GB_SEG_B3_SB101WCB_REV1.pdf

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/2 fiof Engineers

US Army Corps of Engineers

US Army Corps

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IDENTIFICATION

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BAR SIZE

TOP OTHER TOP OTHER

STRUCTURAL GENERAL NOTES

AND SPLICE TABLES - 4000 PSI

REINFORCEMENT DEVELOPMENT

LENGTH, INCHES

MINIMUM LAP SPLICE

LENGTH, INCHES

MINIMUM DEVELOPMENT

CONTRACTING OFFICER.

JOINTS AT APPROXIMATELY ONE HALF OF THE WALL HEIGHT OR AS OTHERWISE APPROVED BY THE

12. FOR T-WALL CONCRETE PLACEMENT, THE CONTRACTOR MAY PLACE HORIZONTAL CONSTRUCTION

IS CAST IN THE MEMBER BELOW THE BAR.

TO A HORIZONTAL PLANE WHICH ARE PLACED SUCH THAT MORE THAN 12 INCHES OF CONCRETE

TOP BARS ARE HORIZONTAL BARS AND BARS INCLINED LESS THAN 45 DEGREES WITH RESPECT

WHERE ESSENTIAL TO CONSTRUCTIBILITY, SUBJECT TO APPROVAL BY THE CONTRACTING OFFICER.

WILL BE ALLOWED TO MAKE SPLICES IN ADDITION TO THOSE INDICATED ON THE DRAWINGS,

SPLICE LENGTHS SHALL BE BASED ON THE SMALLER BAR BEING LAPPED. THE CONTRACTOR

DEVELOPMENT LENGTHS WHERE LENGTHS ARE NOT OTHERWISE INDICATED ON THE DRAWINGS.

11. THE DEVELOPMENT AND SPLICE TABLE SHALL BE USED IN DETERMINING LAP SPLICES AND

OFFICER. SHIFT BOTTOM REINFORCEMENT IN ALL WALL PILE CAPS AS REQUIRED TO CLEAR PILES.

OTHER OBSTRUCTIONS, SHALL BE BENT OR SHIFTED AS DIRECTED BY THE CONTRACTING

10. REINFORCEMENT, WHERE NECESSARY TO AVOID OPENINGS, PIPES, EMBEDDED ITEMS AND

9. REINFORCING BARS SHALL BE CONTINUOUS AT ALL CORNERS UNLESS OTHERWISE NOTED.

CONSTRUCTABILITY OR TO MISS EMBEDDED ITEMS.

WHERE, IN THE OPINION OF THE CONTRACTING OFFICER, IT IS ESSENTIAL TO REASONABLE

8. FIELD BENDING OF BARS PARTIALLY EMBEDDED IN CONCRETE WILL NOT BE APPROVED EXCEPT

INSTITUTE (CRSI).

WITH THE "MANUAL OF STANDARD PRACTICE" OF THE CONCRETE REINFORCING STEEL

7. PLACE REINFORCEMENT AND PROVIDE SUPPORTS FOR REINFORCING STEEL IN ACCORDANCE

WITH SP-66, AMERICAN CONCRETE INSTITUTE DETAILING MANUAL - 2004.

6. ALL BENDS OF REINFORCEMENT AND ALL BAR SPACERS AND SUPPORTS SHALL BE IN ACCORDANCE

BE DISCONTINUED AT ALL EXPANSION JOINTS

SHALL BE SUBMITTED TO THE CONTRACTING OFFICER FOR APPROVAL. REINFORCEMENT SHALL

INTEGRITY OF THE CONCRETE STRUCTURE. ADDITIONAL CONSTRUCTION JOINT LOCATIONS

SHOWN, CONSTRUCTION JOINTS SHALL BE PLACED AT LOCATIONS LEAST LIKELY TO IMPAIR THE

5. CONSTRUCTION JOINTS SHALL BE PROVIDED WHERE SHOWN ON THE DRAWINGS. WHERE NOT

4. CLEAR COVER FOR REINFORCEMENT SHALL BE AS SHOWN ON THE DRAWINGS.

EXTERNAL CORNERS, AND VERTICAL EXPANSION JOINTS.

3. UNLESS OTHERWISE NOTED, PROVIDE A ¾� CHAMFER AT ALL EXPOSED JOINTS, EDGES,

2. REINFORCING STEEL SHALL HAVE A MINIMUM YIELD STRENGTH (Fy) OF 60,000 PSI.

UNLESS OTHERWISE NOTED.

1. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH (f’c) OF 4,000 PSI AT 28 DAYS, CONCRETE NOTES

ORDINANCES AND REGULATIONS.

10. THE CONTRACTOR SHALL COMPLY WITH ALL FEDERAL, STATE, COUNTY AND MUNICIPAL LAWS, PUBLIC SAFETY AND ADJOINING PROPERTIES.

9. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN ALL NECESSARY SAFEGUARDS TO PROTECT

SHEETING, BRACING, SHORING AND OTHER SUPPORTS REQUIRED BY THE WORK.

8. THE CONTRACTOR IS RESPONSIBLE FOR DESIGNING, FURNISHING, PLACING AND MAINTAINING ALL

BY WATER DURING ALL PHASES OF CONSTRUCTION. SEE SPECIFICATIONS.

METHODS AND EQUIPMENT TO KEEP EXCAVATIONS FREE OF WATER AND TO PROTECT FROM DAMAGE

7. THE CONTRACTOR IS RESPONSIBLE FOR DESIGNING, PROVIDING AND MAINTAINING ALL NECESSARY

6. FOR TYPICAL SHEET PILE DETAILS, SEE SHEETS S-705 AND S-706.

5. FOR TYPICAL MONOLITH EXPANSION JOINT DETAILS, SEE SHEET S-703.

WHERE DRAWING IS OBVIOUSLY OUT OF SCALE.

4. DRAWINGS ARE GENERALLY TO SCALE, BUT SHOULD NOT BE SCALED. NTS IS SHOWN ONLY

3. DIMENSIONS AND/OR ELEVATIONS MARKED THUS (NTS) ARE NOT SHOWN TO SCALE.

VERIFY ACTUAL DIMENSIONS IN THE FIELD.

2. DIMENSIONS AND/OR ELEVATIONS MARKED THUS (+/-) ARE APPROXIMATE. CONTRACTOR SHALL

ELEVATION AFTER PLACEMENT OF ALL CONCRETE.

1. ELEVATIONS ARE IN FEET AND REFER TO NGVD29. ELEVATIONS REPRESENT THE FINAL

GENERAL

FENCE POST FOUNDATIONS.

THESE NOTES APPLY TO THE FLOODWALL, CULVERTS, HEADWALLS, DRAINAGE CHAMBER AND

PENETRATION DETAILS ARE SHOWN ON THE DRAWINGS.

5. WHERE UTILITY RELOCATIONS REQUIRE NEW PENETRATIONS THROUGH THE FLOODWALL, TYPICAL

OF RECORD PRIOR TO APPROVAL.

PILE LOCATIONS PRIOR TO SHIFTING PILES. CONTRACTING OFFICER TO CONSULT WITH ENGINEER

TO REMAIN IN PLACE. THE CONTRACTOR SHALL OBTAIN CONTRACTING OFFICER APPROVAL OF FINAL

4. MICROPILES SHALL BE SHIFTED THE MINIMUM AMOUNT NECESSARY TO CLEAR EXISTING UTILITIES THAT ARE

REASONABLE ACCESS TO PERFORM THEIR PORTION OF THE RELOCATION WORK.

UTILITY OWNERS. THE CONTRACTOR SHALL SCHEDULE HIS WORK TO PROVIDE THE UTILITY OWNERS

3. THE CONTRACTOR SHALL COORDINATE UTILITY LINE RELOCATIONS WITH THE USACE AND THE RESPECTIVE

2. DISPOSITION OF EXISTING UTILITIES ARE SHOWN ON THE CIVIL PLAN SHEETS.

WILL OCCUR. THE CONTRACTOR SHALL PROTECT ALL UTILITIES THAT ARE TO REMAIN IN PLACE.

EXISTING UTILITY LINES BOTH HORIZONTALLY AND VERTICALLY TO DETERMINE IF ANY CONFLICTS

THE CONTRACTOR SHALL COORDINATE WITH UTILITY OWNERS TO VERIFY LOCATIONS OF ALL

GUARANTEED TO BE ACCURATE OR ALL INCLUSIVE. BEFORE COMMENCING CONSTRUCTION ACTIVITIES,

1. THE LOCATIONS OF ALL UTILITIES INDICATED ON THE PLANS ARE APPROXIMATE AND ARE NOT

UTILITIES

OF EM1110-2-2100 �STABILITY ANALYSIS OF CONCRETE STRUCTURES� AS APPLICABLE.

2. THE STABILITY ANALYSIS OF DRAINAGE STRUCTURES IS BASED UPON THE REQUIREMENTS

ALL REMAINING DRAINAGE STRUCTURES ARE DESIGNED IN ACCORDANCE WITH ACI 318-11.

WITH EM1110-2-2104 �STRENGTH DESIGN FOR REINFORCED CONCRETE HYDRAULIC STRUCTURES�.

1. CULVERT A IS CONSIDERED TO BE A HYDRAULIC STRUCTURE AND IS DESIGNED IN ACCORDANCE

DESIGN CRITERIA � DRAINAGE STRUCTURES

CONCRETE HYDRAULIC STRUCTURES�.

4) LOAD FACTORS � IN ACCORDANCE WITH EM1110-2-2104 �STRENGTH DESIGN FOR REINFORCED

L) LOAD CASE DRCAp = DL + LS + U (0% CUTOFF)

K) LOAD CASE DRCAi = DL + LS + U (100% CUTOFF)

WATER TO TOP OF WALL

DESIGN RESILIENCY CHECKS (DRC)

SEISMIC CHECK = DL + SEISMIC

J) LOAD CASE BLC5Bp = DL + LS + U (0% CUTOFF) + W

I) LOAD CASE BLC5Bi = DL + LS + U (100% CUTOFF) + W

H) LOAD CASE BLC5Ap = DL + LS + U (0% CUTOFF)

G) LOAD CASE BLC5Ai = DL + LS + U (100% CUTOFF)

REVERSE HEAD

F) LOAD CASE BLC2D = DL + LS + U (0% CUTOFF) + W (FLOOD SIDE)

E) LOAD CASE BLC2C = DL + LS + U (100% CUTOFF) + W (FLOOD SIDE)

D) LOAD CASE BLC2B = DL + LS + U (0% CUTOFF)

C) LOAD CASE BLC2A = DL + LS + U (100% CUTOFF)

WATER TO 150 YR FLOOD ELEVATION

B) LOAD CASE BLC1B = DL+ W (PROTECTED SIDE)

A) LOAD CASE BLC1A = DL + CS

CONSTRUCTION

BASIC LOAD COMBINATIONS (BLC)

3) LOAD COMBINATIONS PER HSDRRS CRITERIA

ELEVATION FROM THE INTERIOR DRAINAGE DESIGN, ELEV. 38.80, WITHOUT WATER ON FLOOD SIDE

g) REVERSE HEAD CONDITIONS (RH) � BASED UPON HIGHEST PROTECTED SIDE WATER SURFACE

iv) EQUIVALENT LATERAL FORCE PROCEDURE

iii) SDS = 0.271G

ii) SITE CLASS D

i) RISK CATEGORY IV

f) SEISMIC

ii) WATER AT TOP OF WALL

i) WATER AT 150 YR FLOOD ELEV 48.00

e) LATERAL SOIL AND HYDROSTATIC PRESSURES (LS)

d) WIND (W) � 35 PSF

c) CONSTRUCTION SURCHARGE LOAD (CS) � 200 PSF

b) HYDROSTATIC UPLIFT (U) � 100% AND 0% EFFECTIVE CUTOFF CONDITIONS

a) DEAD LOAD (DL)

2. DESIGN LOADS INCLUDE:

ANALYSIS IS ACCORDANCE WITH ASCE 7-10.

REDUCTION SYSTEM DESIGN GUIDELINES� (HSDRRS) WITH REVISIONS THRU 2012. SEISMIC LOAD

1. THE FLOODWALL IS DESIGNED IN ACCORDANCE WITH THE �HURRICANE AND STORM DAMAGE RISK

DESIGN CRITERIA - FLOODWALL

plan, GB_SEG B3_SB101WCB.dgn, plan