36C26118R0214-016.pdf
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- 654-250 New Parking Structure
- Solicitation number
- 36C26118R0214
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36C26118R0214 654_250_VA SIERRA NEVADA_RENO PARKING GARAGE Drawings_Part2.pdf
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Text version
Project Number
Building Number
Drawing Number
Project Title
Location
Issue Date Checked Drawn
Drawing Title
Approved:
VA FORM 08 - 6231
A
P
V
A
R
E N
O
P
A R
K I N
G
G
A R
A G
E
D
R A
W I N
G S
C
I V
I L
U
T I L
I T
Y
P
L A
N D
W G
P
M
Office of Construction and Facilities Management
U.S. Department of Veterans Affairs
B
C
D
E
F
A
B
C
D
E
F
21 4 5 6 7 8 9 10
PhaseARCHITECT/ENGINEER OF RECORD Architect / Civil Engineer:
STAMPCONSULTANT
321 4 5 6 7 8 9 10
Structural Engineers:
PARKING GARAGE DESIGN
VA SIERRA NEVADA
654-250
2018/03/05 SLP CMBRevisions: Date:
BID DOCUMENTS
NOT SPRINKLERED
E/T Engineers:
C. Patrick Cassady, COR
CARL WALKER INC.
8910 Purdue Rd.
Suite 400 Indianapolis, IN 46268
Tele: 317.735.3349 POC: Doug Gannon
P.K. ELECTRICAL INC.
681 Sierra Rose Drive Suite B Reno, NV 89511
Tele: 775.826.9010 POC: Jason Aviles
M/P Engineers:
AINSWORTH ASSOCIATES
1420 Holcomb Avenue Suite 201 Reno, NV 89502
Tele: 775.329.9100 POC: Roger Gravelle
GUIDON DESIGN INC.
905 North Capitol Avenue Suite 100 Indianapolis, IN 46204
Tele: 317.800.6388 POC: Stacey Paul
STATE OF
PE 10302594
ST
AC
EY L. PAUL
RE
GISTERED
INDIA NA
PROFESSI ONAL EN
GI
N
EE
R
N
0 4020
CU101
UTILITY PLAN
AutoCAD SHX Text
BELLI DRIVE
AutoCAD SHX Text S89%%17630'12"E 617.41'
AutoCAD SHX Text N00%%17619'28"E 319.55'
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DI
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SD
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SS
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SD
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SD
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MH
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MH
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MH
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MH
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MH
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MH
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MH
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MH
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MH
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MH
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MH
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MH
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MH
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MH
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MH
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MH
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PP
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CO
AutoCAD SHX Text S89%%17629'12"E 634.79'
AutoCAD SHX Text A.P.N.
AutoCAD SHX Text 013-182-20
AutoCAD SHX Text A.P.N.
AutoCAD SHX Text 013-182-19
AutoCAD SHX Text A.P.N.
AutoCAD SHX Text 013-182-18
AutoCAD SHX Text A.P.N.
AutoCAD SHX Text 013-182-17
AutoCAD SHX Text A.P.N.
AutoCAD SHX Text 013-182-16
AutoCAD SHX Text A.P.N.
AutoCAD SHX Text 013-182-15
AutoCAD SHX Text A.P.N.
AutoCAD SHX Text 013-182-14
AutoCAD SHX Text
IV
AutoCAD SHX Text
IV
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IV
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IV
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IV
AutoCAD SHX Text A.P.N.
AutoCAD SHX Text 013-182-29
AutoCAD SHX Text A.P.N.
AutoCAD SHX Text 013-182-28
AutoCAD SHX Text A.P.N.
AutoCAD SHX Text 013-182-25
AutoCAD SHX Text A.P.N.
AutoCAD SHX Text 013-182-26
AutoCAD SHX Text A.P.N.
AutoCAD SHX Text 013-182-23
AutoCAD SHX Text A.P.N.
AutoCAD SHX Text 013-182-03
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IV
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STAIRS
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SS
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SS
AutoCAD SHX Text 12"
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PP
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PP
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SS CO
AutoCAD SHX Text #6990
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EXISTING PARKING GARAGE
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EXISTING PARKING GARAGE
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OVERHANG
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OVERHANG
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BUILDING
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OVERHANG
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SS MH #7618 RIM = 4455.61 I.E.(E) 12" = 4433.46 I.E.(W) 12" = 4433.51
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SS MH #6639 RIM = 4450.44 I.E. 12" (W)= 4432.89 I.E. 12" (E)= 4432.89
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SS MH #7662 RIM = 4446.01 I.E. 12" (W) = 4432.37
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SD DI #7129 RIM = 4456.34 I.E. 6" (NO) = 4453.40 I.E. 12" (E) = 4453.20
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SD MH #7617 RIM = 4455.52 I.E. 12" (E) = 4444.11 I.E. 12" (W) = 4444.11
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SD MH #7657 RIM = 4448.15 I.E. 24" (W) = 4438.63
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SD MH #7657 RIM = 4454.19 I.E. 24" (W) = 4447.42 I.E. 24" (E) = 4447.41
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7 LF OF 4" PERF. HDPE FOUNDATION DRAIN CONNECT TO STORM SEWER WITH 12"X4" WYE
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UTILITY PLAN KEYNOTES
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1. ELECTRIC LINE, SEE SHEET ES101. ELECTRIC LINE, SEE SHEET ES101. 2. ELECTRIC HANDHOLE, SEE SHEET ES101. ELECTRIC HANDHOLE, SEE SHEET ES101. 3. TELECOM LINE, SEE SHEET TN101. TELECOM LINE, SEE SHEET TN101. 4. TELECOM HANDHOLE, SEE SHEET TN101. TELECOM HANDHOLE, SEE SHEET TN101. 5. LIGHT POLE, SEE SHEET ES101. LIGHT POLE, SEE SHEET ES101. 6. SITE LIGHTING CONDUIT.SITE LIGHTING CONDUIT.
R-122 (EDITED)
TRENCH EXCAVATION &
BACKFILL (PAVED)
STORM DRAIN PIPE TO
MANHOLE CONNECTION
R-223B
R-218A
MANHOLE COLLAR
MANHOLE TYPE I
R-208A
SECTION A-A
A
A
SECTION
NOTES - MANHOLE
TYPE I
R-208C (EDITED)
Project Number
Building Number
Drawing Number
Project Title
Location
Issue Date Checked Drawn
Drawing Title
Approved:
VA FORM 08 - 6231
A
P
V
A
R
E N
O
P
A R
K I N
G
G
A R
A G
E
D
R A
W I N
G S
C
I V
I L
D
E T
A I L
S D
W G
P
M
Office of Construction and Facilities Management
U.S. Department of Veterans Affairs
B
C
D
E
F
A
B
C
D
E
F
21 4 5 6 7 8 9 10
PhaseARCHITECT/ENGINEER OF RECORD Architect / Civil Engineer:
STAMPCONSULTANT
321 4 5 6 7 8 9 10
Structural Engineers:
PARKING GARAGE DESIGN
VA SIERRA NEVADA
654-250
2018/03/05 SLP CMBRevisions: Date:
BID DOCUMENTS
NOT SPRINKLERED
E/T Engineers:
C. Patrick Cassady, COR
CARL WALKER INC.
8910 Purdue Rd.
Suite 400 Indianapolis, IN 46268
Tele: 317.735.3349 POC: Doug Gannon
P.K. ELECTRICAL INC.
681 Sierra Rose Drive Suite B Reno, NV 89511
Tele: 775.826.9010 POC: Jason Aviles
M/P Engineers:
AINSWORTH ASSOCIATES
1420 Holcomb Avenue Suite 201 Reno, NV 89502
Tele: 775.329.9100 POC: Roger Gravelle
GUIDON DESIGN INC.
905 North Capitol Avenue Suite 100 Indianapolis, IN 46204
Tele: 317.800.6388 POC: Stacey Paul
STATE OF
PE 10302594
ST
AC
EY L. PAUL
RE
GISTERED
INDIA NA
PROFESSI ONAL EN
GI
N
EE
R
CATCH BASIN
TYPE 3-R
R-205
PLAN
SECTION A-A
A A
RESILIENT FLEXIBLE
CONNECTOR
R-223C
SECTION
DETAIL 'A'
R-214A (EDITED)
24" MANHOLE
FRAME & COVER
SD SD
24" COVER PLAN - TOP 24" COVER PLAN - BOTTOM
24" MANHOLE FRAME
SECTION B-B
A A
SECTION A-A
CU501
UTILITY DETAILS
AutoCAD SHX Text DRAWING No.
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STANDARD DETAILS FOR PUBLIC WORKS CONSTRUCTION
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%%UNOTES:
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2. BEDDING MATERIAL SHALL CONFORM TO OWNING-UTILITY COMPANY REQUIREMENTS AS APPROVED BY
AutoCAD SHX Text THE CITY OF RENO. FOR CITY-OWNED UTILITIES, BEDDING MATERIAL SHALL BE CLASS A OR C, AutoCAD SHX Text
COMPACTED TO MINIMUM 90%%% RELATIVE COMPACTION. MATERIALS SHALL CONFORM TO SSPWC
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SECTION 200.
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5. ALL EXCAVATIONS SHALL CONFORM TO THE LATEST O.S.H.A. REQUIREMENTS.
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6. EXISTING PIPE TO BE ABANDONED SHALL BE GROUT FILLED OR COMPLETELY REMOVED.
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7. MINIMUM BACKFILL DEPTH REQUIREMENT IS FOR TRENCHING IN EXISTING PAVED STREETS.
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TRENCHING FOR
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%%UNEW DEVELOPMENT
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WHERE STREETS HAVE NOT YET BEEN CONSTRUCTED, BACKFILL
AutoCAD SHX Text MATERIAL SHALL BE TYPE 2, CLASS B OR CLASS E AND COMPACTED TO MINIMUM 90%%% RELATIVE
AutoCAD SHX Text COMPACTION. MATERIALS SHALL CONFORM TO SSPWC SECTION 200 AND VA SECTION 31 20 00.
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FINISH SURFACE ELEVATION
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PIPE O.D.
AutoCAD SHX Text 12"
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VARIES
AutoCAD SHX Text 36"
AutoCAD SHX Text 12"
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PIPE O.D.
AutoCAD SHX Text 12"
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MIN.
AutoCAD SHX Text 6"
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MIN.
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TRENCH WIDTH
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GRANULAR BACKFILL MATERIAL
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COMPACTED TO A MINIMUM
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90%%% RELATIVE COMPACTION
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PIPE ZONE
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TYPE 2, CLASS B, AGGREGATE BASE COMPACTED TO A MINIMUM 95% RELATIVE COMPACTION
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MIN.
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MIN.
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SPECIFICATIONS
AutoCAD SHX Text TRENCH WIDTH & PIPE ZONE SHALL CONFORM TO UTILITY COMPANY REQUIREMENTS AND STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION, LATEST REVISION.
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ROADWAY SECTION
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DEPTH VARIES
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MIN.
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MIN.
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APPROVED BY:
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DATE:
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AutoCAD SHX Text NOTES: 1. FIBER-REINFORCED PORTLAND CEMENT CONCRETE (P.C.C.) SHALL HAVE THE FOLLOWING CHARACTERISTICS: FIBER-REINFORCED PORTLAND CEMENT CONCRETE (P.C.C.) SHALL HAVE THE FOLLOWING CHARACTERISTICS: 4000 PSI MIN. COMPRESSIVE STRENGTH AT 28 DAYS, MIN. 6 SACKS OF CEMENT PER CUBIC YARD WITH MAX. WATER-CEMENT RATIO OF 0.45, AIR ENTRAINMENT 6% ±1.5%, SLUMP AT 1 TO 4 INCHES. MIX DESIGN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 337 OF STANDARD SPECIFICATIONS OF PUBLIC WORKS CONSTRUCTION (SSPWC). CEMENT SHALL BE TYPE II. ALL CEMENT CONCRETE SHALL HAVE A COARSE AGGREGATE GRADATION CONFORMING TO SIZE No. 67. POLYPROPYLENE OR CELLULOSE FIBERS SHALL BE ADDED TO THE P.C.C. AT 1.5 LBS. PER CUBIC YARD. ALL MATERIALS SHALL CONFORM TO SSPWC. 2. REINFORCING STEEL SHALL BE GRADE 40 AND HAVE 1.5" CLEAR COVER. REINFORCING STEEL SHALL BE GRADE 40 AND HAVE 1.5" CLEAR COVER. 3. CONCRETE STRUCTURE MAY BE A PRE-CAST CONCRETE UNIT. BASE OF PRE-CAST CONCRETE UNIT SHALL CONCRETE STRUCTURE MAY BE A PRE-CAST CONCRETE UNIT. BASE OF PRE-CAST CONCRETE UNIT SHALL BE PLACED ON 6" COMPACTED DRAIN ROCK. 4. FRAME & GRATE SHALL BE D&L I-9226 OR APPROVED EQUAL. FRAME & GRATE SHALL BE D&L I-9226 OR APPROVED EQUAL. 5. CATCH BASIN SHALL BE TRAFFIC-RATED AND USED ONLY AT LOW POINTS IN ALLEYS OR PARKING AREAS.CATCH BASIN SHALL BE TRAFFIC-RATED AND USED ONLY AT LOW POINTS IN ALLEYS OR PARKING AREAS.
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STANDARD DETAILS FOR PUBLIC WORKS CONSTRUCTION
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DATE:
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APPROVED BY:
AutoCAD SHX Text DRAWING No.
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STANDARD DETAILS FOR PUBLIC WORKS CONSTRUCTION
AutoCAD SHX Text 4/2014
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JF
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COLLAR
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(NON-SHRINK GROUT)
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STORM PIPE MAIN
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MANHOLE BASE
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PROVIDE SMOOTH TRANSITION BETWEEN
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PIPE I.D. AND MANHOLE BASE
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FLOWLINE WITH NON-SHRINK GROUT
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DRAIN ROCK
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MANHOLE ADAPTER GASKET
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%%UNOTE:
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1. NON-SHRINK GROUT SHALL HAVE THE FOLLOWING CHARACTERISTICS: 3000 PSI MIN. COMPRESSIVE
AutoCAD SHX Text STRENGTH AT 28 DAYS, MIN. 6 SACKS OF CEMENT PER CUBIC YARD AND SLUMP AT 1 TO 4 INCHES.
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ALL MATERIAL SHALL CONFORM TO SSPWC SECTION 202.
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2. STORM DRAIN PIPE CONNECTIONS TO MANHOLE BASES AND SECTIONS REQUIRE AN AGENCY-APPROVED
AutoCAD SHX Text FORM OF SEAL OR WATER STOP AND IS REQUIRED ON ALL STORM DRAIN INSTALLATIONS TO PROVIDE
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A WATERTIGHT CONNECTION. UTILIZE A ROMAC STYLE "LCT" MANHOLE ADAPTER GASKET OR
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APPROVED EQUAL IN CONJUNCTION WITH THE NON-SHRINK GROUT.
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3. A RESILIENT FLEXIBLE CONNECTOR INSTALLED IN ACCORDANCE WITH STANDARD DETAIL R-223C MAY
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BE USED TO SATISFY THE REQUIREMENTS OF NOTE 2 ABOVE.
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4. ALL PIPE OPENINGS TO NEW MANHOLES MUST BE EITHER CAST-IN-PLACE OR PRE-FORMED AND PIPE
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OPENINGS TO EXISTING MANHOLES MUST BE CORE DRILLED.
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6" MIN.
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6" MIN.
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3" MAX. WITH 45°
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NON-SHRINK GROUT CHAMFER
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STORM PIPE MAIN
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COLLAR (NON-SHRINK GROUT)
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WALL OF MANHOLE
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SECTION (TYP.)
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MANHOLE
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ADAPTOR GASKET.
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AutoCAD SHX Text 6"
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6" MIN.
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3" MAX. WITH 45°
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NON-SHRINK GROUT CHAMFER
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MANHOLE BASE FLOWLINE
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PIPE I.D.
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MIN.
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MANHOLE ADAPTER
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GASKET
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WALL OF MANHOLE BASE
AutoCAD SHX Text ASPHALT EDGE TO BE RECOMPACTED WITH A ROLLER AND LEVELED AFTER ASPHALT REMOVAL AND PRIOR TO THE PLACEMENT OF THE CONCRETE COLLAR.
AutoCAD SHX Text 12"
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12" MIN.
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CONCRETE COLLAR SHALL BE FLUSH WITH
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ADJACENT PAVEMENT AND SHALL HAVE A
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BROOM FINISH. THE HEIGHT SHALL BE
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CONSISTENT ALL AROUND MANHOLE.
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MANHOLE FRAME & COVER
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GRADE RINGS
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GROUT JOINTS
AutoCAD SHX Text DRAWING No.
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STANDARD DETAILS FOR PUBLIC WORKS CONSTRUCTION
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SHIM AND GROUT TO
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MATCH PAVEMENT SLOPE
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MANHOLE CONE
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MAX.
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18" MAX.
AutoCAD SHX Text NOTES: 1. FIBER-REINFORCED PORTLAND CEMENT CONCRETE (P.C.C.) SHALL HAVE THE FOLLOWING CHARACTERISTICS: FIBER-REINFORCED PORTLAND CEMENT CONCRETE (P.C.C.) SHALL HAVE THE FOLLOWING CHARACTERISTICS: 4000 PSI MIN. COMPRESSIVE STRENGTH AT 28 DAYS, MIN. 6 SACKS OF CEMENT PER CUBIC YARD WITH MAX. WATER-CEMENT RATIO OF 0.45, AIR ENTRAINMENT 6% ±1.5%, SLUMP AT 1 TO 4 INCHES. MIX DESIGN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 337 OF STANDARD SPECIFICATIONS OF PUBLIC WORKS CONSTRUCTION (SSPWC). CEMENT SHALL BE TYPE II. ALL CEMENT CONCRETE SHALL HAVE A COARSE AGGREGATE GRADATION CONFORMING TO SIZE No. 67. POLYPROPYLENE OR CELLULOSE FIBERS SHALL BE ADDED TO THE P.C.C. AT 1.5 LBS. PER CUBIC YARD. ALL MATERIALS SHALL CONFORM TO SSPWC. 2. CIRCUMSTANCES MAY REQUIRE THE NEED FOR SPECIAL TYPES OF TOP OF MANHOLE CONFIGURATIONS CIRCUMSTANCES MAY REQUIRE THE NEED FOR SPECIAL TYPES OF TOP OF MANHOLE CONFIGURATIONS SUCH AS FLAT TOP, ABOVE GROUND, ETC. AS DIRECTED BY THE CITY OF RENO. DETAILED PLANS OF ANY SPECIAL TOP OF MANHOLE CONFIGURATIONS AND ASSOCIATED COLLARS MUST BE APPROVED BY THE ENGINEER. 3. IN UNPAVED AREAS, IT SHALL BE NECESSARY TO SET THE MANHOLE RIM APPROXIMATELY 6 INCHES IN UNPAVED AREAS, IT SHALL BE NECESSARY TO SET THE MANHOLE RIM APPROXIMATELY 6 INCHES ABOVE THE SURROUNDING AREA. INSTALL A 6 INCH THICK RING OF CONCRETE, TAPERED AT A 3:1 SLOPE, FROM THE TOP, OUTSIDE EDGE OF THE COLLAR TO THE EXISTING GROUND SURFACE. 4. EXISTING SANITARY SEWER MANHOLE LIDS LOCATED IN GUTTER PANS, SHALL HAVE NEW WATER TIGHT EXISTING SANITARY SEWER MANHOLE LIDS LOCATED IN GUTTER PANS, SHALL HAVE NEW WATER TIGHT FRAMES AND COVERS. 5. ALL GRADE RING JOINTS ARE TO BE GROUTED WITH NON-SHRINK GROUT HAVING THE FOLLOWING ALL GRADE RING JOINTS ARE TO BE GROUTED WITH NON-SHRINK GROUT HAVING THE FOLLOWING CHARACTERISTICS: 3000 PSI MIN. COMPRESSIVE STRENGTH AT 28 DAYS, MIN. 6 SACKS OF CEMENT PER CUBIC YARD AND SLUMP AT 1 TO 4 INCHES. ALL MATERIAL SHALL CONFORM TO SSPWC. 6. ALL GRADE RINGS SHALL BE PORTLAND CEMENT CONCRETE. PVC GRADE RINGS ARE NOT ALLOWED.ALL GRADE RINGS SHALL BE PORTLAND CEMENT CONCRETE. PVC GRADE RINGS ARE NOT ALLOWED.
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24" OR 36"
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MIN.
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MIN.
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ECCENTRIC TAPER
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CONFIGURATION.
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APPROVED BY:
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DATE:
AutoCAD SHX Text 1/2013
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JF
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APPROVED BY:
AutoCAD SHX Text DRAWING No.
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STANDARD DETAILS FOR PUBLIC WORKS CONSTRUCTION
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MANHOLE CONE
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GRADE RINGS
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CONCRETE COLLAR
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FINISH ROADWAY SURFACE
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AS REQUIRED
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FULL PIPE I.D. DEPTH
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8" MIN.
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(TYP.)
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DRAIN ROCK
AutoCAD SHX Text 6"
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MIN.
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SMOOTH RADIUS CHANNELS
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WATER TIGHT SEAL (TYP)
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FLOW
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CONCRETE BASE
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PIPE (TYP.)
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CONCRETE BASE
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MANHOLE SECTIONS
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PIPE I.D. WITH SMOOTH FINISH
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BROOM
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FINISH
AutoCAD SHX Text 48" I.D.
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AutoCAD SHX Text 24"
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12" MIN. 18" MAX.
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DATE:
AutoCAD SHX Text 1/2013
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JF
AutoCAD SHX Text S=10%
AutoCAD SHX Text GENERAL MANHOLE NOTES 1. ALL PRECAST MANHOLE COMPONENTS SHALL CONFORM TO ASTM C-478. ALL PRECAST MANHOLE COMPONENTS SHALL CONFORM TO ASTM C-478. 2. PIPES SHALL NOT PROTRUDE MORE THAN 3" INSIDE MANHOLE SECTION AS MEASURED AT THE PIPES SHALL NOT PROTRUDE MORE THAN 3" INSIDE MANHOLE SECTION AS MEASURED AT THE OUTSIDE EDGES OF THE PIPE, VERTICALLY ALIGNED WITH THE SPRINGLINE. PIPE CONNECTION TO MANHOLE SHALL BE WATERTIGHT PER STANDARD DETAILS R-223B AND R-223C. 3. MANHOLE BASE SHALL BE PORTLAND CEMENT CONCRETE (P.C.C.) AND SHALL HAVE THE FOLLOWING MANHOLE BASE SHALL BE PORTLAND CEMENT CONCRETE (P.C.C.) AND SHALL HAVE THE FOLLOWING CHARACTERISTICS: 3000 PSI MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS, MINIMUM 6 SACKS OF CEMENT PER CUBIC YARD WITH SLUMP AT 1 TO 4 INCHES. ALL MATERIAL SHALL CONFORM TO STANDARD SPECIFICATIONS OF PUBLIC WORKS CONSTRUCTION (SSPWC). PRECAST CONCRETE BASE MAY BE USED IN LIEU OF CAST-IN-PLACE BASE. 4. TYPE I MANHOLE TO BE UTILIZED FOR PIPE DIAMETERS OF 12" OR SMALLER AND DEPTHS NOT TYPE I MANHOLE TO BE UTILIZED FOR PIPE DIAMETERS OF 12" OR SMALLER AND DEPTHS NOT EXCEEDING 18 FEET. 5. TYPE V MANHOLE TO BE UTILIZED FOR PIPE DIAMETERS OF 15" THROUGH 27" OR DEPTHS TYPE V MANHOLE TO BE UTILIZED FOR PIPE DIAMETERS OF 15" THROUGH 27" OR DEPTHS EXCEEDING 18 FEET. 6. MANHOLE MATERIALS AND CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF SECTION 204 MANHOLE MATERIALS AND CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF SECTION 204 "MANHOLES AND CATCH BASINS" OF THE STANDARD SPECIFICATIONS AND "33 40 00 "STORM SEWERS" OF THE VA SPECIFICATIONS. 7. PRECAST MANHOLE SECTIONS, OTHER THAN GRADE RINGS, SHALL BE JOINED WITH FLEXIBLE GASKET PRECAST MANHOLE SECTIONS, OTHER THAN GRADE RINGS, SHALL BE JOINED WITH FLEXIBLE GASKET MATERIAL SUCH AS "RAM-NEK" OR EQUAL AS PER MANUFACTURER'S RECOMMENDATIONS. 8. EXCAVATION AND BACKFILL SHALL BE AS SPECIFIED IN SPECIFICATION SECTION 31 20 00 EXCAVATION AND BACKFILL SHALL BE AS SPECIFIED IN SPECIFICATION SECTION 31 20 00 "EARTHWORK". 9. EXCAVATION SHALL BE AS NEARLY VERTICAL AS POSSIBLE (SHEET AND SHORE IF SOIL CONDITIONS EXCAVATION SHALL BE AS NEARLY VERTICAL AS POSSIBLE (SHEET AND SHORE IF SOIL CONDITIONS REQUIRE) IN EXISTING STREET SECTIONS, ALLEY SECTIONS, AND CONFINED AREAS, SUCH AS LIMITED EASEMENTS OR ADJACENT STRUCTURES. 10. MANHOLE PRECAST SECTION LENGTH SHALL BE ARRANGED TO FIT THE REQUIRED DEPTH. MANHOLE PRECAST SECTION LENGTH SHALL BE ARRANGED TO FIT THE REQUIRED DEPTH. 11. NO LATERALS OR PIPES LESS THAN 8" IN DIAMETER SHALL BE CONNECTED TO THE MANHOLE. NO LATERALS OR PIPES LESS THAN 8" IN DIAMETER SHALL BE CONNECTED TO THE MANHOLE. 12. PRECAST CONCRETE BASE MAY BE USED IN LIEU OF CAST-IN-PLACE BASE. PRECAST CONCRETE BASE MAY BE USED IN LIEU OF CAST-IN-PLACE BASE. 13. MATCH PIPE INVERTS TO MANHOLE INVERTS WHERE PIPES CONNECT TO MANHOLE BASE. MATCH PIPE INVERTS TO MANHOLE INVERTS WHERE PIPES CONNECT TO MANHOLE BASE. 14. ALL MANHOLES SHALL BE WATERTIGHT. ALL MANHOLES SHALL BE WATERTIGHT. 15. THE USE OF FLAT TOP MANHOLE CONES REQUIRES PRIOR APPROVAL FROM THE COR. THE USE OF FLAT TOP MANHOLE CONES REQUIRES PRIOR APPROVAL FROM THE COR. 16. PRIOR TO BACKFILLING, ALL MANHOLES SHALL BE VACUUM TESTED PER ASTM C-1244. PRIOR TO BACKFILLING, ALL MANHOLES SHALL BE VACUUM TESTED PER ASTM C-1244. 17. STEPS, LADDERS, OR OTHER CLIMBING DEVICES SHALL BE INSTALLED PER SECTION 33 40 00 STEPS, LADDERS, OR OTHER CLIMBING DEVICES SHALL BE INSTALLED PER SECTION 33 40 00 "STORM SEWERS" OF THE SPECIFICATIONS. 18. REINFORCING STEEL SHALL BE AS SHOWN, WIRED TIGHTLY AT ALL INTERSECTIONS AND EMBEDDED AT REINFORCING STEEL SHALL BE AS SHOWN, WIRED TIGHTLY AT ALL INTERSECTIONS AND EMBEDDED AT LEAST 1 " CLEAR, UNLESS OTHERWISE NOTED. 12" CLEAR, UNLESS OTHERWISE NOTED. 19. WHEN PIPE CONNECTIONS TO EXISTING MANHOLES ARE ALLOWED, THEY SHALL BE MADE BY CORE WHEN PIPE CONNECTIONS TO EXISTING MANHOLES ARE ALLOWED, THEY SHALL BE MADE BY CORE DRILLING THE MANHOLE AND CONNECTING THE PIPE PENETRATION PER DETAIL R-223B.
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APPROVED BY:
AutoCAD SHX Text DRAWING No.
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STANDARD DETAILS FOR PUBLIC WORKS CONSTRUCTION
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DATE:
AutoCAD SHX Text DRAWING No.
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STANDARD DETAILS FOR PUBLIC WORKS CONSTRUCTION
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APPROVED BY:
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DATE:
AutoCAD SHX Text 1/2013
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JF
AutoCAD SHX Text 12"
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(TYP.)
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30" MIN.
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72" MAX.
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MIN.
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1.5" CLR.
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(TYP.)
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(TYP.)
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MIN.
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FRAME & GRATE
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CONCRETE COLLAR
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#4 BARS @ 18"
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EA. WAY (TYP.)
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OUTLET PIPE
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DRAIN ROCK
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MIN.
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CLR.
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STANDARD DETAILS FOR PUBLIC WORKS CONSTRUCTION
AutoCAD SHX Text NOTES: 1. A SEAL OR WATER STOP IS REQUIRED ON ALL SANITARY SEWER INSTALLATIONS AND IN OTHER A SEAL OR WATER STOP IS REQUIRED ON ALL SANITARY SEWER INSTALLATIONS AND IN OTHER APPLICATIONS AS REQUIRED BY THE CITY TO PROVIDE A WATERTIGHT CONNECTION. 2. A RESILIENT FLEXIBLE CONNECTOR PER ASTM C 923-89 SHALL BE USED AT THE MANHOLE/PIPE A RESILIENT FLEXIBLE CONNECTOR PER ASTM C 923-89 SHALL BE USED AT THE MANHOLE/PIPE CONNECTION TO SATISFY THE REQUIREMENTS OF NOTE 1. FOR PRE-CAST CONCRETE STRUCTURES, THE RESILIENT FLEXIBLE CONNECTOR SHALL BE AN "A-LOK" TYPE PIPE-TO-MANHOLE CONNECTOR OR APPROVED EQUAL. FOR CAST-IN-PLACE STRUCTURES, THE RESILIENT FLEXIBLE CONNECTOR SHALL BE A "KOR-N-SEAL I - TOGGLE KORBAND" TYPE PIPE-TO-MANHOLE CONNECTOR OR APPROVED EQUAL. 3. THE INTERIOR MANHOLE CONNECTION SHALL HAVE A SMOOTH TRANSITION BETWEEN PIPE I.D. AND THE INTERIOR MANHOLE CONNECTION SHALL HAVE A SMOOTH TRANSITION BETWEEN PIPE I.D. AND MANHOLE BASE FLOWLINE. NO GROUT OR CONCRETE SHALL BE PLACED AROUND THE RESILIENT FLEXIBLE CONNECTOR.
AutoCAD SHX Text 4/2014
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JF
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RESILIENT FLEXIBLE CONNECTOR.
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SEWER MAIN
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MANHOLE BASE
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WALL OF MANHOLE BASE.
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PROVIDE SMOOTH TRANSITION BETWEEN PIPE I.D. AND MANHOLE BASE FLOWLINE.
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PIPE I.D.
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MANHOLE BASE FLOWLINE
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RESILIENT FLEXIBLE CONNECTOR.
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PROVIDE SMOOTH TRANSITION BETWEEN PIPE I.D. AND MANHOLE BASE FLOWLINE.
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PIPE I.D.
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12" MAX GAP AT FLOWLINE
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MANHOLE BASE
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BOTTOM OF CORED OR FORMED MANHOLE OPENING PER MANUFACTURER'S REQUIREMENTS.
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RESILIENT FLEXIBLE CONNECTOR.
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SEE DETAIL 'A'
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DRAIN ROCK
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DO NOT GROUT
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MANHOLE BASE FLOWLINE
AutoCAD SHX Text NOTES: 1. WHERE DISCREPANCIES EXIST BETWEEN SSPWC WHERE DISCREPANCIES EXIST BETWEEN SSPWC SPECIFICATIONS AND VA SPECIFICATIONS THE MORE STRINGENT REQUIREMENT SHALL APPLY
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STANDARD DETAILS FOR PUBLIC WORKS CONSTRUCTION
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AutoCAD SHX Text 24" FRAME AND COVER NOTES: 1. FRAME AND COVERS SHALL BE D&L FOUNDRY A-1032 (OR APPROVED EQUAL) OR D&L FOUNDRY FRAME AND COVERS SHALL BE D&L FOUNDRY A-1032 (OR APPROVED EQUAL) OR D&L FOUNDRY C-1000 (OR APPROVED EQUAL) AS SPECIFIED ON CU101. RENO LOGO FRAMES AND COVERS ARE TO BE PLACED ONLY ON CITY OF RENO MAINTAINED FACILITIES. PRIVATE FACILITIES SHALL NOT HAVE THE RENO LOGO ON THE LIDS. THEY SHALL ONLY HAVE THE LETTERS INDICATING "SS" OR "SD". 2. FURNISHED WITH MACHINED HORIZONTAL BEARING SURFACE. FURNISHED WITH MACHINED HORIZONTAL BEARING SURFACE. 3. CASTINGS SHALL BE CAST GRAY IRON AND MEET THE REQUIREMENTS OF ASTM A-48, CLASS 35B, NO CASTINGS SHALL BE CAST GRAY IRON AND MEET THE REQUIREMENTS OF ASTM A-48, CLASS 35B, NO PAINT.
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FOUR 1" VENTS
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OPEN PICK SLOT
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1" BORDER
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3" DIA.
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1 5/8" LETTERS FOR: "SD" STORM DRAIN.
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APPROVED BY:
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DATE:
AutoCAD SHX Text 4/2015
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JF
AutoCAD SHX Text RELATIVE COMPACTION. MATERIALS SHALL CONFORM TO SSPWC SECTION 200 AND VA SECTION 32 20 00.
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4. BACKFILL MATERIAL SHALL BE TYPE 2, CLASS B OR CLASS E AND COMPACTED TO MINIMUM 90%
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1. ALL MATERIALS AND INSTALLATION PROCEDURES SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION (SSPWC), LATEST REVISION AND VA PROJECT SPECIFICATIONS.
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FRAME & COVER PER CU101
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WARNING TAPE SHALL BE PER
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%%UNOTES:
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2. BEDDING MATERIAL SHALL CONFORM TO OWNING-UTILITY COMPANY REQUIREMENTS AS APPROVED BY
AutoCAD SHX Text THE CITY OF RENO. FOR CITY-OWNED UTILITIES, BEDDING MATERIAL SHALL BE CLASS A OR C, AutoCAD SHX Text
COMPACTED TO MINIMUM 90%%% RELATIVE COMPACTION. MATERIALS SHALL CONFORM TO SSPWC
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SECTION 200.
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5. ALL EXCAVATIONS SHALL CONFORM TO THE LATEST O.S.H.A. REQUIREMENTS.
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6. EXISTING PIPE TO BE ABANDONED SHALL BE GROUT FILLED OR COMPLETELY REMOVED.
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RIVER ROCK LANDSCAPE MULCH PER CS101
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PIPE O.D.
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VARIES
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PIPE O.D.
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MIN.
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TRENCH WIDTH
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GRANULAR BACKFILL MATERIAL
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COMPACTED TO A MINIMUM
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90%%% RELATIVE COMPACTION
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PIPE ZONE
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MIN.
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MIN.
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SPECIFICATIONS
AutoCAD SHX Text TRENCH WIDTH & PIPE ZONE SHALL CONFORM TO UTILITY COMPANY REQUIREMENTS AND STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION, LATEST REVISION.
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MIN.
AutoCAD SHX Text RELATIVE COMPACTION. MATERIALS SHALL CONFORM TO SSPWC SECTION 200 AND VA SECTION 32 20 00.
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4. BACKFILL MATERIAL SHALL BE TYPE 2, CLASS B OR CLASS E AND COMPACTED TO MINIMUM 90%
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1. ALL MATERIALS AND INSTALLATION PROCEDURES SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION (SSPWC), LATEST REVISION AND VA PROJECT SPECIFICATIONS.
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WARNING TAPE SHALL BE PER
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PERFORATED PIPE BEDDING TO BE WRAPPED IN NON-WOVEN GEOTEXTILE, ALL SIDES
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TRENCH EXCAVATION & BACKFILL UN(PAVED)
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NTS
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GEOTEXTILE
FINISHED GRADE
1. Manufacturer shall be responsible for complete assembly of Swirl Concentrator.
2. Polymer Coated Steel (PCS) Swirl Concentrator shall be fabricated from polymer pre-coated steel sheet for corrugated steel pipe, and shall comply with ASTM A 760 and ASTM A 742.
3. Stub outs and internal components shall be supplied by manufacturer and MIG welded using accepted welding practices.
4. Manufacturer shall supply direct access to Swirl Concentrator via 30-inch ID riser(s).
Riser should not be field cut by Contractor, Riser should maintain its finish cut length as supplied by manufacturer to match final grade per approved site elevations (as indicated on approved shop drawing). If necessary to extend riser, Contractor should use adjusting rings to bring top of structure to grade.
5. Contractor shall supply pipe couplings to and from Swirl Concentrator, which shall be Mar-Mac, Fernco, or Mission style flexible boot with stainless steel tension bands and shear guard. Mar-Mac couplings should be used for connections to corrugated plastic pipe and are recommended for use with larger diameter pipe (e.g. 24" ID and larger). A concrete cradle is recommended beneath Mar Mac's to prevent joint movement.
6. Contractor shall prepare excavation and off-load Swirl Concentrator. Contractor is responsible for bedding and backfill around Swirl Concentrator as detailed on site plan. (see notes 11 and 12)
7. Manufacturer shall supply standard manhole frame(s) and cover(s). (Traffic rated
H20)
8. Where traffic loading (H-20) is required or anticipated, a 4-foot diameter, 14-inch thick reinforced concrete pad must be placed over the Swirl Concentrator to support and level the manhole frame. The top of riser pipe must be wrapped with compressible expansion joint material to a minimum 1-inch thickness to allow transfer of wheel loads from manhole cover to concrete slab. Manhole cover shall bear on concrete slab and not on riser pipe. The concrete slab shall have a minimum strength of 3,000 psi and be reinforced with #4 reinforcing steel (per drawing). Minimum cover over reinforcing steel shall be 1-inch. Top of manhole cover and concrete slab shall be level with finish grade.
9. Excavation and Bedding - The trench and trench bottom shall be constructed in accordance with ASTM A 798 Section 5, Trench Excavation, Section 6, Foundation, and Section 7, Bedding. The PCS Swirl Concentrator shall be installed on a stable base consisting of at least 6-inches of fine, readily compacted soil or granular fill material, and compacted to 95% proctor density. Bedding shall not contain stones retained on a 3-inch ring, frozen lumps, highly plastic clay, organic material, corrosive material, or other deleterious foreign materials. All required safety precautions for Swirl Concentrator installation are the responsibility of the
Contractor and shall be per OSHA approved methods.
10. Backfill Requirements - Backfill materials shall be fine, readily compacted soil or granular fill material, and compacted to 95% proctor density. Processed granular materials with excellent structural characteristics are preferred. Coarse grained soils of USCS Groups GW, GP, GM, GC, SW, and SP as described in ASTM D 2487 are generally acceptable materials when compacted to 95% proctor density. Backfill shall not contain stones retained on a 3-inch ring, frozen lumps, highly plastic clay, organic material, corrosive material, or other deleterious foreign materials. Backfilling shall conform to ASTM A 798, Section 10, Structural Backfill
Placement. Backfill shall be placed in 6 to 12 inch layers or “lifts” and compacted before adding the next lift. Backfill shall extend at least 18 inches outward from
Swirl Concentrator and for the full height of the Swirl Concentrator (including riser(s)) extending laterally to undisturbed soils.
* See Site Plan for system orientation.
A
Outlet
Pipe coupling by Contractor.
12" [305 mm] long Stub-out by Manufacturer.
Octagonal Base Plate
Arched
Baffles
Slide riser over top ring and bolt in 4 places
Riser
Bedding
Undisturbed Soil
Backfill
Section A-A
Plan View
Grade (Rim)
Rim elevations to match finished grade. PCS risers should NOT be field cut by Contractor.
Manhole Frame and
Cover by Manufacturer.
(See Details)
Backfill shall extend at least 18 inches [457 mm] outward from Swirl Concentrator and for the full height of the Swirl Concentrator
(including riser) extending laterally to undisturbed soils.
Cover
Frame
1" [25 mm] Thick
Expansion Joint
Material
30" [762 mm]
Riser
#4 [13 mm] Rebar
@ 6" [152 mm]
Each Way
3,000 psi [20 MPa]
(min) Concrete
Manhole Frame & Cover Detail
For Traffic Loading Areas
NTS
A 4-foot [1.22 m] diameter, 14-inch [356 mm] thick reinforced concrete pad must be placed over the Stormwater Treatment System
Riser to support and level the manhole frame, as shown. The top of riser pipe must be wrapped with compressible expansion joint material to a minimum 1-inch [25 mm] thickness to allow transfer of wheel loads from manhole cover to concrete slab. Manhole cover shall bear on concrete slab and not on riser pipe. The concrete slab shall have a minimum strength of 3,000 psi [20 MPa] and be reinforced with #4 [13 mm] reinforcing steel as shown. Minimum cover over reinforcing steel shall be 1-inch [25 mm]. Top of manhole cover and concrete slab shall be level with finish grade.
Backfill (95%
Proctor Density)
A
Inlet
Arched Baffles
Swirl Inlet/Outlet
Invert per CU101
Project Number
Building Number
Drawing Number
Project Title
Location
Issue Date Checked Drawn
Drawing Title
Approved:
VA FORM 08 - 6231
A
P
V
A
R
E N
O
P
A R
K I N
G
G
A R
A G
E
D
R A
W I N
G S
C
I V
I L
D
E T
A I L
S D
W G
P
M
Office of Construction and Facilities Management
U.S. Department of Veterans Affairs
B
C
D
E
F
A
B
C
D
E
F
21 4 5 6 7 8 9 10
PhaseARCHITECT/ENGINEER OF RECORD Architect / Civil Engineer:
STAMPCONSULTANT
321 4 5 6 7 8 9 10
Structural Engineers:
PARKING GARAGE DESIGN
VA SIERRA NEVADA
654-250
2018/03/05 SLP CMBRevisions: Date:
BID DOCUMENTS
NOT SPRINKLERED
E/T Engineers:
C. Patrick Cassady, COR
CARL WALKER INC.
8910 Purdue Rd.
Suite 400 Indianapolis, IN 46268
Tele: 317.735.3349 POC: Doug Gannon
P.K. ELECTRICAL INC.
681 Sierra Rose Drive Suite B Reno, NV 89511
Tele: 775.826.9010 POC: Jason Aviles
M/P Engineers:
AINSWORTH ASSOCIATES
1420 Holcomb Avenue Suite 201 Reno, NV 89502
Tele: 775.329.9100 POC: Roger Gravelle
GUIDON DESIGN INC.
905 North Capitol Avenue Suite 100 Indianapolis, IN 46204
Tele: 317.800.6388 POC: Stacey Paul
STATE OF
PE 10302594
ST
AC
EY L. PAUL
RE
GISTERED
INDIA NA
PROFESSI ONAL EN
GI
N
EE
R
CU502
UTILITY DETAILS
AutoCAD SHX Text NOTE: AQUASHIELD AQUA-SWIRL AS-4 SHOWN AS BASIS OF DESIGN. ALTERNATE MANUFACTURER'S HYDRODYNAMIC SEPARATOR THAT MEET SECIFICATION 33 40 00 "STORM SEWERS" WILL BE ALLOWED.
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NTS
HYDRODYNAMIC SEPARATOR (WATER QUALITY STRUCTURE)
Drawing Number
Project Title
Location
Issue Date Checked Drawn
Drawing Title
Approved:
VA FORM 08 - 6231
A
P
V
A
R
E N
O
P
A R
K I N
G
G
A R
A G
E
D
R A
W I N
G S
C
I V
I L
E
R O
S I O
N
C
O N
T R
O L
P
L A
N D
W G
P
M
Office of Construction and Facilities Management
U.S. Department of Veterans Affairs
B
C
D
E
F
A
B
C
D
E
F
21 4 5 6 7 8 9 10
PhaseARCHITECT/ENGINEER OF RECORD Architect / Civil Engineer:
STAMPCONSULTANT
321 4 5 6 7 8 9 10
Structural Engineers:
PARKING GARAGE DESIGN
VA SIERRA NEVADA
654-250
2018/03/05 SLP CMBRevisions: Date:
BID DOCUMENTS
NOT SPRINKLERED
E/T Engineers:
C. Patrick Cassady, COR
CARL WALKER INC.
8910 Purdue Rd.
Suite 400 Indianapolis, IN 46268
Tele: 317.735.3349 POC: Doug Gannon
P.K. ELECTRICAL INC.
681 Sierra Rose Drive Suite B Reno, NV 89511
Tele: 775.826.9010 POC: Jason Aviles
M/P Engineers:
AINSWORTH ASSOCIATES
1420 Holcomb Avenue Suite 201 Reno, NV 89502
Tele: 775.329.9100 POC: Roger Gravelle
GUIDON DESIGN INC.
905 North Capitol Avenue Suite 100 Indianapolis, IN 46204
Tele: 317.800.6388 POC: Stacey Paul
STATE OF
PE 10302594
ST
AC
EY L. PAUL
RE
GISTERED
INDIA NA
PROFESSI ONAL EN
GI
N
EE
R
N
0 4020
IP
CJ101
EROSION CONTROL PLAN
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BELLI DRIVE
AutoCAD SHX Text S89%%17630'12"E 617.41'
AutoCAD SHX Text N00%%17619'28"E 319.55'
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DI
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SD
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CO
AutoCAD SHX Text S89%%17629'12"E 634.79'
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STAIRS
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SS
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PP
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DRIVEWAY
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LANDSCAPE
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AREA
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ASPHALT
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PAVING
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ASPHALT
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OVERHANG
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OVERHANG
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BUILDING
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OVERHANG
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4452 #40 EDGE CONC AP
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IP
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EROSION AND SEDIMENT CONTROL KEYNOTES
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1. STAGING/MATERIAL LAYDOWN AREA STAGING/MATERIAL LAYDOWN AREA 2. CONCRETE WASHOUT CONCRETE WASHOUT 3. TEMPORARY SILT BARRIER TEMPORARY SILT BARRIER 4. INLET PROTECTION INLET PROTECTION 5. CONSTRUCTION FENCE CONSTRUCTION FENCE 6. CONSTRUCTION ENTRANCECONSTRUCTION ENTRANCE
AutoCAD SHX Text CONSTRUCTION SEQUENCE ITEMS MUST OCCUR IN THE ORDER LISTED; ITEMS CANNOT OCCUR CONCURRENTLY UNLESS SPECIFICALLY NOTED. 1. SUBMIT NOTICE OF INTENT AND FEE TO THE NEVADA SUBMIT NOTICE OF INTENT AND FEE TO THE NEVADA DEPARTMENT OF ENVIRONMENTAL PROTECTION (NDEP) FOR COVERAGE UNDER A NPDES PERMIT 14 DAYS PRIOR TO START OF LAND DISTURBING ACTIVITY. LAND DISTURBANCE MAY ONLY OCCUR AFTER APPROVAL FROM NDEP. 2. CLEARING & GRUBBING ONLY AS NECESSARY FOR CLEARING & GRUBBING ONLY AS NECESSARY FOR INSTALLATION OF PERIMETER CONTROLS. 3. INSTALLATION OF PERIMETER CONTROLS (E.G., SILT FENCE). INSTALLATION OF PERIMETER CONTROLS (E.G., SILT FENCE). 4. INSTALLATION OF REMAINING EROSION CONTROL MEASURES INSTALLATION OF REMAINING EROSION CONTROL MEASURES PER CJ101/CJ501. 5. CLEARING & GRUBBING OF SITE (SEDIMENT & EROSION CLEARING & GRUBBING OF SITE (SEDIMENT & EROSION CONTROL MEASURES FOR THESE AREAS MUST ALREADY BE INSTALLED). 6. INSTALLATION OF STORM DRAIN SYSTEM AND PLACEMENT OF INSTALLATION OF STORM DRAIN SYSTEM AND PLACEMENT OF INLET PROTECTION AS EACH INLET IS INSTALLED. 7. REMAINDER OF CONSTRUCTION. REMAINDER OF CONSTRUCTION. 8. PERMANENT/FINAL STABILIZATION. PERMANENT/FINAL STABILIZATION. 9. REMOVAL OF TEMPORARY SEDIMENT & EROSION CONTROL REMOVAL OF TEMPORARY SEDIMENT & EROSION CONTROL MEASURES AFTER ENTIRE AREA DRAINING TO THE STRUCTURE IS FINALLY STABILIZED WITH APPROVAL FROM COR. 10. SUBMIT NOTICE OF TERMINATION (NOT) TO NDEP.SUBMIT NOTICE OF TERMINATION (NOT) TO NDEP.
MAINTENANCE OF SEDIMENT AND EROSION CONTROL MEASURES MUST CONTINUE UNTIL THE SITE IS PERMANENTLY STABILIZED AND THE CONTROLS ARE REMOVED.
Drawing Number
Project Title
Location
Issue Date Checked Drawn
Drawing Title
Approved:
VA FORM 08 - 6231
A
P
V
A
R
E N
O
P
A R
K I N
G
G
A R
A G
E
D
R A
W I N
G S
C
I V
I L
D
E T
A I L
S D
W G
P
M
Office of Construction and Facilities Management
U.S. Department of Veterans Affairs
B
C
D
E
F
A
B
C
D
E
F
21 4 5 6 7 8 9 10
PhaseARCHITECT/ENGINEER OF RECORD Architect / Civil Engineer:
STAMPCONSULTANT
321 4 5 6 7 8 9 10
Structural Engineers:
PARKING GARAGE DESIGN
VA SIERRA NEVADA
654-250
2018/03/05 SLP CMBRevisions: Date:
BID DOCUMENTS
NOT SPRINKLERED
E/T Engineers:
C. Patrick Cassady, COR
CARL WALKER INC.
8910 Purdue Rd.
Suite 400 Indianapolis, IN 46268
Tele: 317.735.3349 POC: Doug Gannon
P.K. ELECTRICAL INC.
681 Sierra Rose Drive Suite B Reno, NV 89511
Tele: 775.826.9010 POC: Jason Aviles
M/P Engineers:
AINSWORTH ASSOCIATES
1420 Holcomb Avenue Suite 201 Reno, NV 89502
Tele: 775.329.9100 POC: Roger Gravelle
GUIDON DESIGN INC.
905 North Capitol Avenue Suite 100 Indianapolis, IN 46204
Tele: 317.800.6388 POC: Stacey Paul
STATE OF
PE 10302594
ST
AC
EY L. PAUL
RE
GISTERED
INDIA NA
PROFESSI ONAL EN
GI
N
EE
R
CJ501
EROSION CONTROL DETAILS
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SLOPE
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NTS
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TEMPORARY SILT BARRIER
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POST SPACED 6' O.C.
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FILTER FABRIC
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COMPACTED SOIL
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EX. SUBGRADE
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STAPLES (2 PER BALE)
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STRAW BALE
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NATIVE MATERIAL (OPTIONAL)
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WOOD OR METAL STAKES (2 PER BALE)
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BINDER WIRE
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%%U CONCRETE WASHOUT
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NTS
AutoCAD SHX Text NOTES 1. ACTUAL LAYOUT TO BE DETERMINED IN THE FIELD. ACTUAL LAYOUT TO BE DETERMINED IN THE FIELD. 2. A CONCRETE WASHOUT SIGN SHALL BE INSTALLED WITHIN 30' OF THE TEMPORARY A CONCRETE WASHOUT SIGN SHALL BE INSTALLED WITHIN 30' OF THE TEMPORARY CONCRETE WASHOUT FACILITY. 3. MATERIALS USED TO CONSTRUCT TEMPORARY CONCRETE WASHOUT FACILITIES SHALL MATERIALS USED TO CONSTRUCT TEMPORARY CONCRETE WASHOUT FACILITIES SHALL BE REMOVED FROM THE SITE OF THE WORK AND DISPOSED OF OR RECYCLED. 4. HOLES, DEPRESSIONS OR OTHER GROUND DISTURBANCE CAUSED BY THE REMOVAL HOLES, DEPRESSIONS OR OTHER GROUND DISTURBANCE CAUSED BY THE REMOVAL OF THE TEMPORARY CONCRETE WASHOUT FACILITY SHALL BE BACKFILLED, REPAIRED, AND STABILIZED TO PREVENT EROSION.
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%%USECTION A-A
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PLYWOOD 48"X24" PAINTED WHITE
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BLACK LETTERS 6" HEIGHT
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LAG SCREWS
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WOOD POST 3.5"X3.5"X8'
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CONCRETE WASHOUT
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1.12" DIA STEEL WIRE
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%%USTAPLE DETAI
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%%USIGN DETAI
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%%U PLAN
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%%UTYPE "ABOVE GRADE" WITH STRAW BALES
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STRAW BALE (TYP)
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%%UTYPE "BELOW GRADE"
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BERM
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%%U SECTION A-A
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%%U SECTION A-A
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%%UPLAN
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%%U PLAN
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SANDBAG
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LATH AND FLAGGING ON 3-SIDES
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BERM
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SANDBAG
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STAKE (TYP)
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TWO-STACKED 2"X12" ROUGH WOOD FRAME
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WOOD FRAME SECURELY FASTENED AROUND ENTIRE PERIMETER WITH TWO STAKES
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TYPE "ABOVE GRADE" WITH WOOD PLANKS
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20' MINIMUM
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AS REQUIRED
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PUBLIC ROAD
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50' MIN
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6" MIN
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NTS
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CONSTRUCTION ENTRANCE
AutoCAD SHX Text NOTES NOTES A. GRAVEL PAD TO BE 12'x50' AND 6" THICK MINIMUM GRAVEL PAD TO BE 12'x50' AND 6" THICK MINIMUM B. TURNING RADIUS SUFFICIENT TO ACCOMMODATE LARGE TRUCKS IS TURNING RADIUS SUFFICIENT TO ACCOMMODATE LARGE TRUCKS IS TO BE PROVIDED. C. ENTRANCE(S) SHOULD BE LOCATED TO PROVIDE FOR MAXIMUM ENTRANCE(S) SHOULD BE LOCATED TO PROVIDE FOR MAXIMUM UTILITY BY ALL CONSTRUCTION VEHICLES. D. MUST BE MAINTAINED IN A CONDITION WHICH WILL PREVENT MUST BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR DIRECT FLOW OF MUD ONTO STREETS. PERIODIC TOPDRESSING WITH STONE WILL BE NECESSARY; KEEP SOME HANDY. E. ANY MATERIAL WHICH STILL MAKES IT ONTO THE ROAD MUST BE ANY MATERIAL WHICH STILL MAKES IT ONTO THE ROAD MUST BE CLEANED UP IMMEDIATELY. F. ALTERNATELY, CONTRACTOR MAY MAKE USE OF RIBBED OR ALTERNATELY, CONTRACTOR MAY MAKE USE OF RIBBED OR CORRUGATED STEEL PLATES WITH APPROVAL FROM NDEP..
AutoCAD SHX Text NOTES APPLICABLE AT ALL POINTS OF INGRESS & EGRESS UNTIL SITE IS STABLIZED. FREQUENT CHECKS OF THE DEVICE AND TIMELY MAINTTENANCE MUST BE PROVIDED.
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COARSE AGGREGATE 2-3"
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REMOVAL FROM INLET
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1" REBAR FOR BAG
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%%UINSTALLATION DETAIL
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%%USACK DETAIL
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NTS
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OVERFLOW CUTOUT
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DUMP STRAP
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2 EACH DUMP STRAPS
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EXPANSION RESTRAINT (1/4" NYLON ROPE, 2" FLAT WASHERS)
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INLET PROTECTION (SACK METHOD)
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OPTIONAL METAL HANGING FRAME FOR TRAFFIC CONDITIONS
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2-FT. MAX. SPACING
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POST INSTALLATION DETAIL
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SEDIMENT TUBE INSTALLATION DETAIL
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18-IN. MIN.
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SEDIMENT TUBE BURIAL DETAIL
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24-IN. MIN.
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18-IN. TO 24-IN. DIA.
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"D"=TUBE DIAMETER
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NTS
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INLET PROTECTION (TUBE METHOD)
1. SEDIMENT TUBES ARE ELONGATED TUBES OF COMPACTED GEOTEXTILES, CURLED SEDIMENT TUBES ARE ELONGATED TUBES OF COMPACTED GEOTEXTILES, CURLED EXCELSIOR WOOD, NATURAL COCONUT FIBER, OR HARDWOOD MULCH. TUBES OF STRAW, PINE NEEDLE, AND LEAF MULCH-FILLED SEDIMENT TUBES ARE NOT PERMITTED. 2. THE OUTER NETTING OF THE SEDIMENT TUBE SHOULD CONSIST OF SEAMLESS, THE OUTER NETTING OF THE SEDIMENT TUBE SHOULD CONSIST OF SEAMLESS, HIGH-DENSITY POLYETHYLENE PHOTODEGRADABLE MATERIALS TREATED WITH ULTRAVIOLET STABILIZERS OR A SEAMLESS, HIGH-DENSITY POLYETHYLENE NON-DEGRADABLE MATERIAL. 3. SEDIMENT TUBE DIAMETERS SHALL RANGE FROM 18-INCHES TO 24-INCHES. SEDIMENT SEDIMENT TUBE DIAMETERS SHALL RANGE FROM 18-INCHES TO 24-INCHES. SEDIMENT TUNES WITH SMALLER DIAMETERS ARE PROHIBITED WHEN USED AS INLET PROTECTION. 4. SEDIMENT TUBES SHOULD BE STAKED USING WOODEN OAK STAKES (2-INCH X 2-INCH) SEDIMENT TUBES SHOULD BE STAKED USING WOODEN OAK STAKES (2-INCH X 2-INCH) OR STEEL POSTS (STANDARD "U" OR "T" SECTIONS WITH A MINIMUM WEIGHT OF 1.25 POUNDS PER FOOT) AT A MINIMUM OF 48-INCHES IN LENGTH PLACED ON 2-FOOT CENTERS. 5. INSTALL ALL SEDIMENT TUBES TO ENSURE THAT NO GAPS EXIST BETWEEN THE SOIL AND INSTALL ALL SEDIMENT TUBES TO ENSURE THAT NO GAPS EXIST BETWEEN THE SOIL AND THE BOTTOM OF THE TUBE. MANUFACTUER'S RECOMMENDATIONS SHOULD ALWAYS BE CONSULTED BEFORE INSTALLATION. 6. THE ENDS OF ADJACENT SEDIMENT TUBES SHOULD BE OVERLAPPED 6-INCHES TO THE ENDS OF ADJACENT SEDIMENT TUBES SHOULD BE OVERLAPPED 6-INCHES TO PREVENT FLOW AND SEDIMENT FROM PASSING THROUGH THE FIELD JOINT. 7. SEDIMENT TUBES SHOULD NOT BE STACKED ON TOP OF ONE ANOTHER. SEDIMENT TUBES SHOULD NOT BE STACKED ON TOP OF ONE ANOTHER. 8. EACH SEDIMENT TUBE SHOULD BE INSTALLED IN A TRENCH WITH A DEPTH EQUAL TO EACH SEDIMENT TUBE SHOULD BE INSTALLED IN A TRENCH WITH A DEPTH EQUAL TO 1/5 THE DIAMETER OF THE SEDIMENT TUBE. 9. INSTALL STAKES AT A DIAGONAL FACING INCOMING RUNOFF.INSTALL STAKES AT A DIAGONAL FACING INCOMING RUNOFF.
GENERAL NOTES
DIVISION 01 - GENERAL REQUIREMENTS
1.1 ALL DESIGN SHALL BE IN ACCORDANCE WITH THE FOLLOWING:
A. 2015 INTERNATIONAL BUILDING CODE
1.2 SPECIAL INSPECTIONS
A. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS WHO SHALL PROVIDE
INSPECTIONS AND MATERIALS TESTING DURING CONSTRUCTION. ALL SPECIAL INSPECTIONS
AND TESTING SHALL CONFORM TO THE REQUIREMENTS OF SPEC 014100, AND IBC 2015.
B. SPECIAL INSPECTIONS ARE IN ADDITION TO THE INSPECTIONS CONDUCTED BY THE LOCAL
BUILDING OFFICIAL. SPECIAL INSPECTIONS SHALL NOT RELIEVE THE OWNER AND CONTRACTOR
FROM REQUESTING THE BUILDING OFFICIAL'S INSPECTIONS REQUIRED BY IBC SECTION 110.
C. SPECIAL INSPECTORS SHALL BE GIVEN PROPER NOTICE AND ACCESS TO THE SITE TO
PERFORM TESTING AND INSPECTION AS NECESSARY.
D. REQUIRED CATEGORIES OF SPECIAL INSPECTIONS:
1. STEEL CONSTRUCTION (IBC SECTION 1705.2)
2. CONCRETE CONSTRUCTION (IBC SECTION 1705.3)
3. MASONRY CONSTRUCTION (IBC SECTION 1705.4)
4 SOILS (IBC SECTION 1705.6)
E. DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR:
1. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED TO VERIFY THAT IT
CONFORMS TO THE CONTRACT DOCUMENTS.
2. THE SPECIAL INSPECTOR SHALL NOT AUTHORIZE OR APPROVE DEVIATIONS FROM THE
CONTRACT DOCUMENTS. ALL DEVIATIONS FROM THE CONTRACT DOCUMENTS MUST BE
INITIATED BY THE CONTRACTOR VIA A WRITTEN REQUEST FOR INFORMATION (RFI) AND
APPROVED BY THE ENGINEER OF RECORD PRIOR TO PROCEEDING WITH THE WORK.
3. THE SPECIAL INSPECTOR SHALL FURNISH WRITTEN INSPECTION REPORTS TO THE
ENGINEER OF RECORD. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE
ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF CORRECTIONS ARE NOT MADE,
THE BUILDING OFFICIAL AND ENGINEER AND/OR ARCHITECT SHALL BE NOTIFIED.
1.3 BUILDING CLASSIFICATION
A. REFER TO CODE ANALYSIS DRAWING GI101.
1.4 FIRE RESISTANCE
A. REFER TO CODE ANALYSIS DRAWING GI101.
1.5 SERVICE LOADING AND DESIGN PARAMETERS - ASCE7-10 OR AS SPECIFIED HEREIN
A. RISK CATEGORY II
B. LIVE LOADING:
1. SUPPORTED PARKING AND DRIVE AREAS:
i. UNIFORM LOAD 40 PSF
ii. CONCENTRATED LOAD ACTING ON 20 SQ. IN. AREA 3,000 LBS
2. SLAB ON GRADE:
i. UNIFORM LOAD 100 PSF
ii. CONCENTRATED LOAD ACTING ON 20 SQ. IN. AREA 3,000 LBS
3. STAIRS AND EXITS:
i. UNIFORM LOAD 100 PSF
ii. CONCENTRATED LOAD ACTING ON 4 SQ. IN. AREA 300 LBS
4. HANDRAILS AND GUARDS:
i. UNIFORM LOAD 50 PLF
ii. CONCENTRATED LOAD 200 LBS
5. INTERMEDIATE RAILS, BALUSTERS, AND PANEL FILLERS:
i. CONCENTRATED LOAD ACTING ON 1 SQ. FT. AREA 50 LBS
6. VEHICLE BARRIER SYSTEMS
i. CONCENTRATED LOAD ACTING ON 1 SQ. FT. AREA
AT 18 OR 27 INCHES ABOVE FINISHED FLOOR 6,000 LBS
7. LIVE LOAD REDUCTION:
i. MAXIMUM LOAD REDUCTION FOR MEMBERS
SUPPORTING TWO OR MORE LEVELS 20 %
C. SNOW LOADING:
1. GROUND SNOW LOAD (Pg) 20.0 PSF
2. FLAT ROOF SNOW LOAD (Pf) 16.8 PSF
3. EXPOSURE FACTOR (Ce) 1.0
4. THERMAL FACTOR (Ct) 1.2
5. IMPORTANCE FACTOR (Is) 1.0
D. WIND LOADING:
1. BASIC WIND SPEED (V) 130 MPH
2. EXPOSURE CATEGORY B
4. INTERNAL PRESSURE COEFFICIENT (GCpi) +/- 0.18
5. COMPONENTS AND CLADDING DESIGN PRESSURES
i. ROOF - ZONE 1 +13.3 -32.6 PSF
ii. ROOF - ZONE 2 +13.3 -54.8 PSF
iii. ROOF - ZONE 3 +13.3 -82.4 PSF
iv. WALL - ZONE 4 +29.9 -32.4 PSF
v. WALL - ZONE 5 +29.9 -39.8 PSF
E. SEISMIC LOADING:
1. IMPORTANCE FACTOR (Ie) 1.0
2. SPECTRAL RESPONSE ACCELERATIONS
i. SHORT PERIODS (SS) 1.832 %g
ii. 1 SEC PERIOD (S1) 0.618 %g
3. SITE CLASS C
4. DESIGN SPECTRAL RESPONSE ACCELERATIONS
i. SHORT PERIODS (SDS) 1.221 %g
ii. 1 SEC PERIOD (SD1) 0.536 %g
5. DESIGN CATEGORY D
6. SEISMIC BEHAVIOR:
i. NORTH/SOUTH DIRECTION:
ANALYSIS PROCEDURE:
EQUIVALENT LATERAL FORCE
SEISMIC FORCE RESISTING SYSTEM:
SPECIAL REINFORCED CONCRETE SHEAR WALLS
BASE SHEAR (V) 2177 KIPS
RESPONSE COEFFICIENT (Cs) 0.204
RESPONSE MODIFICATION FACTOR (R) 6
ii. EAST/WEST DIRECTION:
ANALYSIS PROCEDURE:
EQUIVALENT LATERAL FORCE
SEISMIC FORCE RESISTING SYSTEM:
SPECIAL REINFORCED CONCRETE SHEAR WALLS
BASE SHEAR (V) 2177 KIPS
RESPONSE COEFFICIENT (Cs) 0.204
RESPONSE MODIFICATION FACTOR (R) 6
F. VOLUMETRIC CHANGE LOADING - PCI MNL-120-10 (CHAPTER 4)
1. MAXIMUM SEASONAL CLIMATIC TEMPERATURE CHANGE…
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