APPENDIX E4. Primary Levee Floodgate Rehabilitation Project Improvement Plans
C-4 DEL PASO BLVD. - DEMOLITION
C-3 DEL PASO BLVD. - SITE PLAN
C-2 STRUCTURAL NOTES & FLOODGATE LOCATION MAPS
C-1 COVER SHEET
INDEX OF SHEETS
VICINITY MAP
DRY CREEK
NORTH UPRR
IMPROVEMENT PLANS FOR
CITY OF SACRAMENTO
GENERAL NOTES
1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH: CITY OF SACRAMENTO DESIGN & PROCEDURES MANUAL, DATED SEPTEMBER 1990, CITY STANDARD SPECIFICATIONS, DATED JUNE 2007 WITH APPLICABLE ADDENDA, CALTRANS STANDARD PLANS, 2010 EDITION EXCEPT FOR TRAFFIC SIGNAL POLES AND FOUNDATIONS SHALL BE PER 2006 EDITION, AND THE CALIFORNIA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD), CURRENT EDITION.
2. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR FURNISHING, INSTALLING AND MAINTAINING ALL WARNING SIGNS AND
DEVICES NECESSARY TO SAFEGUARD THE GENERAL PUBLIC AND THE WORK, AND FOR PROVIDING PROPER AND SAFE ROUTING OF THE VEHICULAR AND PEDESTRIAN TRAFFIC DURING THE PERFORMANCE OF THE WORK. THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND SHALL NOT BE LIMITED TO WORKING HOURS. THE USE OF FLAGGERS, BARRICADES AND CONSTRUCTION SIGNING SHALL COMPLY WITH THE CURRENT EDITION OF THE CALIFORNIA MUTCD.
3. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING THE LOCATION OF ALL EXISTING UTILITIES AND PROTECTING AND REPAIRING DAMAGE TO EXISTING UTILITIES. THE CONTRACTOR SHALL CONTACT UNDERGROUND SERVICE ALERT (1-800-642-2444) TWO WORKING DAYS PRIOR TO COMMENCING WORK.
4. THE CONTRACTOR SHALL HAVE A CURRENT AND ACTIVE CLASS A - GENERAL ENGINEERING CONTRACTOR LICENSE ISSUED BY THE CCSLB AT THE TIME OF THE BID SUBMITTAL AND THROUGHOUT THE CONSTRUCTION PERIOD. THE CONTRACTOR, AND/OR SUBCONTRACTORS PERFORMING ELECTRICAL WORK, SHALL ALSO HAVE A CURRENT AND ACTIVE CLASS C10 - ELECTRICAL CONTRACTOR LICENSE ISSUED BY THE CCSLB AT THE TIME OF THE BID SUBMITTAL AND THROUGHOUT THE CONSTRUCTION PERIOD.
5. THE CONTRACTOR SHALL BE HELD RESPONSIBLE FOR NOTIFYING AND OBTAINING ANY NECESSARY PERMITS OR RIGHT OF ACCESS AUTHORIZATIONS PRIOR TO AT UPRR FACILITIES. SEE SPECIFICATIONS FOR UPRR NOTIFICATION INFORMATION.
6. ALL CONSTRUCTION MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE PROJECT SPECIFICATIONS.
7. INFORMATION CONTAINED WITHIN THESE DOCUMENTS SHALL NOT BE CONSTRUED TO PERMIT WORK NOT CONFORMING TO THE REFERENCED CODES.
8. THE CONTRACTOR SHALL EXAMINE THE DOCUMENTS AND SHALL NOTIFY THE DESIGN ENGINEER OF ANY DISCREPANCIES WHICH MAY BE FOUND PRIOR TO THE START OF WORK.
9. DETAILS MARKED "TYPICAL" SHALL APPLY IN ALL CASES, UNLESS NOTED OTHERWISE.
10. SHOULD THE WORK OR RELATED WORK NOT BE SUFFICIENTLY DETAILED OR EXPLAINED ON THESE PLANS, THEN THE CONTRACTOR SHALL CONTACT THE DESIGN ENGINEER, FOR FURTHER EXPLANATION AS NECESSARY.
11. WHERE THE PLANS OR SPECIFICATIONS DESCRIBE PORTIONS OF THE WORK IN GENERAL TERMS BUT NOT IN COMPLETE DETAIL, IT IS
UNDERSTOOD THAT ONLY THE BEST GENERAL PRACTICE IS TO PREVAIL AND THAT ONLY MATERIALS AND WORKMANSHIP OF THE FINEST QUALITY ARE TO BE USED.
12. THE DESIGN SHOWN HEREON WAS PREPARED IN ACCORDANCE WITH GENERALLY ACCEPTED ENGINEERING AND/OR SURVEYING PRACTICES APPLICABLE ON THE DATE OF THE SIGNATURE BY THE DESIGN ENGINEER. IF CONSTRUCTION OF THE IMPROVEMENTS
SHOWN HEREON DOES NOT COMMENCE WITHIN EIGHT MONTHS FROM THE DATE OF SIGNATURE BY THE DESIGN ENGINEER, THE
PLANS MUST BE REVIEWED FOR CURRENT COMPLIANCE WITH GENERALLY ACCEPTED ENGINEERING AND/OR SURVEYING PRACTICES AND REISSUED BY THE DESIGN ENGINEER PRIOR TO ANY WORK BEING PERFORMED.
13. CONTRACTOR SHALL COMPLY WITH THE RULES AND REGULATIONS OF THE STATE OF CALIFORNIA CONSTRUCTION SAFETY ORDERS.
CONTRACTOR SHALL POST EMERGENCY TELEPHONE NUMBERS FOR AMBULANCE, POLICE AND FIRE DEPARTMENTS.
14. THE ENGINEER OF RECORD ASSUMES NO RESPONSIBILITY FOR ANY WORK PERFORMED BY THE CONTRACTOR BASED ON DRAWINGS WHICH HAVE NOT BEEN SIGNED AND SEALED BY THE ENGINEER OF RECORD, APPROVED AND SPECIFICALLY NOTED AS "APPROVED FOR CONSTRUCTION" BY THE ENGINEER OF RECORD. ALL INFORMATION SHOWN ON PRELIMINARY DRAWINGS IS SUBJECT TO CORRECTION AND/OR CHANGE AND THE CONTRACTOR SHALL PERFORM ANY AND ALL IMPROVEMENTS AT THEIR OWN RISK.
15. THE CONTRACTOR SHALL BE HELD RESPONSIBLE FOR ANY FIELD CHANGES MADE WITHOUT WRITTEN AUTHORIZATION FROM ENGINEER OF RECORD.
APPROVED BY:
DATE
APPROVED BY:
DATE
JUDITH S. MATSUI-DRURY, R.C.E. 59096
SUPERVISING ENGINEER
DEPARTMENT OF PUBLIC WORKS
BRETT GRANT, R.C.E. 58964
SUPERVISING ENGINEER
DEPARTMENT OF UTILITIES
PRIMARY LEVEE FLOODGATE
REHABILITATION PROJECT
C-5 DEL PASO BLVD. - PLAN AND ELEVATION
C-6 DEL PASO BLVD. - GATE DETAILS
AB AGGREGATE BASE
AC ASPHALT CONCRETE
ACI AMERICAN CONCRETE INSTITUTE
AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION
ANSI AMERICAN NATIONAL STANDARDS INSTITUTE
AP ANGLE POINT
APPROX APPROXIMATELY
ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS
AVE AVENUE
BM BENCHMARK
BF BLIND FLANGE
BLVD BOULEVARD
CBC CALIFORNIA BUILDING CODE
CL, ℄ CENTER LINE
CLR CLEAR
COL COLUMN
CONC CONCRETE
CONST CONSTRUCT
DEMO DEMOLITION
DIA, Ø DIAMETER
DWG DRAWING
(E) or EXIST EXISTING
EL, ELEV ELEVATION - GRADE OR BUILDING
EP, EOP EDGE OF PAVEMENT
EQ EQUAL
EG EXISTING GROUND
FG FINISH GRADE
FOW FACE OF WALL
GALV GALVANIZED
GND GROUND
HSS HOLLOW STRUCTURAL SECTION
LF LINEAR FEET
MAX MAXIMUM
MIN MINIMUM
(N) NEW
N/A NOT APPLICABLE
NTS NOT TO SCALE
No., # NUMBER
OC ON CENTER
OD OUTSIDE DIAMETER
OH OPPOSITE HAND
PI POINT OF INTERSECTION
PL PLATE or PROPERTY LINE
(P), PROP. PROPOSED
PVC POLY VINYL CHLORIDE
R RADIUS
SHT SHEET
SQ SQUARE
SSPC THE SOCIETY OF PROTECTIVE COATINGS
STD STANDARD
SYMM SYMMETRICAL
TYP TYPICAL
UHMW ULTRA HIGH MOLECULAR WEIGHT
UNO UNLESS NOTED OTHERWISE
UPRR UNION PACIFIC RAILROAD
VIF VERIFY IN FIELD
Wx, WF WIDE FLANGE
XSECT CROSS SECTION
DEL PASO
UPRR
DEL PASO
BLVD
ARCADE NORTH
UPRR
ARCADE SOUTH
UPRR
ROBLA SOUTH
UPRR
SACRAMENTO
I-80
I-5
HWY 99
C-7 UPRR STOPLOG GATES - LOCATIONS AND TYP PLAN AND ELEV C-8 UPRR STOPLOG GATES - GATE DETAILS
ABBREVIATIONS
SCALE: 1"=5,000'±
GATE LOCATION
OVERHEAD ELECTRIC
FENCE
EXISTING PROPOSED
PROPERTY LINE
EXISTING GROUND
A
-
SECTION (LETTER) OR
DETAIL (NUMERAL)
DESIGNATION
SECTION CUT LINE
1 SECTION DESIGNATION
SECTION DESIGNATION (ARCHITECTURAL)
CENTERLINE
DRAWING NUMBER
(REPLACED WITH A
LINE IF TAKEN AND
SHOWN ON THE SAME
SHEET)
DETAIL (NUMERAL)
DESIGNATION
LEGEND
GAS LINE
WATER LINE
TELECOMMUNICATION LINE
SEE SHEET C-2
SEE SHEET C-2
SEE SHEET C-2
GUARDRAIL
Know what's below.
Callbefore you dig.
R
EAST LEVEE ROAD
BARROS DR
MAIN AVE
KELTON WAY
ARCADE CREEK
NORWOOD AVE
DEL PASO BLVD
ARDEN WAY
ARDEN WAY
AMERICAN RIVER
NORTHGATE BLVD
1. GOVERNING CODE: 2019 CALIFORNIA BUILDING CODE (CBC)
MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER
STRUCTURES (ASCE 7-16)
ENGINEERING AND DESIGN OF RETAINING AND FLOOD
WALLS (EM 1110-2-2502)
2. GATE DESIGN CRITERIA
DESIGN GATE FOR HEAD TO FULL GATE HEIGHT
3. STOPLOG DESIGN CRITERIA
DESIGN STOPLOG FOR HEAD TO FULL STOPLOG HEIGHT
STRUCTURAL DESIGN CRITERIA
MATERIAL PROPERTIES (U.N.0.)
W-SHAPES -FY = 50 KSI (A992 OR A572 GR 50)
C-SHAPES & ANGLES -FY = 36 KSI (A36)
PLATES & BARS -FY = 36 KSI (A36)
RODS -FY = 36 KSI (A36)
HIGH STRENGTH PLATES AND BARS -FY = 70 KSI (A1066 GR 70) X-STRONG PIPES -FY = 35 KSI (A53 GR B)
S-1. UNLESS NOTED OTHERWISE, ALL BOLTED CONNECTIONS SHALL UTILIZE 3/4 INCH DIAMETER A325-X BOLTS TIGHTENED TO THE SNUG-TIGHT CONDITION. THE SNUG-TIGHT CONDITION IS DEFINED BY THE RCSC'S "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS".
S-2. ALL ANCHOR BOLTS ARE TO BE 1 INCH DIAMETER F1554 GR. 36 THREADED RODS UNLESS NOTED OTHERWISE.
S-3. UNLESS NOTED OTHERWISE, POST INSTALLED ANCHORS ARE TO BE ADHESIVE ANCHORS OR AN APPROVED EQUIVALENT. INSTALL ANCHORS WITH EMBEDMENT DEPTHS INDICATED.
ALL POST-INSTALLED ADHESIVE ANCHORS AND ADHESIVE DOWELS INTO EXISTING CONCRETE TO BE ANCHORED WITH HILTI RE-500-V3 ADHESIVE, SIMPSON SET 3G ADHESIVE OR AN APPROVED EQUAL UNLESS INDICATED OTHERWISE. TAKE CARE TO
LOCATE AND AVOID EXISTING REINFORCEMENT WHEN INSTALLING POST-INSTALLED ANCHORS.
S-4. ALL WELDING OF NEW STEEL IS TO BE WITH E70XX ELECTRODES, UNLESS NOTED OTHERWISE. WELDING SHALL BE IN ACCORDANCE WITH THE LATEST AWS SPECIFICATIONS BY CERTIFIED WELDERS.
S-5. WHEN FIELD WELDING TO EXISTING STEEL, ADJUST WELDING PROCEDURES AS REQUIRED TO BE COMPATIBLE WITH THE NEW AND EXISTING STEEL.
S-6. STRUCTURAL STEEL SHALL BE HOT-DIPPED GALVANIZED PER ASTM A123 UNLESS NOTED OTHERWISE. WHERE GALVANIZING IS DAMAGED OR MISSING FROM GALVANIZED SURFACES REPAIR GALVANIZING PER ASTM A780.
S-7. DEL PASO BLVD. FLOOD GATE DOORS AND STEEL ELEMENTS SHALL BE PAINTED FOR PROTECTION IN ACCORDANCE WITH THE SPECIFICATIONS.
STRUCTURAL STEEL NOTES
OBS-1. STRUCTURAL OBSERVATION BY THE ENGINEER IS REQUIRED. PROVIDE ACCESS AND SCHEDULE ALLOWANCES FOR STRUCTURAL OBSERVATION. STRUCTURAL OBSERVATION DOES NOT ACCOUNT FOR ANY OF THE REQUIRED SPECIAL INSPECTION.
OBS-2. COORDINATE WITH ENGINEER THE NECESSARY HOLD POINTS FOR STRUCTURAL OBSERVATION AT A PRECONSTRUCTION MEETING. MINIMUM HOLD POINTS = STEEL ERECTION IN PROGRESS, FINAL STRUCTURE.
OBS-3. CORRECTIONS OF DEFICIENCIES NOTED BY THE ENGINEER AND SIMILAR DEFICIENCIES SHALL BE CORRECTED AND OBSERVED BEFORE CONCEALMENT.
STRUCTURAL OBSERVATION
A-1. EXISTING ALUMINUM MEMBERS ARE OF UNVERIFIED STRENGTH.
A-2. DO NOT ATTACH ALUMINUM TO STEEL WITHOUT PROTECTING THE METALS FROM CONTACT (HOT-DIP GALVANIZED, BITUMINOUS MATERIAL, ETC.) AND ONLY AS DIRECTED BY DESIGN ENGINEER.
A-3. ALL WELDING OF ALUMINUM IS TO BE WITH E40XX ELECTRODES AND TO BE OF ALUMINUM TO ALUMINUM. WELDING SHALL BE IN ACCORDANCE WITH THE LATEST AWS (FOR ALUMINUM) SPECIFICATIONS BY CERTIFIED WELDERS.
ALUMINUM NOTES
STRUCTURAL TESTING AND INSPECTION NOTES
TI-1. IT IS THE CONTRACTOR'S RESPONSIBILITY TO INSPECT ALL STRUCTURAL WORK FOR CONFORMANCE WITH THE CONTRACT DOCUMENTS. ANY STRUCTURAL INSPECTION PROVIDED BY OTHERS DOES NOT RELIEVE THE CONTRACTOR OF THIS RESPONSIBILITY. ANY STRUCTURAL DEVIATIONS FROM THE CONTRACT DOCUMENTS
THAT ARE FOUND AT A LATER DATE AND ARE DECLARED TO BE SIGNIFICANT BY THE STRUCTURAL ENGINEER SHALL BE CORRECTED BY THE CONTRACTOR WITHOUT COST OR ANY DELAY TO THE PROJECT SCHEDULE.
TI-2. THE CITY MAY PERFORM ADDITIONAL INSPECTIONS AND WILL CONTRACT WITH AN INDEPENDENT INSPECTION AND TESTING AGENCY, WHO PERFORM THE REQUIRED SPECIAL INSPECTIONS.
TI-3. THE CONTRACTOR SHALL PROVIDE THE TESTING AND INSPECTING AGENCY ACCESS TO ALL PLACES WHERE THE WORK IS BEING PERFORMED. A MINIMUM OF 24 HOURS NOTIFICATION SHALL BE GIVEN TO AN OUTSIDE
TESTING AGENCY IF APPLICABLE AND ENGINEER PRIOR TO THE COMMENCEMENT OF WORK REQUIRING TESTING OR INSPECTION.
TI-4. THE TESTING AND INSPECTION AGENCY IS NOT AUTHORIZED TO DIRECT OR APPROVE ANY CHANGES FROM THE CONTRACT DOCUMENTS. IF THE CONTRACTOR WISHES TO QUESTION THE TESTING AGENCY'S INTERPRETATION OF THE CONTRACT DOCUMENTS, HE MAY DO SO DIRECTLY WITH THE ENGINEER.
TI-5. THE TESTING AGENCY IS NOT AUTHORIZED TO STOP OR DELAY THE WORK. IF THE CONTRACTOR ELECTS TO
CONTINUE WITH A CERTAIN PORTION OF WORK AFTER BEING NOTIFIED BY THE TESTING AGENCY THAT SUCH
WORK IS NOT IN ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS, THE CONTRACTOR DOES SO AT THEIR OWN RISK AND MAY BE REQUIRED TO CORRECT THE WORK AT A LATER DATE.
TI-6. THE TESTING AND INSPECTING AGENCY IS NOT INSPECTING FOR O.S.H.A. COMPLIANCE OR REQUIRED TO INSPECT TEMPORARY CONSTRUCTION, SUCH AS TEMPORARY BRACING. TEMPORARY CONSTRUCTION IS THE CONTRACTOR'S SOLE RESPONSIBILITY.
TI-7. THESE NOTES AND THE PROJECT SPECIFICATIONS TYPICALLY INDICATE THE FREQUENCY OF CONSTRUCTION TESTING AND INSPECTIONS. WHERE THE FREQUENCY IS NOT INDICATED, THE TESTING AGENCY SHALL SUBMIT A PROPOSAL OF INSPECTION INTERVALS TO THE ENGINEER.
TI-8. THE TESTING AND INSPECTING AGENCY SHALL ISSUE ONGOING REPORTS OF INSPECTIONS AND TESTS TO THE CONTRACTOR AND ENGINEER. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN IF UNCORRECTED, TO THE ENGINEER.
TI-9. SPECIAL INSPECTION AND TESTING DOES NOT REPLACE CODE-REQUIRED INSPECTIONS OR STRUCTURAL OBSERVATIONS.
TI-10. SPECIAL INSPECTION AND TESTING IS REQUIRED AS FOLLOWS:
A. STEEL TESTING AND INSPECTION IN ACCORDANCE WITH CBC 1705.2 A.1. WELDING AND FABRICATION OF STEEL ELEMENTS
B. CONCRETE TESTING AND INSPECTION IN ACCORDANCE WITH CBC 1705.3 B.1. POST INSTALLED ANCHORS INSTALLATION.
C. ALUMINUM TESTING AND INSPECTION IN ACCORDANCE WITH CBC 1705.2 AND CBC 2003.1 C.1. WELDING
D. METAL COATINGS TESTING AND INSPECTION IN ACCORDANCE WITH SSPC
DRY CREEK
NORTH UPRR
DEL PASO
UPRR
DEL PASO
BLVD GATE
ARCADE NORTH
UPRR
ARCADE SOUTH
UPRR
ROBLA SOUTH
UPRR
DRY CREEK NORTH AND ROBLA SOUTH
UPRR FLOODGATES LOCATION MAP
ARCADE NORTH AND SOUTH UPRR
FLOODGATES LOCATION MAP
DEL PASO BLVD. AND UPRR
FLOODGATES LOCATION MAP
SEE SHEETS C-7 AND
C-8 FOR STOPLOG
FLOODGATE DESIGN
SEE SHEETS C-7 AND
C-8 FOR STOPLOG
FLOODGATE DESIGN
SEE SHEETS C-7 AND
C-8 FOR STOPLOG
FLOODGATE DESIGN
SEE SHEETS C-7 AND
C-8 FOR STOPLOG
FLOODGATE DESIGN
SEE SHEETS C-7 AND
C-8 FOR STOPLOG
FLOODGATE DESIGN
SEE SHEETS C-3 THRU
C-6 FOR METAL DOOR
FLOODGATE DESIGN
COUNTY PUMP
STATION DI5
T-1. NEW TIMBER MEMBERS FOR GATE SILL STOPLOGS TO BE DOUGLAS FIR SELECT STRUCTURAL.
PRESSURE TREAT LUMBER AND SAND AS REQUIRED TO PROVIDE SMOOTH SURFACES.
TIMBER NOTES
WATERSIDE OF GATE
LANDSIDE OF GATE
(E) LEVEE CENTERLINE
(E) TOP HINGE PLATE,
NORTH DOOR
(E) TOP HINGE
PLATE SOUTH DOOR
(E) CONCRETE WALL
ABUTMENT
(E) CURB,
TYP
DEL PASO BLVD
CENTERLINE
GUARDRAIL, TYP
(SEE 2, 3/C-6)
(E) 2" TELECOMMUNICATION
FLOODGATE DOORS'
LINE OF SYMMETRY
(E)
CONCRETE
ABUTMENT
(E) TYP TOP GATE
HINGE AND PINS (2)
(E) TYP TOP HINGE
PLATE (2)
TYPICAL (N) TENSION ARM
HSS BASE PLATE ARM SEAT
(SEE SHEET C-5)
(E) TYP BOTTOM
GATE HINGE AND
PIN (2), TO REMAIN
TYPICAL (N) TENSION
ARM SLIDE PLATES
0 2.5 5 10
1" = 5'
SITE PLAN
DEL PASO BLVD. GATE
1 0 2' 4' 8'
1/4" = 1'-0"
ELEVATION (LANDSIDE)
DEL PASO BLVD. GATE 2
DEL PASO FLOODGATE NOTES:
1. SEE SHEET C-4 FOR FLOODGATE DOOR DEMOLITION WORK AND SHEET C-5 FOR REHABILITATION PLAN AND ELEVATION.
2. EACH DOOR INCLUDES (3) TENSION ARM ASSEMBLIES, (SEE SHEETS C-4 AND C-5).
3. EXISTING FLOODGATE DOORS ARE COATED WITH PAINT CONTAINING LOW LEVELS OF LEAD, SEE SAMPLE TEST RESULTS IN SPECIFICATIONS.
4. EXISTING FLOODGATE DOORS, SHALL BE SANDBLASTED AND RECOATED IN PLACE IN ACCORDANCE WITH THE SPECIFICATIONS.
5. DEL PASO BLVD FLOODGATE WORK REQUIREMENTS WILL REQUIRE ROAD CLOSURES IN ACCORDANCE
WITH SPECIFICATIONS AND AS COORDINATED IN ADVANCE WITH CITY OF SACRAMENTO PROJECT MANAGER.
6. ALL STEEL FABRICATED, REUSED OR EXPOSED SURFACES ON EXISTING STRUCTURE REQUIRES COATING OR PAINT IN ACCORDANCE WITH SPECIFICATIONS.
5 KEY NOTES:
(E) FLOODGATE DOORS, HINGES AND ALL EXPOSED METAL SURFACES TO BE SANDBLASTED, COATED/PAINTED IN-PLACE, IN ACCORDANCE WITH SPECIFICATIONS.
FABRICATE AND INSTALL (N) TENSION ARM ASSEMBLIES, PER DETAIL (SEE SHEET C-5).
INSTALL TIMBER CENTER DOOR SEALS (1 PER FLOODGATE DOOR, SEE SHEET C-6 ).
INSTALL TYP GUARDRAIL (SEE 2 AND 3/C-6). DO NOT INSTALL GUARDRAIL POSTS ON TOP HINGE PLATE.
INSTALL TENSION ARM SLIDE PLATES (3 PER FLOODGATE DOOR, SEE SHEET C-6) INSTALL HSS BASE PLATES (6 PER FLOODGATE DOOR, SEE SHEET C-5).
INSTALL TIMBER JAMB (1 PER FLOODGATE DOOR, SEE SHEET C-6).
CLEAN, PREPARE AND RESEAL WALL EXPANSION JOINTS, (SEE 6/C-6) APPROXIMATE LOCATION OF (2) CONCRETE CORE HOLES TO BE PATCHED IN ACCORDANCE WITH
SPECIFICATIONS (FIELD VERIFY LOCATIONS)
INSTALL PRESSURE TREATED TIMBER SILL STOPLOGS (SEE SHEET C-6) 1 2
3 4
5 6
7 8
9 10
3 1 1
7 7
TYP 4 TYP 4
2 9 9
2 -
5 6
8 8
8 6
8 3
7 TYP 4
7 1 1
2 TYP
10 NOTE:
1. EXISTING OVERHEAD LINES CROSSING OVER LEVEE ABOVE SOUTH HEADWALL AND OVER DEL PASO EAST OF GATE. EXISTING UNDERGROUND COMMUNICATION CABLES CROSS UNDER GATE WITH MANHOLES EACH SIDE OF FLOODGATE. 2'-8"
15'-8"
15°
5"
9"
TURNBUCKLE OPEN
15'-8"
5'-0"
REMOVE AND SALVAGE FOR REUSE
(3) 3" DIA x 4 3/8" HINGE PIN
(E) 12" x 3/8" x 1'-0" PLS TO REMAIN
REMOVE AND WASTE (E)
(3) - 5"x1 1/4" TENSION ARM ASSEMBLY, INCLUDING ALL
CONNECTOR PLATES AND TURNBUCKLES, EACH DOOR
REMOVE & WASTE
(E) TURNBUCKLE
REMOVE AND WASTE
(E) TIMBER SEAL AND
(7) 3/4" DIA BOLTS
REMOVE AND WASTE
(E) TIMBER JAMB. CUT 7
(E) 3/4" BOLTS FLUSH
WITH CONCRETE AND
TREAT EXPOSED ENDS
(E) SOUTH DOOR,
TO REMAIN
(E) 3" DIA x 3 3/4" HINGE PIN, 6 TOTAL
REMOVE AND SALVAGE FOR REUSE,
IN (N) TENSION ARM CONNECTOR
(E) TOP HINGE PLATE,
TO REMAIN
CENTERLINE DEL PASO BLVD AND
FLOODGATE DOORS LINE OF SYMMETRY
REMOVE AND
WASTE (E)
TIMBER JAMB
CUT (E) (7) 3/4" DIA ANCHOR
BOLTS FLUSH WITH CONCRETE
AND TREAT EXPOSED ENDS
CENTERLINE (E) 3" DIA HINGE PINS
6 TOTAL, REMOVE AND SALVAGE FOR REUSE
REMOVE AND WASTE TYPICAL
(E) 3/4" DIA HOOK FOR EYE BAR
AND SUPPORTING STEEL PLATE REMOVE
AND WASTE
(E) TIMBER
AND 3/4" DIA
BOLTS
REMOVE
AND WASTE
(E) LOCK PIN
PLATES
REMOVE AND WASTE (E) TYPICAL
TENSION ARM ASSEMBLY
REUSE (4) - (E) TIMBER
MEMBERS UNDER
FLOODGATE DOORS
DEMOLITION NOTES:
1. SOUTH AND NORTH FLOODGATE DOORS ARE SYMMETRICAL.
2. ALL DIMENSIONS PROVIDED ARE FOR REFERENCE ONLY. CONFIRM
EXISTING DIMENSIONS AND AS-BUILT CONDITIONS PRIOR TO MATERIAL ORDERING AND FABRICATION.
3. PROTECT (E) STRUCTURE TO REMAIN DURING DEMOLITION OF SELECT ITEMS. USE GRINDING AS METHOD TO REMOVE WELDED ITEMS
WHENEVER POSSIBLE TO AVOID ADDITIONAL HEAT DAMAGE TO STEEL ELEMENTS.
4. SANDBLAST AND PREPARE (E) FLOODGATE FOR RECOATING AND IN ACCORDANCE WITH SPECIFICATIONS.
0 1' 2' 4'
1/2" = 1'-0"
SOUTH DOOR DEMOLITION
TYPICAL HALF GATE LANDSIDE ELEVATION
1 0 1' 2' 4'
1/2" = 1'-0"
SOUTH DOOR DEMOLITION
TYPICAL HALF GATE PLAN
2 2'-8"
NO TURNBUCKLE THIS FOLD 15'-8" VIF
15'-8" VIF
TURNBUCKLE OPEN
15°
2 5/8"
4"
(E) 12" x 3/8" x 1'-0" PLS
(E) 10" C @ 20.0 #
(3) EACH DOOR 2 5/8" x
1 1/8" TENSION ARM,
UPSET TO 3 1/2" AT
TURNBUCKLE
(N) 3/4" DIA A325
BOLTS FOR
INSTALLATION OF
(N) SEAL MEMBER
REUSE (E) 3" DIA x 4 3/8"
HINGE PIN (E) 1/4" SKIN PL
4'-1"
3'-1 1/2"
10 1/2" 1'-1 1/2"
2'-4 3/4"
9"
TURNBUCKLE WITH UNC
AND 4UN CLASS 2B
THREADS IN
ACCORDANCE WITH
AISC 360 TABLE 15-6,
SIZED FOR 3 1/2"
DIAMETER
LIFTING EYE FOR COMEALONG,
REPLACE IN KIND. FIELD LOCATE
IN ALIGNMENT WITH FRAME
ABOVE. WELD TO PLATE WITH 1/4"
FILLET WELDS ALL AROUND, TYP
2 7/8" TYP
8 3/4"
5'-0"
(N) PLASTIC LUMBER
SEAL MEMBER ATTACH
AT EXISTING BOLT
LOCATIONS
SEE DETAIL 5/C-6
(E) TOP HINGE PLATE,
TO REMAIN
(E) SOUTH DOOR,
TO REMAIN
(N) TENSION ARM
CONNECTOR, SEE
ELEVATION THIS SHEET
(N) 3" x 8" x 1/2" PLATE
WELDED TO CONNECTOR PLATES,
SEE D & E / C-5
REUSE (E) 3" Ø x 3 3/4"
HINGE PIN
CENTERLINE DEL PASO BLVD.
AND FLOODGATE DOORS' LINE
OF SYMMETRY
ROUNDED END OF TENSION
ARM AT CONNECTOR.
RADIUS = 4 3/8", TYP
ROUNDED END OF TENSION
ARM AT GATE. RADIUS = 6", TYP
HOLE DIAMETER = 3 1/2".
PROVIDE MINIMUM 4 1/4" EDGE
DISTANCE AROUND HOLE
HOLE ARM HOLE
DIAMETER = 3 1/2"
PROVIDE MINIMUM
11/16" EDGE DISTANCE
AROUND HOLE
1/4 PL TO PL
6'-5" 6'-6 3/4"
19'-4 3/4"
6'-5"
4'-4" 2'-8" 2'-0" 5'-8"
14'-8"
2'-11" 2'-11" 2'-4" 1'-9" 1'-6" 1'-4" 1'-0" 11"
4'-0" 4'-0"
PLATE 1/4x7"x0'-3" TOP PLATE WITH 1/2"
THICK TEFLON TO MATCH TOP PLATE
SIZE ATTACHED WITH (4) SELF TAPPING,
FLATHEAD COUNTERSUNK SCREWS
HEIGHT TO MATCH (E) BEARING
SURFACE
HSS 6x2x1/4, SEE
DETAIL B/C-5
3/16
(N) TYPICAL,
HSS TENSION
ARM SEAT
SEE SECTION
FOR DETAIL
(N) TYPICAL
TENSION ARM
ASSEMBLY
(N) CENTER
SEAL (SEE
(N) JAMB PER SHEET C-6)
DETAIL 5/C-6
(N) TYPICAL TENSION
ARM SLIDE PLATE,
PER SHEET C-6
FABRICATE AND INSTALL
(N) PRESSURE TREATED
TIMBER SILL STOPLOGS
9 1/2"
8"
4"
5 1/2"
3/16
PLATE 1/4x9 1/2"x0'-5 1/2"
WITH (4) 1/2" DIA A325
BOLTS
HSS 6x2
1 1/8"
(2) 8 3/4" x 11/16" PL
REUSE (E) 3"
DIA x 3 3/4"
HINGE PIN
(N) 3" x 8" x 1/2" PLATE
WELDED TO CONNECTOR PLATES
(N) TENSION ARM CONNECTOR
3/16
3/16
3/8" PL WITH 1/2" DIA
HOLE
3/8" PL x 4" WIDE
WELD-ON PLAIN STEEL
1/2" MIN DIAMETER
BARREL HINGE WITH
GREASE FITTING
1 1
4 " 3" 2"
2"
HSS 6x2
(2) NEW 11/16" PL
REFER TO SECTION D
1/4
(N) TENSION ARM
CONNECTOR BEYOND
(N) 1/2" PL REFER TO
SECTION D
1/4 TYP
0 3" 6" 9"
3" = 1'-0"
HSS BASE PLATE DETAIL C
A
-
0 1' 2' 4'
1/2" = 1'-0"
SOUTH DOOR
TYPICAL HALF GATE LANDSIDE ELEVATION 1
0 1' 2' 4'
1/2" = 1'-0"
SOUTH DOOR
TYPICAL HALF GATE PLAN 2
0' 6" 1' 1 1/2'
1 1/2" = 1'-0"
TENSION ARM CONNECTOR ELEVATION
D
0 1' 2' 4'
1/2" = 1'-0"
SECTION
A
SEE JAMB DETAIL 5/C-6
0 3" 6" 9"
3" = 1'-0"
CLOSURE CONNECTION
B
DETAIL B/C-5 FOR
LOCKING CONNECTION
THESE SUPPORTS
0 3" 6" 9"
3" = 1'-0"
TENSION ARM CONNECTOR SECTION
E
SHEET NOTES:
1. SOUTH AND NORTH FLOODGATE DOORS ARE SYMMETRICAL.
2. ALL DIMENSIONS PROVIDED ARE FOR REFERENCE ONLY. CONFIRM
EXISTING DIMENSIONS AND AS-BUILT CONDITIONS PRIOR TO MATERIAL ORDERING AND FABRICATION.
D
-
E
-
E
-
6 1/2"
9"
VIF
4 1/2"
10 3/4" VIF 1'-3 3/4" VIF 1'-3" VIF
JAMB SEAL
END PROFILE
CENTER DOOR
SEAL END PROFILE
15'-0"
VIF
JAMB AND CENTER DOOR
SEAL FACE ELEVATION
NTS
AT CENTER SEALS, MATCH
EXISTING BOLT LOCATIONS. AT
JAMB LOCATION, COORDINATE
WITH (N) POST INSTALLED BOLT
LOCATIONS
NOTES:
1. TRIM JAMB AND SEAL TO ENSURE FLUSH
CONTACT OF ALL SURFACES WHEN DOORS
ARE CLOSED
2. SOUTH FLOODGATE DOOR PROFILES SHOWN.
NORTH SIDE PROFILES ARE MIRROR IMAGE.
3. PROFILE DIMENSIONS SHOWN ARE BASED ON
AS-BUILTS. FIELD MEASURING AND FIELD
MODIFICATIONS MAYBE REQUIRED.
4. LOCATE AND AVOID (E) REINFORCEMENT WHEN
INSTALLING POST-INSTALLED ANCHORS.
COUNTER
SINK ANCHOR
2 1/2", TYPICAL
WATERSIDE WATERSIDE
POST INSTALL NEW ANCHORS
WITH 8" MIN EMBED
COUNTER
SINK
BOLT 1"
TYPICAL
FIELD VERIFY
WATERPROOF
JOINT SEALANT
PER SEALANT
MANUFACTURER
BACKER BAR
(E) CONCRETE WALL (E) CONCRETE WALL
NOTE:
CLEAN JOINTS AND APPLY JOINT
SEALANT AT ALL EXPOSED JOINTS
CONCRETE TOP MOUNT
NTS
5 1/2"
MAX TYP
6'-0" MAX
3'-6"
1-1/2" X-STRONG CONTINUOUS
GALVANIZED STEEL PIPE POSTS
3/16
ELEVATION
TYP, GRIND
SMOOTH
1/4
6"
6"
POST INSTALL NEW
ANCHORS WITH
5.5" MIN EMBED
1"
TYP
1-1/2" X-STRONG GALV.
STEEL PIPE RAILS
(4) 1/2" DIA GALV
THREADED ROD
3/8" GALVANIZED
STEEL PLATE MIN
(E) CONCRETE
FIELD SPLICES SHALL FIT SMOOTHLY
WITH NO PROJECTIONS BEYOND
OUTER DIA OF RAIL. REPAIR ANY
DAMAGE TO GALVANIZING
6"
MAX
EDGE OF CONC
TYP
4"
MIN
4"
MIN
4"
MIN
3'-0" MAX
POSITION
POST TO
AVOID
CONFLICT
WITH TOP
HINGE PLATE
TACK WELD NUT
TO BASE PLATE
AT ALL EXISTING BASE PLATES,
INSTALL MISSING NUTS AND TACK
WELD TO BASE PLATE. AT LOCATION
WHERE EXISTING BASE PLATE IS NOT
ABLE TO BE TIGHTENED FLUSH WITH
CONCRETE, PROVIDE GROUT UNDER
PLATE FOR CONSISTENT BEARING. SEE
LOCATE GUARDRAIL GUARDRAIL, TYP
POST CLEAR OF (E)
GATE TOP HINGE PLATE
4" CLR MAX
4" CLR MAX
VERIFY SLOPE OF
(E) CONC. WALL
6'-0" MAX
3'-6" MIN
ELEVATION
(E) CONCRETE
EXISTING GROUND
SURFACE
1'-0" 2'-11 1/4"
1'-3"
(N) 1/4" x 2 1/4" PLATE WITH
(7) #10 SELF DRILLING
SCREWS INTO EXISTING
CHANNEL. PROVIDE 1/4"
OVERHANG ABOVE CHANNEL.
(N) 12"x12"x1/8"
UHMW SHEET
DRILLED FOR
TURNBUCKLE PIN
(N) 36" x 15" x 1/2" UHMW SHEET
ELEVATION
PLAN
SECTION B
SCALE: 1-1/2"=1'0"
(E) 1/4"
SKIN
PLATE
(N) 36" x 15" x
1/2" UHMW
SHEET
2" MIN 1/4"
CHAMFER
CORNER (N) 12"x12"x1/8" UHMW
SHEET DRILLED FOR
TURNBUCKLE PIN
SECTION A
SCALE: 1-1/2"=1'0"
(E) CHANNEL
(E) 12" SQ 3/8" PL
REUSE (4) -
(E) TIMBER
MEMBERS
UNDER
FLOODGATE
DOORS
PROVIDE (4) - (N) 6"X18" PRESSURE
TREATED TIMBER MEMBERS APPROX.
10'-0" LENGTHS, FIELD VERIFY
DIMENSIONS, TO BE FURNISHED AND
FITTED BUT NOT LEFT IN PLACE.
ROUTE MEMBERS AT RIVETS AS
REQUIRED TO FULLY SEAT GATE FACE
AGAINST TIMBER. REMOVE AND REUSE
EXISTING LIFTING EYES, INSTALL
CENTER OF EACH SILL MEMBER.
(E) TOP OF PAVEMENT
(E) FLOODGATE
DOOR
0' 6" 1' 1 1/2'
1 1/2" = 1'-0"
TYPICAL
EXPANSION JOINT
6 TYPICAL GUARDRAIL DETAIL 3 SCALE: NTS
0' 6" 1' 1 1/2'
1 1/2" = 1'-0"
NEW GUARDRAIL AT TOP OF WALL 2
NOTE:
1. SEE 3/C-6 FOR GUARDRAIL DETAILS
NOTE:
1. LOCATE AND AVOID (E) REINFORCEMENT
WHEN INSTALLING POST-INSTALLED
ANCHORS.
0 1' 2' 4'
1/2" = 1'-0"
JAMB AND CENTER DOOR SEAL DETAILS
5 0 1' 2' 3'
3/4" = 1'-0"
TENSION ARM SLIDE PLATE
4 B
- A-
B
- A-
0' 6" 1' 1 1/2'
1 1/2" = 1'-0"
TIMBER SILL STOPLOGS 1
(E) RETAINING WALL
(E) CUTOFF WALL AND
GRADE BEAM
(E) INTERMEDIATE
COLUMN SUPPORT SLOT
(E) RAILROAD
TIES
(E) RAILS
(E) STOPLOG SLOT
VARIES
VARIES
F.O.W.
F.O.W.
CL
CL
4'-0"
LANDSIDE WATERSIDE
RAILROAD
FLOODGATE
SW CW SW
W
H
EQ EQ 1'-0" EQ EQ 1'-0" EQ EQ
CL
(E) STOPLOG SLOT
4'-0"
MIN
WALL HEIGHT VARIES
SEE TABLE ON THIS SHEET
(E) RETAINING WALL
(E) TOP OF RAIL
LANDSIDE WATERSIDE
0 2' 4' 8'
1/4" = 1'-0"
TYPICAL
UPRR STOPLOG GATE - PLAN 1
UPRR GATE NOTES:
1. SEE GATE DIMENSION TABLE FOR EACH UPRR GATE.
2. ALL 5 UPRR GATES REQUIRE TARPS, AT MINIMUM DIMENSION SHOWN IN TABLE.
3. SEE SPECIFICATIONS FOR COORDINATION WITH UPRR FOR ACCESS TO SITES.
4. THE CITY WILL PERFORM TRIAL ASSEMBLY AT END OF CONSTRUCTION TO CONFIRM PROPER FITUP. CONTRACTOR SHALL BE PRESENT FOR TRIAL ASSEMBLY TO CORRECT ISSUES DISCOVERED DURING TRIAL ASSEMBLY.
NOTES: * DIMENSIONS BASED ON AS-BUILT DRAWINGS FIELD VERIFY. ** LOCATE INSERT LOCATION IN FIELD FOR FINAL TARP DIMENSIONS. *** PAINT 4" STENCILED LETTERS ON TOP WATERSIDE TARP FACE.
TYPICAL
UPRR STOPLOG ELEVATION
A SCALE: NTS
0 2' 4' 8'
1/4" = 1'-0"
TYPICAL
UPRR STOPLOG WALL SECTION B
KEY NOTES:
STOPLOG SUPPORT COLUMN MODIFICATIONS AT ROBLA SOUTH FLOODGATE, IN ACCORDANCE WITH DETAILS 12 AND 13 ON SHEET C-8.
BOTTOM ALUMINUM STOPLOG MODIFICATION AT ALL UPRR FLOODGATES WITH EXCEPTION OF DRY CREEK NORTH FLOODGATE IN ACCORDANCE WITH DETAIL 14 AND 15 ON SHEET C-8. (N) TYPICAL RAIL FORM, 4 PER GATE (2 FORMS FOR USE AND 2 FORMS FOR SPARE) IN TABLE BELOW, IN ACCORDANCE WITH DETAIL 7 ON SHEET C-8.
(N) 3/8" ALUMINUM HOOK WELDED TO TOP ROW OF STOPLOGS AS SHOWN IN TYPICAL ELEVATION, THIS SHEET.
(N) TYPICAL THREADED WALL ANCHOR, IN ACCORDANCE WITH DETAILS 9, 10 ON SHEET C-8. (N) TARP, TOP OF STRUCTURE WITH 4' EXCESS ON SIDES AND ON BOTTOM GROUND FOR SANDBAGS. PROVIDE COATED AIRCRAFT CABLE THROUGH TARP GROMMETS FOR CONNECTIONS TO (N) HOOKS INSTALLED ON STRUCTURE.
1 2
3 4
5 6
2 4
5 1 3
5 B
-
A
-
6 6" LANDSIDE WATERSIDE
(N) 3/8" DIA DROP-IN
INTERNALLY THREADED
ANCHOR., STAINLESS
STEEL OR GALVANIZED,
CENTERED ON WALL
NOTE: (E) STOPLOG SLOT
LOCATE EXISTING REINFORCEMENT PRIOR
TO DRILLING AND ADJUST ANCHOR
PLACEMENT TO AVOID
(E) CONCRETE WALL
6"
(N) 3/8" DIA DROP-IN STAINLESS STEEL
OR GALVANIZED INTERNALLY THREADED
ANCHOR. INSTALL IN ACCORDANCE
WITH MANUFACTURER'S DIRECTIONS.
INSTALL 3/8" DIA HOOK AS NEEDED.
WHEN NOT IN USE INSTALL 3/8" DIA BOLT
TOP OF WALL
NOTE:
LOCATE EXISTING REINFORCEMENT PRIOR
TO DRILLING AND ADJUST ANCHOR
PLACEMENT TO AVOID
2" MIN
FIELD FIT 4" THICK
REMOVABLE RUBBER
RAIL FORM FOR INFILL OF
RAIL GAP AT CONCRETE
SILLS, ALL UPRR GATES
1/2" MIN
(E) 6x4 ALUMINUM
STOPLOG
(N) FLAT RUBBER
SEAL STOP EACH
SIDE OF RAIL
LOCATION
TAPERED FLATHEAD #10
SELF DILLING SCREWS @
6" OC MAX STAGGERED
1/4" RECESS INTO RUBBER
5"
(N) 3/8" x 2" PLATE SEE
ELEVATION FOR EXTENTS
(E) W8x40
(E) PLATES 3/8" CONT.,
TYP
3/16 2-6
3/16 (N) PL TO
(E) Wx
1"
6" MIN
1'-8"
(E) W8x40 STOPLOG COL.
(E) BENT PLATE STOPLOG GUIDES
REMOVE AND REPLACE AS
REQUIRED TO INSTALL (N) PLATE,
REPAIR GALVINIZATION AFTER
INSTALLATION
(N) 3/8" PLATE
(E) GRADE
(E) STOPLOG
(N) RUBBER SEAL SEE DETAIL 14
AND TABLE ON C-7 FOR THICKNESS
3" CLR MIN
4" CLR
TYP
1" CLR
REPLACE
REMOVABLE
RAILING
3'-6" VIF
EXISTING 1 3/4" DIA
STD PIPE SLEEVE
4'-0" CENTERLINE TO CENTERLINE
OF EXISTING EMBEDS VIF
1 1/4" DIA STD PIPE,
TYPICAL. MATCH
EXISTING MEMBER
SIZE AND SPACING.
GALVANIZE ALL
MEMBERS AFTER
FABRICATION.
TOP OF CONC. WALL 8"
EMBED.
3/16 TYP
AT ALL EXISTING BASE PLATES,
INSTALL MISSING NUTS AND TACK
WELD TO BASE PLATE. AT LOCATION
WHERE EXISTING BASE PLATE IS NOT
ABLE TO BE TIGHTENED FLUSH WITH
CONCRETE, PROVIDE GROUT UNDER
PLATE FOR CONSISTENT BEARING. SEE
DETAIL 8/C-8
HSS 2X2X1/4 MATCH
EXISTING MEMBER
SIZE. GALVANIZE
AFTER FABRICATION.
INSERT INTO
EXISTING EMBEDDED
SLEEVE AND TACK
WELD IN PLACE.
POST BASE PLATE
PER DETAIL 8/C-8
1/4
6"
5"
1/2" GALVANIZED STEEL PLATE MIN.
ENSURE TO LOCATE CLEAR OF
EXISTING PLATE AND ANCHOR BOLTS
CLEAR OF EXISTING PIPE EMBED AND
REINFORCING SEE DETAIL 3/C-6 FOR
ADDITIONAL INFORMATION
EDGE OF CONC
TYP
4"
MIN
4"
MIN
1"
TYP
EXISTING
BASE PLATE
TYPICAL THREADED TOP OF WALL ANCHOR 9 SCALE: 3/16" = 1'-0"
TYPICAL
THRENDED WALL ANCHOR 10 SCALE: 3/16" = 1'-0"
TOP CONCRETE TOP MOUNT 8 NOT TO SCALE
TYPICAL
RAIL FORM 7 NOT TO SCALE
0 3" 6" 9"
3" = 1'-0"
TYPICAL
BOTTOM STOPLOG SEAL
14 0 3" 6" 9"
3" = 1'-0"
ROBLA SOUTH COLUMN ELEVATION
13 0 3" 6" 9"
3" = 1'-0"
ROBLA SOUTH
STOPLOG COLUMN SUPPORT COLUMN STRENGTHENING SECTION
12 0 1' 2' 3'
3/4" = 1'-0"
SECTION
BOTTOM STOPLOG SEAL
15 14
-
12 -
13 -
0 1/2' 1' 2'
1" = 1'-0"
DEL PASO UPRR GUARDRAIL DETAIL
11 APPENDIX E5. Union Pacific Railroad (UPRR) Stoplog Installation and Del Paso Floodgate Closure Technical
Memorandum
Mead & Hunt, Inc. | 180 Promenade Circle, Suite 240, Sacramento, CA 95834 | 916-971-3961 | meadhunt.com Technical Memorandum
To: Martin R. Ramos, EIT, LSIT
From: Thomas Darlington, PE
Reviewed by: Stephen Sullivan, PE
Date: December 9, 2022
Subject: Union Pacific Railroad (UPRR) Stoplog Installation and Del Paso Floodgate Closure Large portions of the City are surrounded by levees, which protect the community from flooding by the Sacramento River, American River, and smaller tributaries. These levees include “primary levees” and “secondary levees.” Both the primary and secondary levees in Sacramento are intersected by road and railroad transportation corridor crossings that are fitted with closure structures (floodgates).
These floodgates are a crucial part of the City’s flood management system as they allow vital road and railroad facilities to operate continuously. The City’s Department of Public Works maintains and operates most floodgates in the flood protection system that protects the City.
In 2017 Mead & Hunt was contracted by the City to perform field inspection of operations, condition assessment, and structural analysis for each floodgate. The Floodgate Assessment Report, submitted in June of 2018 details the findings of the study and recommends improvements to the floodgates and their operations where needed. One recommendation was operating floodgates on primary levees every three years and those on secondary levees every five years (or substituted with drills where trial operations are infeasible).
This memo details our observation of the installation of the UPRR stop logs and operation of the Del Paso Floodgate on December 1, 2021. These activities were observed by Thomas Darlington, ME and Stephen Sullivan, CE.
Facilities Observed
On December 1, 2021, the City conducted a trial installation exercise and training of the stoplog structures at five UPRR sites within the North Sacramento flood protection area and the closure of the Del Paso Boulevard Floodgate. Thomas Darlington and Steve Sullivan of Mead & Hunt were asked to observe the exercise.
The sites observed were:
• UPRR Crossing at Dry Creek North Levee (Site 0)
• UPRR Crossing at Robla Creek South Levee (Site 1)
• UPRR Crossing at Arcade Creek North Levee (Site 2)
• UPRR Crossing at Arcade Creek South Levee (Site 3)
• UPRR Crossing at American River North Levee (Site 4)
Technical Memorandum
Martin Ramos
December 9, 2022
• Del Paso Boulevard at American River North Levee (Del Paso Miter Gate) The exercise had multiple objectives
A. Verify proper fit and attachment of modifications made to the structures and new customized tarps on for each of the stop log locations.
B. Train City personnel on the deployment of the structures and logistical considerations for their deployment.
C. Determine if any procedures could be improved to allow greater efficiency and shorten deployment time.
D. Test fit temporary joint wedges and validate the modified deployment procedure for the Del Paso Miter Gate
2.1 Site 0 – UPRR Crossing at Dry Creek North Levee – RR 0 Observer: Thomas Darlington
Stoplog Installation Time1: Approximately 1.5 hours
Crew and Equipment2: Five (5) workers and one (1) foreman, one (1) excavator with operator, flatbed with stoplog materials, step ladders, rigging
NOTES
• The structure at this site is unique with the concrete sill located under rail (other locations sill is flush with top of rail).
• Railroad ballast covers the concrete seat for the bottom stoplogs, which must be shoveled out to uncover the concrete sill and the pockets for the upright H-beams. • The middle stoplog seats on top of the rails and metal plates attached to the stoplog close off the area between the rails (see photo), but gaps still exist and sandbags are used to help fill gaps. • An HDPE plug was designed and fabricated to fill the gap area around the rails but was found not to be easy to install because of how it was sectioned. It was decided that the sandbags would be used for now to fill in around the rails until a different insert could be designed, fabricated and test-installed. • A large excavator was used to install the two vertical H-beams and transfer the aluminum stoplog segments from a trailer in the pumping plant parking area down to stoplog installation area. • The aluminum stoplog segments were transferred as four segments stacked together and guided into position on the stack.
• With the lightweight attributes of the aluminum stoplog segments, it would be more efficient to transfer the palletized stoplog segments from the trailer to the track grade and hand-stack them. The excavator (or crane) would only be required for the installation of the two vertical H-beams and the bottom stoplog for the center section, which has additional plating welded on it to support the stoplogs and accommodate the rails.
1 The installation time is from start of assembly and does not include mobilization of materials or equipment as they were already staged onsite. Also does not include installation of sandbags. 2 Crew size listed are those actively working on the installation of the stoplogs. In addition to the working crew, there were two full crews worth of personnel that were observing the installation as familiarization with the process.
Technical Memorandum
Martin Ramos
December 9, 2022
• Upon installation of the custom-made tarp, it was discovered that the tarp was cut too short and did not have a tail long enough for the installation of sandbags
FIGURES
Figure 1. Crew setting vertical H-beams at Site 0. Figure 2. Adapted panel to accommodate the train rails installed.
Figure 3. Custom-fitted tarp installed at Site 0. As visible, the tarp just touches the ground instead of allowing room to stack sandbags on the tail.
Technical Memorandum
Martin Ramos
December 9, 2022
2.2 Site 1 – UPRR Crossing at Robla Creek South Levee – RR 1 Observer: Stephen Sullivan
Stoplog Installation Time: 40 Minutes
Crew and Equipment: Five (5) workers and one (1) foreman, one (1) forklift, flatbed with two (2) stoplog pallets and two (2) posts, hand tools
NOTES
• Materials were pre-staged on flatbed at top of levee. • Prep work to remove post pocket covers and clean sill as materials moved to site. • Twenty (20) minutes to install posts using forklift and manually install stoplogs, including locking device.
• Ladder work required above 1/2 height of stoplogs
• An HDPE plug designed and fabricated to fill the gap area around the rails was not used. Sandbags used to provide a tight fit.
• Tarp was placed in position but not secured. Size is correct. Gromets for anchoring were provided, but anchors for securing have yet to be installed.
• Bottom stoplog fit against sill was tight with new rubber seal.
FIGURES
Figure 4. Stoplog post install. Figure 5. Material delivery.
Technical Memorandum
Martin Ramos
December 9, 2022
Figure 6. RR-1 Stoplog install from ground level and
ladder.
Figure 7. RR-1 Rubber sill seal tight fit up.
Figure 8. RR-1 Tarp installation.
Technical Memorandum
Martin Ramos
December 9, 2022
2.3 Site 2 – UPRR Crossing at Arcade Creek North Levee – RR 2 Observer: Stephen Sullivan
Stoplog Installation Time: 45 minutes (reported)
Crew and Equipment: Five (5) workers and one (1) foreman (for both north and south), one (1) backhoe, small flatbed with a stoplog pallet and two (2) posts, hand tools NOTES
• Materials were pre-staged on flatbed on top of adjacent levee. • Installed similar to RR-01.
• New rubber bottom seal (measured at 2”) fit tight to concrete sill. • The rail is slightly recessed below concrete sill. Sandbags were needed to seal gap. • Reported installation time for stoplogs was 45 minutes, including locking devices. • Ladder work required for upper 1/3 height of stoplogs. • Tarp was placed in position but not secured. Size is correct. Gromets for anchoring provided, but anchors for securing have yet to be installed.
FIGURES
Figure 9. RR-2 Installation of stoplogs completed prior to observer's arrival.
Figure 10. RR-2 The 2-inch rubber seal with tight fit to concrete sill.
Technical Memorandum
Martin Ramos
December 9, 2022
Figure 11. RR-2 tarp installation. Figure 12. RR-2 final installation complete with locking device.
Figure 13. RR-3 completed installation of stoplogs.
Technical Memorandum
Martin Ramos
December 9, 2022
2.4 Site 3 – UPRR Crossing at Arcade Creek South Levee RR 3 Observer: Stephen Sullivan
Stoplog Installation Time: 30 minutes
Crew and Equipment: Five (5) workers and one (1) foreman (for both north and south), one (1) backhoe, small flatbed with a stoplog pallet and two (2) posts, hand tools NOTES
• Materials were pre-staged on flatbed on top of adjacent levee. • Install was similar to RR-01.
• Reported installation time for stoplogs was 30 minutes, including locking devices. • Ladder work required for upper 1/4 height of stoplogs • Tarp was not found and plastic sheeting was used for this trial install. • Middle stoplog could not be seated due to top of rail being 1-3/4” above concrete sill. Would need sand bagging to seal for interim. Rubber seal was intended to be notched at rail location to fit (detail 15, drawing C-8). Rubber seal at this location was only 1/4" thick (insufficient to seat). Rubber seal at location RR-2 is 2” and could be swapped.
FIGURES
Figure 14. RR-3 gap between bottom stoplog and
concrete sill.
Figure 15. RR-3 1-3/4" gap between bottom-center
stoplog and concrete sill.
Figure 16. RR-3 materials palletized and loaded for return to storage.
Technical Memorandum
Martin Ramos
December 9, 2022
2.5 Site 4 – UPRR Crossing at American River North Levee – RR 4 Observer: Thomas Darlington and Stephen Sullivan
Stoplog Installation Time: Unknown (stoplogs were already installed with plastic sheeting and sandbags upon arrival to the structure), removal completed by 9:00 am.
Crew and Equipment: Four (4) workers and one (1) foreman, backhoe, small flatbed with stoplog pallets and two (2) posts, hand tools
NOTES
• The crew did not install tarp because there are no hooks installed on the top stoplogs for attachment. • Test fit the custom tarp for this site and it covered a comparable area to the plastic sheeting. • Crew mentioned that the burlap sandbags do not store well so they cannot be pre-loaded and deployed with the stoplogs and must be filled onsite.
• Palletized stoplogs cannot be trucked to site on landside due to the lack of an access road. Crew manually packed the materials from nearby Del Paso Boulevard. Backhoe used to bring posts to site. • Inspected the rubber seal install on bottom stoplogs after disassembly. Seal and attachments appear to match details 14 & 15 on drawing C-8 of the May 2020 Primary Levee Floodgate Rehabilitation Project. Screw heads were not recessed 1/4" as shown in the details but were over-tightened to be slightly recessed.
• Railroad re-opened for traffic at 9:30, approximately 2.5 hours after start.
FIGURES
Figure 17. Site 4 with the custom tarp laid out to check for fit held in position by crew members due to lack of hooks.
Figure 18. Stoplogs at Site 4 upon arrival of observer.
Technical Memorandum
Martin Ramos
December 9, 2022
2.6 Site 5 – Del Paso Boulevard Floodgate at American River North Levee Observer: Thomas Darlington
Miter Gate Deployment Time: Approximately 1.5 hours (without installation of the tarp) Crew and Equipment: 5 crew and 1 foreman, 4-person scissor lift, two (2) half-ton come-alongs, hydraulic bottle jacks
NOTES
• Used leftover wedges from prior trial fit to force the sill timbers to the water side of the channel to allow better alignment of the screw jacks on the timbers. • After pulling miter joint together to install the clevis pin, hydraulic bottle jacks were used to plumb the gates prior to adjusting the screw jacks.
• Once the gap at the miter appeared fairly uniform, the screw jacks were engaged by one (1) turn over touching to secure them and a second come-along was installed at the top of the miter joint. • Struts were assembled and tightened.
• Hydraulic bottle jacks were released, and the wedges driven in until seated in the joint. • There is still an offset present in the joint on the waterside face, but gap and offset appear more uniform than prior witnessed deployments of the gate.
FIGURES
Figure 19. Miter gate sill timbers installed in trench. Figure 20. Miter gate temporary wedges and come-along in the upper part of miter seal.
Technical Memorandum
Martin Ramos
December 9, 2022
Figure 21. Upper portion of the miter joint seal from the water side of the gate.
Figure 22. Lower portion of the miter joint seal from the water side of the gate.
Figure 23. Miter gate temporary wedges and come-along in the lower part of miter seal. Also visible is one of the hydraulic bottle jacks used to plumb the gate leaves and allow the preloading of the screw jacks.
Technical Memorandum
Martin Ramos
December 9, 2022
The installation of the stoplogs at the various UPRR crossing sites and the deployment of the Del Paso Boulevard miter gate went well and met the objectives of the exercise, as reviewed below.
A. Verify proper fit and attachment of modifications made to the structures and new customized tarps on each of the RR closure stop log locations.
1. Determined that the custom tarp for Site RR-0 needs to be modified for proper fit.
2. Determined that rail block out plugs were not advantageous. The rubber seals on the bottom center stoplogs were not notched to fit with the plugs. Existing use of sandbags for filler works well and may continue to be used.
3. Determined that all RR sites still need to have hooks installed to allow securing the custommade tarp.
4. Missing custom-made tarp for RR-3 (Arcade Creek South Levee).
5. For RR-3 (Arcade Creek South Levee), the top of rail is higher than the concrete sill. The rubber seal shown on Details 14 & 15, Drawing C-8, was intended to close this gap. The thicker seal was installed on the RR-2 bottom center stoplog. It may be possible to switch the RR-2 and RR-3 bottom center stoplogs. The bottom rubber seal can then be notched to fit.
B. Train City personnel on the deployment of the structures and logistical considerations for their deployment.
1. New City personnel received exposure to the deployment of the structures in a nonemergency situation to familiarize themselves with what needs to be accomplished and the steps to reach that goal.
2. New personnel could have been engaged more to perform the work and gain better hands-on involvement.
3. Crews did a good job of trying to maintain an “actual” crew size instead of using the extra personnel to speed the installation.
C. Determine if any deployment procedures could be improved to allow greater efficiency and shorten deployment time.
1. The deployment of the gates was well planned and properly staffed. The installation and removal of railroad closures was completed in 2.5 hours. The sandbag trial installations were not conducted during this test. Prior test installs showed that sandbag installation can be accomplished in 15 minutes or less.
2. Materials were pre-staged at the sites prior to mobilization of crews and start of installation. In past flood responses there has been sufficient lead time to allow staging of materials at the site.
3. Materials are sorted and palletized in a storage facility for rapid pickup and delivery.
D. Test fit temporary joint wedges and validate the modified deployment procedure for the Del Paso Miter Gate.
Technical Memorandum
Martin Ramos
December 9, 2022
1. The modified deployment procedure worked well. The use of the hydraulic bottle jacks made the plumbing of the gate much quicker and lessened the force required to deploy the screw jacks on gates.
Overall, the installations went well but here are a few recommendations that would make the installation even more efficient.
• At Site 0 (RR-0), may consider lowering all stoplog sections onto the railroad grade still palletized with the excavator (or crane) and manually install them individually once the upright H-beams and bottomcenter stoplog are installed by use of the excavator (or crane). This would lessen the rigging time and reduce the risks associated with suspended loads and movement of the excavator. Also, by installing the stoplogs individually, it will allow the crew to position the stoplogs into the slots. • May consider trying plastic fiber sandbags and storing them in the heavy lift bags that the sand is delivered in to counteract UV and dry rot degradation of the bags. • Switch the rubber sill seals for the bottom-center stoplogs between RR-2 and RR-3 and notch rubber to fit as needed. Once fit, stencil number onto the seals so they can easily be identified. • Replace or modify the tarp for RR-0 so that it is proper length to extend under the sandbags. • Finish installation of the tarp anchorage hooks at all the sites.
APPENDIX E6. NEMDC Units 2A and 3C Project Plans
APPENDIX E7. NEMDC Unit 3A Project Plans
APPENDIX E8. NEMDC Units 2B and 3B Project Plans