B08_-_SolicitationAttachment2Drawings.pdf
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- 140P6219B0002
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B08 - Attachment 2 Drawings
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http://pr.mo.gov/boards/apelsla2/apelsla/Brochure%20Regarding%20Use%20of%20Professional%20Seals.pdf http://pr.mo.gov/boards/apelsla2/apelsla/Brochure%20Regarding%20Use%20of%20Professional%20Seals.pdf
1. REMOVE TREES COMPLETE.
2. REMOVE ASPHALT DRIVE SHOWN
HATCHED.
3. REMOVE 6" CLAY TILE SEWER PIPE
SHOWN DASHED; COORDINATE WITH
NEW MANHOLE LOCATION.
4. REMOVE TREE STUMPS COMPLETE
WITHIN AREA INSIDE OF DASHED LINE.
5. REMOVE LOG PILE COMPLETE.
6. SEE SHEET E1 FOR ADDITIONAL
DEMOLITION NOTES
DEMOLITION SITE PLAN KEY NOTES
SCALE: 1" = 20'-0" 20' 10' 0 20'
DEMOLITION SITE PLAN
N
TO PEAVINE ROAD
EXISTING
MAN HOLE
RIM EL. = 508.88
OUTLINE OF FORMER REMOVED DUPLEX
EXISTING
TREE LINE
EXISTING TREE LINE
EXISTING
TREE LINE
EXISTING
CHAIN LINK
FENCE
EXISTING
PROPANE
TANKS
EXISTING
GATE
EXISTING
ANTENNA
MOUNT
EXISTING
MAN HOLE
RIM ELEVATION = 511.60
6" CLAY PIPE IN WEST
6" CLAY PIPE SE FL. OUT
ELEV. 507.68
CL DITCH
EXISTING EDGE OF
ASPHALT ROAD
EXISTING EDGE OF
ASPHALT ROAD
EXISTING
EDGE OF GRAVEL ROAD
EXISTING
MAN HOLE
RIM ELEVATION = 507.51
6" CLAY PIPE IN NW
SE FL. OUT ELEV. 503.19
TO LAGOON
EXISTING
ELECTRIC
TRANSFORMER
EXISTING
BUILDING 459
(POLE SHED)
EXISTING
GRAVEL PARKING
EXISTING
PORTABLE SHED
EXISTING
WATER
VALVES
EXISTING
WATER
METER
EXISTING PHONE
PEDESTAL
DEMOLITION SITE PLAN
C1
J a n m
Y
O
Z A
R K i v e r w a y
H o u s i n g D
R A
W I N
G S
O
Z A
R C d w g
U
S E
R
S c o t t
SUB SHEET NO.
OF
DESIGNED:
KJH
REMOVE AND REPLACE OBSOLETE BIG SPRING
DUPLEX #473 HOUSING
BIG SPRING, VAN BUREN, MISSOURI
614 / 80103
198594
DRAWN BY:
TECH. REVIEW:
DATE:
1/30/2018
DRAWING NO.
PMIS NO.
SHEET
TITLE OF SHEET
A/E FIRM
PRIME:
KENNETH HAHN
ARCHITECTS, INC.
OMAHA, NE.
KLM
GJH
FINAL CONSTRUCTION DOCUMENT SUBMITTAL
SUBCONTRACTOR:
ALVINE
OMAHA, NE.
AutoCAD SHX Text 8"
AutoCAD SHX Text 8"
AutoCAD SHX Text 19"
AutoCAD SHX Text 22"
AutoCAD SHX Text 20"
AutoCAD SHX Text 21"
AutoCAD SHX Text 16"
AutoCAD SHX Text 15"
AutoCAD SHX Text 15"
AutoCAD SHX Text 8"
AutoCAD SHX Text 12"
AutoCAD SHX Text 22"
AutoCAD SHX Text 16"
AutoCAD SHX Text 14"
AutoCAD SHX Text 13"
AutoCAD SHX Text 14"
AutoCAD SHX Text 13"
AutoCAD SHX Text 15"
AutoCAD SHX Text 20"
AutoCAD SHX Text 10"
AutoCAD SHX Text 14"
AutoCAD SHX Text 18"
AutoCAD SHX Text 16"
AutoCAD SHX Text 14"
AutoCAD SHX Text 19"
AutoCAD SHX Text 13"
AutoCAD SHX Text 17"
AutoCAD SHX Text 20"
AutoCAD SHX Text 15"
AutoCAD SHX Text 16"
AutoCAD SHX Text 24"
1. ARCHITECTURAL ELEVATION 100'-0" =
CIVIL ELEVATION 511.50'
SITE GRADING PLAN KEY NOTES
SCALE: 1" = 20'-0" 20' 10' 0 20'
SITE GRADING PLAN
N
TO PEAVINE ROAD
REF.
DW
DW
REF.
KS
KS
REF.
DWDW
REF.
DN
METER CENTER
RAMP DN
DN
WH
STACK
W/D
DN
EXISTING
MAN HOLE
RIM EL. = 508.88
OUTLINE OF FORMER REMOVED DUPLEX
EXISTING
TREE LINE
EXISTING TREE LINE
EXISTING
TREE LINE
EXISTING
CHAIN LINK
FENCE
EXISTING
PROPANE
TANKS
EXISTING
GATE
EXISTING
ANTENNA
MOUNT
EXISTING
MAN HOLE
RIM ELEVATION = 511.60
6" CLAY PIPE IN WEST
6" CLAY PIPE SE FL. OUT
ELEV. 507.68
CL DITCH
EXISTING EDGE OF
ASPHALT ROAD
EXISTING EDGE OF
ASPHALT ROAD
EXISTING
EDGE OF GRAVEL ROAD
EXISTING
MAN HOLE
RIM ELEVATION = 507.51
6" CLAY PIPE IN NW
SE FL. OUT ELEV. 503.19
TO LAGOON
EXISTING
ELECTRIC
TRANSFORMER
EXISTING
BUILDING 459
(POLE SHED)
EXISTING
GRAVEL PARKING
EXISTING
PORTABLE SHED
EXISTING
WATER
VALVES
EXISTING
WATER
METER
EXISTING PHONE
PEDESTAL
FUTURE 4-PLEX,
PARKING AREA AND
SIDEWALKS SHOWN
DASHED (N.I.C.)
509.25 HP
507.83
F.F. = 511.50
GRADE AROUND
BUILDING = 509.00
UNLESS NOTED
OTHERWISE
508.18
508.46
508.54
508.39 LP
509.08
509.00
509.00
509.24509.59
SITE GRADING
LIMITS
509.00 508.77
508.63 LP
509.47
509.53 509.61
509.11
508.78 508.90
509.21
509.13
509.28
509.00
508.66
508.58
508.50
RIM
SWALE
SW
AL
E
SWALE
SITE GRADING PLAN
C2
F e b p
O
Z A v e r w a y
H o u s i n g D
R A
W I N
G S
O
Z A
R C d w g
U
S E
R
S c o t t
SUB SHEET NO.
OF
DESIGNED:
KJH
REMOVE AND REPLACE OBSOLETE BIG SPRING
DUPLEX #473 HOUSING
BIG SPRING, VAN BUREN, MISSOURI
614 / 80103
198594
DRAWN BY:
TECH. REVIEW:
DATE:
1/30/2018
DRAWING NO.
PMIS NO.
SHEET
TITLE OF SHEET
A/E FIRM
PRIME:
KENNETH HAHN
ARCHITECTS, INC.
OMAHA, NE.
KLM
GJH
FINAL CONSTRUCTION DOCUMENT SUBMITTAL
SUBCONTRACTOR:
ALVINE
OMAHA, NE.
AutoCAD SHX Text 8"
AutoCAD SHX Text 8"
AutoCAD SHX Text 19"
AutoCAD SHX Text 22"
AutoCAD SHX Text 20"
AutoCAD SHX Text 21"
AutoCAD SHX Text 16"
AutoCAD SHX Text 15"
AutoCAD SHX Text 22"
AutoCAD SHX Text 16"
AutoCAD SHX Text 14"
AutoCAD SHX Text 13"
AutoCAD SHX Text 14"
AutoCAD SHX Text 13"
AutoCAD SHX Text 15"
AutoCAD SHX Text 20"
AutoCAD SHX Text 10"
AutoCAD SHX Text 14"
AutoCAD SHX Text 18"
AutoCAD SHX Text 16"
AutoCAD SHX Text 14"
AutoCAD SHX Text 19"
AutoCAD SHX Text 13"
AutoCAD SHX Text 17"
AutoCAD SHX Text 20"
AutoCAD SHX Text 15"
AutoCAD SHX Text 16"
24"
1. ASPHALT PAVEMENT
2. 4" THICK CONCRETE SIDEWALK
3. SEED AREAS DISTURBED BY
CONSTRUCTION
4. SEE SANITARY PIPE DETAIL 5/A7
5. HANDICAP PARKING SIGN - SEE 2/C3
SITE LAYOUT PLAN KEY NOTES
TO PEAVINE ROAD
REF.
DW
DW
REF.
KS
KS
REF.
DWDW
REF.
DN
METER CENTER
RAMP DN
DN
WH
STACK
W/D
DN
EXISTING
MAN HOLE
RIM EL. = 508.88
OUTLINE OF FORMER REMOVED DUPLEX
EXISTING
TREE LINE
EXISTING TREE LINE
EXISTING
TREE LINE
EXISTING
CHAIN LINK
FENCE
EXISTING
PROPANE
TANKS
EXISTING
GATE
EXISTING
ANTENNA
MOUNT
EXISTING
MAN HOLE
RIM ELEVATION = 511.60
6" CLAY PIPE IN WEST
6" CLAY PIPE SE FL. OUT
ELEV. 507.68
CL DITCH
EXISTING EDGE OF
ASPHALT ROAD
EXISTING EDGE OF
ASPHALT ROAD
EXISTING
EDGE OF GRAVEL ROAD
EXISTING
MAN HOLE
RIM ELEVATION = 507.51
6" CLAY PIPE IN NW
SE FL. OUT ELEV. 503.19
TO LAGOON
EXISTING
ELECTRIC
TRANSFORMER
EXISTING
BUILDING 459
(POLE SHED)
EXISTING
GRAVEL PARKING
EXISTING
PORTABLE SHED
EXISTING
WATER
VALVES
EXISTING
WATER
METER
EXISTING PHONE
PEDESTAL
SCALE: 1" = 20'-0" 20' 10' 0 20'
SITE LAYOUT PLAN
N
FUTURE 4-PLEX,
PARKING AREA, DRIVE
AND SIDEWALKS SHOWN
DASHED (N.I.C.)
TYP.
85.71'
36.08'
9.07'
10.80'
65.0°'LINE OF BUILDING.
TR
UE
N
OR
TH
R50'
R116.50' 6.00'
40'
9'
MIN.
8'
33.40'
46.09'
19.15'
7'-4"
4'
CONSTRUCTION
LIMIT LINE
.93
20.00'
8'
8''
SITE LAYOUT PLAN
C3 b
O
Z A v e r w a y
H o u s i n g D
R A
W I N
G S
O
Z A
R C d w g
U
S E
R
S c o t t
SUB SHEET NO.
OF
DESIGNED:
KJH
REMOVE AND REPLACE OBSOLETE BIG SPRING
DUPLEX #473 HOUSING
BIG SPRING, VAN BUREN, MISSOURI
614 / 80103
198594
DRAWN BY:
TECH. REVIEW:
DATE:
1/30/2018
DRAWING NO.
PMIS NO.
SHEET
TITLE OF SHEET
A/E FIRM
PRIME:
KENNETH HAHN
ARCHITECTS, INC.
OMAHA, NE.
KLM
GJH
FINAL CONSTRUCTION DOCUMENT SUBMITTAL
SUBCONTRACTOR:
ALVINE
OMAHA, NE.
ACCESSIBLE PARKING SIGN
C3
AutoCAD SHX Text 8"
AutoCAD SHX Text 8"
AutoCAD SHX Text 19"
AutoCAD SHX Text 22"
AutoCAD SHX Text 20"
AutoCAD SHX Text 21"
AutoCAD SHX Text 16"
AutoCAD SHX Text 15"
AutoCAD SHX Text 22"
AutoCAD SHX Text 16"
AutoCAD SHX Text 14"
AutoCAD SHX Text 13"
AutoCAD SHX Text 14"
AutoCAD SHX Text 13"
AutoCAD SHX Text 15"
AutoCAD SHX Text 20"
AutoCAD SHX Text 10"
AutoCAD SHX Text 14"
AutoCAD SHX Text 18"
AutoCAD SHX Text 16"
AutoCAD SHX Text 14"
AutoCAD SHX Text 19"
AutoCAD SHX Text 13"
AutoCAD SHX Text 17"
AutoCAD SHX Text 20"
AutoCAD SHX Text 15"
AutoCAD SHX Text 16"
AutoCAD SHX Text 24"
AutoCAD SHX Text ACCESSIBLE PARKING SIGN WITH INTERNATIONAL SYMBOL OF ACCESSIBILITY AND WORDS "RESERVED PARKING"
AutoCAD SHX Text PROVIDE SEPARATE "VAN-ACCESSIBLE" SIGN PANEL ON STALLS ADJACENT TO 8' WIDE ACCESS AISLE
AutoCAD SHX Text
VAN ACCESSIBLE
AutoCAD SHX Text
RESERVED PARKING
AutoCAD SHX Text
CENTER SIGN POST ON PARKING STALL CENTERLINE
AutoCAD SHX Text
FINISH GRADE
AutoCAD SHX Text
3" O.D. GALVANIZED STEEL PIPE WITH CAP - DRIVE INTO GROUND
SCALE: 1/2" = 1'-0"
REF.
DW
DW
REF.
KS
KS
REF.
DWDW
REF.
RAMP DN
WH
STACK
W/D
2CP#
CP#
CP#1
PROPOSED MH#1
RIM:508.50 (10' OFF BLDG.)
INV IN:505.02
INV OUT:504.92
DEPTH: 3.58
CO
W
V
W
V b a m
P
P
H h n
B g
S r i n g s
E n g
D r a w i n g s
P d w
U
S E
R r o d n e y s
SUB SHEET NO.
OF
DESIGNED:
WJC
REMOVE AND REPLACE OBSOLETE BIG SPRING
DUPLEX #473 HOUSING
BIG SPRING, VAN BUREN, MISSOURI
614 / 80103
198594
DRAWN BY:
TECH. REVIEW:
DATE:
1/30/2018
DRAWING NO.
PMIS NO.
SHEET
TITLE OF SHEET
A/E FIRM
PRIME:
KENNETH HAHN
ARCHITECTS, INC.
OMAHA, NE.
RDS
WJC
SUBCONTRACTOR:
SMITH&CO.
POPLAR BLUFF, MO.
901 VINE STREET; P.O. BOX 72
POPLAR BLUFF, MISSOURI 63902
(573) 785-9621 FAX: (573) 785-2651 WWW.SHSMITHCO.COM
SMITH CO.
AN EMPLOYEE OWNED COMPANY
CIVIL ENGINEERING
SURVEYING
ENVIRONMENTAL & GEOTECHNICAL SERVICES MATERIAL TESTING
ESTABLISHED 1968
ENGINEERS
PLAN VIEW
EXISTING UTILITIES NOTE:
UTILITY PLAN
P:\P170227 HAHN - BIG SPRINGS\ENG\DRAWINGS\P170227.DWG
82 L.F. CAST IRON
BETWEEN MANHOLES
I
E
R
V
I
C
R
V
I
C
E
WATER METER (TYP.)
4 -
" METERS
1 - 1" METER
WATER METERS/PITS DETAIL
CONTROL POINTS
CP#
CP#
CP#
FLOWLINE OF MANHOLE
TO BE JETTED CLEAN
AND FRAME TO BE
GROUTED INTO PLACE
4" SEWER SERVICE
W/ CLEANOUT
3" FIRE SERVICE
" WATER SERVICE
PROPOSED
(2) WATER VALVES
NUMBER
PE-2004017146
WILLIAM
J. COBB
P
R
O
F
E
S
S
I
O
N A
L
N
G
I
N
E
E
R
S
T
A
T
O
M
I
S
S
O
U
R
I
C4
P.I.V.
POST INDICATOR VALVE (P.I.V.)
LOCATION
NOTE:
SEE SHEET E1 FOR ADDITIONAL
SITE UTILITY NOTES.
FINAL CONSTRUCTION DOCUMENT SUBMITTAL
AutoCAD SHX Text
WATER METER
AutoCAD SHX Text
WATER METER
AutoCAD SHX Text
WATER
AutoCAD SHX Text
ELECTRIC TRANSFORMER
AutoCAD SHX Text 24"
AutoCAD SHX Text 16"
AutoCAD SHX Text 15"
AutoCAD SHX Text 20"
AutoCAD SHX Text 17"
AutoCAD SHX Text 13"
AutoCAD SHX Text 19"
AutoCAD SHX Text 14"
AutoCAD SHX Text 16"
AutoCAD SHX Text 18"
AutoCAD SHX Text 14"
AutoCAD SHX Text 10"
AutoCAD SHX Text 20"
AutoCAD SHX Text 15"
AutoCAD SHX Text 13"
AutoCAD SHX Text 14"
AutoCAD SHX Text 13"
AutoCAD SHX Text 14"
AutoCAD SHX Text 16"
AutoCAD SHX Text 22"
AutoCAD SHX Text 12"
AutoCAD SHX Text 8"
AutoCAD SHX Text 15"
AutoCAD SHX Text 15"
AutoCAD SHX Text 16"
AutoCAD SHX Text 21"
AutoCAD SHX Text 20"
AutoCAD SHX Text 22"
AutoCAD SHX Text 19"
AutoCAD SHX Text 8"
AutoCAD SHX Text
PHONE PEDESTAL
AutoCAD SHX Text
VALVES (3)
AutoCAD SHX Text
TO PEAVINE ROAD
AutoCAD SHX Text 8"
AutoCAD SHX Text
MH
AutoCAD SHX Text
NW. AND SW. FL. IN ELEV.=505.56 (6" CLAY PIPE)
AutoCAD SHX Text
SE FL. OUT ELEV.=505.56 (6" CLAY PIPE)
AutoCAD SHX Text
SHIFTED FRAME - 70% BLOCKAGE IN FL. LINE
AutoCAD SHX Text
TOP MH ELEV.=508.88
AutoCAD SHX Text
MH
AutoCAD SHX Text
NW. FL. IN ELEV.=503.19 (6" CLAY PIPE)
AutoCAD SHX Text
SE FL. OUT ELEV.=503.19 (6" CLAY PIPE) TO LAGOON
AutoCAD SHX Text
TOP MH ELEV.=507.51
AutoCAD SHX Text
VALVES (3)
AutoCAD SHX Text
MH
AutoCAD SHX Text
W. FL. IN ELEV.=507.68 (6" CLAY PIPE)
AutoCAD SHX Text
SE FL. OUT ELEV.=507.68 (6" CLAY PIPE)
AutoCAD SHX Text
TOP MH ELEV.=511.60
AutoCAD SHX Text
WATER
AutoCAD SHX Text
BLDG. 459
AutoCAD SHX Text
GRAVEL PARKING
AutoCAD SHX Text
(POLE SHED)
AutoCAD SHX Text
( IN FEET )
AutoCAD SHX Text
AutoCAD SHX Text
AutoCAD SHX Text
AutoCAD SHX Text
1. THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES SHOWN ARE BASED ON VISIBLE ABOVE-GROUND OBJECTS AND MARKINGS, PREVIOUS RECORD DRAWINGS AND SURVEYS PROVIDED TO SMITH&CO. BY OTHERS, AND PAINT OR OTHER MARKINGS MADE BY UTILITY COMPANIES AND/OR UTILITY LOCATOR SERVICES PRIOR TO THE FIELD SURVEY. NO EXCAVATIONS WERE MADE DURING THE PROGRESS OF THIS SURVEY TO LOCATE BURIED OBJECTS. LOCATIONS OF UNDERGROUND UTILITIES/STRUCTURES/CONDUITS MAY VARY FROM THE LOCATIONS SHOWN HEREUPON. ADDITIONAL BURIED UTILITIES THAT DO NOT HAVE SURFACE MARKERS MAY BE ENCOUNTERED DURING EXCAVATION. 2. SMITH&CO. IS NOT A UTILITY LOCATOR SERVICE. SMITH&CO. IS NOT RESPONSIBLE OR LIABLE FOR DAMAGES RESULTING FROM UNMARKED OR INACCURATELY MARKED UNDERGROUND UTILITIES OR STRUCTURES. 3. THE MISSOURI ONE CALL SYSTEM (DIG-RITE) MUST BE CALLED AT LEAST TWO WORKING DAYS AND NOT MORE THAN TEN WORKING DAYS BEFORE ANY EXCAVATIONS OR INTRUSIVE SUBSURFACE ACTIVITIES ARE BEGUN. ALTHOUGH SMITH&CO. MAY HAVE CALLED DIG-RITE PRIOR TO ANY FIELD SURVEYING, IT IS THE RESPONSIBILITY OF THE PERSON(S) PERFORMING THE EXCAVATION TO CALL MISSOURI ONE-CALL PRIOR TO DIGGING. MISSOURI ONE-CALL SYSTEM: CALL 1-800-344-7483 BEFORE YOU DIG.
AutoCAD SHX Text
CL DITCH
AutoCAD SHX Text
TREE LINE
AutoCAD SHX Text
EDGE OF ASPHALT ROAD
AutoCAD SHX Text
EDGE OF ASPHALT ROAD
AutoCAD SHX Text
EDGE OF GRAVEL ROAD
AutoCAD SHX Text
TREE LINE
AutoCAD SHX Text
TREE LINE
AutoCAD SHX Text
CHAIN LINK FENCE
AutoCAD SHX Text
PROPANE TANKS
AutoCAD SHX Text
ANTENNA MOUNT
AutoCAD SHX Text
PORTABLE SHED
AutoCAD SHX Text
EDGE OF ASPHALT ROAD
AutoCAD SHX Text
3" MAIN WATER LINE
AutoCAD SHX Text
NORTHING=413963.52 , EASTING=674739.97
AutoCAD SHX Text
ELEV.=510.76
AutoCAD SHX Text
5/8" REBAR WITH ALUMINUM CAP, STAMPED "CP-1"
AutoCAD SHX Text
NORTHING=413908.00 , EASTING=675208.80
AutoCAD SHX Text
ELEV.=504.06
AutoCAD SHX Text
5/8" REBAR WITH ALUMINUM CAP, STAMPED "CP-2"
AutoCAD SHX Text
NORTHING=413968.32 , EASTING=674970.94
AutoCAD SHX Text
ELEV.=507.74
AutoCAD SHX Text
5/8" REBAR WITH ALUMINUM CAP, STAMPED "CP-2"
AutoCAD SHX Text
WILLIAM J. COBB MO# PE-2004017146
AutoCAD SHX Text
S.H. SMITH & COMPANY CERT.# E-616-D
1/30/18 b a m
P
P
H h n
B r i n g s
E n g
D r a w i n g s
P d
U
S E
R r o d n e y s
SUB SHEET NO.
OF
REMOVE AND REPLACE OBSOLETE BIG SPRING
DUPLEX #473 HOUSING
BIG SPRING, VAN BUREN, MISSOURI
614 / 80103
198594
DATE:
1/30/2018
DRAWING NO.
PMIS NO.
SHEET
TITLE OF SHEET&
901 VINE STREET; P.O. BOX 72
POPLAR BLUFF, MISSOURI 63902
(573) 785-9621 FAX: (573) 785-2651 WWW.SHSMITHCO.COM
SMITH CO.
AN EMPLOYEE OWNED COMPANY
CIVIL ENGINEERING
SURVEYING
ENVIRONMENTAL & GEOTECHNICAL SERVICES MATERIAL TESTING
ESTABLISHED 1968
ENGINEERS
CONSTRUCTION DETAILS
P:\P170227 HAHN - BIG SPRINGS\ENG\DRAWINGS\P170227.DWG
GRAVITY SEWER PIPE UNDER BUILDING
N.T.S
PRESSURE PIPE TRENCH DETAIL
N.T.S
& VALVE BOX DETAIL
TYPICAL GATE VALVE
N.T.S
DESIGNED:
WJC
DRAWN BY:
TECH. REVIEW:
A/E FIRM
PRIME:
KENNETH HAHN
ARCHITECTS, INC.
OMAHA, NE.
RDS
WJC
SUBCONTRACTOR:
SMITH&CO.
POPLAR BLUFF, MO.
ELEVATION
TYP. SEWER SERVICE CONNECTION SERVICE CLEANOUT DETAIL
PLAN
TYP. WATER SERVICE CONNECTION
N.T.S
N.T.S
N.T.S
NUMBER
PE-2004017146
WILLIAM
J. COBB
P
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F
E
S
S
I
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N A
G
I
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E
E
R
S
T
A
T
O
M
I
S
S
O
U
R
I
C5
FINAL CONSTRUCTION DOCUMENT SUBMITTAL
TYPE C MANHOLE
(SHALLOW MANHOLES)
AutoCAD SHX Text
DEPTH VARIES
AutoCAD SHX Text Do
AutoCAD SHX Text
GRANULAR EMBEDMENT
AutoCAD SHX Text
MATERIALOR FLOWABLE
AutoCAD SHX Text
FILL SPECIFICATIONS.
AutoCAD SHX Text
GRANULAR
AutoCAD SHX Text
AS SPECIFIED
AutoCAD SHX Text
TRENCH WIDTH
AutoCAD SHX Text
AS SPECIFIED OR (18" MIN.)
AutoCAD SHX Text
BEDDING
AutoCAD SHX Text
INITIAL BACKFILL
AutoCAD SHX Text
FINAL BACKFILL
AutoCAD SHX Text Do/4 OR 6" MIN.
AutoCAD SHX Text Do/2
AutoCAD SHX Text Do/2
AutoCAD SHX Text Do/4 OR 6" MIN.
AutoCAD SHX Text
AS SPECIFIED
AutoCAD SHX Text
SPRING LINE
AutoCAD SHX Text
* Do=OUTSIDE DIAMETER OF PIPE
AutoCAD SHX Text
* COMPACT ALL MATERIALS PER SPECIFICATIONS
AutoCAD SHX Text
HAUNCHING
AutoCAD SHX Text
HAUNCHING
AutoCAD SHX Text
PIPE
AutoCAD SHX Text
FOUNDATION
AutoCAD SHX Text
(AS REQUIRED)
AutoCAD SHX Text
EMBEDMENT
AutoCAD SHX Text
MATERIAL
AutoCAD SHX Text
* COMPACT ALL MATERIALS PER SPECIFICATIONS
AutoCAD SHX Text
AS SPECIFIED OR (18" MIN.)
AutoCAD SHX Text
* Do=OUTSIDE DIAMETER OF PIPE
AutoCAD SHX Text Do/2
AutoCAD SHX Text Do/4 OR 6" MIN.
AutoCAD SHX Text Do/2
AutoCAD SHX Text
TRENCH WIDTH
AutoCAD SHX Text
SPRING LINE
AutoCAD SHX Text
BEDDING
AutoCAD SHX Text Do
AutoCAD SHX Text Do/4 OR 6" MIN.
AutoCAD SHX Text
DEPTH VARIES
AutoCAD SHX Text
INITIAL BACKFILL
AutoCAD SHX Text
FINAL BACKFILL
AutoCAD SHX Text
SATISFACTORY SOIL
AutoCAD SHX Text
SATISFACTORY SOIL BACKFILL
AutoCAD SHX Text
EMBEDMENT MATERIAL
AutoCAD SHX Text
WHERE ROCK OR OTHER UNYIELDING
AutoCAD SHX Text
USE GRANULAR EMBEDMENT MATERIAL
AutoCAD SHX Text
6" MAX.
AutoCAD SHX Text
HAUNCHING
AutoCAD SHX Text
HAUNCHING
AutoCAD SHX Text
PIPE
AutoCAD SHX Text
SATISFACTORY SOIL EMBEDMENT MATERIAL
AutoCAD SHX Text
(USE GRANULAR EMBEDMENT MATERIAL
AutoCAD SHX Text
(AS REQUIRED)
AutoCAD SHX Text
WHEN BEDDING IS REQUIRED)
AutoCAD SHX Text
BEARING MATERIAL EXISTS AT THE
AutoCAD SHX Text
TRENCH BOTTOM.
AutoCAD SHX Text
BLUE LOCATOR TAPE
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LOCATOR WIRE
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42" MINIMUM COVER REQUIRED OVER ALL LINES
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PAVEMENT.
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IN BITUMINOUS OR CONCRETE
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CONCRETE PAD NOT REQUIRED
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NOTE:
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VALVE BOX
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WATER
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CONCRETE PAD
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CONVENTIONAL PACKING OR
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"0" RING SEALS, AS SPECIFIED.
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VALVE & VALVE BOX SHALL
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BE OF TYPE AS SPECIFIED
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MECHANICAL JOINTS,
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BOTH SIDES
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CONCRETE BLOCK TO BE PLACED
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UNDER ALL VALVES, ON
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UNDISTURBED SOIL.
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ALL BACKFILL MATERIALS AROUND
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VALVE & BOX, SHALL BE CAREFULLY
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PLACED, & TAMPED.
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LOCATOR WIRE
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RUN UP OUTSIDE OF VALVE BOX
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COMPACTED TO 95%%%
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STANDARD PROTECTION
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PROPERTY OR
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CURB LINE
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MAIN SEWER
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45%%D BEND
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45%%D BEND
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90%%D BEND
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PROPERTY OR
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CURB LINE
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PLUG AT THIS POINT.
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FOR FUTURE CONNECTION
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PLUG AT THIS POINT.
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FOR FUTURE CONNECTION
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45%%D BEND
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TO BE DETERMINED
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VARIABLE DEPTH
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TO HOUSE
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IN FIELD
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CAP
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SEWER
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TO MAIN
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WYE
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GROUND OR PAVEMENT
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PLUG AT THIS POINT.
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FOR FUTURE CONNECTION
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CURB LINE
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PROPERTY OR
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WYE BRANCH
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MAIN BRANCH
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45%%D BEND
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WYE BRANCH
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TEE BRANCH
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TEE BRANCH
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COVER FOR METER BOX TO BE INSTALLED LEVEL
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WITH ADJACENT GROUND. BOX NOT TO BE INSTALLED
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IN NATURAL DRAINAGE COURSES. LOCATION OF BOX TO
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HOUSE
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SERVICE PIPE
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METER YOKE, SEE SPECIFICATIONS
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WELL PACKED GRANULAR MATERIAL
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METER BOX TO BE SET ON A
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MIN. OF 3 BRICKS.
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NOTE:
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BRACE PIPE EYE
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FOR DETAILS.
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BE APPROVED BY GOVERNMENT.
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SERVICE LINE, TYPE
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AS SPECIFIED
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RESPONSIBILITY OF
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PROPERTY OWNER
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5' (UNLESS
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OTHERWISE SPECIFIED)
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METER BOX, SEE SPECIFICATIONS
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WATER METER, SEE SPECIFICATIONS
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LOCKABLE VALVE
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FOR DETAILS.
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3' TYP.
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DISTANCE VARIES
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WATERMAIN
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ALLOW FOR EXPANSION
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AT CONNECTION.
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SERVICE CLAMP,
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TYPE AS SPECIFIED
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AS SPECIFIED
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CORPORATION STOP. TYPE
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WILLIAM J. COBB MO# PE-2004017146
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S.H. SMITH & COMPANY CERT.# E-616-D
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MONOLITHIC CONCRETE
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PRECAST REINFORCED CONCRETE
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ALTERNATE MATERIALS FOR WALLS
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DEPTHS
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USE TYPE A
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MAX. OF 4' IF GREATER
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FROM BOTTOM OF SLAB
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NO. 4 BARS PLACED 1"
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SEE NOTE A
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8" MIN.
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48" MIN.
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24" MIN.
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8"MIN.
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8" MIN.
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NOTE A:
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ADJUSTING RING TO BE INSTALLED AS REQUIRED.
FOUNDATIONS
F1. Subsoil investigation for this project was made by Smith & Co. Engineers of Poplar Bluff, Missouri dated
01-03-2018. A copy of their investigation is available from the Architect. The accuracy of the investigation is not guaranteed and it is not to be construed as part of the plans governing construction of the project.
(Geotechnical report not available at this time.)
F2. The Geotechnical Engineer shall be retained for testing and observation during all earthwork and foundation construction phases to verify that the recommendations of the subsoil investigation are being implemented.
The Geotechnical Engineer shall inspect all footing excavations and slab subgrade immediately prior to placement of any concrete, and shall test all fill for proper compaction.
F3. Remove all topsoil, rubble, and tree roots more than 2-inch diameter. Soils below footing level disturbed by grubbing shall be recompacted to 95 percent of maximum density per ASTM D 698. Keep excavations free of standing water during construction.
F4. Structural fill materials shall consist of suitable on-site or borrow materials approved by the Geotechnical Engineer and placed in 8-inch maximum lifts and compacted to a minimum of 95 percent of the maximum density as determined by ASTM D 698.
F5. Bear footings on natural soils or suitable compacted fill materials. No footings shall be placed on frozen soils.
All footings have been designed for an allowable net bearing pressure of 2000 psf.
F6. The Contractor shall provide all temporary shoring necessary to laterally support all walls below grade.
F7. The Contractor shall locate and protect any existing utilities from damage or interruption during construction.
CONCRETE AND REINFORCEMENT
C1. Concrete work shall conform to all requirements of ACI 301, "Specifications for Structural Concrete for Buildings", except as modified by the Supplemental Requirements below.
C2. Submit a concrete mix design for each class of concrete for approval by the Project Engineer. The mix design shall include the proportions and test results or certifications for all components of the mix in accordance with the latest ACI 301. Submit documented results of “field test data” or “trial mixtures” in accordance with ACI 301 for each class of concrete to be used. The mix designs shall meet the following guidelines except as approved by the Project Engineer.
C3. Design mixes to provide normal weight concrete with the following properties to be used in the locations specified:
28-day Comp. Cement per Water/ Air Strength cu. yd. Cement Content Slump Mix (min. psi) (min. pounds) (max. ratio) ( % ) ( inches )
A 4500 611 0.44 5-7 2-4
* The Coarse Aggregate in the concrete mixes shall be limestone and the limestone shall make up approximately 30 percent of the weight of all of the aggregate in the mix unless otherwise approved by the engineer.
STRUCTURAL GENERAL NOTES
C4. Use Type 'A' for exterior all applications.
C5. The addition of water to the mix on site will not be allowed, unless specifically approved. Concrete may not be placed during freezing weather unless suitably protected, per ACI 306.1. Conform to ACI 305.1 for hot weather concreting.
C6. Cure concrete flatwork by moist cure or membrane forming curing compound for 72 hours.
C7. Provide lap splices as indicated below unless noted otherwise in details and schedules. Top bars are horizontal bars with more than 12-inches of fresh concrete cast below the bars in question.
Splice Length Bar Size Top Bars All Other Bars
#3 1'-4" 1'-1" #4 1'-10" 1'-5" #5 2'-3" 1'-9" #6 2'-8" 2'-1" #7 3'-11" 3'-0" #8 4'-6" 3'-6" #9 5'-1" 3'-11"
C8. Concrete cover of reinforcement shall conform to ACI 318-02 unless detailed otherwise.
C9. Submit reinforcing steel shop drawings indicating placement, spacing and lap lengths for review by the Project Engineer.
C10. Welded wire fabric shall be flat sheets and shall conform to ASTM A 1064.
C11. Expansion anchors shall be Hilti Kwik-Bolt 3, Red Head Trubolt or approved equivalent, with size as noted on the drawings. Install per manufacturer's instructions.
C12. Screw anchors shall be Hilti KWIK HUS-EZ, Red Head Large Diameter Tapcon, Simpson Titen HD, or approved equivalent, with size as noted on the drawings. Install per manufacturer's instructions.
C13. Adhesive anchors shall utilize Red Head “A7 Acrylic Adhesive” Anchor System. Simpson Strong-Tie “Acrylic-Tie” and “Epoxy-Tie” anchor systems or Hilti “HITHY-200” and “HIT-RE 500-SD” systems are also acceptable provided their shear and tension allowable load capacities are equivalent to or greater than Red Head A7 Acrylic Adhesive. Threaded rods shall be ASTM A193 Grade B7 unless noted otherwise. For threaded rods into masonry, use Hilti “HIT HY-70” adhesive. Installation of anchors shall be in strict accordance with manufacturer’s recommendations including finish, minimum embedment, adhesive types, recommended accessories for base conditions (such as screens at hollow base conditions) and cure times for weather conditions.
C14. Deformed bar anchors shall conform to ASTM A 496.
C15. Portland cement shall conform to ASTM C150, type I.
C16. Air-entraining admixtures shall conform to ASTM C260. Other admixtures, if used, shall conform to
ASTM C494.
C17. Any horizontal construction joints in concrete pours not shown on the drawings shall be submitted to the Structural Engineer for review.
STRUCTURAL LUMBER AND CARPENTRY
L1. All stress grades and stress criteria shall be based on the National Design Specifications for Wood Construction, 2001.
L2. Lumber for 2x8's and larger shall be No. 2 and better Hem-Fir, Spruce-Pine-Fir, or Doug Fir-Larch.
L3. Lumber for 2x4's, 2x6’s, 4x4's and 6x6’s shall be Stud grade (or better) Hem-Fir or Spruce-Pine-Fir.
L4. Where rectangular wood beams are specifically noted to be Structural Composite Lumber (SCL), they shall be laminated veneer lumber or parallel strand lumber, meeting the following criteria:
Minimum allowable stresses Extreme fiber in bending Fb = 2,800 psi Horizontal shear Fv = 285 psi
Modulus of elasticity E = 2,000,000 psi
L5. All framing lumber shall be stamped with grade and trademark for each piece.
L6. All lumber shall have a maximum moisture content of 19% and shall be smooth on 4 sides.
L7. Pressure treat sill plates, blocking, furring, and similar items in direct contact with masonry or concrete or use redwood.
L8. Floor sheathing shall be APA Rated Sturd-I-Floor, plywood or OSB, Exposure 1, 23/32 Performance Category, 24oc Span Rating, with tongue and groove edges, glued to supports in addition to nailing specified under “Installation”.
L9. Roof sheathing shall be APA Rated Sheathing, plywood or OSB, Exposure 1, 19/32 Performance Category, with 40/20 Span Rating. Use ply clips at all unsupported edges.
L10. Wall sheathing at exterior walls and indicated interior shear walls shall be APA Rated Sheathing, plywood or OSB, Exposure 1. Use 7/16 performance category with 24/16 Span Rating or 15/32 Performance Category with 32/16 Span Rating.
Installation:
L11. Standards: except as otherwise noted, comply with "Manual of House Framing" by National Forest Products Association, including nailing, fire stopping, anchorage, framing and bracing.
L12. Unless specifically noted otherwise, nail plywood or OSB roof sheathing at 6 inches on-center at edges of panels and 12 inches on-center at intermediate supports with 8d nails (0.131” diameter x 2” min. length) with a minimum of 1 3/8-inch penetration. Leave 1/8 inch spacing at all ends and edges. Apply with the plywood perpendicular to the joists. Nails of different type, diameter, or length shall be submitted to the structural engineer for approval.
L13. Unless specifically noted otherwise, nail plywood or OSB floor sheathing at 6 inches on-center at edges of panels and 12 inches on-center at intermediate supports with 8d nails (0.131” diameter x 2 1/8” min. length) with a minimum of 1 3/8-inch penetration. Leave 1/8 inch spacing at all ends and edges. Apply with the plywood perpendicular to the joists. Nails of different type, diameter, or length shall be submitted to the structural engineer for approval.
L14. Unless specifically noted otherwise, nail plywood or OSB wall sheathing at 6 inches on-center at edges of panels and 12 inches on-center at intermediate supports with 8d nails (0.131” diameter x 1 7/8” min. length) with a minimum of 1 3/8-inch penetration. All panel edges shall be blocked with 2-inch nominal or wider material. Leave 1/8 inch spacing at all ends and edges. Nails of different type, diameter, or length shall be submitted to the structural engineer for approval.
L15. All metal hangers and connectors shall be manufactured by Simpson or approved equivalent and be size and type recommended for the application by the manufacturer.
L16. All metal hangers, connectors, and fasteners in contact with preservative treated wood shall be stainless steel or G185 hot-dip galvanized. Fasteners shall be compatible with hangers and connectors. Do not mix stainless steel with galvanized steel.
L17. 5/8-inch drywall sheathing used on designated shear walls shall be attached with 6d cooler or wallboard nails (minimum 3/8-inch head, 1 3/4-inch long), or #6-1 1/4-inch Type S or W screws.
L18. Bed all sills and plates resting on masonry or concrete on a sill sealer strip.
L19. Solid joists or I-joists having spans in excess of 8 feet shall be rigidly braced with continuous rows of bridging at intervals not exceeding 8 feet.
L20. Use double joists under all stud partitions running parallel to the floor joists.
L21. Use triple 2x studs at all exterior wall corners unless shown otherwise.
L22. All headers and built-up beams shall be glued with PL400 and nailed at 8" o.c. staggered both side's w/16d nails (0.162” x 3 ½”).
L23. Under built-up wood beams provide built-up columns with at least the same number of 2x's as contained in the built-up beam. Built-up wood columns shall be glued with PL400 and nailed at 8 inches on-center.
L24. Bolt all nailers to steel beams with 1/2" round bolts @ 2'-0" (staggered) center-to-center unless detailed otherwise.
L25. Wood framing shall be arranged so that trusses and studs do not load wall top and bottom plates or truss top chords in bending. Load-bearing studs shall line up with truss bearing ends wherever possible. Where this is not possible, add studs between those placed at typical spacing (full height studs, cripple studs to top of header, or cripple studs within truss depth, as applicable). Number of studs or cripple studs shall match number of bearing studs above. Where load-bearing studs occur over bearing (ladder) trusses between the ends of the truss (for example at multiple studs supporting stair landing header), add cripple studs within the truss depth matching the number of studs above.
L26. In exterior walls where windows or other openings interrupt wall studs, use the following number of studs at each opening jamb, unless shown otherwise:
Wall Opening Number of Full Number of Width Height Studs Bearing Studs
Up to 3'-0" 1 1 3'-0" to 5'-0" 2 1 5'-0" to 7'-0" 3 1 Over 7'-0" 4 2
L27. Unless detailed or shown otherwise, provide the following minimum header sizes:
Wall Opening Width Header Size Up to 4'-6" (2) - 2 x 8's 4'-6" to 5'-6" (2) - 2 x 10's
5'-6" to 6'-6" (2) - 2 x 12's
L28. Framing plans show primary framing members, sizes and supports. Framer shall provide and install all framing required (whether specifically shown or not) for headers, nailers, corners, partition supports, roof crickets, ceiling joists, stairs, bridging, etc. to make a complete and sound installation in accordance with all applicable codes.
L29. Contractor shall take special care at floor tile areas to install framing in a manner that will minimize any floor movement that would damage the tile. Such measures may include, but not be limited to lapping and nailing joists together at bearing lines, providing full sheets of floor sheathing approximately centered over bearing lines or transitions in framing direction, and providing full depth blocking between joists near the ends of plywood sheets to prevent rotation of the sheathing. Concrete topping under floor tile shall be properly cured, and reinforced with wire mesh if necessary to control cracking of the topping.
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SUB SHEET NO.
OF
DESIGNED:
JRF
REMOVE AND REPLACE OBSOLETE BIG SPRING
DUPLEX #473 HOUSING
BIG SPRING, VAN BUREN, MO
614 / 80103
198594
DRAWN BY:
TECH. REVIEW:
DATE:
1/30/2018
DRAWING NO.
PMIS NO.
SHEET
TITLE OF SHEET
A/E FIRM
PRIME:
KENNETH HAHN
ARCHITECTS, INC.
OMAHA, NE.
GMS
MAS
FINAL CONSTRUCTION DOCUMENTS SUBMITTAL
SUBCONTRACTOR:
ALVINE
OMAHA, NE.
STRUCTURAL GENERAL
NOTES
S0
PREFABRICATED WOOD TRUSSES
WT1. Prefabricated wood trusses and connections thereof shall be designed, fabricated and installed in accordance with the National Design Specification and Truss Plate Institute publications TPI1, TPI DSB-89, and TPI HIB-91.
WT2. Design trusses for the following loads:
Roof trusses Top Chord DL = 10 psf (5 psf additional at Valley Sets)
Top Chord LL = 30 psf Bottom Chord DL = 10 psf
Floor trusses Top Chord DL = 25 psf Top Chord LL = 40 psf Bottom Chord DL = 10 psf
WT3. Design floor trusses for the following maximum overall truss deflections:
Total Load L/360 Live Load L/480
WT4. Design roof trusses for the following maximum overall truss deflections:
Total Load L/240
Live Load L/360
WT5. Design roof trusses for the following maximum localized deflection between panel points:
Top Chord Total Load L/180
Top Chord Live Load L/240 Bottom Chord Total Load L/240 Bottom Chord Live Load L/360
WT6. Valley sets (or “over-framing”) shall consist of prefabricated wood trusses or on-site stick framing. If stick framing is used, provide posts at 4 feet maximum centers to transfer loads evenly to main framing below.
WT7. The truss manufacturer, subject to approval by the Architect, may alter truss layouts and geometry shown.
Submit any proposed changes on the shop drawings.
WT8. Truss manufacturer shall submit as shop drawings a complete erection drawing and engineering calculations for all trusses. A registered engineer in the State of Nebraska shall stamp the calculations.
The calculations shall be presented in a logical and orderly manner and shall be keyed to the erection plans.
The erection plans shall include a complete layout plan of all trusses, with the trusses labeled using the same designations as the calculations. The truss layout plans shall dimension truss spacing, and shall show the location of any concentrated loads. Any required hangers for concentrated loads shall be called for on the erection plans. Truss manufacturer shall design/detail all truss to truss connections. Required roof and floor truss bridging and erection bracing shall be designated on the erection drawings.
WT9. Roof trusses shall be anchored to the top plate with one Simpson type “H1” hurricane tie at each end of each truss unless noted otherwise on the Drawings.
WT10. Floor trusses shall have continuous 2x6 strong-back bracing in addition to the standard lateral bracing required by the Truss Plate Institute. The strong-backs shall have long dimension vertical, and shall be nailed to verticals in the truss with 2-16d nails (0.162” x 3 ½”).
The number of rows of strong-backs shall be as follows:
0 - 12' span none required 12 - 20' span 1 row at center of span 20 - 28' span 2 rows at one-third span points 28 - 36' span 3 rows at one-quarter span points
STRUCTURAL GENERAL NOTES
COORDINATION AND VERIFICATION
V1. Structural drawings shall be coordinated with Architectural, Mechanical, and Electrical drawings for additional openings, sleeves, under-floor ducts, floor depressions, etc. not shown on the structural drawings.
Coordinate location, size, and reinforcement of all openings with respective trades before fabrication.
V2. The Contractor shall verify all dimensions before starting work or fabricating any structural materials. The Architect shall be notified of any discrepancies found.
GENERAL DESIGN CRITERIA
G1. Building Code – 2015 International Building Code (IBC)
G2. Dead Load (in addition to weight of structural members and non-load bearing walls/partitions):
Mech/Elect/Ceiling = 5 psf Roofing System = 15 psf
G3. The following roof live and snow loads are the minimums required by the building code. The minimum load used in design was 30 psf, or applicable snow drift (whichever was greater).
G4. Roof Live Load (non-concurrent with Roof Snow Loads) = 20 psf
G5. Roof Snow Load:
Ground Snow Load (Pg) = 20 psf Flat Roof Snow Load (Pf) = 14 psf Snow Exposure Factor (Ce) = 1.0 Snow Load Importance Factor (Is) = 1.0 Thermal Factor (Ct) = 1.0
G6. Floor Live Load:
Residential = 40 psf
G7. Wind Load:
Design Criteria = Section 6 of ASCE 7-10, per Section 1609.1 of IBC.
Base Wind Speed (3-second gust) = 115 mph Risk Category = ‘II’ Wind Exposure = ‘B’ Internal Pressure Coefficient ‘GCpi’ = +/- 0.18
G8. Earthquake Load:
Site Class = C
Spectral Response Coefficient SDS = 0.486 Spectral Response Coefficient SD1 = 0.246
Seismic Design Category = D Lateral force computed per Section 11.7 of ASCE 7-10 with Seismic Importance Factor ‘Ie’ = 1.0, and basic
Seismic Force Resisting System = Bearing Wall System Mechanical unit seismic loads will be transferred at the point of support to the lateral system.
Fire sprinkler lines will be braced to the top chord of steel joists and joist girders or steel girders by the fire sprinkler contractor.
SPECIAL INSPECTIONS
SP1. The Contractor shall insure conformance with the 2015 IBC
SP2. Special inspections as defined and required by the above code shall be performed by an independent inspection agency approved by the Building Official to perform such work. The designated Special Inspector shall also be approved by the Architect and Engineer of Record and shall be paid for by the testing allowance.
SP3. The Special Inspector shall observe the work here in after assigned for conformance with approved design drawings and specifications and shall bring all discrepancies to the immediate attention of the Contractor for correction. Uncorrected discrepancies shall be reported to the Building Official and Architect/Engineer of Record.
SP4. The Special Inspector shall furnish inspection reports to the Building Official and the Architect/Engineer of Record at monthly intervals and shall submit a final signed report at the project completion stating whether the work inspected was, to the best of his knowledge, in accordance with approved design drawings and specifications.
SP5. Special inspection requirements for specific classifications of work are as follows (by IBC Section
Reference):
1704.4 Concrete Construction. Concrete foundations, structural members, reinforcing and all applicable portions of Table 1704.4. Exception numbers (1) and (2) listed in Section 1704.4 will not be allowed.
1704.7 Soils. Soil excavation, fill placement and existing site soil conditions shall be inspected per Section
1704.7.1 through 1704.7.3. and as specified elsewhere in these Contract Documents.
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SUB SHEET NO.
OF
DESIGNED:
JRF
REMOVE AND REPLACE OBSOLETE BIG SPRING
DUPLEX #473 HOUSING
BIG SPRING, VAN BUREN, MO
614 / 80103
198594
DRAWN BY:
TECH. REVIEW:
DATE:
1/30/2018
DRAWING NO.
PMIS NO.
SHEET
TITLE OF SHEET
A/E FIRM
PRIME:
KENNETH HAHN
ARCHITECTS, INC.
OMAHA, NE.
GMS
MAS
FINAL CONSTRUCTION DOCUMENTS SUBMITTAL
SUBCONTRACTOR:
ALVINE
OMAHA, NE.
STRUCTURAL GENERAL
NOTES
S1
SCALE: 1/4" = 1'-0" 4' 2' 0 4'
FOUNDATION PLAN
N
PLAN
NORTH
TRUE
NORTH
MARK SIZE REINFORCING
F1
CF1
3'-0"x3'-0"x1'-0" 1'-4"x1'-0"
(4)#5 EA. WAY BOT.
(2)#5 CONT.
FOOTING SCHEDULE
F2 4'-0"x4'-0"x1'-0" (5)#5 EA. WAY BOT.
A B C D E F G
14'-0 3/4" 13'-5 3/4" 15'-3 3/4" 15'-3 3/4" 13'-5 3/4" 14'-0 3/4"
8'-
'-1
7'- 0"
8'- 8"
'-1
0 1 /2"
'-1
0 1 /2"
'-4
1/ 2"
'-4
1/ 2"
'-4
'-6
'-4
1/ 2"
'-4
1/ 2"
'-1
0 1 /2"
'-1
0 1 /2"
5'-8" 5'-8"
'-3
1/ 8"
'-7
97'-0 1/2"
8'- 8"
6'- 4"
5'-1 7/8" 6'-9 7/8" 3'-4" 3'-4" 6'-9 7/8" 5'-1 7/8"
9'-3 3/8"10'-11 3/4"9'-3 3/8"
'-1
6 1/2"6 1/2"
'-8
3/ 4"
4"
F1
F2
CF1
F1
F1 F1 F1
F1 F1 F1 F1
F1
F1
F1
F1
F1
F1
F1F1
F1
F1
F1
F1F1
CF1
CF1
CF1 CF1
CF1
CF1
CF1
CF1 CF1
CF1
CF1CF1
CF1
CF1CF1
CF1
CF1CF1
CF1
CF1
F2
F1
F2
SHEET NOTES:
1. TOP OF FOOTING ELEVATION SHALL BE 95'-0" (U.N.O.)
2. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN
ON THIS PLAN .
3. TOP OF CONCRETE WALL ELEVATION SHALL BE 98'-10 1/2" (U.N.O.)
4. TOP OF EXTERIOR CONC. COLUMNS SHALL BE 98'-4" (U.N.O.)
5. TOP OF INTERIOR COLUMNS & PEDESTALS SHALL BE 97'-7" (U.N.O.)
6x12 CONC.
PEDESTAL
6x12 CONC.
PEDESTAL 6x12 CONC.
PEDESTAL
6x12 CONC.
PEDESTAL
6x12 CONC.
PEDESTAL
6x12 CONC.
PEDESTAL
6x12 CONC.
PEDESTAL
6x12 CONC.
PEDESTAL
6x12 CONC.
PEDESTAL
6x12 CONC.
PEDESTAL
12x12 CONC. COL.
12x12 CONC. COL.
12x12 CONC. COL.
12x12 CONC. COL.
12x12 CONC. COL.
6x6 WD. POST 12x12 CONC. COL.
6x6 WD. POST
12X12 CONC. COL.
6x6 WD. POST 12x12 CONC. COL.
6x 6 W
D.
P
OS
T x1
2 C
ON
C.
C
OL
6x 6 W
D.
P
OS
T x1
2 C
ON
C.
C
OL
F1F1
4 5/8"10'-5"CF1
S5
S5
S65
S5
S59
S5
S5
S5
S5
S5
S5
S5
S6
S6
S5
S6
S5
S5
S6
F1
12x12 CONC. COL.
'-9
6"
EXISTING 6" CAST
IRON SEWER LINE
T.O. PIPE EL. ~ 95'-0"
EXISTING 6" CAST
IRON SEWER LINE
T.O. PIPE EL. ~ 94'-6"
S6
S6
6x6 WD. POST 12x12 CONC. COL.
T.O.C. EL. = 98'-0"
Fi le n am e:
L
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St ru ct \1
7-
7_ s2
.d t p lo tte d:
1/
/1
:3
P ro j #
SUB SHEET NO.
OF
DESIGNED:
JRF
REMOVE AND REPLACE OBSOLETE BIG SPRING
DUPLEX #473 HOUSING
BIG SPRING, VAN BUREN, MO
614 / 80103
198594
DRAWN BY:
TECH. REVIEW:
DATE:
1/30/2018
DRAWING NO.
PMIS NO.
SHEET
TITLE OF SHEET
A/E FIRM
PRIME:
KENNETH HAHN
ARCHITECTS, INC.
OMAHA, NE.
GMS
MAS
FINAL CONSTRUCTION DOCUMENTS SUBMITTAL
SUBCONTRACTOR:
ALVINE
OMAHA, NE.
FOUNDATION PLAN
S2
FLOOR FRAMING PLAN
N
PLAN
NORTH
TRUE
NORTH
MARK SIZE REMARKS
B5
B2
5 1/4x14 PL2.0E
(2)2x8 ---
BEAM SCHEDULE
B1 (3)2x6
---B3 (3)2x8
B4 3 1/2x9 1/4 PL2.0E
2x8 @ 16"o.c.
14'-0 3/4" 13'-5 3/4" 15'-3 3/4" 15'-3 3/4" 13'-5 3/4" 14'-0 3/4"
8'-
'-1
7'- 0"
8'- 8"
'-7
97'-0 1/2"
2x
"o .c.
2x
"o .c.
2x 8 @
"o
.c.
2x8 @ 16"o.c.
2x
"o .c.
2x
"o .c.
2x
"o .c.
2x8 @ 16"o.c.
2x 8 @
"o
.c.
2x 8 @
"o
.c.
5'-8" 5'-8"
B2
B2
B2
B5 B5
B5 B5 B5
B5 B5
B5 B5
B2
B2 B2 B2
B2B2
A B C D E F G
HDHD
HD
HD
HDHD
HD
HD
HD
HD
HDHD
HD
HD
HD HD
SHEET NOTES:
1. FINISHED FLOOR ELEVATION SHALL BE 100'-0" (U.N.O.)
2. EXTERIOR WALLS SHALL BE 2x6 WOOD STUDS AT 16"o.c. w/ 7/16"
PLYWOOD OR OSB SHEATHING ON OUTSIDE FACE ATTACHED PER
GENERAL STRUCTURAL NOTES.
3. HD SHEAR WALL HOLD DOWN ANCHOR - SEE DET. 3/S6
4. INDICATES WOOD SHEATHED SHEAR WALLS - SEE DET. 3/S7.
B6
B2
CO
NC
. W
AL
L
B2 B2
S5
S5
S65
S5
S59
S5
S5
S5
S5
S5
S5
S5
S6
S6
S5
S6
S6
S5
S5
2x8 @ 16"o.c.
2x8 @ 16"o.c.
'-3
1/ 2"
'-6
1/ 2"
'-9
B5 B5
SLOPE
Fi le n am e:
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St ru ct \1
7-
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.d t p lo tte d:
1/
/1
:3
P ro j #
SUB SHEET NO.
OF
DESIGNED:
JRF
REMOVE AND REPLACE OBSOLETE BIG SPRING
DUPLEX #473 HOUSING
BIG SPRING, VAN BUREN, MO
614 / 80103
198594
DRAWN BY:
TECH. REVIEW:
DATE:
1/30/2018
DRAWING NO.
PMIS NO.
SHEET
TITLE OF SHEET
A/E FIRM
PRIME:
KENNETH HAHN
ARCHITECTS, INC.
OMAHA, NE.
GMS
MAS
FINAL CONSTRUCTION DOCUMENTS SUBMITTAL
SUBCONTRACTOR:
ALVINE
OMAHA, NE.
FLOOR FRAMING PLAN
S3
ROOF FRAMING PLAN
N
PLAN
NORTH
TRUE
NORTH
TRUE
NORTH
MARK SIZE REMARKS
B5
B2
5 1/4x14 PL2.0E
(2)2x8 ---
BEAM SCHEDULE
B1 (3)2x6
B6 5 1/4x16 PL2.0E
---B3 (3)2x8
B4 3 1/2x9 1/4 PL2.0E
14'-0 3/4" 13'-5 3/4" 15'-3 3/4" 15'-3 3/4" 13'-5 3/4" 14'-0 3/4"
8'-
'-1
7'- 0"
8'- 8"
'-7
97'-0 1/2"
5'-8" 5'-8"
PRE-ENGINEERED WOOD ROOF TRUSSES @ 24"o.c. (TYP.)
PRE-ENGINEERED WOOD ROOF TRUSSES @ 24"o.c. (TYP.)PRE-ENGINEERED WOOD ROOF TRUSSES @ 24"o.c. (TYP.)
PR
E-
EN
GI
NE
ER
ED
W
OO
D
RO
OF
TR
US
SE
S
"o .c.
(T
YP
PRE-ENGINEERED WOOD ROOF
TRUSSES @ 24"o.c. (TYP.)
2x O
UT
RI
GG
ER
S
"o
.c.
B3
B1
B3 B1
B1
B3
B4
VALLE
Y GIRDER VALLEY GIRDER
2x O
UT
RI
GG
ER
S
"o
.c.
2x O
UT
RI
GG
ER
S
"o
.c.
2x O
UT
RI
GG
ER
S
"o
.c.
B3
W
OO
D
HE
AD
ER
W
OO
D
HE
AD
ER
GABLE END TRUSS
B3
PRE-ENGINEERED WOOD ROOF
TRUSSES @ 24"o.c. (TYP.)
B4
B3
B1
B3B1
2x OUTRIGGERS @ 16"o.c.
2x OUTRIGGERS @ 16"o.c.
B1
B3 B1
GABLE END TRUSS
GABLE END TRUSS
B1 B3
PR
E-
EN
GI
NE
ER
ED
W
OO
D
RO
OF
TR
US
SE
S
"o .c.
(T
YP
B3
B3
B1
B3 B1
2x OUTRIGGERS @ 16"o.c.
2x OUTRIGGERS @ 16"o.c.
B3
B3
A B C D E F G
GABLE END TRUSS
GABLE END TRUSS
PR
E-
EN
GI
NE
ER
ED
W
OO
D
RO
OF
TR
US
SE
S
"o .c.
(T
YP
SHEET NOTES:
1. ROOF TRUSS BEARING ELEVATION SHALL BE 108'-0 5/8" (U.N.O.)
2. INDICATES WOOD SHEATHED SHEAR WALLS - SEE DET. 3/S7
3. SNOW DRIFT LOADING.
S7
S7
S7
S7
S7
S8
S8
S8
S8
DL = 20 PSF
SL = 20 PSF
DL = 20 PSF
SL = 47 PSF
SNOW DRIFT - SEE NOTE 3 SNOW DRIFT - SEE NOTE 3
6'-6"
Fi le n am e:
L
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1/
/1
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P ro j #
ROOF FRAMING PLAN
S4
SUB SHEET NO.
OF
DESIGNED:
JRF
REMOVE AND REPLACE OBSOLETE BIG SPRING
DUPLEX #473 HOUSING
BIG SPRING, VAN BUREN, MO
614 / 80103
198594
DRAWN BY:
TECH. REVIEW:
DATE:
1/30/2018
DRAWING NO.
PMIS NO.
SHEET
TITLE OF SHEET
A/E FIRM
PRIME:
KENNETH HAHN
ARCHITECTS, INC.
OMAHA, NE.
GMS
MAS
FINAL CONSTRUCTION DOCUMENTS SUBMITTAL
SUBCONTRACTOR:
ALVINE
OMAHA, NE.
SINGLE LAYERDOUBLE LAYERA B
OPTIONAL CONSTRUCTION
JOINT
INTERSECTION BARS
HORIZONTAL BARS
STD. 90° HOOK
NO
TE
NO
TE
NOTES :
1) INTERSECTION BARS AT MONOLITHIC INTERSECTIONS SHALL
HAVE SAME SIZE AND SPACING AS HORIZONTAL BARS. WHERE
OPTIONAL CONSTRUCTION JOINT IS USED, PLACE ADDITIONAL
INTERSECTION BARS BETWEEN THOSE THAT COINCIDE WITH
HORIZONTAL BARS.
2) FOR LAP SPLICE LENGTH INDICATED, USE LAP SPLICE DIMENSION
SHOWN IN STRUCTURAL GENERAL NOTES FOR "ALL OTHER BARS".
SINGLE LAYERDOUBLE LAYERA B
HORIZONTAL BARS
NO
TE
NOTES :
1) CORNER BARS SHALL HAVE SAME SIZE AND SPACING AS HORIZONTAL
BARS.
2) FOR CORNER BAR LEG LENGTH, USE LAP SPLICE DIMENSION SHOWN
IN STRUCTURAL GENERAL NOTES FOR "ALL OTHER BARS".
3) DO NOT PLACE VERTICAL CONSTRUCTION JOINTS WITHIN 5'-0" OF
CORNER.
NO
TE
NOTE 2 NOTE 2
CORNER BAR CORNER BAR
1'-6"
(NOTE 1)
1'-0"
(NOTE 1) (T
YP
CLR.
3"
3" C
LE
AR
CL
R.2"
1'-6"
60°
FOOTING STEP BARS TO
MATCH SIZE & NUMBER OF
FTG. BARS
SEE FOUNDATION
PLAN FOR
ELEVATIONS
UNDISTURBED
SOIL
NOTE 1: WHERE LOWER FOOTING IS A COLUMN
FOOTING OR ELEVATOR PIT SLAB, LOWER LEG OF
BENT BAR SHALL BE 3'-0" LONG IN LIEU OF 1'-6",
AND COLUMN FOOTING OR ELEVATOR PIT SLAB
REINFORCING SHALL TERMINATE 3" SHORT OF
VERTICAL STEP.
3/4" RECESS EA.
SIDE
TERMINATE ALTERNATE
HORIZ. BARS @
CONTROL JOINT
SCALE: 3/4" = 1'-0" 6" 0 18"6"
WALL SECTION
NOT TO SCALE
CONCRETE WALL CONTROL JOINT PLAN
NOT TO SCALE
TYP. FOOTING STEP
NOT TO SCALE
TYP. FOOTING OR CONCRETE
WALL CORNER REINFORCING
NOT TO SCALE
TYP. FOOTING OR CONCRETE WALL
"T" INTERSECTION REINFORCING
8"x16" FLOOD VENT
OPENING - SEE ARCH
(2) 2x RIM BOARD TO MATCH
FLOOR JOISTS W/ SIMPSON
A34 CLIP ANGLE TO WALL
TOP PLATE @ 32" O.C.
2x6 CONT. BOT. ⅊ w/ (2) 16dx3" NAILS @ 16" O.C.
2x6 STUDS @ 16"o.c.
EXT. GRADE
EL. 97'-6"
T.O. FTG.
EL. SEE PLAN
8" CONCRETE WALL W/
#5 @ 12" O.C. EA. WAY
CONC. FOOTING
- SEE PLAN
2x8 PRESSURE TREATED ⅊ w/5/8"Ø A-BOLT @ 48"o.c. (U.N.O.)
2x FLOOR JOISTS - SEE PLAN
3/4" SUBFLOOR - SEE GEN.
STRUCT. NOTES
FLOOR LINE
EL. 100'-0"
SCALE: 3/4" = 1'-0" 6" 0 18"6"
WALL SECTION
VENT OPENING - SEE ARCH
2x6 STUDS @ 16"o.c.
EXT. GRADE
EL. 97'-6"
8" CONCRETE WALL W/
#5 @ 12" O.C. EA. WAY
CONC. FOOTING
- SEE PLAN
2x8 PRESSURE TREATED ⅊ w/5/8"Ø A-BOLT @ 48"o.c.
(U.N.O.)
2x JOISTS - SEE PLAN W/
SIMPSON H3 TIE TO CONC.
WALL TOP PLATE
3/4" SUBFLOOR - SEE GEN.
STRUCT. NOTES
FLOOR LINE
EL. 100'-0"
INT. GRADE
EL. 96'-0"
T.O. FTG.
EL. SEE PLAN
FIN. FLR.
EL. 100'-0"
TREATED (2) 2x12 ⅊ w/(2) 3 4" DIA. GALV.
A307 A-BOLTS
CONC. FOOTING
- SEE PLAN
12" SQ. CONC. COL W/ (4) #6
VERT. & (3) #3 TIES W/IN TOP
6" & @ 12" O.C. BELOW
WOOD HEADER
- SEE PLAN
WOOD FLOOR JOISTS - SEE PLAN
W/ SIMPSON H3 TIE TO HEADER
PLYWOOD SHEATHING
- SEE GEN. NOTES
SCALE: 3/4" = 1'-0" 6" 0 18"6"
SECTION
SCALE: 3/4" = 1'-0" 6" 0 18"6"
SECTION
6x6 TREATED
WOOD COL.
SCALE: 3/4" = 1'-0" 6" 0 18"6"
SECTION
EXT. GRADE
EL. 97'-6"
T.O. FTG.
EL. 94'-6"
FIN. FLR.
EL. 100'-0"
CONC. FOOTING
- SEE PLAN
6x6 TREATED
WOOD COL.
PRESSURE TREATED
FLOOR JOISTS OUTSIDE
OF POST - SEE PLAN
DECK PLANKS
- SEE ARCH
WOOD HEADER
- SEE PLAN
WOOD FLOOR JOISTS -
SEE PLAN W/ SIMPSON
LU26 HANGER EA. END
(2) #4 BARS OVER VENT OPENING
#5 DOWEL BAR TO
MATCH VERT. WALL
REINF. SPACING 10"
10"
DE
VE
LO
PM
EN
T
LE
NG
TH
PROVIDE SOLID BLOCKING @ 32"
O.C. @ WALLS PARALLEL TO JOISTS
T.O. FTG.
EL. SEE PLAN
DE
VE
LO
PM
EN
T
LE
NG
TH
(2) 2x RIM BOARD TO MATCH
FLOOR JOISTS W/ SIMPSON
A34 CLIP ANGLE TO WALL
TOP PLATE @ 32" O.C.
2x6 CONT. BOT. ⅊ w/ (2) 16dx3" NAILS @ 16" O.C.
2x SOLID BLOCKING BETWEEN
JOISTS OVER HEADER TO
MATCH JOIST DEPTH
SIMPSON
CBSQ66-SDS2
COL. BASE
12" SQ. CONC. COL W/ (4) #6
VERT. & (3) #3 TIES W/IN TOP
6" & @ 12" O.C. BELOW
(3) SIMPSON SDS25300
SCREWS EA. JOIST TO POST PRESSURE TREATED FLOOR
JOISTS OUTSIDE OF POST -
SEE PLAN W/ (3) SIMPSON
SDS25300 SCREWS TO POST
SIMPSON LUC28-2 CONCEALED
FLANGE HANGER TO POST
EXT. GRADE
EL. 97'-6"
T.O. FTG.
EL. 94'-6"
CONC. FOOTING
- SEE PLAN
SIMPSON CBSQ66-SDS2
COL. BASE
12" SQ. CONC. COL W/ (4) #6
VERT. & (3) #3 TIES W/IN TOP
6" & @ 12" O.C. BELOW
T.O. FTG.
EL. SEE PLAN
T.O. FTG.
EL. SEE PLAN
T.O. FTG.
EL. SEE PLAN
NOTE:
SPACE WALL JOINTS NO
GREATER THAN 15'-0"o.c.
4"
INT. GRADE
EL. 96'-0"
INT. GRADE
EL. 96'-0"
#5 DOWEL BAR TO
MATCH VERT. WALL
REINF. SPACING 10"
10"
4"
Fi le n am e:
L
:\1 7-
N P
S O za rk
-P le x\
St ru ct \1
7-
7_ s5
.d t p lo tte d:
1/
/1
:3
P ro j #
SUB SHEET NO.
OF
DESIGNED:
JRF
REMOVE AND REPLACE OBSOLETE BIG SPRING
DUPLEX #473 HOUSING
BIG SPRING, VAN BUREN, MO
614 / 80103
198594
DRAWN BY:
TECH. REVIEW:
DATE:
1/30/2018
DRAWING NO.
PMIS NO.
SHEET
TITLE OF SHEET
A/E FIRM
PRIME:
KENNETH HAHN
ARCHITECTS, INC.
OMAHA, NE.
GMS
MAS
FINAL CONSTRUCTION DOCUMENTS SUBMITTAL
SUBCONTRACTOR:
ALVINE
OMAHA, NE.
FOUNDATION DETAILS
S5
SCALE: 3/4" = 1'-0" 6" 0 18"6"
WALL SECTION @ SHEAR WALL HOLDDOWN
SIMPSON LSTHD8
HOLDOWN ANCHOR AT
SHEAR WALL CHORDS -
SEE PLAN FOR LOCATIONS
(2) 2x CONT. RIM BOARD
TO MATCH FLOOR JOISTS
2x6 CONT. BOT. ⅊ W/ 10dx4" NAILS @ 8"
O.C. TO RIM BOARD
2x6 STUDS @ 16"o.c.
2x8 PRESSURE TREATED ⅊ w/5/8"Ø A-BOLT @ 48"o.c.
(U.N.O.)
2x JOISTS - SEE PLAN
3/4" SUBFLOOR - SEE GEN.
STRUCT. NOTES
FLOOR LINE
EL. 100'-0"
PLYWOOD SHEATHING
SEE GEN. NOTES
SIMPSON A35 CLIP ANGLE
@ 32" O.C.
(2) 2x RIM BOARD TO
MATCH FLOOR JOISTS
2x6 CONT. BOT. ⅊ 2x6 STUDS @ 16"o.c.
EXT. GRADE
EL. 97'-6"
8" REINFORCED
CONCRETE WALL
CONC. FOOTING
- SEE PLAN
2x8 PRESSURE TREATED ⅊ w/5/8"Ø A-BOLT @ 48"o.c. (U.N.O.)
2x JOISTS - SEE PLAN
3/4" SUBFLOOR - SEE GEN.
STRUCT. NOTES
FLOOR LINE
EL. 100'-0"
T.O. PEDESTAL
EL. SEE PLAN
T.O. WALL
EL. 98'-10 1/2"
(2)2x6 PRESSURE
TREATED BOT.
⅊ w/(2)3/4"Ø A307 A-BOLT
6"x12" CONC. PILASTER W/ (4)#6 VERT. BARS w/ #3 TIES @ 12"o.c.
6" WOOD HEADER - SEE PLAN
SCALE: 3/4" = 1'-0" 6" 0 18"6"
SECTION
2x FLOOR JOISTS
- SEE PLAN
PLYWOOD SUBFLOOR
- SEE GENERAL NOTES
ENGINEER LUMBER
HEADER - SEE PLAN
SIMPSON HGLTV 5.516
BEAM HANGER
SCALE: 3/4" = 1'-0" 6" 0 18"6"
SECTION
SIMPSON A35 CLIP ANGLE TO BO.
OF HEADER & BEARING PLATE
T.O. FTG.
EL. SEE PLAN
SCALE: 3/4" = 1'-0" 6" 0 18"6"
RAMP STOOP SECTION
CONC. SLAB
- SEE CIVIL
T.O. GRADE
EL. 97'-6"
T.O. FTG.
EL. SEE PLAN
8" OF COMPACTED
GRANULAR FILL
5" CONC. SLAB w/ #5 @ 12"o.c. EA. WAY
8" CONC. WALL
w/ #5 @ 12"o.c.
EA. WAY (TYP.)
CONC. FOOTING
SEE PLAN FOR
SIZE & REINF.
2x JOISTS - SEE PLAN w/ SIMPSON LU26
HANGERS EA. END
WOOD PLANKING
- SEE ARCH
2x8 TREATED LEDGER BOARD w/ 1/2"Ø SIMPSON
TITEN HD ANCHORS @
32"o.c. w/ 4" EMBED
T.O. CONC.
EL. 98'-4"
8"
INT. GRADE
EL. 96'-0"
CONCRETE FOOTING SEE
PLAN FOR SIZE & REINF.
FOUNDATION WALL SEE
DETAIL 5/S5
(E) 6" SEWE PIPE, TOP OF
PIPE VARIES FROM ~ 95' TO
94.5' ACROSS BUILDING
1'-0" 1'-0"
START AND STOP
FOOTING AT PIPE
LOCATIONS
4" VOID FORM
UNDER WALL
SCALE: 3/4" = 1'-0" 6" 0 18"6"
FOOTING SECTION @ SEWER INTERSECTION
10'-5"
Fi le n am e:
L
:\1 7-
N P
S O za rk
-P le x\
St ru ct \1
7-
7_ s6
.d t p lo tte d:
1/
/1
:3
P ro j #
SUB SHEET NO.
OF
DESIGNED:
JRF
REMOVE AND REPLACE OBSOLETE BIG SPRING
DUPLEX #473 HOUSING
BIG SPRING, VAN BUREN, MO
614 / 80103
198594
DRAWN BY:
TECH. REVIEW:
DATE:
1/30/2018
DRAWING NO.
PMIS NO.
SHEET
TITLE OF SHEET
A/E…
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