100%_PLans.pdf

STRUCTURAL GENERAL NOTES

1. THESE GENERAL NOTES PRESENT AND/OR SUMMARIZE KEY PROJECT INFORMATION FOR THE DRAWING READER'S CONVENIENCE.

SEE ALSO INDIVIDUAL DRAWING NOTES AND PROJECT SPECIFICATIONS FOR FURTHER DETAILS AND REQUIREMENTS.

2. ALL REFERENCED STANDARDS HEREIN ARE TO MOST RECENT ISSUE IN EFFECT AS OF THE DATE OF THESE DOCUMENTS, UNLESS

NOTED OTHERWISE IN PROJECT SPECIFICATIONS OR ON THE DRAWING.

3. ALL EXISTING DIMENSIONS SHOWN WITH THE ± SYMBOL ARE APPROXIMATE AND SHALL BE FIELD VERIFIED BY THE CONTRACTOR

BEFORE FABRICATION AND CONSTRUCTION.

4. DIMENSIONS MARKED WITH A "X" SHALL BE DETERMINED BY EQUIPMENT MANUFACTURER AND COORDINATED BY CONTRACTOR

5. SUBMIT SHOP DRAWINGS, PROJECT DATA AND SAMPLES AS SPECIFIED IN PROJECT SPECIFICATIONS.

CONCRETE POST-INSTALLED ANCHORS

1. ADHESIVE ANCHORS

A. APPROVED SYSTEMS INCLUDE HILTI HIT-RE 500 V3 (ICC ESR 3814) OR HILTI HIT-HY 200 ADHESIVE WITH HAS/HIT-V THREADED ROD WITH SAFESET TECHNOLOGY (ICC ESR 3187) OR EQUAL CONSIDERING LOAD RESISTANCE, IN-SERVICE AND INSTALLATION TEMPERATURE, AVAILABILITY OR COMPREHENSIVE INSTALLATION INSTRUCTIONS, AND CREEP. ADHESIVE ANCHORS SHALL BE APPROVED FOR USE WITH CRACKED CONCRETE PER AC 308. CURRENT ICC-ESR SHALL BE SUBMITTED.

B. ALL PERSONNEL INSTALLING ANCHORS SHALL BE TRAINED BY THE MANUFACTURER ON PROPER INSTALLATION TECHNIQUE.

TRAINING DOCUMENTATION FROM THE MANUFACTURER SHALL BE AVAILABLE ON REQUEST.

C. HOLE SIZES AND INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS

(MPII)

D. ADHESIVE FOR REBAR AND ANCHORS SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ACI 355.4 AND ICC-ES AC308 FOR CRACKED CONCRETE AND SEISMIC APPLICATIONS. DESIGN ADHESIVE BOND STRENGTH SHALL BE BASED ON ACI 355.4 TEMPERATURE CATEGORY A WITH INSTALLATIONS INTO WATER SATURATED HOLES DRILLED USING A CARBIDE DRILL BIT INTO

CONCRETE THAT HAS BEEN CURED FOR AT LEAST 21 DAYS.

E. ANY ADHESIVE ANCHOR INSTALLED HORIZONTALLY OR IN A VERTICALLY INCLINED PLANE SHALL BE INSTALLED BY CERTIFIED ADHESIVE ANCHOR INSTALLER, PER ACI 318-14 17.8.2.2, AND SHALL BE INSPECTED PER ACI 318-14 17.8.2.4.

F. FILL IN ALL ABANDONED HOLES WITHIN 2" OF NEW ANCHOR LOCATIONS.

G. WHERE REQUIRED, A PROGRAM FOR ON-SITE PROOF LOADING, THAT IS, PROOF LOADING PROGRAM, TO BE CONDUCTED AS

PART OF THE SPECIAL INSPECTION AND SHALL BE ESTABLISHED BY THE ENGINEER OR DESIGN PROFESSIONAL OF RECORD AND

SHALL CONFORM TO THE FOLLOWING MINIMUM REQUIREMENTS:

a. FREQUENCY OF PROOF LOADING BASED ON ANCHOR TYPE, DIAMETER, AND EMBEDMENT.

b. PROOF LOADS BY ANCHOR TYPE, DIAMETER, EMBEDMENT, AND LOCATION.

c. ACCEPTABLE DISPLACEMENTS AT PROOF LOAD.

d. REMEDIAL ACTION IN THE EVENT OF FAILURE TO ACHIEVE PROOF LOAD OR EXCESSIVE DISPLACEMENT.

UNLESS OTHERWISE DIRECTED BY THE ENGINEER OR DESIGN PROFESSIONAL OF RECORD, PROOF LOADS SHALL BE APPLIED AS CONFINED TENSION TESTS (4.7.2.3). PROOF LOADS LEVELS SHALL NOT EXCEED THE LESSER OF 50 PERCENT OF THE EXPECTED PEAK LOAD BASED ON ADHESIVE BOND STRENGTH, OR 80 PERCENT OF THE ANCHOR YIELD STRENGTH.

MAINTAIN THE PROOF LOAD AT THE REQUIRED LOAD LEVEL FOR A MINIMUM OF 10 SECONDS.

2. EQUIPMENT ANCHORS:

A. SIZE, LENGTH, AND LOCATION OF EQUIPMENT ANCHORS SHALL BE PROVIDED BY EQUIPMENT MANUFACTURER.

STRUCTURAL STEEL

1. REFERENCES

A. AISC STEEL CONSTRUCTION MANUAL, 14TH EDITION

B. AWS D1.1 STRUCTURAL WELDING CODE - STEEL

2. MATERIALS

A. GRADE STEEL

WIDE FLANGES ASTM A992, GRADE 50

CHANNELS, ANGLES, AND PLATES ASTM A36

SHEAR CONNECTOR PLATES ASTM A572, GRADE 50

STRUCTURAL PIPE ASTM A53, GRADE B, Fy=35 KSI ROUND HSS ASTM A500, GRADE B, Fy=42 KSI SQUARE OR RECTANGLE HSS ASTM A500, GRADE C, Fy=50 KSI

B. WELDED STUDS: ASTM A108, GRADE 60

C. ANCHOR BOLTS: ASTM F1554, GRADE 55, WELDABLE.

D. STRUCTURAL BOLTS: ASTM A325-N

E. WELDS: E70XX ELECTRODES

3. CONNECTIONS

A. AISC MANUAL STANDARD CONNECTIONS UNLESS NOTED OTHERWISE. HIGH-STRENGTH BOLTS: ASTM A325-N, 3/4" UNLESS NOTED OTHERWISE. BEARING TYPE INSTALLED IN CONFORMANCE WITH "SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS", RESEARCH COUNCIL ON RIVETED AND BOLTED STRUCTURAL JOINTS. UNLESS NOTED OTHERWISE, STANDARD AISC "USUAL GAGE" DIMENSIONS SHALL BE USED FOR LOCATING HOLES FOR BOLTS, EXPANSION ANCHORS, ETC. IN

ALL ANGLES, BEAM FLANGES, ETC.

B. THE ASSEMBLY SURFACE, INCLUDING THOSE ADJACENT TO THE WASHER, SHALL BE FREE OF MILL SCALE, OIL, PAINT OR OTHER

COATINGS.

C. ALL HIGH STRENGTH BOLTS SHALL BE TIGHTENED TO A BOLT TENSION NOT LESS THAN THAT SPECIFIED IN THE AISC MANUAL.

FULL TENSIONING SHALL BE BY THE TURN OF NUT METHOD, BY A DIRECT TENSION INDICATOR, OR BY PROPERLY CALIBRATED WRENCHES. PROVIDE HARDENED WASHERS UNDER THE NUT OR BOLT HEAD, WHICHEVER IS THE ELEMENT TURNED IN

TIGHTENING.

D. WELDING - PERFORM ALL WELDING IN ACCORDANCE WITH AWS D1.1 CODE, LATEST EDITION, WELDS SHALL BE MADE ONLY BY

OPERATORS CERTIFIED BY AWS IN PERFORMING THE TYPE OF WORK INDICATED.

E. ALL BEAMS SHALL HAVE SIMPLE SHEAR CONNECTIONS DESIGNED TO SUPPORT 1/2 THE TOTAL UNIFORM LOAD LISTED IN THE AISC MANUAL OF STEEL CONSTRUCTION OR THE REACTION NOTED ON THE DRAWINGS, WHICHEVER IS GREATER.

F. WHERE INDICATED ON THE DRAWINGS, CONNECTIONS SHALL BE DESIGNED FOR THE REACTIONS SHOWN. WHERE NO REACTIONS ARE INDICATED, REFER TO NOTE "E" ABOVE OR DESIGN FOR A MINIMUM REACTION OF 10 KIPS.

4. TOLERANCES: AISC CODE OF STANDARD PRACTICE (LATEST EDITION)

5. SHOP DRAWINGS

A. SUBMIT ERECTION AND FABRICATION SHOP DRAWINGS

1. REFERENCES:

A. ICC INTERNATIONAL BUILDING CODE, 2018 EDITION, RISK CATEGORY IV IN ACCORDANCE WITH TABLE 1604.5

B. STATE BUILDING CODE: 2023 FLORIDA BUILDING CODE, 8TH EDITION

C. ASCE/SEI 7-22 - MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

2. DEAD LOADS:

ROOF DEAD LOAD = (SELF WEIGHT)

ROOF COLLATERAL* LOAD = 25 PSF UNO

DEAD LOAD AVAILABLE TO RESIST UPLIFT = SELF WEIGHT OF STRUCTURAL FRAMING ONLY

FLOOR DEAD LOAD = (SELF WEIGHT)

FLOOR COLLATERAL* LOAD = 25 PSF UNO

A. *COLLATERAL LOAD INCLUDES PROVISION FOR HANGING LOADS INCLUDING SPRINKLERS, DUCTWORK, PLUMBING, CEILING

AND OTHER COMPONENTS. REFER TO DRAWINGS FOR CONCENTRATED LOADING.

3. LIVE LOADS (UNO):

BUILDING ROOFS UNO = 20 PSF

4. WIND LOAD:

BASIC DESIGN WIND SPEED, V = 170 MPH

NOMINAL DESIGN WIND SPEED, Vasd = 132 (Vult*√0.6) MPH

RISK CATEGORY = IV

WIND EXPOSURE CATEGORY = C

DIRECTIONALITY FACTOR, Kd = 0.85 TOPOGRAPHIC FACTOR, Kzt = 1.0 INTERNAL PRESSURE COEFFICIENT, GCpi = ± 0.18

FACTORED COMPONENTS AND CLADDING WIND PRESSURES (PSF)

WALLS 10 SF 50 SF 100 SF

INTERIOR ZONE -67.1/+61.9 -60.7/+55.5 -58.0/+52.8

END ZONE * -82.6/+61.9 -69.8/+55.5 -64.3/+52.8

*END ZONE IS CONSIDERED TO BE LOCATED WITHIN 3'-4" OF BUILDING WALL CORNER

DESIGN CRITERIA

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1. INFORMATION SHOWN FOR THE EXISTING FACILITY ON THESE DRAWINGS WERE TAKEN FROM THE DRAWINGS THAT WERE:

PREPARED FOR: COLLIER COUNTY

PREPARED BY: CONSOER, TOWNSEND, & ASSOCIATES, INC

ENTITLED: RAW WATER BOOSTER PUMP STATION

DATED: 7/20/90

PREPARED FOR: COLLIER COUNTY

PREPARED BY: TRC WORLDWIDE ENGINEERING

ENTITLED: RAW WATER BOOSTER PUMP STATION PHASE 2: STRENGTHENING

DATED: 02/13

2. WORK SHOWN ON THESE PLANS ASSUMES THAT THE ORIGINAL CONSTRUCTION WAS PERFORMED IN ACCORDANCE WITH THE ABOVE INDICATED ORIGINAL DRAWINGS INCLUDING (BUT NOT LIMITED TO) DIMENSIONS, ELEVATIONS, MEMBER SIZES, MATERIALS, DETAILS, ETC. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE CONDITIONS RELATING TO THE EXISTING STRUCTURE AND TO NOTIFY THE ENGINEER OF ANY DISCREPANCIES

OR CONFLICTS.

3. PRIOR TO SUBMISSION OF BIDS, THE CONTRACTOR SHALL HAVE VISITED THE SITE AND BE THOROUGHLY ACQUAINTED WITH THE SCOPE OF THE WORK INDICATED ON THE DRAWINGS. FAILURE TO COMPLY WITH THIS REQUIREMENT SHALL NOT

CONSTITUTE A BASIS FOR CLAIMS FOR ADDITIONAL COMPENSATION.

4. PRIOR TO STARTING FABRICATION AND CONSTRUCTION, CONTRACTOR SHALL VERIFY THE REINFORCEMENT IN THE CMU WALL USING NON-DESTRUCTIVE TESTING SUCH AS REBAR SCANNING. VERTICAL REINFORCEMENT IN THE WALL SHALL BE #5 @ 16" OC. MODIFICATIONS TO THE FRAMING WERE PERFORMED BASED ON THE EXISTING CMU WALL VERTICAL REINFORCEMENT. IF THE EXISTING CMU WALL VERTICAL REINFORCEMENT DOES NOT MATCH THE INFORMATION PROVIDED IN

THE DRAWINGS, NOTIFY THE ENGINEER.

MODIFICATION OF EXISTING STRUCTURE

SHEET NOTES:

1. ALL DIMENSIONS ARE BASED ON THE ORIGINAL DRAWINGS DATED JULY 20, 1990,

PREPARED BY CONSOER, TOWNSEND & ASSOCIATES, INC AND DRAWINGS DATED

FEBRUARY 2013, PREPARED BY TRC WORLDWIDE ENGINEERING. THE CONTRACTOR IS

REQUIRED TO CONDUCT A FIELD VISIT, VERIFY ALL DIMENSIONS, AND NOTIFY THE

ENGINEER OF RECORD OF ANY CONFLICTS PRIOR TO THE COMMENCEMENT OF WORK.

2. FOR ALL EXISTING PROCESS AND PIPING EQUIPMENT REFER TO RECORD DRAWINGS

3. ALL NEW STEEL SHALL BE HOT DIP GALVANIZED.

A B

1' - 1" 31' - 9 1/2" ± 1' - 1"

A S-101

0' - 0"

B S-102

T/SLAB

EXISTING 4" CMU

VENEER

EXISTING

8" CMUUNDER HUNG

BRIDGE CRANE

(VIF)

10' - 6" ±

(VIF)

6' - 0" ±

EXISTING

14"x14" CONC

COLUMN, TYP

EXISTING

ALUMINUM

COLUMNS, TYP

(VIF)

33' - 11 1/2" ±

EXISTING 4" CMU VENEER

EXISTING 8" CMU

RELOCATE BRIDGE CRANE

ANGLE STOP AS

REQUIRED - REQUIRES

TWO NEW BOLT HOLES IN

RAIL FLANGE

RELOCATE BRIDGE CRANE

ANGLE STOP AS REQUIRED

C S-102

DEMO

SECTION

NEW

FRAMING

B S-102

C S-102

DEMO

SECTION

NEW

FRAMING

D S-102

________ D S-102

(E

R U

N W

A Y

B E

A M

(E

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N W

A Y

B E

A M

A B

A S-101

1' - 1" ±

(VIF)

31' - 9 1/2" ± 1' - 1" ±

(VIF)

33' - 11 1/2" ±

T/EX HOLLOWCORE

(VIF)

10' - 6" ±

(VIF)

6' - 0" ±

EXISTING ALUMINUM

COLUMNS, TYP

(E

R U

N W

A Y

B E

A M

(E

R U

N W

A Y

B E

A MEXISTING 14"x32" CONC

BEAM, TYP

21' - 4"

C S-102

D S-102

(VIF)

2' - 6"

(VIF)

5' - 0" ±

D S-102

EXISTING BRIDGE

CRANE

T/EXISTING FOOTING

-2' - 6"

T/ EXISTING SLAB

0"

B/EXISTING BEAM

18' - 0"

T/ EXISTING

HOLLOWCORE

21' - 4"

AB

(E) RAIL

(E) 14"x32" CONCRETE BEAM

NOTE:

ALL EXISTING ELEMENTS

NOT SHOWN REFER TO

RECORD DRAWINGS

S-102

D

EXISTING ALUMINUM COL I10x8.65

N

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SCALE: 1/4" = 1'-0"

EXISTING PARTIAL FLOOR PLAN

SCALE: 1/4" = 1'-0"S-101

A SOUTH WALL ELEVATION

SCALE: 1/4" = 1'-0"

EXISTING PARTIAL ROOF PLAN

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B/EXISTING BEAM

18' - 0"

T/ EXISTING

HOLLOWCORE

21' - 4"

S-102

C

CUT AND REMOVE

ALUMINUM RECT TUBE

6X12X1/4" AT TOP OF CAP

PLATE AND GRIND TOP OF

PLATE SMOOTH

REMOVE ALUMINUM PLATE,

BRACKET, AND RECT TUBE.

STAINLESS STEEL EPOXY

ANCHORS, WASHERS AND

NUTS SHALL BE RE-USED

5 1/4"

TRIM AND REMOVE EXISTING

ALUMINUM CAP PLATE AND

TRIANGULAR STIFFENER TO

EXTENTS SHOWN

EXISTING ALUMINUM

PL1/2x16x1'-4" SHALL

BE REMOVED

EXIST. 14"x32" BEAM

EXISTING PL 1/4"x8"x0'-8"

ONE EA SIDE OF RECT TUBE

SHALL BE REMOVED

3"

9" 1' - 0"

EXISTING (4) 3/4" DIAx7"

EMBED SS EPOXY ANCHOR W/

SS PL 1/4x2x2" PLATE

WASHER SHALL BE RE-USED

EXISTING RECT TUBE

6x12x1/4" TO BE REMOVED

15' - 8"

EXISTING CAP PL

1/2"x7"x 1'-6 1/2"

EXISTING ALUMINUM COL I10x8.65

1/4" TRIANGULAR STIFF PL.

T/ EXIST CAP PL

EXISTING 8" CMU. #5@16" O.C.

VERT REINF TO BE FIELD

VERIFIED PRIOR TO COMMENCING

WITH COLUMN MODIFICATIONS.

REFER TO MODIFICATIONS OF

EXISTING STRUCTURE NOTES ON

SHEET S-001

B/EXISTING BEAM

18' - 0"

T/ EXISTING

HOLLOWCORE

21' - 4"

1' - 4"

1'

2" 1'

2"

2" 1' - 0" 2"

PL 1/2" x 16"x16" GALV. STEEL

OVERSIZE HOLES

FOR EXISTING SS 3/4"

DIA BOLTS

HSS 4x4x1/2" GALV STEEL

PL1/2"x7"x1'-1 1/4" GALV STEEL, REFER TO PLATE DETAIL 1/S-102

15' - 8"

2'

6"

T/ EXIST CAP PL

1'

3/16

3/16

SEE NOTE

1/2" THK STIFFENER PL,

GALV STEEL (BOTH SIDES)

1/4" CAP PL

GALV STEEL

B/EXISTING BEAM

18' - 0"

T/ EXISTING

HOLLOWCORE

21' - 4"

PL 1/2" x 16"x16" GALV STEEL

RE-USE EXISTING STAINLESS

STEEL EPOXY ANCHORS,

WASHERS AND NUTS, (4) 3/4"DIAx7"

EMBED SS EPOXY ANCHOR

HSS 4x4x1/2"

GALV. STEEL

PL1/2"x7"x1'-1 1/4" GALV

STEEL, REFER TO

PLATE DETAIL 1/S-102

D S-102

15' - 8"

1'

6" 2'

4'

3 3/4"

3"

FIELD DRILL HOLES FOR

5/8" DIA BOLTS IN

EXISTING CAP

PL1/2"x7"x1'-1 1/4" BELOW.

5 1/2"

1/ 2"

1/4" CAP PL GALV STEEL

2"

1/

2"

T/ EXIST CAP PL

1/2" THK STIFFENER PL,

(BOTH SIDES)

EXISTING 8" CMU. #5@16" O.C.

VERT REINF TO BE FIELD

VERIFIED PRIOR TO COMMENCING

WITH COLUMN MODIFICATIONS.

REFER TO MODIFICATIONS OF

EXISTING STRUCTURE NOTES ON

SHEET S-001

7"

1'

/4

3 1/2"

1 1/2"

4"

1 1/2"

1/

2"

3/ 4"

1/

2" 3"

1/

2"

1/ 4"

EXIST ALUMINUM COL I10x8.65 AND CAP PL1/2"x7"x1'-6 1/2" (CUT

TO 1'-1 1/4") BELOW (6) 5/8"ø SS

BOLTS W/ WASHER

HSS 4x4x1/2" GALV STEEL

3"

1/ 2"

1/2" STIFFENER PL

GALV STEEL

3/16

3/16

3/16

PL1/2"x7"x1'-1 1/4" GALV STEEL

SCALE: 3/4" = 1'-0"S-102

B DEMO SECTION

SCALE: 3/4" = 1'-0"S-102

C SECTION - NEW CONNECTION

SCALE: 3/4" = 1'-0"S-102

D SECTION

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0' 1' 2' 3'1'

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1 HSS PLATE DETAIL

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NOTE:

PROVIDE CORROSION INHIBITING COATING BETWEEN

ALL DISIMILAR METALS THAT ARE IN CONTACT AND

ON SS BOLT THREADS