM A123.
AFTER FABRICATION, ALL STEEL SHALL BE CLEANED OF ALL RUST, LOOSE MILL SCALE AND
OTHER FOREIGN MATERIALS. STEEL SHALL BE HAND TOOLED CLEANED (SSPC-SP2) OR
POWER TOOL CLEANED (SSPC-SP3).
ALL STRUCTURAL STEEL WILL HAVE ONE COAT OF FABRICATOR'S STANDARD LEAD AND
CHROMATE-FREE RUST INHIBITIVE PRIMER APPLIED PRIOR TO DELIVERY TO THE JOB SITE
UNLESS NOTED OTHERWISE. ALL AREAS OF STRUCTURAL STEEL MEMBERS IN WHICH THE
PRIMER COATED SURFACE IS DAMAGED DURING CONSTRUCTION SHALL BE TOUCHED UP WITH
MATCHING PRIMER.
THERE SHALL BE NO FIELD CUTTING OF STRUCTURAL STEEL MEMBERS FOR THE WORK OF
OTHER TRADES WITHOUT PRIOR WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OF
RECORD.
ALL MISCELLANEOUS STEEL AS SHOWN OR REFERENCED ON THE ARCHITECTURAL DRAWINGS
SHALL BE FABRICATED AND INSTALLED AS PART OF THE STRUCTURAL STEEL.
CONTRACTOR SHALL PROVIDE ALL TEMPORARY SHORES, GUYS, BRACES AND OTHER
SUPPORTS DURING ERECTION TO KEEP STRUCTURAL STEEL SECURE, PLUMB AND IN
ALIGNMENT AGAINST TEMPORARY CONSTRUCTION LOADS AND LOADS EQUAL TO DESIGN
LOADS. REMOVE ALL TEMPORARY SUPPORTS WHEN PERMANENT STRUCTURAL STEEL
FRAMING AND CONNECTIONS ARE COMPLETED.
MAINTAIN ERECTION TOLERANCES OF STRUCTURAL STEEL WITHIN AISC 303, "CODE OF
STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES."
DO NOT ENLARGE MISALIGNED BOLT HOLES BY BURNING OR THERMAL CUTTING. REAM HOLES
THAT MUST BE ENLARGED TO INSTALL BOLTS.
REINFORCED UNIT MASONRY
1.
2.
3.
4.
5.
6.
7.
A.
B.
C.
D.
E.
8.
9.
10.
11.
A.
B.
C.
D.
12.
13.
14.
15.
16.
CONCRETE MASONRY UNIT STANDARDS AND COMPRESSIVE STRENGTHS:
DESIGN ASSEMBLY STRENGTH, F'm , BY UNIT STRENGTH METHOD 2500 PSI
CONCRETE MASONRY UNITS (NORMAL WEIGHT) ASTM C90 3250 PSI
MASONRY GROUT ASTM C476 2500 PSI
MASONRY MORTAR, TYPE S ASTM C270 1800 PSI
REINFORCING FOR MASONRY ASTM A615 Fy = 60 KSI
PLATE AND BENT BAR ANCHORS ASTM A36
WIRE MESH TIES ASTM A185
JOINT REINFORCEMENT, LADDER TYPE, 1.7(9GA) ASTM A1064
ANCHOR RODS FOR MASONRY ASTM A307
THE LOAD BEARING CONCRETE MASONRY WALLS FOR THIS PROJECT WERE DESIGNED TO
SPAN VERTICALLY AND BE BRACED BY THE ROOF AND FLOOR FRAMING ELEMENTS OF THE
STRUCTURE. DURING CONSTRUCTION THE MASONRY CONTRACTOR SHALL PROVIDE LATERAL
BRACING UNTIL THE ROOF STRUCTURE IS INSTALLED AS RECOMMENDED BY ACI 530 AND THE
LATEST REVISION OF "STANDARD PRACTICE FOR BRACING MASONRY WALLS UNDER
CONSTRUCTION", PREPARED BY THE COUNCIL FOR MASONRY WALL BRACING. THIS BRACING IS
TO PREVENT UNNECESSARY STRESS OR DAMAGE TO THE MASONRY WALLS FROM LATERAL
LOADS, WHICH CAN OCCUR WHILE THE WALLS ARE NOT PROPERLY BRACED BY THE ROOF AND
FLOOR STRUCTURE.
SPLICE REINFORCING USING CONTACT LAPS TO THE LENGTHS INDICATED BELOW:
NP = NOT PERMITTED
NOTES TO SPECIFIER:
BASED ON 100% ALLOWABLE TENSILE STRESS IN REINFORCING (24,000 PSI)
LAP SPLICE CAN BE REDUCED (DIV BY 1.5) IF STRESS IS LESS THAN 80%
BARS GREATER THAN #9 ARE REQUIRED TO BE MECHANICALLY SPLICED
MASONRY MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE REQUIREMENTS OF
“SPECIFICATION FOR MASONRY STRUCTURES AND RELATED COMMENTARIES (ACI 530/ASCE
6/TM 602) PUBLISHED BY AMERICAN CONCRETE INSTITUTE, EXCEPT WHERE REQUIREMENTS
ARE EXCEEDED BY THESE CONTRACT DOCUMENTS.
THOROUGHLY MIX MORTAR AND GROUT INGREDIENTS IN ACCORDANCE WITH THE
REFERENCED ASTM ABOVE IN QUANTITIES NEEDED FOR IMMEDIATE USE. DO NOT USE ANTI-
FREEZE COMPOUNDS TO LOWER THE FREEZE POINT.
ALL LOAD BEARING MASONRY WALLS SHALL BE HAVE FULL MORTAR BED, HEAD AND COLLAR
JOINTS. LAY HOLLOW MASONRY UNITS WITH FACE SHELL BEDDING ON HEAD AND BED JOINTS.
HORIZONTAL JOINT REINFORCEMENT: ALL LOAD BEARING MASONRY WALLS SHALL BE
CONSTRUCTED WITH LADDER TYPE JOINT REINFORCEMENT AS FOLLOWS:
SPACED AT A MAXIMUM OF 16" ON CENTER IN WALL CONSTRUCTION.
LAP JOINT REINFORCEMENT ENDS MINIMUM 6 INCHES.
PLACE HORIZONTAL JOINT REINFORCEMENT ONE ROW ABOVE AND ONE ROW BELOW ALL
WALL OPENINGS.
PLACE CONTINUOUS JOINT REINFORCEMENT IN FIRST JOINT BELOW THE TOP OF THE WALL.
DO NOT CONTINUE HORIZONTAL JOINT REINFORCEMENT ACROSS CONTROL OR EXPANSION
JOINTS.
ALL LOAD BEARING REINFORCED UNIT MASONRY WALLS SHALL HAVE (1) #5 BAR VERTICALLY IN
GROUTED CELL AT ALL CORNERS, ENDS OF WALLS, WALL INTERSECTIONS, AND IMMEDIATELY
ADJACENT TO EACH SIDE OF CONTROL JOINTS AND WALL OPENINGS.
CONCRETE MASONRY UNIT CORES SHALL BE PLACED WITH CELLS IN VERTICAL ALIGNMENT. ALL
CORES CONTAINING REINFORCEMENT AND ANCHORS SHALL BE FILLED SOLID WITH GROUT.
GROUT ALL CELLS TO RECEIVE ANCHORS.
PROVIDE A MINIMUM OF 1/2" OF GROUT BETWEEN THE MAIN REINFORCING AND THE MASONRY
UNITS. ALL VERTICAL REINFORCEMENT SHALL BE CENTERED IN THE WALL UNLESS NOTED
OTHERWISE.
ALL MASONRY WALLS SHALL HAVE VERTICAL CONTROL JOINTS AT A MAXIMUM SPACING OF 25
FEET AS FOLLOWS:
COORDINATE CONTROL JOINTS WITH LOCATIONS INDICATED ON ARCHITECTURAL
DRAWINGS.
CONTROL JOINTS SHALL NOT INTERFERE WITH BEAMS, JOISTS, OR LINTEL BEARING.
PROVIDE PREFORMED EXTRUDED RUBBER CONTROL JOINT DESIGNED FOR MASONRY
WALLS CONFORMING TO ASTM D2000 2AA-805.
SEAL JOINT WITH SINGLE COMPONENT ELASTERMERIC POLYURETHANE SEALANT. COLOR
TO MATCH MORTAR JOINTS.
DOWELS IN FOOTINGS SHALL BE PLACED TO ALIGN WITH CORES CONTAINING REINFORCING
STEEL. COORDINATE PLACEMENT BEFORE CONSTRUCTION OF FOOTING BEGINS.
GROUT SOLID ALL CMU CORES BELOW ADJACENT GRADE OR BELOW SLAB ON GRADE
CONSTRUCTION.
DURING CONSTRUCTION OF WALLS, COVER TOPS OF WALLS, PARTIALLY COMPLETED MASONRY
AND ANY OPEN WALL CAVITIES AT SILLS OR HEADERS WITH WATERPROOF SHEETING AT THE
END OF EACH DAY'S WORK.
REINFORCE ALL NON-LOAD BEARING MASONRY WALLS (SHOWN ON ARCHITECTURAL
DRAWINGS) WITH #5 BARS AT XX" OC UNLESS NOTED OTHERWISE.
BEAM BEARING CONDITIONS: FILL BLOCK CELLS SOLID WITH GROUT A DISTANCE OF 24"
BENEATH AND 12" EACH SIDE OF BEAM REACTIONS OR OTHER CONCENTRATED LOADS IF NOT
OTHERWISE REINFORCED. ALL BEAM AND JOIST POCKETS SHALL BE GROUTED SOLID OR
FILLED WITH CONCRETE MASONRY UNITS AFTER STEEL ERECTION IS COMPLETE.
BAR SIZE
#3 #4 #5 #6 #7 #8 #9
6" CMU
27" 36" 45" 54"
NP
NP
NP
8" CMU
27" 36" 45" 54" 63" 113"
NP
10" CMU
27" 36" 45" 54" 63" 72" 82"
12" CMU
27" 36" 45" 54" 63" 72" 82"
MINIMUM LAP SPLICE LENGTH
REINFORCED UNIT MASONRY - LINTELS
1.
2.
3.
4.
5.
6.
7.
8.
PROVIDE LINTELS ABOVE ALL WALL OPENINGS AND RECESSES GREATER THAN 12" WIDE AS
INDICATED IN THE PLANS AND LINTEL SCHEDULE.
OPENINGS NOT IDENTIFIED ON THE DOCUMENTS SHALL BE CONSTRUCTED IN A SIMILAR
MANNER TO THE SCHEDULED LOCATIONS THAT MATCH SPAN AND LOAD CONDITIONS. CONTACT
STRUCTURAL ENGINEER FOR CONFIRMATION.
LINTELS FOR 8" WIDE CMU NON-LOAD BEARING MASONRY PARTITION WALLS SHALL HAVE
LINTELS IN ACCORDANCE WITH THE FOLLOWING SCHEDULE:
ALL CMU BOND BEAM LINTELS SHALL HAVE A MINIMUM (2) #5 BARS PLACED 3" FROM THE
BOTTOM OF THE BLOCK AND GROUTED SOLID.
ALL STEEL ANGLE LINTELS ARE LONG LEG BACK TO BACK AND STITCH WELDED TOGETHER
TOP AND BOTTOM 3" LONG AT 12" ON CENTER MINIMUM.
ALL BOND BEAM LINTELS SHALL BE CONSTRUCTED USING BOND BEAM UNITS.
WALL OPENING JAMBS SHALL BE GROUTED SOLID FULL HEIGHT BELOW THE WIDTH OF THE
LINTEL BEARING, UNLESS NOTED OTHERWISE.
ALL LINTELS SHALL HAVE A MINIMUM OF 8" END BEARING, UNLESS NOTED OTHERWISE.
ALL STEEL LINTEL ASSEMBLIES IN EXTERIOR WALL CONSTRUCTION SHALL BE HOT-DIP
GALVANIZED PER ASTM A123, UNLESS NOTED OTHERWISE.
BEARING PLATES NOT REQUIRED FOR STEEL LINTELS, UNLESS NOTED OTHERWISE.
OPENING WIDTH MASONRY OPTION STEEL OPTION
1'-0 TO 2'-0"
>2'-0" TO 4'-0"
>4'-0" TO 6'-0"
>6'-0" TO 8'-0"
8" DEEP BOND BEAM 5/16"x7"PLATE (2)L3 1/2x3 1/2x1/4
(2)L4x3 1/2x5/16(LLV) (2)L5x3 1/2x5/16(LLV)
8" DEEP BOND BEAM
8" DEEP BOND BEAM
16" DEEP BOND BEAM
STEEL DECK
1.
2.
3.
4.
5.
6.
7.
A.
B.
8.
A.
B.
9.
10.
11.
12.
13.
ALL METAL DECK SHALL BE DESIGNED, MANUFACTURED, AND INSTALLED IN ACCORDANCE WITH
THE LATEST PROVISIONS OF THE STEEL DECK INSTITUTE - "DESIGN MANUAL FOR COMPOSITE
DECKS, FORM DECKS, ROOF DECKS AND CELLULAR METAL FLOOR DECK WITH ELECTRICAL
DISTRIBUTION" AND UNDERWRITER REQUIREMENTS (I.E. FACTORY MUTUAL).
STEEL DECK AND ACCESSORIES SHALL BE FABRICATED FROM STEEL SHEETS CONFORMING TO
THE FOLLOWING STANDARDS:
PAINTED STEEL ROOF DECK ASTM A1008, GR 33
GALVANIZED STEEL ROOF DECK ASTM A653, GR 33
GALVANIZED STEEL FLOOR DECK ASTM A653, GR 50 [33]
COMPOSITE STEEL FLOOR DECK ASTM A653, GR 50 [40]
PROVIDE METAL DECK MANUFACTURED BY A MEMBER OF THE STEEL DECK INSTITUTE OF THE
TYPE AND GAUGE INDICATED ON THE DRAWINGS.
GALVANIZED STEEL ROOF, FLOOR AND COMPOSITE DECK SHALL BE SHEET MATERIAL
CONFORMING TO ASTM A924 WITH A MINIMUM G60 COATING.
MINIMUM DECK BEARING ON STEEL MEMBERS SHALL BE 1 1/2". INSTALL DECK WITH A MINIMUM
2" END LAPS CENTERED OVER SUPPORT MEMBERS. COMPOSITE FLOOR DECK ENDS SHALL NOT
BE LAPPED.
DECK MANUFACTURER SHALL PROVIDE ALL RIDGE AND VALLEY PLATES, FLOOR DECK FILLERS,
AND COLUMN CLOSURES NECESSARY TO COMPLETE THE DECK INSTALLATION. ALL DECK AND
ACCESSORIES SHALL BE GALVANIZED, 20 GA. MINIMUM.
WHERE NOT INDICATED IN THE DRAWINGS, ATTACH ROOF DECK TO SUPPORTING STEEL
MEMBERS WITH EITHER PUDDLE WELDS OR POWDER ACTUATED FASTENERS:
(4) 5/8" DIAMETER PUDDLE WELDS PER 36 INCH WIDE SHEET (36/4 PATTERN). FASTEN
SIDELAPS CONDITIONS WITH #10 SELF DRILLING SCREWS, MINIMUM OF ONE SCREW AT
EACH MID SPAN OR AT 24" ON CENTER MAXIMUM . ATTACH DECK TO EDGES AT MEMBERS
PARALLEL TO CORRUGATIONS WITH 5/8" DIAMETER PUDDLE WELDS AT MINIMUM 6" ON
CENTER.
APPROVED EQUIVALENT POWDER ACTUATED…
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