U4_TANK_BID_PLANS_2_OF_6_-_STRUCTURAL.pdf

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MME, INC. Engineer retains all right and title. No part may be reproduced in any fashion or medium without the express written permission of the Engineer.These drawings are Instruments of Service, issued for a one-time, single use by the Owner. The entire contents of these Drawings are Copyright c 2024

REINFORCEMENT

1. Stagger all reinforcing bar contact splices. Support horizontal steel at bottom on mortar blocks.

2. All reinforcing bars to be welded shall be ASTM Designation A706 and welded in accordance with A.W.S. D1.4 "Welding Reinforcing Steel, Metal Inserts and Connections in Reinforced Concrete Construction."

3. All reinforcing, and other embedments shall be secured in place and inspected prior to placing any concrete or grout. Lap bars per schedule (40 bar diameters minimum).

4. Work done under this section shall conform with the applicable portions of ACI 318, latest edition, particularly Chapter 7, "Details of Reinforcement".

CONCRETE

1. Work done under this section shall conform with the applicable portions of the California Building Code, 2019 edition.

2. Poured in place concrete work shall be constructed of normal weight, Portland Cement Concrete, having a minimum 28-day compressive strength of

2.1. All concrete - 4,000 psi

3. Metal anchorage devices, anchor bolts, etc. shall be secured in place and inspected prior to placing concrete. Wet setting embeded devices is not acceptable.

GENERAL

1. In the event certain features of the construction are not fully shown, their construction shall be as shown for similar features. All dimensions shall take precedence over scale shown on the Plans.

2. It shall be the Contractor's sole responsibility to design and provide adequate shoring, bracing and formwork as required for the protection of life and property during construction.

3. The Contractor shall examine and check all existing conditions, dimensions, levels and materials and notify the Engineer of any discrepancies before proceeding with the work. Should a discrepancy appear in the Specifications or Drawings, or in the work done by others from the contract documents that affect any work, notify the Engineer at once for instruction on how to proceed. If the Contractor proceeds with the work affected without instructions from the Engineer, the Contractor shall make good any resulting damage or defect to the satisfaction of the Engineer. Should a conflict occur in or between Drawings and Specifications, or where detail references on Contract Drawings have been omitted, the Contractor is deemed to have estimated the most expensive materials and construction method involved, unless a written decision of the Engineer has been obtained which describes an alternate method and/or materials.

4. Do not scale structural drawings.

STRUCTURAL NOTES

STRUCTURAL DESIGN CRITERIA

RISK CATEGORY: IV

EARTHQUAKE DESIGN CRITERIA:

SEISMIC DESIGN CATEGORY D

SITE CLASS C

ANALYSIS PROCEDURE USED SEISMIC DESIGN REQUIREMENTS FOR NON-BUILDING STRUCTUES;

SEISMIC IMPORTANCE FACTOR 1.5

Ss, S1, Sds 1.626, 0.624, 1.30

WIND DESIGN CRITERIA:

BASIC WIND SPEED 102 MPH

WIND EXPOSURE D

STRUCTURAL STEEL & MISCELLANEOUS IRON

1. Work done under this section shall conform to the requirements of the AISC Specifications and Code of Standard Practice, latest edition. Steel shall conform to the following requirements:

2. All steel material, assemblies and fasteners (including washers and nuts) exposed to earth or weather in the completed structure shall be stainless steel or hot dipped galvanized after fabrication. Contractor shall field prepare and repair all areas of coating damaged during installation. If painting system is used, the Contractor shall field apply a UV protective coating system.

3. An AWS certified welder shall perform all shop welds and fabrication.

4. Welding shall be done by welders certified for the welds to be made using E70XX electrodes in conformance with the requirements of AISC Specifications and Code of Standard Practice or AWS "Structural Welding Code."

5. All bolted connections shall have a minimum of two bolts, unless shown otherwise.

6. Where minimum AISC fillet weld thickness requirement exceeds welds shown on details, provide minimum AISC weld.

7. After fabrication, all steel shall be cleaned free of rust, loose mill, scale and oil.

8. The Contractor shall be responsible for the control of all erection procedures and sequences with relation to temperature differentials and weld shrinkage.

POST INSTALLED ANCHORAGES

1. Rebar, Anchors Rods and Wedge Anchors

1.1. Anchors shall have minimum embedment of not less than eight (8) anchor diameters, unless noted otherwise.

1.2. Anchors and post installed rebar in epoxy shall be ICC-ES approved :

Hilti HAS-V-36 (ASTM F1554 Gr.36) HDG with HIT-HY 200 V3 Adhesive- ESR-4868.

KWIK HUS-EZ (KH-EZ) Stainless Steel- ESR-3027

2. Holes may be cut by either percussive or rotary drilling and shall be cleaned with a nylon brush and blown out using oil free compressed air or vacuumed to remove residue. The optimum hole size should be confirmed with the manufacturer.

Caution must be exercised to prevent spalling of concrete around or near the hole. Installation shall be in strict conformance with manufacturer's recommendations.

3. Prior to drilling holes for post installed anchors into existing concrete, all reinforcing bars in area of new anchorage holes shall be located with pachometer or other suitable device and clearly marked in the field. New anchors shall be installed not less than 1" clear from reinforcing. Where reinforcing bars cannot be located, care shall be taken while drilling holes so that reinforcing bars are not cut or damaged and holes shall be repaired & relocated as required. Recommend using drills with ground fault interrupters (gfi).

4. Where reinforcing is encountered, the hole shall be filled with non-shrink grout. New shows shall maintain the 1" clear from reinforcing note above.

5. Anchors must be dry and free from contaminants such as rust, dirt oil or grease. Rust should be removed by sandblasting, abrasive wheel or wire brush.

6. Periodic Special Inspection: A copy of the Manufacturer's written installation instructions shall be kept on the jobsite at all times and shall be provided to the Special Inspector. All installation procedures shall be in accordance with the Manufacturer's written installation instructions. The special inspector must be on the jobsite periodically during anchor installation to verify hole drilling method, hole location, hole diameter and depth, hole cleaning procedures , anchor type, anchor diameter and length, adhesive identification and expiration date, adhesive installation, edge distances(s), anchor spacing(s), concrete type, concrete compressive strength, concrete thickness .The special inspector shall submit copies of reports to Engineer and Building Department.

7. EPOXY ADHESIVE - Enough epoxy adhesive must be used to ensure the hole, after installation of the anchor, is completely full to the concrete surface. Care must be taken to ensure the epoxy does not leak out of the hole.

Earthwork

1. Earthwork shall be in strict accordance with the recommendations of the Geotechnical Investigation for:

University Tank 4 Replacement Project Pacific Crest Engineering, Inc.

Project No - 2250-SZ59-A41 July 2022

2. Contractor shall carefully excavate all materials necessary, of whatever nature, for construction of the work. Any material of an unsuitable or deleterious nature discovered below the bottoms of the foundations shall be brought to the attention of the Geotechnical engineer before proceeding with the work.

3. Fill placed under concrete slab-on-grade areas shall be per the Geotechnical report for engineered fill.

4. All other earthwork shall conform to the requirements of the current CBC chapter 33, "Safeguards During Construction" and the recommendations contained within the aforementioned report by the Geotechnical engineer.

5. The Geotechnical investigation report shall be part of the construction documents and shall be kept at the job site at all times.

6. Earthwork shall be completed during dry weather periods only. Contractor shall cease or delay earthwork activities when the forecasted chance of rain is greater than 50% within a 48 hour period prior to the start of work.

SCALE:

FOUNDATION PLAN

1/8" = 1'-0"

12'-0"

7'-0"

EXISTING PRIMARY TANK

RING WALL FOUNDATION WITH

CONCRETE EXTENSION

MAINTENANCE TANK

MAT SLAB FOUNDATION

SURGE TANK PAD

ON GRADE FOUNDATION

22'-0" Ø

2,3 S2.0

S2.0

S2.0

55'-4"

VERIFY IN FIELD

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NOTES:

1. SEE GRADING PLAN FOR TOP OF FOUNDATION EXTENSION ELEVATIONS, TYP.

2. SPECIAL INSPECTION REQUIRED FOR REBAR EMBEDDED IN EPOXY PER SPECIFICATIONS

TANK

EXISTING GRAVEL

6"

EXISTING FOUNDATION

6" THICK CONCRETE

FOUNDATION EXTENSION

#4 STANDARD HOOK @ 12" OC

EMBEDDED 12" INTO EXISTING

FOUNDATION WITH EPOXY,

ALTERNATE HOOK DIRECTION

1'-6"

3"

(2) #7 CONTINUOUS

LONGITUDINAL BARS

1' -6

SCALE:

PRIMARY TANK FOUNDATION 1

3/4" = 1'-0"

SEE SHEET R8.0 FOR

FILL MATERIAL

3" C

LR

6" M

IN

3' -1

0"

TANK WALL

#6 AT 10" EACH WAY

TOP AND BOTTOM

#6 CONT. AT PERIMETER

TOP AND BOTTOM

NOTE; MAINTENANCE MAT FOUNDATION DETAILS PROVIDED FOR

BIDDING PURPOSES ONLY. CONTRACTOR SHALL SUBMIT MAINTENANCE

TANK PLANS AND CALCULATIONS FOR REVIEW

OVER-EXCAVATE AND RECOMPACT

NATIVE BEDROCK MATERIAL BELOW

FOUNDATION IN ACCORDANCE WITH

THE RECOMMENDATIONS IN THE

GEOTECHNICAL INVESTIGATION

12"

SCALE:

MAINTENANCE TANK

MAT FOUNDATION 2

3/4" = 1'-0"

MAT SLAB FOUNDATION

TANK WALL

4"

6" M

IN

(12) 5

16" SHEAR PLATES

(12) 4" Ø x 34"

ANCHOR PLATES

(12) 11

2" DIA.

ANCHOR BOLTS

8"

NOTE: MAINTENANCE TANK ANCHORAGE BOLT DETAILS PROVIDED FOR BIDDING

PURPOSES ONLY. CONTRACTOR SHALL SUBMIT MAINTENANCE TANK PLANS AND

CALCULATIONS FOR REVIEW

SCALE:

MAINTENANCE TANK

ANCHORAGE 3

3/4" = 1'-0"

HOOK EXTENSION

TYPICAL 90° HOOK

SCALE:

TYP REINF - CONCRETE

NTS

PLAN AT SINGLE LAYER

CLASS "B" LAP SPLICE, PER 2013 CBC

#3 0.375" 19" 24" #4 0.500" 25" 32"

#6 0.750" 37" 48" #7 0.875" 54" 70" #8 1.000" 62" 80"

#5 0.625" 31" 40"

SIZE

SPECIFIED CLR

STD 90° HOOK, TYP

SINGLE CURTAIN REINFORCEMENT BAR

CLEARANCE FROM OUTSIDE

PLAN AT DOUBLE LAYER

FACE, TYP

PLACE HOOK AT SPECIFIED

TYPICAL

OFFSET

LA

P

DIA BARS

BAR BOT**

STD 90° HOOK

DOUBLE CURTAIN REINFORCEMENT

STD 90° HOOK

#9 1.128" 70" 91"

BARS

TOP

**NOTE: BOTTOM BARS DEFINED

AS BARS WITH LESS THAN 12" OF

FRESH CONCRETE BELOW THE

SPLICE IN QUESTION.

12 DIA

4* D

IA

2.

5"

M

IN

TYPICAL 180° HOOK

D=6*DIA

6*D

IA,

3"

MIN

TYPICAL 135° HOOK FOR

STIRRUPS AND TIES

D=6*DIA

D=6 DIA

6" M

IN A A

8"

12"

#6 AT 12" OC EACH WAY, CENTERED

IN SLAB, HOOK ENDS, TYP

(4) 1" DIA. HAS-V-36 ANCHOR

OD WITH HIT-HY 200 V3 EPOXY,

5.5" MIN EMBEDMENT, EACH

LEG. (8) TOTAL

8"

8"x3"x3" PLATE WASHER, TYP

2' -0

" M

IN

16" 16"

(2) #6 CONINUOUS, EQUAL

SPACED, EACH SIDE

SEE CIVIL PLANS

FOR ELEVATIONS

SCALE:

SURGE TANK FOUNDATION 4

3/4" = 1'-0"

NOTES:

1. FOUNDATION AND ANCHORAGE DESIGN BASED ON:

EQUIPMENT - PULSCO 1500 GALLON MODEL CT-66-1500

DRY WEIGHT - 6300 POUNDS

2. IF EQUIPMENT IS CHANGED, SUBMIT ALTERNATIVE FOR REVIEW AND APPROVAL PRIOR TO

STARTING CONSTRUCTION

3. SPECIAL INSPECTION REQUIRED FOR REBAR EMBEDDED IN EPOXY PER SPECIFICATIONS

4. PROVIDE 34" CHAMFER EDGES OF ALL CONCRETE, UNO

5'-0" MIN

DETAIL A-A

3"

CLR,

TYP

℄ OF SLAB

EQUAL EQUALLdh

NOTE: LENGTHS BASED ON THE FOLLOWING

1) ACI 318-14 SECTION 25.4.3

2) NORMAL WEIGHT CONCRETE

3) NON-EPOXY COATED REINFORCING. UNCOATED OR ZINC-

COATED (GALVANIZED) ONLY

4) FOR #11 OR SMALLER HOOKS: 0.7 FACTOR INCLUDED WHEN SIDE

COVER (NORMAL TO PLANE OF HOOK) ≥ 2½", AND BAR HOOK EXTENSION

(FOR 90° HOOK) COVER ≥ 2".

5) VALUES DO NOT APPLY TO STIRRUPS, TIES OR HOOPS

6) fy = 60 ksi EXCEPT WHERE NOTED OTHERWISE

7) Ldh SHALL BE GREATEST OF: CALCULATED VALUE, 8db OR 6"

Le xt

M

IN

BEND Ø

MIN

Ldh

Lext

MIN

BEND Ø

MIN

#3 2.25"

BEND ØBAR

180°

2.5"

Ldh

3"

#5 #6

3.75" 4.5" 3

#7 #8

5.25" 3.5" 6" 4"

#10 #9 9"

22.5"

11" 10"

4.5" 5"

5.5" #14 17.5" #18

7" 9"

#11

90°

Lext

4.5"

6"

7.5" 9"

10.5" 12"

13.5" 15"

16.5" 21" 27"

2.5"

2.5"

90°

HOOK

180°

HOOK

PSI

PSI

PSI

6"

6"

10.5" 13.6" 14.7" 16.8"

21" 23.1"

18.9"

42" 54"

6"

9.6" 11.5" 13.4" 15.3"

19.2" 21.1"

17.2"

38.3" 49.3"

6"

8.3" 10"

11.6" 13.3"

16.6" 18.3"

14.9"

33.2" 42.7"

CONCRETE MEMBER,

STRENGTH PER TABLE

6.3"

8.4"

6"

7.7"

6"

6.6"

60ksi 40ksi

#4 60ksi 40ksi

6" 6"

TABLE VALUES PER ACI 318-14

SCALE:

STANDARD HOOKS

NTS

S2.0

NS

RR

22109

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CHECKED BY:

DRAWN BY:

SHEET

D

ES

C R

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TI

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43210

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BY

D

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JOB NUMBER:

BI

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Ph on e (8

) 4

-3

MME, INC. Engineer retains all right and title. No part may be reproduced in any fashion or medium without the express written permission of the Engineer.These drawings are Instruments of Service, issued for a one-time, single use by the Owner. The entire contents of these Drawings are Copyright c 2024

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