Trojan Technologies Group ULC
DC001401-001-01-01
2018-04
Sheet 3 of 9
Original Instructions
3020 Gore Road, London, ON
CANADA N5V 4T7
office (519) 457-3400
SAFETY DATA SHEET
Place collected materials in a closed container to avoid generating dust.
In the event of a lamp breakage, appropriate action should be taken to contain the spill (solid Hg amalgam).
Additional guidance on cleaning up broken lamps may be obtained at:
http://www2.epa.gov/cfl/cleaning-broken-cfl#instructions.
Environmental precautions Do not discharge into lakes, streams, ponds or public waters.
Do not contaminate water courses or ground.
Prevent entry into waterways, sewers, basements or confined areas.
This material is a water pollutant and should be prevented from contaminating soil or from entering sewage and drainage systems and bodies of water. Prevent entry into waterways, sewers, basements or confined areas.
This material is a water pollutant and should be prevented from contaminating soil or from entering sewage and drainage systems and bodies of water. 7 Handling and Storage
Precautions for safe handling Handle carefully to avoid breakage.
Ensure adequate ventilation.
Use good industrial hygiene practices in handling this material.
Conditions for safe storage,
including any incompatibilities
Keep out of reach of children. Keep in properly labeled containers. 8 Exposure Controls/Personal Protection
Occupational exposure limits
US. ACGIH Threshold Limit
Values Components
Type Value
Indium (CAS 7440-74-6)
Mercury (CAS 7440-74-6)
TWA
TWA
0.1 mg/m3
0.025 mg/m3
US. OSHA Table Z-2 (29 CFR
1910.1000) Components
Type Value
Mercury (CAS 7439-97-6) TWA 0.1 mg/m3
Exposure limits Exposure to mercury is only possible due to lamp breakage, refer Section 6.
Biological limit values No biological exposure limits noted for the ingredient(s).
Appropriate engineering
controls
Use only under good ventilation conditions.
Individual protection measures,
such as personal protective
equipment, Eye/face protection
Avoid contact with eyes. Wear appropriate safety glasses with side shields (or goggles).
In operation, UV lamps emit non-ionizing radiation in the 180~400 nanometer wavelength region of the electromagnetic spectrum. The UV light intensity greatly exceeds levels found in nature.
Exposure can result in temporary or permanent eye injury, skin burns or other serious effects.
Individuals present where UV lamps are in operation are at risk for UV exposure if the appropriate shielding and Personal Protective Equipment (PPE) are not used.
Refer to product manuals and product warning labels for safe operating procedures and Personal Protective Equipment.
Skin protection: Hand
protection
Avoid contact with the skin. Wear impervious gloves. Confirm from a reputable supplier first. If glass is broken, use cut resistance gloves to prevent injury.
Trojan Technologies Group ULC
DC001401-001-01-01
2018-04
Sheet 4 of 9
Original Instructions
3020 Gore Road, London, ON
CANADA N5V 4T7
office (519) 457-3400
SAFETY DATA SHEET
Other Emergency responders should wear impermeable clothing and footwear when responding to a situation where contact with the mercury liquid is possible.
Wash hands IMMEDIATELY if mercury leakage occurs.
Contaminated clothes must be changed immediately and discarded appropriately.
Respiratory protection Where exposure guideline levels may be exceeded, use an approved NIOSH respirator.
Thermal hazards Not applicable
General safety and hygiene
consideration
Ultraviolet radiation is emitted from the lamps. Use of approved eye and skin protection to block UV radiation. Handle in accordance with good industrial hygiene and safety practice.
9 Physical and Chemical Properties
Appearance Article (Solid)
Color Colorless
Form Quartz tube containing amalgam mercury and other metals.
Odor Odorless
Odor Threshold Not available
Physical State Solid
pH Not available
Freezing point Not available
Boiling point Not applicable
Pour point Not available
Evaporation rate Not available
Flash point Not applicable
Auto-ignition temperature Not available
Flammability limits in air, upper,
% by volume
Not available
Flammability limits in air, lower,
% by volume
Not available
Vapor pressure In case of breakage, mercury vapor pressure: <0.01 mm Hg at room temperature. 10 Stability and Reactivity
Reactivity Amalgam mercury is contained in a glass tube and therefore is not able to react with chemicals within the surrounding environment.
Possibility of hazardous
reactions
Hazardous polymerization does not occur.
Chemical stability Stable under recommended storage conditions.
Conditions to avoid None identified for intact lamps.
Incompatible materials Amalgam mercury is contained in a glass tube and therefore is not able to react with chemicals within the surrounding area.
Hazardous decomposition
products
None identified for intact lamps.
In case of breakage: May include and are not limited to: Mercury, metallic oxides.
Trojan Technologies Group ULC
DC001401-001-01-01
2018-04
Sheet 5 of 9
Original Instructions
3020 Gore Road, London, ON
CANADA N5V 4T7
office (519) 457-3400
SAFETY DATA SHEET
11 Toxicological Information
Toxicological data
Components Species Test Results
Indium (CAS 7440-74-6)
LC50
Not Available
LD50
Not Available
Mercury (CAS 7439-97-6)
Acute
Inhalation
LC50 Rat 2.3 ppm, 4 hr
LD50
Not Available
Emergency overview The lamp, which consists of quartz glass, is not dangerous under regular conditions.
This item is a manufactured article. The mercury within the lamp is only available if the lamp is broken. Please follow standard health and safety guidelines for the use of this product.
The following statements are applicable only in case of accidental breakage of the lamp:
Routes of exposure Eye, Skin contact, Skin absorption, Inhalation, Ingestion.
Information on likely routes of exposure:
Eyes May cause irritation.
Skin May cause irritation.
US ACGIH Threshold Limit Values: Skin designation
Mercury (CAS 7439-97-6) Hg Can be absorbed through the skin.
US. NIOSH: Pocket Guide to Chemical Hazards
Mercury (CAS 7439-97-6) VAP Hg Can be absorbed through the skin.
Inhalation May cause respiratory tract irritation.
Ingestion May cause stomach distress, nausea or vomiting.
Dermal May cause irritation.
Chronic Effects Long-term occupational exposure to moderate to high levels of mercury (0.035 to 0.1 mg/m3) has resulted in both nervous system and kidney effects. Significant toxicity has been observed in animals exposed to low concentrations.
Signs and symptoms Symptoms of overexposure may be headache, dizziness, tiredness, nausea and vomiting.
12 Ecological Information
Ecotoxicity See below
Ecotoxicological data
Components Species Test Results
Mercury (CAS 7439-97-6)
Aquatic
Fish LC50 Indian catfish (Heteropneustes fossils) 0.099 mg/l, 96 hours Persistence and degradability Not available
Bioaccumulation / Accumulation Not available
US CWA Bioaccumulative Chemicals of Concern: Listed substance Mercury (CAS 7439-97-6) Listed
US CWA Bioaccumulative Chemicals of Concern: Listed substance
Trojan Technologies Group ULC
DC001401-001-01-01
2018-04
Sheet 6 of 9
Original Instructions
3020 Gore Road, London, ON
CANADA N5V 4T7
office (519) 457-3400
SAFETY DATA SHEET
Mobility in environmental media Not available
Environmental effects Not available
Aquatic toxicity Not available
Partition coefficient Not available
Chemical fate information Not available
13 Disposal Information
Disposal instructions Waste must be disposed of in accordance with federal, state/provincial and local environmental control regulations. This material and its container must be disposed of as hazardous waste.
Waste from residues / unused
Products
Not available
Contaminated packaging Not available
14 Transport Information
UN number
TDG/US DOT 3506
IMDG/IMO 3506
IATA/ICAO 3506
Remarks TDG/US DOT This product is not subject to the transportation regulations of dangerous goods by road (ADR) based on special provision 366 (<1 kg mercury per article).
Remarks IMDG/IMO This product is not subject to the transportation regulations of dangerous goods by sea (IMDG) based on special provision 366 (<1 kg mercury per article). * Remarks IATA/ICAO For transport exemptions consult IATA special provisions A48, A69 and A191.
UN proper shipping name
TDG/US DOT MERCURY CONTAINED IN MANUFACTURED ARTICLES
IMDG/IMO MERCURY CONTAINED IN MANUFACTURED ARTICLES
IATA/ICAO MERCURY CONTAINED IN MANUFACTURED ARTICLES
Transport hazard class(es)
TDG/US DOT 8 (6.1)
IMDG/IMO 8 (6.1)
IATA/ICAO 8 (6.1)
Packing group
TDG/US DOT none
IMDG/IMO none
IATA/ICAO none
Environmental hazards
Marine pollutant No
15 Regulatory Information
Canadian federal regulations This product has been classified in accordance with the hazard criteria of the Controlled Products Regulations and the MSDS contains all the information required by the Controlled Products Regulations.
Canada CEPA Schedule I: Listed substance
Mercury (CAS 7439-97-6) Listed
Canada WHMIS Ingredient Disclosure: Threshold limits
Indium (CAS 7440-74-6) 1%
Trojan Technologies Group ULC
DC001401-001-01-01
2018-04
Sheet 7 of 9
Original Instructions
3020 Gore Road, London, ON
CANADA N5V 4T7
office (519) 457-3400
SAFETY DATA SHEET
Mercury (CAS 7439-97-6) 0.1%
WHMIS classification Exempt - Manufactured article
Occupational Safety and Health Administration (OSHA)
29 CFR 1910.1200 hazardous chemical
No
US federal regulations This product is a manufactured article and is exempt.
US EPCRA (SARA Title III) Section 313 - Toxic Chemical: De minimis concentration Mercury (CAS 7439-97-6) 1.0 %
Substance is not eligible for the de minimis exemption except for the purposes of supplier notification requirements.
US EPCRA (SARA Title III) Section 313 - Toxic Chemical: Reportable threshold Mercury (CAS 7439-97-6) 10 lbs
US EPCRA (SARA Title III) Section 313 - Toxic Chemical: Listed substance Mercury (CAS 7439-97-6) Listed
TSCA Section 12(b) Export Notification (40 CFR 707, Subpt. D) Mercury (CAS 7439-97-6) 1.0 % One-Time Export Notification only.
US CWA Bioaccumulative Chemicals of Concern: Listed substance Mercury (CAS 7439-97-6) Listed
US CWA Section 307(a)(1) Toxic Pollutants: Listed substance Mercury (CAS 7439-97-6) Listed
CERCLA Hazardous Substance List (40 CFR 302.4)
Mercury (CAS 7439-97-6) Listed
US CAA Section 112(i) High-Risk Hazardous Air Pollutants (HAPs): Weight factor Mercury (CAS 7439-97-6) 100
US CAA Section 112(i) High-Risk Hazardous Air Pollutants (HAPs): Listed substance Mercury (CAS 7439-97-6) Listed
Clean Air Act (CAA) Section 112(r) Accidental Release Prevention (40 CFR 68.130) Not regulated
Clean Air Act (CAA) Section 112 Hazardous Air Pollutants (HAPs) List Mercury (CAS 7439-97-6) Listed
CERCLA (Superfund) reportable quantity
Mercury: 1
Superfund Amendments and Reauthorization Act of 1986 (SARA) Hazard categories Immediate Hazard - Yes
Delayed Hazard - Yes
Fire Hazard - No
Pressure Hazard - No Reactivity
Hazard - No
WARNING: This product contains a chemical known to the State of California to cause birth defects or other reproductive harm.
State regulations
US - California Hazardous Substances (Director's): Listed substance Indium (CAS 7440-74-6) Listed
Mercury (CAS 7439-97-6) Listed
US - California Proposition 65 - Carcinogens & Reproductive Toxicity (CRT): Listed substance Mercury (CAS 7439-97-6)
Trojan Technologies Group ULC
DC001401-001-01-01
2018-04
Sheet 8 of 9
Original Instructions
3020 Gore Road, London, ON
CANADA N5V 4T7
office (519) 457-3400
SAFETY DATA SHEET
US - Illinois Chemical Safety Act: Listed substance
Mercury (CAS 7439-97-6)
US - Louisiana Spill Reporting: Listed substance
Mercury (CAS 7439-97-6)
US - Michigan Critical Materials Register: Parameter number Mercury (CAS 7439-97-6)
US - Minnesota Haz Subs: Listed substance
Indium (CAS 7440-74-6) Listed
Mercury (CAS 7439-97-6) Listed
US - New Jersey RTK - Substances: Listed substance
Indium (CAS 7440-74-6) Listed
Mercury (CAS 7439-97-6) Listed
US - New York Release Reporting: Hazardous Substances: Listed substance Mercury (CAS 7439-97-6)
US - North Carolina Toxic Air Pollutants: Listed substance Mercury (CAS 7439-97-6)
US - Pennsylvania RTK - Hazardous Substances: All compounds of this substance are considered environmental hazards
Mercury (CAS 7439-97-6)
US - Texas Effects Screening Levels: Listed substance
Indium (CAS 7440-74-6) Listed
Mercury (CAS 7439-97-6) Listed
US - Washington Chemical of High Concern to Children: Listed substance Mercury (CAS 7439-97-6)
US. Massachusetts RTK - Substance List
Indium (CAS 7440-74-6) Listed
Mercury (CAS 7439-97-6) Listed
16 Other Information
Disclaimer The information in the sheet was written based on the best knowledge and experience currently available. Information contained herein was obtained from sources considered technically accurate and reliable. While every effort has been made to ensure full disclosure of product hazards, in some cases data is not available and is so stated. Since conditions of actual product use are beyond control of the supplier, it is assumed that users of this material have been fully trained according to the requirements of all applicable legislation and regulatory instruments. No warranty, expressed or implied, is made and supplier will not be liable for any losses, injuries or consequential damages which may result from the use of or reliance on any information contained in this document.
NFPA Code (Health: 1)
(Flammability: 0)
(Reactivity: 0)
LEGEND
Issue Date 22-January-2018 Severe 4
Version # 01 Serious 3
Effective Date 22-January-2018 Moderate 2
Prepared by Manufacturer Personnel Slight 1
Minimal 0
1 0
0
Trojan Technologies Group ULC
DC001401-001-01-01
2018-04
Sheet 9 of 9
Original Instructions
3020 Gore Road, London, ON
CANADA N5V 4T7
office (519) 457-3400
SAFETY DATA SHEET
Other Information For an updated SDS, please contact the supplier/manufacturer listed on the first page of the document.
In the event of a lamp breakage, appropriate action should be taken to contain the spill. Lamp breakage can occur in several scenarios, each requiring different action. In an operating closed- or open-channel system, a lamp and sleeve break will be very difficult to contain since the mercury vapor will quickly condense, be diluted, and subsequently carried away by the flowing wastewater/water stream. Please refer to the Section 6 in order to respond to a lamp breakage.
Water
Confidence™
Safety Data Sheets (SDS)
Safety Data Sheets (SDS)
ActiClean™ Gel
SAFETY DATA SHEET
Trojan Technologies Group ULC
DC001401-008-01-01
2018-04
Sheet 1 of 7
Original Instructions
3020 Gore Road, London, ON
CANADA N5V 4T7
office (519) 457-3400
1 Product and Company Identification
Product identifier ActiCleanTM Gel
CAS # Glass cleaner
Recommended restrictions None known
Manufacturer information Trojan Technologies
3020 Gore Road
London, ON N5V 4T7 CA
Phone: 519-457-3400
Phone: 888-220-6118
CANUTEC Phone: 613-996-6666
2 Hazards Identification
Physical hazards Not classified
Health hazards Not classified
Environmental hazards Not classified
WHMIS 2015 defined hazards
Label elements
Hazard symbol None
Signal word None
Hazard statement The mixture does not meet the criteria for classification.
Precaution statement
Prevention Observe good industrial hygiene practices.
Response Wash hands after handling.
Storage Store away from incompatible materials.
Disposal Dispose of waste and residues in accordance with local authority requirements.
WHMIS 2015: Health Hazard(s)
not otherwise classified
(HHNOC)
None known
WHMIS 2015: Physical Hazard(s)
not otherwise classified
(PHNOC)
None known
Hazard(s) not otherwise
classified (HNOC)
None known
Supplemental information None
3 Composition/Information on Ingredients
Mixture Composition comments This product is considered non-hazardous by WHMIS/OSHA criteria.
SAFETY DATA SHEET
Trojan Technologies Group ULC
DC001401-008-01-01
2018-04
Sheet 2 of 7
Original Instructions
3020 Gore Road, London, ON
CANADA N5V 4T7
office (519) 457-3400
4 First Aid Measures
Inhalation If symptoms develop move victim to fresh air. If symptoms persist, obtain medical attention.
Skin Contact Flush with cool water. Wash with soap and water. Obtain medical attention if irritation persists.
Eye Contact Hold eye open and rinse gently with water for 15-20 minutes. Remove contact lenses, if present, after the first 5 minutes, then continue rinsing eye.
Ingestion Rinse mouth. Do not induce vomiting. If vomiting occurs, have victim lean forward to reduce risk of aspiration. Never give anything by mouth if victim is unconscious, or convulsing.
Most important
symptoms/effects, acute and
delayed
Direct contact with eyes may cause temporary irritation.
Indication of immediate medical
attention and special treatment
needed
Treat patient symptomatically.
General Information If feeling unwell, seek medical advice (show the label and SDS where possible). Ensure medical personnel are aware of the material(s) involved, and take precautions to protect themselves. Avoid contact with eyes and skin. Keep out of reach of children. 5 Fire Fighting Measures
Suitable extinguishing media Water fog. Foam. Dry chemical powder. Carbon dioxide (CO2).
Unsuitable extinguishing media Do not use water jet as an extinguisher, as this will spread the fire.
Specific hazards arising from
the chemical
During fire, gases hazardous to health may be formed.
Special protective equipment
and precautions for firefighters
Self-contained breathing apparatus and full protective clothing must be worn in case of fire.
Fire-fighting
equipment/instructions
Move containers from fire area if you can do so without risk.
Specific methods Use standard firefighting procedures and consider the hazards of other involved materials.
General fire hazards No unusual fire or explosion hazards noted.
Hazardous combustion
Products
May include and are not limited to: Oxides of carbon.
6 Accidental Release Measures
Personal precautions, protective
equipment and emergency
procedures
Keep unnecessary personnel away. For personal protection, refer to Section 8.
Methods and materials for
containment and cleanup
Large Spills: Stop the flow of material, if this is without risk. Dike the spilled material, where this is possible. Cover with plastic sheet to prevent spreading. Absorb in vermiculite, dry sand or earth and place into containers. Following product recovery, flush area with water.
Small Spills: Wipe up with absorbent material (e.g. cloth, fleece). Clean surface thoroughly to remove residual contamination.
Environmental precautions Never return spills to original containers for re-use. For waste disposal, refer to Section 13.
SAFETY DATA SHEET
Trojan Technologies Group ULC
DC001401-008-01-01
2018-04
Sheet 3 of 7
Original Instructions
3020 Gore Road, London, ON
CANADA N5V 4T7
office (519) 457-3400
7 Handling and Storage
Precautions for safe handling Wash thoroughly after handling. Use good industrial hygiene practices in handling this material. When using do not eat or drink.
Conditions for safe storage,
including any incompatibilities
Store in original tightly closed container. Store away from incompatible materials (refer to Section 10). Keep out of reach of children.
8 Exposure Controls/Personal Protection
Occupational exposure limits No exposure limits noted for ingredient(s).
Biological limit values No biological exposure limits noted for the ingredient(s).
Appropriate engineering
controls
Good general ventilation (typically 10 air changes per hour) should be used. Ventilation rates should be matched to conditions. If applicable, use process enclosures, local exhaust ventilation, or other engineering controls to maintain airborne levels below recommended exposure limits. If exposure limits have not been established, maintain airborne levels to an acceptable level.
Individual protection measures, such as personal protective equipment, Eye/face protection Eye/face protection Wear safety glasses with side shields (or goggles).
Skin protection:
Hand protection Impervious gloves. Confirm with reputable supplier first.
Other Wear suitable protective clothing. As required by employer code.
Respiratory protection Not normally required.
Thermal hazards Not applicable
General hygiene considerations Always observe good personal hygiene measures, such as washing after handling the material and before eating, drinking, and/or smoking. Routinely wash work clothing and protective equipment to remove contaminants. When using do not eat or drink. 9 Physical and Chemical Properties
Appearance Gel
Physical State Liquid
Form Gel
Colour Off-white
Odor Odorless
Odor Threshold Not available
pH 1
Melting Point / Freezing Point -5ºC (23ºF)
Initial Boiling Point > 100ºC (> 212ºF)
Pour Point Not available
Specific gravity 1.1
Partition coefficient
(n-octanol/water)
Not available
Flash Point Not available
Evaporation Rate Not available
Flammability (solid, gas) Not applicable
Upper/Lower Explosive Limits Not available
Vapor Pressure Not available
Vapor Density Not available
Relative Density Not available
Solubility(ies) Not available
Auto-ignition Temperature Not available
SAFETY DATA SHEET
Trojan Technologies Group ULC
DC001401-008-01-01
2018-04
Sheet 4 of 7
Original Instructions
3020 Gore Road, London, ON
CANADA N5V 4T7
office (519) 457-3400
Decomposition Temperature Not available
Viscosity Viscous
Other information:
Explosive properties Not explosive
Oxidizing properties Not oxidizing
10 Stability and Reactivity
Reactivity Reacts violently with strong alkaline substances. This product may react with reducing agents. This product may react with strong oxidizing agents.
Possibility of hazardous
reactions
No dangerous reaction known under conditions of normal use.
Chemical stability Material is stable under normal conditions.
Conditions to avoid Do not mix with other chemicals.
Incompatible materials Not corrosive to SAE 1020 Steel or non-clad Aluminum based on test data (UN Manual of Tests and Criteria, Part III, Section 37.1 -Corrosion to metals).
May react with soft metals such as aluminum and zinc producing flammable hydrogen gas, Caustics, and Lead.
Hazardous decomposition
products
May include and are not limited to : Oxides of carbon.
11 Toxicological Information
Routes of exposure Eye, Skin contact, Inhalation, Ingestion.
Information on likely routes of exposure
Ingestion Expected to be a low ingestion hazard. May cause stomach distress, nausea or vomiting.
Inhalation Health injuries are not known or expected under normal use.
Skin contact Not corrosive or irritating to skin based on test data.
No adverse effects due to skin contact are expected.
Eye contact Not corrosive or irritating to eyes based on test data.
Symptoms related to the
physical, chemical and
toxicological characteristics
Direct contact with eyes may cause temporary irritation.
Information on toxicological effects
Acute toxicity Not available
Skin corrosion/irritation Prolonged skin contact may cause temporary irritation.
Exposure minutes Not available
Erythema value Not available
Oedema value Not available
Serious eye damage/eye
irritation
Direct contact with eyes may cause temporary irritation.
Corneal opacity value Not available
Iris lesion value Not available
Conjunctival reddening
value
Not available
Recover days Not available
Respiratory or skin sensitization
Respiratory sensitization Not a respiratory sensitizers.
Skin sensitization This product is not expected to cause skin sensitization.
Mutagenicity No data available to indicate product or any components present at greater than 0.1% are mutagenic or genotoxic.
SAFETY DATA SHEET
Trojan Technologies Group ULC
DC001401-008-01-01
2018-04
Sheet 5 of 7
Original Instructions
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CANADA N5V 4T7
office (519) 457-3400
Carcinogenicity
US - California Proposition 65 - CRT: Listed date/Carcinogenic substance Crystalline silica (CAS 14808-60-7)
US. OSHA Specifically Regulated Substances (29 CFR 1910.1001-1050) Not listed
Reproductive toxicity This product is not expected to cause reproductive or developmental effects.
Teratogenicity Not available
Specific target organ toxicity
(single exposure)
Not classified
Specific target organ toxicity
(repeated exposure)
Not classified
Aspiration hazard Not an aspiration hazard.
12 Ecological Information
Ecotoxicity Not available
Persistence and degradability Not available
Bioaccumulative potential
Mobility in soil Not available
Mobility in general Not available
Other adverse effects Not available
13 Disposal Information
Disposal instructions Collect and reclaim or dispose in sealed containers at licensed waste disposal site.
Dispose in accordance with all applicable regulations.
Local disposal regulations Dispose in accordance with all applicable regulations.
Hazardous waste code The waste code should be assigned in discussion between the user, the producer and the waste disposal company.
Waste from residues / unused
products
Dispose of in accordance with local regulations. Empty containers or liners may retain some product residues. This material and its container must be disposed of in a safe manner (see: Disposal instructions).
Contaminated packaging Since emptied containers may retain product residue, follow label warnings even after container is emptied. Empty containers should be taken to an approved waste handling site for recycling or disposal.
14 Transport Information
Transport of Dangerous Goods
(TDG) Proof of Classification
In accordance with Part 2.2.1 (SOR/2014-152) of the Transportation of Dangerous Goods. Regulations, we certify that the classification of this product is correct as of the SDS date of issue.
U.S. Department of Transportation (DOT)
Not regulated as dangerous goods.
Transportation of Dangerous Goods (TDG - Canada)
Not regulated as dangerous goods.
SAFETY DATA SHEET
Trojan Technologies Group ULC
DC001401-008-01-01
2018-04
Sheet 6 of 7
Original Instructions
3020 Gore Road, London, ON
CANADA N5V 4T7
office (519) 457-3400
15. Regulatory Information
Canadian federal regulations This product has been classified in accordance with the hazard criteria of the HPR and the SDS contains all the information required by the HPR.
Canada DSL Challenge Substances: Listed substance
Crystalline silica (CAS 14808-60-7) Listed
Export Control List (CEPA 1999, Schedule 3) Not listed
Greenhouse Gases Not listed
Precursor Control Regulations Not regulated
WHMIS 2015 Classifications Not applicable
US federal regulations
TSCA Section 12(b) Export Notification (40 CFR 707, Subpt. D) Not regulated CERCLA Hazardous Substance List (40 CFR 302.4)
Phosphoric acid (CAS 7664-38-2) Listed
US. OSHA Specifically Regulated Substances (29 CFR 1910.1001-1050) Not listed Superfund Amendments and Reauthorization Act of 1986 (SARA) Hazard categories
Immediate Hazard - No
Delayed Hazard - No
Fire Hazard - No
Pressure Hazard - No
Reactivity Hazard - No
SARA 302 Extremely hazardous substance No
SARA 311/312 Hazardous chemical No
SARA 313 (TRI reporting) Not regulated
Other federal regulations
Clean Air Act (CAA) Section 112 Hazardous Air Pollutants (HAPs) List Not regulated Clean Air Act (CAA) Section 112(r) Accidental Release Prevention (40 CFR 68.130)
Not regulated
US state regulations
US state regulations
US - California Hazardous Substances (Director's): Listed substance Phosphoric acid (CAS 7664-38-2) Listed
US - Illinois Chemical Safety Act: Listed substance
Phosphoric acid (CAS 7664-38-2) Listed
US - Louisiana Spill Reporting: Listed substance
Phosphoric acid (CAS 7664-38-2) Listed
US - Minnesota Haz Subs: Listed substance
Crystalline silica (CAS 14808-60-7) Listed
Phosphoric acid (CAS 7664-38-2) Listed
Urea (CAS 57-13-6) Listed
US - New Jersey RTK - Substances: Listed substance
Crystalline silica (CAS 14808-60-7)
Phosphoric acid (CAS 7664-38-2)
SAFETY DATA SHEET
Trojan Technologies Group ULC
DC001401-008-01-01
2018-04
Sheet 7 of 7
Original Instructions
3020 Gore Road, London, ON
CANADA N5V 4T7
office (519) 457-3400
US - Texas Effects Screening Levels: Listed substance
Crystalline silica (CAS 14808-60-7) Listed
Phosphoric acid (CAS 7664-38-2) Listed
Urea (CAS 57-13-6) Listed
US. Massachusetts RTK - Substance List
Crystalline silica (CAS 14808-60-7)
Phosphoric acid (CAS 7664-38-2)
US. New Jersey Worker and Community Right-to-Know Act Not regulated US. Pennsylvania Worker and Community Right-to-Know Law Crystalline silica (CAS 14808-60-7)
Phosphoric acid (CAS 7664-38-2)
US. Rhode Island RTK
Phosphoric acid (CAS 7664-38-2)
US. California Proposition 65
WARNING: This product contains a chemical known to the State of California to cause cancer.
US - California Proposition 65 - CRT: Listed date/Carcinogenic substance Crystalline silica (CAS 14808-60-7) Listed: October 1, 1988 Inventory status
Country(s) or region Inventory name On inventory (yes/no)* Canada Domestic Substances List (DSL) Yes
Canada Non-Domestic Substances List (NDSL) No
United States & Puerto Rico Toxic Substances Control Act (TSCA) Yes *A “Yes” indicates that all components of this product comply with the inventory requirements administered by the governing country(s).
16. Other Information
Disclaimer The information in the sheet was written based on the best knowledge and experience currently available. Information contained herein was obtained from sources considered technically accurate and reliable. While every effort has been made to ensure full disclosure of product hazards, in some cases data is not available and is so stated. Since conditions of actual product use are beyond control of the supplier, it is assumed that users of this material have been fully trained according to the requirements of all applicable legislation and regulatory instruments. No warranty, expressed or implied, is made and supplier will not be liable for any losses, injuries or consequential damages which may result from the use of or reliance on any information contained in this document.
NFPA Code (Health: 1)
(Flammability: 0)
(Reactivity: 0)
LEGEND
Issue Date 22-January-2018 Severe 4
Version # 01 Serious 3
Effective Date 22-January-2018 Moderate 2
Prepared by Manufacturer Personnel Slight 1
Minimal 0
Other Information For an updated SDS, please contact the supplier/manufacturer listed on the first page of the document.
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Safety Data Sheets (SDS)
Safety Data Sheets (SDS)
Mobil DTE 10 Excel 15
Product Name: MOBIL DTE 10 EXCEL 15
Revision Date: 13 Sep 2018
______________________________________________________________________________________________________________________
SAFETY DATA SHEET
SECTION 1 PRODUCT AND COMPANY IDENTIFICATION
PRODUCT
Product Name: MOBIL DTE 10 EXCEL 15
Product Description: Base Oil and Additives
Product Code: 201560103610, 622605-00, 97AY97
Intended Use: Hydraulic fluid
COMPANY IDENTIFICATION
Supplier: EXXON MOBIL CORPORATION
22777 Springwoods Village Parkway
Spring, TX 77389 USA
24 Hour Health Emergency 609-737-4411
Transportation Emergency Phone 800-424-9300 or 703-527-3887 CHEMTREC Product Technical Information 800-662-4525
MSDS Internet Address www.exxon.com, www.mobil.com
SECTION 2 HAZARDS IDENTIFICATION
This material is hazardous according to regulatory guidelines (see (M)SDS Section 15).
CLASSIFICATION:
Aspiration toxicant: Category 1.
LABEL:
Pictogram:
Signal Word: Danger
Hazard Statements:
H304: May be fatal if swallowed and enters airways.
Precautionary Statements:
P273: Avoid release to the environment.P301 + P310: IF SWALLOWED: Immediately call a POISON CENTER or doctor/physician. P331: Do NOT induce vomiting.P405: Store locked up.P501: Dispose of contents and container in accordance with local regulations.
Other hazard information:
Product Name: MOBIL DTE 10 EXCEL 15
Revision Date: 13 Sep 2018
______________________________________________________________________________________________________________________ HAZARD NOT OTHERWISE CLASSIFIED (HNOC): None as defined under 29 CFR 1910.1200.
PHYSICAL / CHEMICAL HAZARDS
No significant hazards.
HEALTH HAZARDS
High-pressure injection under skin may cause serious damage. Frequent or prolonged contact may defat and dry the skin, leading to discomfort and dermatitis. May be irritating to the eyes, nose, throat, and lungs.
ENVIRONMENTAL HAZARDS
Expected to be harmful to aquatic organisms. May cause long-term adverse effects in the aquatic environment.
NFPA Hazard ID: Health: 1 Flammability: 1 Reactivity: 0 HMIS Hazard ID: Health: 1* Flammability: 1 Reactivity: 0 NOTE: This material should not be used for any other purpose than the intended use in Section 1 without expert advice. Health studies have shown that chemical exposure may cause potential human health risks which may vary from person to person.
SECTION 3 COMPOSITION / INFORMATION ON INGREDIENTS
This material is defined as a mixture.
Hazardous Substance(s) or Complex Substance(s) required for disclosure Name CAS#
Concentration*
GHS Hazard Codes
2,6-DI-TERT-BUTYLPHENOL 128-39-2 0.1 - < 1% H315, H400(M factor 1), H410(M factor 1)
ALKYL DITHIOPHOSPHATE CONFIDENTIAL 0.1 - < 1% H319(2A), H400(M factor 1), H410(M factor 1)
HYDROTREATED LIGHT PARAFFINIC DISTILLATES,
PETROLEUM
64742-55-8 40 - < 50% H304
SEVERELY HYDROTREATED HEAVY PARAFFINIC
DISTILLATE
64742-54-7 40 - < 55% H304
SOLVENT DEWAXED HEAVY PARAFFINIC DISTILLATE 64742-65-0 1 - < 5% H304
* All concentrations are percent by weight unless material is a gas. Gas concentrations are in percent by volume.
As per paragraph (i) of 29 CFR 1910.1200, formulation is considered a trade secret and specific chemical identity and exact percentage (concentration) of composition may have been withheld. Specific chemical identity and exact percentage composition will be provided to health professionals, employees, or designated representatives in accordance with applicable provisions of paragraph (i).
SECTION 4 FIRST AID MEASURES
INHALATION
Remove from further exposure. For those providing assistance, avoid exposure to yourself or others. Use adequate respiratory protection. If respiratory irritation, dizziness, nausea, or unconsciousness occurs, seek
Product Name: MOBIL DTE 10 EXCEL 15
Revision Date: 13 Sep 2018
______________________________________________________________________________________________________________________ immediate medical assistance. If breathing has stopped, assist ventilation with a mechanical device or use mouth-to-mouth resuscitation.
SKIN CONTACT
Wash contact areas with soap and water. Remove contaminated clothing. Launder contaminated clothing before reuse. If product is injected into or under the skin, or into any part of the body, regardless of the appearance of the wound or its size, the individual should be evaluated immediately by a physician as a surgical emergency. Even though initial symptoms from high pressure injection may be minimal or absent, early surgical treatment within the first few hours may significantly reduce the ultimate extent of injury.
EYE CONTACT
Flush thoroughly with water. If irritation occurs, get medical assistance.
INGESTION
Seek immediate medical attention. Do not induce vomiting.
NOTE TO PHYSICIAN
If ingested, material may be aspirated into the lungs and cause chemical pneumonitis. Treat appropriately.
SECTION 5 FIRE FIGHTING MEASURES
EXTINGUISHING MEDIA
Appropriate Extinguishing Media: Use water fog, foam, dry chemical or carbon dioxide (CO2) to extinguish flames.
Inappropriate Extinguishing Media: Straight Streams of Water
FIRE FIGHTING
Fire Fighting Instructions: Evacuate area. Prevent runoff from fire control or dilution from entering streams, sewers, or drinking water supply. Firefighters should use standard protective equipment and in enclosed spaces, self-contained breathing apparatus (SCBA). Use water spray to cool fire exposed surfaces and to protect personnel.
Unusual Fire Hazards: Pressurized mists may form a flammable mixture.
Hazardous Combustion Products: Aldehydes, Incomplete combustion products, Oxides of carbon, Smoke, Fume, Sulfur oxides
FLAMMABILITY PROPERTIES
Flash Point [Method]: >125°C (257°F) [ASTM D-92]
Flammable Limits (Approximate volume % in air): LEL: 0.9 UEL: 7.0 Autoignition Temperature: N/D
SECTION 6 ACCIDENTAL RELEASE MEASURES
NOTIFICATION PROCEDURES
In the event of a spill or accidental release, notify relevant authorities in accordance with all applicable regulations. US regulations require reporting releases of this material to the environment which exceed the applicable reportable quantity or oil spills which could reach any waterway including intermittent dry creeks. The
Product Name: MOBIL DTE 10 EXCEL 15
Revision Date: 13 Sep 2018
______________________________________________________________________________________________________________________ National Response Center can be reached at (800)424-8802.
PROTECTIVE MEASURES
Avoid contact with spilled material. Warn or evacuate occupants in surrounding and downwind areas if required due to toxicity or flammability of the material. See Section 5 for fire fighting information. See the Hazard Identification Section for Significant Hazards. See Section 4 for First Aid Advice. See Section 8 for advice on the minimum requirements for personal protective equipment. Additional protective measures may be necessary, depending on the specific circumstances and/or the expert judgment of the emergency responders.
For emergency responders: Respiratory protection: respiratory protection will be necessary only in special cases, e.g., formation of mists. Half-face or full-face respirator with filter(s) for dust/organic vapor or Self Contained Breathing Apparatus (SCBA) can be used depending on the size of spill and potential level of exposure. If the exposure cannot be completely characterized or an oxygen deficient atmosphere is possible or anticipated, SCBA is recommended. Work gloves that are resistant to hydrocarbons are recommended.
Gloves made of polyvinyl acetate (PVA) are not water-resistant and are not suitable for emergency use.
Chemical goggles are recommended if splashes or contact with eyes is possible. Small spills: normal antistatic work clothes are usually adequate. Large spills: full body suit of chemical resistant, antistatic material is recommended.
SPILL MANAGEMENT
Land Spill: Stop leak if you can do it without risk. Recover by pumping or with suitable absorbent.
Water Spill: Stop leak if you can do it without risk. Confine the spill immediately with booms. Warn other shipping. Remove from the surface by skimming or with suitable absorbents. Seek the advice of a specialist before using dispersants.
Water spill and land spill recommendations are based on the most likely spill scenario for this material; however, geographic conditions, wind, temperature, (and in the case of a water spill) wave and current direction and speed may greatly influence the appropriate action to be taken. For this reason, local experts should be consulted. Note: Local regulations may prescribe or limit action to be taken.
ENVIRONMENTAL PRECAUTIONS
Large Spills: Dike far ahead of liquid spill for later recovery and disposal. Prevent entry into waterways, sewers, basements or confined areas.
SECTION 7 HANDLING AND STORAGE
HANDLING
Avoid contact with skin. Prevent small spills and leakage to avoid slip hazard. Material can accumulate static charges which may cause an electrical spark (ignition source). When the material is handled in bulk, an electrical spark could ignite any flammable vapors from liquids or residues that may be present (e.g., during switch-loading operations). Use proper bonding and/or ground procedures. However, bonding and grounds may not eliminate the hazard from static accumulation. Consult local applicable standards for guidance.
Additional references include American Petroleum Institute 2003 (Protection Against Ignitions Arising out of Static, Lightning and Stray Currents) or National Fire Protection Agency 77 (Recommended Practice on Static Electricity) or CENELEC CLC/TR 50404 (Electrostatics - Code of practice for the avoidance of hazards due to static electricity).
Static Accumulator: This material is a static accumulator.
STORAGE
Product Name: MOBIL DTE 10 EXCEL 15
Revision Date: 13 Sep 2018
______________________________________________________________________________________________________________________ The type of container used to store the material may affect static accumulation and dissipation. Do not store in open or unlabelled containers. Keep away from incompatible materials.
SECTION 8 EXPOSURE CONTROLS / PERSONAL PROTECTION
EXPOSURE LIMIT VALUES
Exposure limits/standards (Note: Exposure limits are not additive) Substance Name Form Limit / Standard NOTE Source
HYDROTREATED LIGHT
PARAFFINIC DISTILLATES,
PETROLEUM
Mist. TWA 5 mg/m3 N/A OSHA Z1
HYDROTREATED LIGHT
PARAFFINIC DISTILLATES,
PETROLEUM
Mist. TWA 5 mg/m3 N/A ACGIH
SEVERELY HYDROTREATED HEAVY
PARAFFINIC DISTILLATE
Mist. TWA 5 mg/m3 N/A OSHA Z1
SEVERELY HYDROTREATED HEAVY
PARAFFINIC DISTILLATE
Mist. TWA 5 mg/m3 N/A ACGIH
SOLVENT DEWAXED HEAVY
PARAFFINIC DISTILLATE
Mist. TWA 5 mg/m3 N/A OSHA Z1
SOLVENT DEWAXED HEAVY
PARAFFINIC DISTILLATE
Mist. TWA 5 mg/m3 N/A ACGIH
Exposure limits/standards for materials that can be formed when handling this product: When mists/aerosols can occur the following are recommended: 5 mg/m³ - ACGIH TLV (inhalable fraction), 5 mg/m³ - OSHA PEL.
NOTE: Limits/standards shown for guidance only. Follow applicable regulations.
No biological limits allocated.
ENGINEERING CONTROLS
The level of protection and types of controls necessary will vary depending upon potential exposure conditions.
Control measures to consider:
No special requirements under ordinary conditions of use and with adequate ventilation.
PERSONAL PROTECTION
Personal protective equipment selections vary based on potential exposure conditions such as applications, handling practices, concentration and ventilation. Information on the selection of protective equipment for use with this material, as provided below, is based upon intended, normal usage.
Respiratory Protection: If engineering controls do not maintain airborne contaminant concentrations at a level which is adequate to protect worker health, an approved respirator may be appropriate. Respirator selection, use, and maintenance must be in accordance with regulatory requirements, if applicable. Types of respirators to be considered for this material include:
No special requirements under ordinary conditions of use and with adequate ventilation.
For high airborne concentrations, use an approved supplied-air respirator, operated in positive pressure mode.
Product Name: MOBIL DTE 10 EXCEL 15
Revision Date: 13 Sep 2018
______________________________________________________________________________________________________________________ Supplied air respirators with an escape bottle may be appropriate when oxygen levels are inadequate, gas/vapor warning properties are poor, or if air purifying filter capacity/rating may be exceeded.
Hand Protection: Any specific glove information provided is based on published literature and glove manufacturer data. Glove suitability and breakthrough time will differ depending on the specific use conditions.
Contact the glove manufacturer for specific advice on glove selection and breakthrough times for your use conditions. Inspect and replace worn or damaged gloves. The types of gloves to be considered for this material include:
If prolonged or repeated contact is likely, chemical resistant gloves are recommended. If contact with forearms is likely, wear gauntlet style gloves.
Eye Protection: If contact is likely, safety glasses with side shields are recommended.
Skin and Body Protection: Any specific clothing information provided is based on published literature or manufacturer data. The types of clothing to be considered for this material include:
If prolonged or repeated contact is likely, chemical, and oil resistant clothing is recommended.
Specific Hygiene Measures: Always observe good personal hygiene measures, such as washing after handling the material and before eating, drinking, and/or smoking. Routinely wash work clothing and protective equipment to remove contaminants. Discard contaminated clothing and footwear that cannot be cleaned. Practice good housekeeping.
ENVIRONMENTAL CONTROLS
Comply with applicable environmental regulations limiting discharge to air, water and soil. Protect the environment by applying appropriate control measures to prevent or limit emissions.
SECTION 9 PHYSICAL AND CHEMICAL PROPERTIES
Note: Physical and chemical properties are provided for safety, health and environmental considerations only and may not fully represent product specifications. Contact the Supplier for additional information.
GENERAL INFORMATION
Physical State: Liquid
Color: Amber
Odor: Characteristic
Odor Threshold: N/D
IMPORTANT HEALTH, SAFETY, AND ENVIRONMENTAL INFORMATION Relative Density (at 15 °C): 0.84
Flammability (Solid, Gas): N/A
Flash Point [Method]: >125°C (257°F) [ASTM D-92]
Flammable Limits (Approximate volume % in air): LEL: 0.9 UEL: 7.0 Autoignition Temperature: N/D
Boiling Point / Range: > 232°C (450°F) [Estimated]
Decomposition Temperature: N/D
Vapor Density (Air = 1): > 2 at 101 kPa [Estimated]
Vapor Pressure: < 0.013 kPa (0.1 mm Hg) at 20 °C [Estimated] Evaporation Rate (n-butyl acetate = 1): N/D
pH: N/A
Log Pow (n-Octanol/Water Partition Coefficient): > 3.5 [Estimated]
Product Name: MOBIL DTE 10 EXCEL 15
Revision Date: 13 Sep 2018
______________________________________________________________________________________________________________________ Solubility in Water: Negligible
Viscosity: >14 cSt (14 mm2/sec) at 40 °C | 4.05 cSt (4.05 mm2/sec) at 100°C Oxidizing Properties: See Hazards Identification Section.
OTHER INFORMATION
Freezing Point: N/D
Melting Point: N/A
Pour Point: -51°C (-60°F)
DMSO Extract (mineral oil only), IP-346: < 3 %wt
SECTION 10 STABILITY AND REACTIVITY
REACTIVITY: See sub-sections below.
STABILITY: Material is stable under normal conditions.
CONDITIONS TO AVOID: Excessive heat. High energy sources of ignition.
MATERIALS TO AVOID: Strong oxidizers
HAZARDOUS DECOMPOSITION PRODUCTS: Material does not decompose at ambient temperatures.
POSSIBILITY OF HAZARDOUS REACTIONS: Hazardous polymerization will not occur.
SECTION 11 TOXICOLOGICAL INFORMATION
INFORMATION ON TOXICOLOGICAL EFFECTS
Hazard Class Conclusion / Remarks
Inhalation
Acute Toxicity: No end point data for
material.
Minimally Toxic. Based on assessment of the components.
Irritation: No end point data for material. Elevated temperatures or mechanical action may form vapors, mist, or fumes which may be irritating to the eyes, nose, throat, or lungs.
Ingestion
Acute Toxicity: No end point data for
material.
Minimally Toxic. Based on assessment of the components.
Skin
Acute Toxicity: No end point data for
material.
Minimally Toxic. Based on assessment of the components.
Skin Corrosion/Irritation: No end point data
for material.
May dry the skin leading to discomfort and dermatitis. Based on assessment of the components.
Eye
Serious Eye Damage/Irritation: No end point
data for material.
May cause mild, short-lasting discomfort to eyes. Based on assessment of the components.
Sensitization
Respiratory Sensitization: No end point data
for material.
Not expected to be a respiratory sensitizer.
Skin Sensitization: No end point data for
material.
Not expected to be a skin sensitizer. Based on assessment of the components.
Aspiration: Data available. May be fatal if swallowed and enters airways. Based on physicoPage 1363 of 1513 Product Name: MOBIL DTE 10 EXCEL 15
Revision Date: 13 Sep 2018
______________________________________________________________________________________________________________________ chemical properties of the material.
Germ Cell Mutagenicity: No end point data
for material.
Not expected to be a germ cell mutagen. Based on assessment of the components.
Carcinogenicity: No end point data for
material.
Not expected to cause cancer. Based on assessment of the components.
Reproductive Toxicity: No end point data
for material.
Not expected to be a reproductive toxicant. Based on assessment of the components.
Lactation: No end point data for material. Not expected to cause harm to breast-fed children.
Specific Target Organ Toxicity (STOT)
Single Exposure: No end point data for
material.
Not expected to cause organ damage from a single exposure.
Repeated Exposure: No end point data for
material.
Not expected to cause organ damage from prolonged or repeated exposure. Based on assessment of the components.
OTHER INFORMATION
For the product itself:
Repeated and/or prolonged exposure may cause irritation to the skin, eyes, or respiratory tract. Small amounts of liquid aspirated into the lungs during ingestion or from vomiting may cause chemical pneumonitis or pulmonary edema.
Contains:
Base oil severely refined: Not carcinogenic in animal studies. Representative material passes IP-346, Modified Ames test, and/or other screening tests. Dermal and inhalation studies showed minimal effects; lung non-specific infiltration of immune cells, oil deposition and minimal granuloma formation. Not sensitizing in test animals.
The following ingredients are cited on the lists below: None. --REGULATORY LISTS SEARCHED--
1 = NTP CARC 3 = IARC 1 5 = IARC 2B
2 = NTP SUS 4 = IARC 2A 6 = OSHA CARC
SECTION 12 ECOLOGICAL INFORMATION
The information given is based on data for the material, components of the material, or for similar materials, through the application of bridging principals.
ECOTOXICITY
Material -- Expected to be harmful to aquatic organisms. May cause long-term adverse effects in the aquatic environment.
MOBILITY
Base oil component -- Low solubility and floats and is expected to migrate from water to the land.
Expected to partition to sediment and wastewater solids.
PERSISTENCE AND DEGRADABILITY
Biodegradation:
Base oil component -- Expected to be inherently biodegradable
Product Name: MOBIL DTE 10 EXCEL 15
Revision Date: 13 Sep 2018
______________________________________________________________________________________________________________________
BIOACCUMULATION POTENTIAL
Base oil component -- Has the potential to bioaccumulate, however metabolism or physical properties may reduce the bioconcentration or limit bioavailability.
OTHER ECOLOGICAL INFORMATION
VOC: 13.4 G/L [ASTM E1868-10]
SECTION 13 DISPOSAL CONSIDERATIONS
Disposal recommendations based on material as supplied. Disposal must be in accordance with current applicable laws and regulations, and material characteristics at time of disposal.
DISPOSAL RECOMMENDATIONS
Product is suitable for burning in an enclosed controlled burner for fuel value or disposal by supervised incineration at very high temperatures to prevent formation of undesirable combustion products. Protect the environment. Dispose of used oil at designated sites. Minimize skin contact. Do not mix used oils with solvents, brake fluids or coolants.
REGULATORY DISPOSAL INFORMATION
RCRA Information: The unused product, in our opinion, is not specifically listed by the EPA as a hazardous waste (40 CFR, Part 261D), nor is it formulated to contain materials which are listed as hazardous wastes. It does not exhibit the hazardous characteristics of ignitability, corrositivity or reactivity and is not formulated with contaminants as determined by the Toxicity Characteristic Leaching Procedure (TCLP). However, used product may be regulated.
Empty Container Warning Empty Container Warning (where applicable): Empty containers may contain residue and can be dangerous. Do not attempt to refill or clean containers without proper instructions. Empty drums should be completely drained and safely stored until appropriately reconditioned or disposed. Empty containers should be taken for recycling, recovery, or disposal through suitably qualified or licensed contractor and in accordance with governmental regulations. DO NOT PRESSURISE, CUT, WELD, BRAZE, SOLDER, DRILL, GRIND, OR EXPOSE SUCH CONTAINERS TO HEAT, FLAME, SPARKS, STATIC ELECTRICITY, OR OTHER SOURCES OF IGNITION.
THEY MAY EXPLODE AND CAUSE INJURY OR DEATH.
SECTION 14 TRANSPORT INFORMATION
LAND (DOT): Not Regulated for Land Transport
LAND (TDG): Not Regulated for Land Transport
SEA (IMDG): Not Regulated for Sea Transport according to IMDG-Code
Marine Pollutant: No
Product Name: MOBIL DTE 10 EXCEL 15
Revision Date: 13 Sep 2018
______________________________________________________________________________________________________________________ AIR (IATA): Not Regulated for Air Transport
SECTION 15 REGULATORY INFORMATION
OSHA HAZARD COMMUNICATION STANDARD: This material is considered hazardous in accordance with OSHA HazCom 2012, 29 CFR 1910.1200.
Listed or exempt from listing/notification on the following chemical inventories: AICS, ENCS, KECI, PICCS,
TCSI, TSCA
Special Cases:
Inventory Status
IECSC Restrictions Apply
NDSL Restrictions Apply
SARA 302: No chemicals in this material are subject to the reporting requirements of SARA Title III, Section 302
SARA (311/312) REPORTABLE GHS HAZARD CLASSES: Aspiration Hazard SARA (313) TOXIC RELEASE INVENTORY: This material contains no chemicals subject to the supplier notification requirements of the SARA 313 Toxic Release Program.
The following ingredients are cited on the lists below:
Chemical Name CAS Number List Citations
HYDROTREATED LIGHT
PARAFFINIC DISTILLATES,
PETROLEUM
64742-55-8 1, 4
--REGULATORY LISTS SEARCHED--
1 = ACGIH ALL 6 = TSCA 5a2 11 = CA P65 REPRO 16 = MN RTK 2 = ACGIH A1 7 = TSCA 5e 12 = CA RTK 17 = NJ RTK
3 = ACGIH A2 8 = TSCA 6 13 = IL RTK 18 = PA RTK
4 = OSHA Z 9 = TSCA 12b 14 = LA RTK 19 = RI RTK
5 = TSCA 4 10 = CA P65 CARC 15 = MI 293
Code key: CARC=Carcinogen; REPRO=Reproductive
SECTION 16 OTHER INFORMATION
Product Name: MOBIL DTE 10 EXCEL 15
Revision Date: 13 Sep 2018
______________________________________________________________________________________________________________________ N/D = Not determined, N/A = Not applicable
KEY TO THE H-CODES CONTAINED IN SECTION 3 OF THIS DOCUMENT (for information only):
H304: May be fatal if swallowed and enters airways; Aspiration, Cat 1 H315: Causes skin irritation; Skin Corr/Irritation, Cat 2 H319(2A): Causes serious eye irritation; Serious Eye Damage/Irr, Cat 2A H400: Very toxic to aquatic life; Acute Env Tox, Cat 1
H410: Very toxic to aquatic life with long lasting effects; Chronic Env Tox, Cat 1 THIS SAFETY DATA SHEET CONTAINS THE FOLLOWING REVISIONS:
Composition: Component Table information was modified.
Section 01: Company Mailing Address information was modified.
Section 08: Exposure Limits Table information was modified.
Section 12: information was modified.
Section 15: National Chemical Inventory Listing information was modified.
Section 15: SARA (311/312) REPORTABLE GHS HAZARD CLASSES information was added.
Section 15: SARA (311/312) REPORTABLE HAZARD CATEGORIES information was deleted.
Section 15: Special Cases Table information was modified. ----------------------------------------------------------------------------------------------------------------------------------------------------- The information and recommendations contained herein are, to the best of ExxonMobil's knowledge and belief, accurate and reliable as of the date issued. You can contact ExxonMobil to insure that this document is the most current available from ExxonMobil. The information and recommendations are offered for the user's consideration and examination. It is the user's responsibility to satisfy itself that the product is suitable for the intended use. If buyer repackages this product, it is the user's responsibility to insure proper health, safety and other necessary information is included with and/or on the container. Appropriate warnings and safe-handling procedures should be provided to handlers and users. Alteration of this document is strictly prohibited. Except to the extent required by law, republication or retransmission of this document, in whole or in part, is not permitted. The term, "ExxonMobil" is used for convenience, and may include any one or more of ExxonMobil Chemical Company, Exxon Mobil Corporation, or any affiliates in which they directly or indirectly hold any interest. ----------------------------------------------------------------------------------------------------------------------------------------------------- Internal Use Only
MHC: 2A, 0B, 0, 0, 1, 1 PPEC: C
DGN: 7086947XUS (1013890)
----------------------------------------------------------------------------------------------------------------------------------------------------- Copyright 2002 Exxon Mobil Corporation, All rights reserved
Water
Confidence™
Safety Data Sheets (SDS)
Safety Data Sheets (SDS)
Food Machinery Grease
SAFETY DATA SHEET
Original Instructions
Sheet 1 of 8
DC001401-006-01-01
Issuing Date: 11-Nov-2011 Revision Date: 20-May-2017 Revision Number: 2 NGHS/English
The supplier identified below generated this SDS using the UL SDS template. UL did not test, certify, or approve the substance described in this SDS, and all information in this SDS was provided by the supplier or was reproduced from publicly available regulatory data sources. UL makes no representations or warranties regarding the completeness or accuracy of the information in this SDS and disclaims all liability in connection with the use of this information or the substance described in this SDS. The layout, appearance and format of this SDS is © 2014 UL LLC. All rights reserved. 1 IDENTIFICATION
Product identifier
Product Name Mixture
Other means of identification
Product Codes WPS-JLI-055
Synonyms JET-LUBE® CC LUBE™, ILEX CC LUBE™
Recommended use of the chemical and restrictions on use Recommended Use
Uses advised against
Details of the supplier of the safety data sheet
Supplier Identification Jet Lube of Canada Ltd
Address Jet Lube, LLC
930 Whitmore Drive
Rockwall, Texas USA 75087
TEL: +1-713-670-5700 (8am-5pm CST)
Telephone JLC Office 1.780.463.7441
Toll Free 1.888.771.7775
E-mail [email protected]
Emergency telephone number
Company Emergency
Phone Number
1-800-699-6318
Emergency Telephone
Number
CHEMTREC: +1-703-527-3887 (INTERNATIONAL)
1-800-424-9300 (NORTH AMERICA)
2 HAZARDS IDENTIFICATION
Classification
Not classified
Appearance Physical state Odor
Colorless to off-white Gel Slight
GHS Label elements, including precautionary statements
Not classified
Precautionary Statements - Prevention
Do not handle until all safety precautions have been read and understood Wear protective gloves/protective clothing/eye protection/face protection.
Precautionary Statements - Response
IF exposed or concerned: Get medical advice/attention
Precautionary Statements - Storage
Store locked up
Precautionary Statements - Disposal
Original Instructions
Sheet 2 of 8
DC001401-006-01-01
WPS-JLI-055 - CC LUBE™
Dispose of contents/container to an approved waste disposal plant.
Other information
May be harmful if swallowed.
Unknown acute toxicity 99.2% of the mixture consists of ingredient(s) of unknown toxicity 0 % of the mixture consists of ingredient(s) of unknown acute oral toxicity.
99.2% of the mixture consists of ingredient(s) of unknown acute dermal toxicity.
99.2% of the mixture consists of ingredient(s) of unknown acute inhalation toxicity (gas).
99.2% of the mixture consists of ingredient(s) of unknown acute inhalation toxicity (vapor).
99.2% of the mixture consists of ingredient(s) of unknown acute inhalation toxicity (dust/mist).
3 Composition/Information on Ingredients
Substance
Not applicable
Mixture
Synonyms JET-LUBE® CC LUBE™, ILEX CC LUBE™
Chemical Name CAS# Percent
Hazardous Material
Information Review
Act registry number
(HMIRA registry #)
Date HMIRA filed
and date
exemption granted
(if applicable)
Lubricating greases a
complex combination of
hydrocarbons having carbon
numbers predominantly in
the range of C12 through
C50. may contain organic
salts of alkali metals,
alkaline earth metals, etc
74869-21-9 90-100 - -
4 FIRST AID MEASURES
First aid measures
General advice IF exposed or concerned: Get medical advice/attention.
Inhalation Remove to fresh air.
Eye contact Rinse thoroughly with plenty of water for at least 15 minutes, lifting lower and upper eyelids. Consult a physician.
Skin contact Wash skin with soap and water.
Ingestion Clean mouth with water and drink afterwards plenty of water.
Most important symptoms and effects, both acute and delayed Symptoms No information available.
Indication of any immediate medical attention and special treatment needed Note to physicians Treat symptomatically.
Original Instructions
Sheet 3 of 8
DC001401-006-01-01
WPS-JLI-055 - CC LUBE™
5 FIRE-FIGHTING MEASURES
Suitable Extinguishing Media Use extinguishing measures that are appropriate to local circumstances and the surrounding environment.
Unsuitable extinguishing media CAUTION: Use of water spray when fighting fire may be inefficient.
Specific hazards arising from the
chemical
No information available.
Hazardous Combustion Products Carbon oxides.
Explosion Data
Sensitivity to Mechanical Impact None.
Sensitivity to Static Discharge None.
Special protective equipment for
fire-fighters
Firefighters should wear self-contained breathing apparatus and full firefighting turnout gear. Use personal protection equipment.
6 Accidental Release Measures
Personal precautions, protective equipment and emergency procedures Personal precautions Ensure adequate ventilation.
Other Information Refer to protective measures listed in Section 7 and Section 8.
Environmental precautions
Environmental precautions Refer Section 12 for additional Ecological Information.
Methods and material for containment and cleaning up
Methods for containment Prevent further leakage or spillage if safe to do so.
Methods for cleaning up Dam up. Soak up with inert absorbent material. Pick up and transfer to properly labeled containers.
Prevention of secondary
hazards
Clean contaminated objects and areas thoroughly observing environmental regulations. 7 Handling and Storage
Precautions for safe handling
Advice on safe handling Handle in accordance with good industrial hygiene and safety practice. Avoid contact with skin, eyes or clothing.
Conditions for safe storage, including any incompatibilities Storage Conditions Keep containers tightly closed in a dry, cool and well-ventilated place. 8 Exposure Controls/Personal Protection
Control parameters
Exposure Limits This product, as supplied, does not contain any hazardous materials with occupational exposure limits established by the region specific regulatory bodies.
Appropriate engineering controls
Engineering controls Showers
Eyewash stations
Ventilation systems
Individual protection measures, such as personal protective equipment Eye/face protection No special protective equipment required.
Hand protection Wear suitable gloves.
Skin and body protection Wear suitable protective clothing.
Respiratory protection No protective equipment is needed under normal use conditions. If exposure limits are exceeded or irritation is experienced, ventilation and evacuation may be required.
General hygiene considerations Do not eat, drink or smoke when using this product. Wash hands before breaks and immediately after handling the product.
Original Instructions
Sheet 4 of 8
DC001401-006-01-01
WPS-JLI-055 - CC LUBE™
9 Physical and Chemical Properties
Physical and Chemical Properties
Physical state Gel
Appearance Colorless to off-white
Odor Slight
Color No information available
Odor Threshold Not applicable
Property Values Remarks Method
pH 7
Melting / freezing point 260 °C None known
Boiling point / boiling range 316 °C
Flash Point > 232 °C
Evaporation Rate No data available None known
Flammability (solid, gas) No data available None known
Flammability Limit in Air None known
Upper flammability limit No data available
Lower flammability limit No data available
Vapor pressure No data available None known
Vapor density No data available None known
Relative density 0.876
Water Solubility Negligible
Solubility(ies) No data available None known
Partition coefficient:
n-octanol/water
Not applicable
Autoignition temperature No data available None known
Decomposition temperature No data available None known
Kinematic viscosity No data available None known
Dynamic viscosity No data available None known
Explosive properties No information available
Oxidizing properties No information available
Other Information
Softening Point No information available
Molecular Weight No information available
VOC Content (%) None
Liquid Density No information available
Bulk Density No information available
Particle Size No information available
Particle Size Distribution No information available
Original Instructions
Sheet 5 of 8
DC001401-006-01-01
WPS-JLI-055 - CC LUBE™
10 Stability and Reactivity
Reactivity No information available.
Chemical stability Stable under normal conditions.
Possibility of hazardous
reactions
None under normal processing.
Hazardous Polymerization Hazardous polymerization does not occur.
Conditions to avoid None known based on information supplied.
Incompatible materials None known based on information supplied.
Hazardous Decomposition
Products
Carbon oxides.
11 Toxicological Information
Information on likely routes of
exposure
Product Information
Inhalation Specific test data for the substance or mixture is not available.
Eye contact Specific test data for the substance or mixture is not available.
Skin contact Specific test data for the substance or mixture is not available.
Ingestion Specific test data for the substance or mixture is not available.
Information on toxicological
effects
Symptoms No information available.
Numerical measures of toxicity
Acute Toxicity
The following values are calculated based on chapter 3.1 of the GHS document ATEmix (oral) 2,298.00 mg/kg
Unknown acute toxicity 99.2% of the mixture consists of ingredient(s) of unknown toxicity 0 % of the mixture consists of ingredient(s) of unknown acute oral toxicity.
99.2% of the mixture consists of ingredient(s) of unknown acute dermal toxicity.
99.2% of the mixture consists of ingredient(s) of unknown acute inhalation toxicity (gas).
99.2% of the mixture consists of ingredient(s) of unknown acute inhalation toxicity (vapor).
99.2% of the mixture consists of ingredient(s) of unknown acute inhalation toxicity (dust/mist).
Component Information
Chemical Name Oral LD50 Dermal LD50 Inhalation LC50
Lubricating greases a complex
combination of hydrocarbons
having carbon numbers
predominantly in the range of C12
through C50. may contain organic
salts of alkali metals,
alkaline earth metals, etc.
= 2280 mg/kg (Rat) - -
Delayed and immediate effects as well as chronic effects from short and long-term exposure Skin corrosion/irritation No information available.
Serious eye damage/eye
irritation
No information available.
Respiratory or skin sensitization No information available.
Original Instructions
Sheet 6 of 8
DC001401-006-01-01
WPS-JLI-055 - CC LUBE™
Germ cell mutagenicity No information available.
Carcinogenicity Based on available data, the classification criteria are not met.
Reproductive toxicity No information available.
STOT - single exposure No information available.
STOT - repeated exposure No information available.
Aspiration hazard No information available.
12 Ecological Information
Ecotoxicity
Chemical Name Toxicity to Algae Toxicity to Fish Toxicity to Microorganisms
Daphnia Magna
Flea)
Lubricating greases a
complex combination of
hydrocarbons having
carbon numbers
predominantly in the
range of C12 through
C50. may contain organic
salts of alkali metals,
alkaline earth metals, etc.
>1001 mg/l
96h LC50: > 2000
mg/L
(Salmo gairdneri)
--
Persistence and Degradability No information available.
Bioaccumulation There is no data for this product.
Mobility No information available.
Other adverse effects No information available.
13 Disposal Information
Waste treatment methods
Waste from residues/unused products
Dispose of in accordance with local regulations. Dispose of waste in accordance with environmental legislation.
Contaminated packaging Do not reuse empty containers.
14 Transport Information
DOT NOT REGULATED
Proper Shipping Name NOT REGULATED
Hazard Class N/A
TDG NOT REGULATED
MEX NOT REGULATED
ICAO NOT REGULATED
IATA NOT REGULATED
Proper Shipping Name NOT REGULATED
IMDG/IMO NOT REGULATED
RID NOT REGULATED
ADR NOT REGULATED
ADN NOT REGULATED
Original Instructions
Sheet 7 of 8
DC001401-006-01-01
WPS-JLI-055 - CC LUBE™
15 Regulatory Information
Safety, health and environmental regulations/legislation specific for the substance or mixture International Regulations
Ozone-depleting substances
(ODS)
Not applicable
Persistent Organic Pollutants Not applicable
Export Notification requirements Not applicable
International Inventories
TSCA Contact supplier for inventory compliance status.
DSL/NDSL Complies
EINECS/ELINCS Complies
ENCS Not determined
KECL Complies
PICCS Complies
AICS Not determined
Legend
TSCA United States Toxic Substances Control Act Section 8(b) Inventory DSL/NDSL Canadian Domestic Substances List/Non-Domestic Substances List EINECS/ELINCS European Inventory of Existing Chemical Substances/European List of Notified Chemical Substances
ENCS Japan Existing and New Chemical Substances
KECL Korean Existing and Evaluated Chemical Substances
PICCS Philippines Inventory of Chemicals and Chemical Substances AICS Australian Inventory of Chemical Substances
US Federal Regulations
SARA 313
Section 313 of Title III of the Superfund Amendments and Reauthorization Act of 1986 (SARA). This product does not contain any chemicals which are subject to the reporting requirements of the Act and Title 40 of the Code of Federal Regulations, Part 372.
Acute Health Hazard No
Chronic Health Hazard Yes
Fire Hazard No
Sudden release of pressure
hazard
No
Reactive Hazard No
CWA (Clean Water Act)
This product does not contain any substances regulated as pollutants pursuant to the Clean Water Act (40 CFR 122.21 and 40 CFR 122.42).
CERCLA
This material, as supplied, does not contain any substances regulated as hazardous substances under the Comprehensive Environmental Response Compensation and Liability Act (CERCLA) (40 CFR 302) or the Superfund Amendments and Reauthorization Act (SARA) (40 CFR 355). There may be specific reporting requirements at the local, regional, or state level pertaining to releases of this material.
US State Regulations
California Proposition 65 This product does not contain any Proposition 65 chemicals.
U.S. State Right-to-Know
Regulations
This product does not contain any substances above threshold limits that are regulated by state right-to-know.
Original Instructions
Sheet 8 of 8
DC001401-006-01-01
WPS-JLI-055 - CC LUBE™
16 Other Information
NEFA Health hazards 0 Flammability 1 Instability 0 Physical and Chemical Properties -
HMIS Health hazards 1 Flammability 1 Physical hazards 0 Personal Protection X Prepared by Product Stewardship
23 British American Blvd.
Latham, NY 12110
1-800-572-6501
Issue Date 11-Nov-2011
Revision Date 20-May-2017
Revision Note Initial Release
Disclaimer The information provided in this Safety Data Sheet is correct to the best of our knowledge, information and belief at the date of its publication. The information given is designed only as a guidance for safe handling, use, processing, storage, transportation, disposal and release and is not to be considered a warranty or quality specification. The information relates only to the specific material designated and may not be valid for such material used in combination with any other materials or in any process, unless specified in the text.
APPENDIX C
Preliminary Geotechnical Investigation,
Proposed Bar Screen Structure, May 2017
GEOTECHNICAL / CONSTRUCTION MATERIALS TESTING
ENVIRONMENTAL
MUNICIPAL SERVICES
ASSET MANAGEMENT / CERTIFICATION
INFRASTRUCTURE ENGINEERING
v1
v4
v5
v2
v3
May 3, 2017
NV5 West, Inc.
10592 Avenue of Science, Suite 200
San Diego, California 92128
(858) 385-0500
www.NV5.com
A NV5 Company – Offices Nationwide
PRELIIMIINARY GEOTECHNIICAL IINVESTIIGATIION
CIITY OF EL CENTRO
WASTE WATER TREATMENT PLANT
PROPOSED BAR SCREEN STRUCTURE
EL CENTRO,, CALIIFORNIIA
Schneider Electric May 2, 3017
10805 Thornmint Road, Suite 140 Project No.: 226816-0000167.00, Phase 04 San Diego, California 92127
Attention: Mr. Christopher Klauss, PE
Subject: Preliminary Geotechnical Investigation
Project: Proposed Bar Screen Structure
City of El Centro Waste Water Treatment Plant
El Centro, California
Dear Mr. Klauss:
As requested, NV5 West, Inc. (NV5) is pleased to submit the results of our preliminary geotechnical investigation for the subject project. The purpose of this investigation was to evaluate the subsurface conditions at the City of El Centro Waste Water Treatment Plant’s (WWTP) proposed bar screen structure project site for the City of El Centro. From information contained in NV5’s Basis of Design Draft Report, it is understood that the proposed bar screen structure will have a footprint of approximately 700 square feet and an approximate depth of 25 feet below the existing surface. The proposed bar screen structure is planned to be located on a relatively flat section of the southeast corner of the WWTP. It is also our understanding that the proposed structure will be reinforced concrete construction. The results of the geotechnical field exploration, laboratory tests, and preliminary geotechnical engineering recommendations and conclusions are presented herewith.
Based on the subsurface exploration, subsequent testing of the subsurface soils, and engineering analyses it was concluded that the construction of the proposed project is geotechnically feasible. The geotechnical information presented herein is intended to assist the project design team in their understanding of the geotechnical factors affecting the proposed project, and the preliminary recommendations, should be incorporated into the project design and implemented construction.
It is recommended that the forthcoming project specifications, in particular the earthwork/compaction sections, be reviewed by NV5 for consistency with our report prior to the bid process in order to avoid possible conflicts, misinterpretations, and inadvertent omissions, etc. It should also be noted that the applicability and final evaluation of recommendations presented herein are contingent upon construction phase field monitoring by NV5 in light of the widely acknowledged importance of geotechnical consultant continuity through the various design, planning and construction stages of a project.
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project
Preliminary Geotechnical Investigation Report
2 NV5 appreciates the opportunity to provide this geotechnical engineering service for this project and looks forward to continuing our role as your geotechnical engineering consultant.
Respectfully submitted,
NV5 West, Inc.
Gene Custenborder, CEG 1319 Sam Koohi, PhD., PE 85010
Senior Engineering Geologist Engineering Manager
Reviewed by:
Guillaume Gau, GE 2986
Senior Vice President
GC/SK/GG:ma
Distribution: (3) Addressee, (1) via email
El Centro WWTP Geotechnical Report.doc
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project
Preliminary Geotechnical Investigation Report
TABLE OF CONTENTS
Page
1.0 INTRODUCTION .................................................................................................................... 1
2.0 SCOPE OF SERVICES ............................................................................................................ 1
3.0 SITE AND PROJECT DESCRIPTION.................................................................................... 2
4.0 FIELD EXPLORATION .......................................................................................................... 2
5.0 LABORATORY TESTING...................................................................................................... 3
6.0 GEOLOGY ............................................................................................................................... 3
7.0 FAULTING, SEISMICITY AND OTHER GEOLOGIC HAZARDS..................................... 4
8.0 CONCLUSIONS....................................................................................................................... 6
9.0 PRELIMINARY RECOMMENDATIONS.............................................................................. 6
9.1 EARTHWORK .......................................................................................................................6
9.2 UTILITY TRENCHING AND TEMPORARY EXCAVATIONS.......................................................8
9.3 TRENCH BOTTOM STABILITY ..............................................................................................9
9.4 BACKFILL PLACEMENT AND COMPACTION..........................................................................9
9.5 MAT FOUNDATIONS ............................................................................................................9
9.6 FOUNDATIONS FOR ANCILLARY STRUCTURES...................................................................10
9.7 LATERAL EARTH PRESSURES ............................................................................................10
9.8 UPLIFT RESISTANCE ..........................................................................................................11
9.9 SEISMIC DESIGN PARAMETERS..........................................................................................11
9.10 SOIL CORROSION ...........................................................................................................12
10.0 CONSTRUCTION OBSERVATION AND TESTING......................................................... 13
11.0 LIMITATIONS....................................................................................................................... 13
12.0 REFERENCES ....................................................................................................................... 14 Figures
FIGURE 1 – SITE LOCATION MAP
FIGURE 2 – SITE VICINITY MAP
FIGURE 3 – GEOTECHNICAL MAP
FIGURE 4 – GENERAL GEOLOGIC MAP
FIGURE 5 – REGIONAL FAULT MAP
Appendices
APPENDIX A – LOG OF EXPLORATORY BORING
APPENDIX B – LABORATORY TESTING
APPENDIX C – LIQUEFACTION ANALYSIS
APPENDIX D – TYPICAL EARTHWORK GUIDELINES
APPENDIX E– ASFE INFORMATION ABOUT GEOTECHNICAL REPORT
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project
Preliminary Geotechnical Investigation Report
1.0 INTRODUCTION
This report presents the results of NV5’s preliminary geotechnical investigation for the proposed bar screen structure project at the City of El Centro Waste Water Treatment Plant (WWTP) in El Centro, California. The approximate location of the project area is shown in Figure 1, Site Location Map and Figure 2, Site Vicinity Map. The purpose of this study was to evaluate the subsurface conditions and to provide preliminary geotechnical recommendations for the design and construction of the proposed structure. From information presented in NV5’s Basis of Design Draft Report, it is understood that the proposed bar screen structure will have a footprint of approximately 700 square feet and an approximate depth of 25 feet below the existing surface. The structure is planned to be located on a relatively flat section of the southeast corner of the WWTP. It is also our understanding that the proposed structure will be reinforced concrete construction. This report summarizes the data collected and presents our findings, conclusions, and preliminary recommendations.
This report has been prepared for the exclusive use of the client and their consultants to describe the geotechnical factors at the project site which should be considered in the design and construction of the proposed project. In particular, it should be noted that this report has not been prepared from the perspective of a construction bid preparation instrument and should be considered by prospective bidders only as a source of general information subject to interpretation and refinement by their own expertise and experience, particularly with regard to construction feasibility. Contract requirements as set forth by the project plans and specifications will supersede any general observations and specific recommendations presented in this report.
2.0 SCOPE OF SERVICES
The scope of services for this project consisted of the following tasks:
Review of NV5’s Basis of Design Draft Report.
Review of readily available background data, including in-house geotechnical data, geotechnical literature, geologic maps, topographic maps, seismic hazard maps, and literature relevant to the subject site.
Dig Alert notification to locate public utilities that may interfere with the proposed exploration location with the site and area.
A subsurface investigation, including the excavating, logging, and sampling of one exploratory boring located within the project area to a depth of approximately 51.5 feet below the existing ground surface.
Soil samples obtained from the boring were transported to NV5’s in-house laboratory for observation and testing.
Laboratory testing of selected soil samples to evaluate their pertinent geotechnical engineering properties.
An assessment of faulting, seismicity, liquefaction, and other geologic hazards affecting the area and possible impacts on the subject project.
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project
Preliminary Geotechnical Investigation Report
2 Engineering evaluation of the geotechnical data collected to develop geotechnical recommendations for the design and construction of the proposed project. Preparation of this report, including reference maps and graphics, summarizing the data collected and presenting our findings, conclusions, and geotechnical recommendations for the design and construction of the proposed project.
3.0 SITE AND PROJECT DESCRIPTION
The proposed structure and associated equipment site is planned to be located in the southeast corner of the WWTP approximately 350 feet southeast of the existing Administration Building (refer to Figure 3, Geotechnical Map). The site is relatively level at an elevation of approximately 47 feet below mean sea level. It is understood that the proposed structure will have a footprint of approximately 700 square feet and an approximate depth of 25 feet below the existing surface. It is also our understanding that the proposed structure will be reinforced concrete construction.
4.0 FIELD EXPLORATION
As required by law, Underground Service Alert was notified of the location of the exploratory boring prior to drilling. The subsurface conditions were explored by drilling, logging, and sampling one exploratory boring located within the project area to a maximum depth of approximately 51.5 feet below ground surface (bgs). The boring was drilled using a truck-mounted hollow-stem auger drill rig. The drilling services were provided by Pacific Drilling Company of San Diego, California. The approximate location of the exploratory boring is presented on Figure 3. Details of the subsurface exploration and log of the exploratory boring are presented in Appendix A.
Bulk and relatively undisturbed drive samples of the soils encountered in the borings were obtained in the field during our subsurface investigation. The samples were tagged in the field and transported to our laboratory for observation and testing. The drive samples were obtained using the California Modified Split Spoon and Standard Penetration Test (SPT) samplers, as described below.
California Modified Split Spoon Sampler
The split barrel drive sampler was driven with a 140-pound hammer allowed to drop freely 30 inches in general accordance with ASTM D1587. The number of blows for the last two of three 6-inch intervals were recorded during sampling and are presented in the logs of borings.
The sampler has external and internal diameters of approximately 3.0 and 2.4 inches, respectively, and the inside of the sampler is lined with 1-inch-long brass rings. The relatively undisturbed soil samples within the rings were removed, sealed, and transported to the laboratory for observation and testing.
Standard Penetration Test (SPT) Sampler
A split barrel sampler was driven with a 140-pound hammer allowed to drop freely 30 inches in general accordance with ASTM D1586. The numbers of blows for the last two of three 6-inch intervals were recorded during sampling and are presented in the logs of borings (i.e., N-value).
The sampler has external and internal diameters of 2.0 and 1.5 inches, respectively. The soil samples obtained in the interior of the barrel were measured, removed, sealed and transported to the laboratory for observation and testing.
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project
Preliminary Geotechnical Investigation Report
3 5.0 LABORATORY TESTING
Laboratory testing was performed on selected representative bulk and relatively undisturbed soil samples obtained from the exploratory boring to aid in the soil classification and to evaluate the engineering properties of the soil materials encountered. The following tests were performed:
In-situ moisture content (ASTM D2216)
Sieve analyses (ASTM D422)
Maximum Density and Optimum Moisture Content (ASTM D422) Atterberg Limits (ASTM D4318)
Expansion Index (ASTM D4829)
Corrosivity series including sulfate content, chloride content, pH-value, and resistivity (California Test Methods 417, 422, and 532/643)
Direct shear (ASTM D3080)
Testing was performed in general accordance with applicable ASTM standards or California Test Methods. The laboratory test results and details of the laboratory-testing program are presented in Appendix B.
6.0 GEOLOGY
Geologic Setting - The project site is located in Imperial County in a south-central portion of the Salton Trough, a structural depression within the Colorado Desert geomorphic province. This province is generally a low-lying barren desert basin (in part about 245 feet below sea level) dominated by the Salton Sea. The province is a depressed block between active branches of the San Andreas fault system. The fault branches are buried by recent alluvial deposits. The dominant structural features related to the San Andreas fault system consist of northwest-trending faults and fault zones. The major northwest-trending fault zones include the Imperial fault, the Superstition Hills fault, the Elsinore fault and the San Andreas fault. The province is characterized by the ancient beach lines and silt deposits of extinct Lake Cahuilla.
Geologic Materials - Geologic materials encountered during the subsurface explorations consisted of natural deposits mapped as Quaternary-aged Cahuilla Beds (Qc) on published geologic maps. Minor surficial deposits of fill are also present locally. Figure 4, General Geologic Map presents the general distribution of geologic units in the site area. Detailed descriptions of the earth materials encountered are presented on the boring log in Appendix A. A description of the geologic materials encountered are provided below:
Groundwater - Groundwater was encountered in the exploratory boring at a depth of approximately 16 feet bgs. Groundwater levels may vary due to seasonal fluctuations and factors such as a substantial increase in surface water infiltration from landscape irrigation, agricultural activity, storage facility leaks or unusually heavy precipitation. There is uncertainty in the accuracy of short-term groundwater level measurements, particularly in fine-grained soil. The groundwater level as reported herein, should not be interpreted to represent an accurate or permanent condition.
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project
Preliminary Geotechnical Investigation Report
4 7.0 FAULTING, SEISMICITY AND OTHER GEOLOGIC HAZARDS
The principal seismic considerations for most facilities in southern California are damage caused by surface rupturing of fault traces, ground shaking, seismically-induced ground settlement and liquefaction.
Potential impacts to the project due to faulting, seismicity and other geologic hazards are discussed in the following sections.
Faulting - The numerous faults in southern California include active, potentially active, and inactive faults. As used in this report, the definitions of fault terms are based on those developed for the AlquistPriolo Special Studies Zones Act (AP) of 1972 and published by the California Division of Mines and Geology (Hart and Bryant, 2007). Active faults are defined as those that have experienced surface displacement within Holocene time (approximately the last 11,000 years) and/or have been included within any of the state-designated Earthquake Fault Zones (previously known as Alquist-Priolo Special Studies Zones). Faults are considered potentially active if they exhibit evidence of surface displacement since the beginning of Quaternary time (approximately two million years ago) but not since the beginning of Holocene time. Inactive faults are those that have not had surface movement since the beginning of Quaternary time.
Review of geologic maps and literature pertaining to the general site area indicates that the site is not located within a state-designated Earthquake Fault Zone. In addition, there are no known major or active faults mapped or known to cross the project site. Evidence for active faulting at the site was not observed during the subsurface investigation. The relative location of the site to known active faults in the region is depicted on Figure 5, Regional Fault Map. The distance from the site to the projection of traces of surface rupture along major active earthquake fault zones, that could affect the site are listed in the following Table 1.
Table 1
Distance From the site to Major Active Faults
Fault Distance From Site
San Jacinto fault (Superstition Hills section) 1.9 miles Imperial fault 4.6 miles
Brawley Seismic Zone 6.0 miles
San Jacinto fault 8.4 miles
Elsinore fault (Laguna Salada section) 18.4 miles
Elmore Ranch fault 21.8 miles
Elsinore fault 25.0 miles
San Andreas fault (Coachella section) 37.7 miles
Earthquake Valley fault 51.6 miles
Algodones fault zone 62.4 miles
Burnt Mountain fault 90.4 miles
Eureka Peak fault 90.5 miles
Pinto Mountain fault 91.5 miles
Newport Inglewood-Rose Canyon fault 92.5 miles
Pisgah-Bullion Mountain-Mesquite Lake 94.4 miles
Palos Verdes-Coronado Bank fault 95.9 miles
So. Emerson-Copper Mountain fault 98.9 miles
Calico-Hidalgo fault 99.3 miles
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project
Preliminary Geotechnical Investigation Report
5 Seismic Shaking - The project site is located in southern California which is considered a seismically active area, and as such, the seismic hazard most likely to impact the site is ground shaking resulting from an earthquake along one of the known active faults in the region. The seismic design of the project may be performed using seismic design recommendations in accordance with the 2013 California Building Code (CBC). Recommended seismic design parameters are presented in Section 9.9 of this report.
Fault Rupture - The project site is not located within an Earthquake Fault Zone delineated by the State of California for the hazard of fault surface rupture. The surface traces of known active or potentially active faults are not known to pass directly through the site. The Alquist-Prioo (AP) mapped San Jacinto fault zone, Superstition Hills section (Wienert fault), is located approximately 10,000-feet to the northwest and trends towards the Site. However, based on the distance to the mapped trace of the fault and the distance to the other faults in the vicinity of the site, the potential for damage due to ground surface rupture of faults at the project site is considered low.
Liquefaction and Seismically-Induced Settlement – Liquefaction and dynamic settlement of soils can be caused by ground shaking during earthquakes. Research and historical data indicate that loose, relatively clean granular soils are susceptible to liquefaction and dynamic settlement, whereas the stability of the majority of clayey silts, silty clays and clays is not adversely affected by ground shaking.
Liquefaction is generally known to occur in saturated loose cohesionless soils at depths shallower than approximately 50 feet. The potential for liquefaction under the same conditions of ground shaking intensity and duration will decrease for sands that are more well graded, more irregular and gritty, coarser and denser. Also, a pronounced decrease in liquefaction potential will occur with the increase in finegrained (i.e., silt and clay) content. Seed and others have suggested that a non-liquefiable classification be assigned if the clay faction is 15 percent or greater (Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117, CDMG, Ch. 6, 1997). Dynamic settlement due to earthquake shaking can occur in both dry and saturated sands. The potential consequences of liquefaction to engineered structures include loss of bearing capacity, buoyancy forces on underground structures (including pipelines), increased lateral earth pressures on retaining walls, and lateral spreading.
The site is underlain by a layer of poorly to moderately consolidated sandy clay to clayey sand soils between 10 feet to 30 feet below the existing ground. The subsurface exploration program encountered poorly to moderately consolidated alluvial clay and silt with varying contents of fine sand, along with a relatively shallow ground water table.
Liquefaction analyses were performed based on the liquefaction triggering analysis method proposed by Boulanger and Idriss (2014). Detailed information regarding liquefaction analysis is presented in a published National Center for Earthquake Engineering Research (NCEER) document referenced in Section 12.0: References.
Liquefaction analyses were performed utilizing the field and laboratory test data. A peak ground acceleration (PGA) value of 0.5g and an earthquake moment magnitude of Mw=7.0 were used in the analyses. The ground water level (GWL) utilized in the analyses was 10 feet below existing grade (the groundwater during the earthquake). Appendix C, Liquefaction Analysis, contains the input data file and a graphical output identifying the potentially liquefiable zones. The magnitude of total liquefactioninduced settlement ranged from 4 to 5 inches. In accordance with industry standards, the accuracy of the above settlements ranges from approximately ± 0.5-inches to ± 1.0-inches. The analysis indicates that the liquefaction-induced settlements would occur within the loose to medium dense sand layers.
Based on our analysis, the bar screen structure may experience about 1-inch of liquefaction induced settlement and ½-inch differential settlement over a distance of 30 feet.
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project
Preliminary Geotechnical Investigation Report
6 Landslides and Slope Instability - There are no high or steep slopes on or in close proximity to the project site. Based on the investigation, there appears to be no indications of landslides or deep-seated instability at the site.
Subsidence - The site is located in a region of known ground subsidence due to the withdrawal of subsurface fluids. Typically soil subsidence occurs when groundwater (near the surface or in a deep aquifer) is lowered past its historical level. This occurrence results in an increase of effective stress within a soil layer which typically translates into additional soil consolidation. The regional subsidence is due to fluid withdrawal from geothermal production. Due to the depth of the reservoir, the amount of subsidence caused by fluid withdrawal at the site is not expected to create significant differential settlement conditions. Consequently, the potential for damaging localized differential settlement from fluid withdrawal subsidence is considered low.
Tsunamis, Inundation Seiches, and Flooding – The site and surrounding areas are at an approximate elevation of 47 feet below mean sea level, the site is approximately 100 miles from the Gulf of California.
Therefore, tsunamis (seismic sea waves) are not considered a hazard at the site.
The site is not located near to or downslope of, any large body of water that could affect the site in the event of an earthquake-induced failure or seiche (oscillation in a body of water due to earthquake shaking).
8.0 CONCLUSIONS
Based on the data obtained from the subsurface exploration, the associated laboratory test results, engineering analyses, and experience with similar site conditions, it is NV5’s opinion that construction of the proposed structure and associated improvements are feasible from a geotechnical standpoint.
9.0 PRELIMINARY RECOMMENDATIONS
The following preliminary recommendations are provided so that the project design team is aware of the geotechnical factors that should be incorporated into the project design and implemented during construction.
Recommendations are included for buried, partially buried or at-grade alternatives.
9.1 Earthwork
Site grading should be performed in accordance with the following recommendations and the Typical Earthwork Guidelines provided in Appendix D. In the event of conflict, the recommendations presented herein supersede those of Appendix D.
Clearing and Grubbing - Prior to grading, the project area should be cleared of all significant surface vegetation, demolition rubble, pond liners, trash, debris, etc. Any buried organic debris or other unsuitable contaminated material encountered during subsequent excavation and grading work should also be removed. Removed material and debris should be properly disposed of offsite. Holes resulting from removal of buried obstruction which extend below finished site grades should be filled with properly compacted soils. Any utilities within the footprint of planned structural improvements should be appropriately abandoned.
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project
Preliminary Geotechnical Investigation Report
7 Removal Below Bar Screen Structure – Based on our subsurface exploration, it is anticipated that the on-site soils can be excavated by modern conventional heavy-duty excavating equipment in good operating conditions. We recommend over-excavation of a minimum of 3 feet below the bottom of the structure. We recommend that the bottom of the excavation be backfilled to the bottom of the planned structure with a layer of crushed rock. Dewatering - Groundwater was encountered at a depth of approximately 16 feet below the existing ground surface. Groundwater levels may be expected to vary due to seasonal fluctuations and factors such as a substantial increase in surface water infiltration from landscape irrigation, agricultural activity, storage facility leaks or unusually heavy precipitation.
Dewatering is anticipated to be necessary for excavation and proposed construction that extends to near or below the groundwater level. Dewatering may be achieved by means of a series of sump pumps in the bottom of the excavation. In any case, the actual means and methods of any dewatering scheme should be established by a contractor with local experience. It is important to note that temporary dewatering, if necessary, will require a permit and plan that complies with RWQCB regulations. If excessive water is encountered, NV5 should be contacted to provide additional recommendations for temporary construction dewatering. Removals Below Ancillary Structures – Ancillary structures should be founded entirely on properly compacted fill. A cut-fill transition condition should not be allowed underlying proposed structures. In order to create a uniform bearing condition for ancillary structures the existing soils underlying the proposed structures should be completely excavated to a minimum depth of 5 feet below the finished grade or 3 feet below the bottom of foundation, whichever is deeper. The excavation should extend laterally a distance of at least 5 feet beyond the footprint of the proposed structure. The soils exposed in the bottom of the excavation should be moisture conditioned and uniformly recompacted to at least 90 percent of the soils maximum density (based on ASTM D1557).
Structural Fill Placement - Areas to receive fill and/or surface improvements should be scarified to a minimum depth of 6 inches, brought to near-optimum moisture conditions, and compacted to at least 90 percent relative compaction, based on laboratory standard ASTM D1557. Fill soils should be brought to near-optimum moisture conditions and compacted in uniform lifts to at least 90 percent relative compaction (ASTM D1557). Rocks with a maximum dimension greater than 4 inches should not be placed in the upper 3 feet of pad grade. The optimum lift thickness to produce a uniformly compacted fill will depend on the size and type of construction equipment used. In general, fill should be placed in uniform lifts not exceeding 8 inches in loose thickness.
Placement and compaction of fill should be observed and tested by the geotechnical consultant. Paved Areas, Flatwork: - Excavate to a depth of at least 1.0 feet below the proposed or existing subgrade elevation, whichever is greater and replace with non-expansive fill (Expansion Index not exceeding 20) compacted to at least 95 percent relative compaction, based on laboratory standard ASTM D1557. These excavations should extend a horizontal distance of at least 2.0 feet beyond the outside perimeter.
Import Soils - If import soils are needed, proposed import should be sampled and tested for suitability by NV5 prior to delivery to the site. Imported fill materials should consist of clean granular soils free from vegetation, debris, or rocks larger than 3 inches in maximum dimension.
The Expansion Index value should not exceed a maximum of 20 (i.e., essentially non-expansive).
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project
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8 9.2 Utility Trenching and Temporary Excavations
Temporary, shallow excavations with vertical side slopes less than 4 feet high will generally be stable, although there is a potential for localized sloughing; in these soil types vertical excavations greater than 4 feet high should not be attempted without proper shoring to prevent local instabilities.
Shoring may be accomplished with hydraulic shores and trench plates, and/or trench boxes, soldier piles and lagging. The actual method of a shoring system should be provided and by a contractor experienced in installing temporary shoring under similar soil conditions and designed by an experienced licensed professional. If soldier piles and lagging are to be used, we should be contacted for additional recommendations.
All trench excavations should be shored in accordance with CalOSHA regulations. For your planning purposes, the native soil materials may be considered a Type C, as defined the current CalOSHA soil classification.
The excavation support system should be designed to resist lateral earth pressures of the soil and hydrostatic pressures. It is common practice for an experienced contractor to design and install any required shoring structure. The preliminary shoring design parameters are provided as follows for reference. The final design of the temporary shoring should be reviewed by the project geotechnical engineer.
For the design of a cantilever soldier piles and lagging shoring system the structure should be designed to resist the lateral earth, water, and surcharge loadings. For the subsurface conditions at this site, the unfactored earth pressure distribution (p in psf) can be calculated as follows:
Where:
H= height of the excavation
γ = soil unit weight, where for above water ground is 120 pcf, and for below water level is γˊ=58 pcf
K0=0.6 at-rest earth pressures should be assumed for the geotechnical design, where the wall support does not allow lateral displacement
Ka=0.4 active earth pressure should be assumed for the
geotechnical design, where the wall support allow for lateral yielding
Surcharge 1: The surcharge for typical construction activities, a minimum of 2 feet equivalent soil surcharge is recommended Hydrostatic pressures acting below the groundwater table should be considered in shoring designs.
Stockpiled (excavated) materials should be placed no closer to the edge of a trench excavation than a distance defined by a line drawn upward from the bottom of the trench at an inclination of 1(H): 1(V),
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project
Preliminary Geotechnical Investigation Report
9 but no closer than 4 feet. All trench excavations should be made in accordance with CalOSHA requirements.
9.3 Trench Bottom Stability
The bottom of onsite excavations will likely expose firm sandy clay to clay. These soils should provide a suitable base for construction of pipelines. For the design of flexible conduits, a modulus of soil reaction (E’), of 100 pounds per square inch is recommended.
While groundwater is not anticipated to be encountered in shallow trenches, if these soils become wet or saturated they may be prone to settlement due to construction activities such as placement and compaction of backfill soils. If wet or unusually soft conditions are encountered in the trench bottom, the bottom of the excavations will need to be stabilized. A typical stabilization method includes overexcavation of the soft or saturated soil and replacement with properly compacted fill, gravel or lean concrete to form a "mat" or stable working surface in the bottom of the excavation. There are other acceptable methods that can be implemented to mitigate the presence of compressible soils or unstable trench bottom conditions, and specific recommendations for a particular alternative can be discussed based on the actual construction techniques and conditions encountered.
9.4 Backfill Placement and Compaction
The majority of the on-site soils are suitable for use as backfill material provided they are free of deleterious materials and moisture-conditioned to near optimum moisture conditions. Backfill should be placed in loose lifts not exceeding 8 inches in thickness and compacted to at least 90 percent of the maximum dry density as evaluated by the latest version of ASTM D1557. Trench backfill should be compacted in uniform lifts (not exceeding 6 inches in compacted thickness) by mechanical means to at least 90 percent relative compaction (ASTM D1557). Water jetting should not be used for compaction. Imported backfill should consist of granular, non-expansive soil with an Expansion Index of 20 or less and should not contain any contaminated soil, expansive soil, debris, organic matter, or other deleterious materials. The sand equivalent of the imported material shall be 20 or greater. Import material should be evaluated for suitability by the geotechnical consultant prior to transport to the site.
The upper 12 inches of subgrade soil and all rock base should be compacted to at least 95 percent.
The moisture content of the backfill should be maintained within 2 percent of optimum moisture content during compaction. All backfill should be mechanically compacted. Flooding or jetting is not recommended and should not be allowed.
9.5 Mat Foundations
The support for the bar screen structure is available using a mat foundation at an elevation of approximately 25 feet below the existing ground. The mat foundation is designed to distribute the structural and equipment loads evenly. Recommendations for the design and construction of foundation system are presented below.
9.5.1 Design Parameters
The bar screen structure will be supported by a concrete mat foundation at a depth of approximately 25 feet below the existing grade bearing on a minimum of 3 feet of engineered fill.
The mat foundation is designed to distribute the structural loads evenly. An allowable bearing
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project
Preliminary Geotechnical Investigation Report
10 capacity of 3,500 psf should be used for design. The mat foundation should be designed to distribute structural loads evenly. The bearing capacity value can be increased by one-third if wind and/or seismic loads are included. The mat foundation should be designed and reinforced in accordance with the recommendations of the structural engineer and should conform to the latest edition of the California Building Code.
9.5.2 Settlement
For preliminary design purposes, the total static settlement for the mat foundation loaded to accordance with the allowable bearing capacities recommended above is estimated to be less than 1 inch. Based on our knowledge of the project, differential static settlements are anticipated to be
0.5 inch or less. We estimate the total settlement (static plus liquefaction) for the structure is estimated to be about 2 inches. The liquefaction-induced settlement can be reduced if the mat foundation is constructed at least 5 feet deeper than current design elevations.
9.5.3 Lateral Loads
Lateral loads may be resisted by friction and by the passive resistance of the supporting soils. A coefficient of friction of 0.30 may be used between foundations and the native soils. The passive earth pressures are provided in Section 9.8 of this report.
9.5.4 Foundation Observation
To verify the presence of satisfactory materials at design elevations, bottom of the excavations should be observed to be clean of loosened soil and debris before placing steel or concrete and probed for soft areas.
9.6 Foundations for Ancillary Structures
A shallow foundation system may be used for support of relatively lightly loaded ancillary structures, such as site walls, light standards, trash enclosures, etc. The foundations for each feature should be supported entirely on compacted fill prepared in accordance with the recommendations in Section 9.1 of this report.
9.7 Lateral Earth Pressures
The reinforced concrete walls of the bar screen structure should be designed for earth pressures at least equal to those indicated in Table 2. Earth pressures will be influenced by structural design of the walls, condition of wall restraint, and methods of construction. The retaining walls should be designed to resist a triangular distribution of lateral earth pressure plus surcharges from any adjacent loads.
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project
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11 Table 2
Earth Pressure Coefficients
Condition Equivalent Fluid Density (pcf)
Active (Ka) 50
At-Rest (K0) 70
Passive (Kp) 300
Dynamic Active (Kae) 30
9.8 Uplift Resistance
The weight of structure and foundation, can be used to resist the buoyancy forces experienced by the structure. The unit weight of 150 pcf and 110 pcf can be used for the concrete and soil, respectively in calculating the vertical weight of structure. This value should be reduced by the unit weight of water (62,4 pcf) below the groundwater level. The volume of soil directly above the edge of mat foundation is available to resist the hydrostatic uplift force. As ground water was encountered at 16 feet below the ground surface. The structure should be protected from excessive hydrostatic uplift for times when the structure is empty or if there is not enough dead load available to resist the buoyant force condition. There are various methods of resisting hydrostatic uplift such as extending the edges of mat foundation, using hydrostatic relief system, or increasing the weight of structure.
9.9 Seismic Design Parameters
Preliminary seismic design parameters for the project site were developed as per the guidelines outlined in the 2012/2015 IBC (2008 USGS hazard data) and 2010 ASCE 7-10 Standard (with errata as of April 2013). NV5 should be contacted to provide revisions to these parameters if other codes are specified. The seismic design parameters for Site Class “D” were developed using a JAVA ™ application, Java Ground Motion Parameter Calculator available on the USGS website (http://earthquake.usgs.gov). The preliminary seismic design parameters for the project site are presented in Table 3 below.
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project
Preliminary Geotechnical Investigation Report
12 Table 3
2012 IBC Seismic Design Parameters
And ASCE 7-10 Standard
Parameter Value1
Site Coordinates 32.814413°N2
115.579853°W
Site Class; (Section 11.4.2) D
Mapped Spectral Accelerations for short periods, SS ; (Section 11.4.1) 1.948g Mapped Spectral Accelerations for 1-sec period, S1 ; (Section 11.4.1) 0.715g Site Coefficient, Fa; (Table 11.4-1) 1.000
Site Coefficient, Fv; (Table 11.4-2) 1.5800
Maximum considered earthquake spectral response acceleration for short periods (MCER
3 ), SMS adjusted for Site Class (Equation 11.4-1) 1.948g Maximum considered earthquake spectral response acceleration at 1-sec period (MCER), SM1 adjusted for Site Class (Equation 11.4-2) 1.073g Five-percent damped design spectral response acceleration at short periods, SDS; (Equation 11.4-3) 1.299g
Five-percent damped design spectral response acceleration at 1-sec period, SD1; (Equation 11.4-4) 0.715g
Mapped Peak Ground Acceleration4, PGAM 0.742g
Notes:
1. Values obtained from the United Stated Geological Survey (USGS) U.S. Seismic Design Maps tool, based on 2010 ASCE 7 Standard with March 2013 errata.
2. Latitude and longitude were obtained from Google Earth.
3. MCER stands for Risk-Targeted Maximum Considered Earthquake.
4. PGAM adjusted for site effects as defined by ASCE 7-10 Chapter 11.
Deaggregation analyses performed at the project site was based on the USGS Beta – Unified Hazard tool for an exceedance probability of 2 percent in 50 years. Results of the analysis shows that earthquakes having a mean magnitude of 7.0 occurring at a mean distance of 7 km have the highest contribution to the seismic hazard at the project site.
9.10 Soil Corrosion
Laboratory testing was performed on representative samples of the on-site soils to evaluate pH, minimum resistivity, and chloride and soluble sulfate content. Table 4 presents the results of the corrosivity testing.
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project
Preliminary Geotechnical Investigation Report
13 Table 4
Corrosivity Test Results
Test Location Exploratory Boring B1 Exploratory Boring B1 Depth (feet) 0 – 5 40 – 41.5
pH 6.6 6.6
Resistivity
(ohm-cm) 100 120
Chloride Content (ppm) 4270 1920
Soluble Sulfate
Content (ppm) 1080 430
Based on our experience and various publications including the Caltrans Corrosion Guidelines dated January 2015, the site would be considered “corrosive” due to the sulfate concentration in excess of 2000 ppm, the chloride concentration in excess of 500 ppm and relatively low soil resistivity. Using a type V-High sulfate resistant cement for concrete is recommended due to the high sulfate concentration. It is recommended that a corrosion specialist be contacted to determine if measures are necessary.
10.0 CONSTRUCTION OBSERVATION AND TESTING
Observation and testing of bottom of excavation, the placement and compaction of backfill, subgrade will be important to the performance of the proposed project. Site preparation, removal of unsuitable soils, assessment of imported fill materials, backfill placement, and other earthwork operations should be observed and tested. The substrata exposed during the construction may differ from that encountered in the exploratory borings. Continuous observation by a representative of NV5 during construction allows for evaluation of the soil conditions as they are encountered, and allows the opportunity to recommend appropriate revisions where necessary.
11.0 LIMITATIONS
The recommendations and opinions expressed in this report are based on NV5’s review of background documents and on information obtained from field explorations. It should be noted that this study did not evaluate the possible presence of hazardous materials on any portion of the site.
Due to the limited nature of the field explorations, conditions not observed and described in this report may be present on the site. Uncertainties relative to subsurface conditions can be reduced through additional subsurface exploration. Additional subsurface evaluation and laboratory testing can be performed upon request. It should be understood that conditions different from those anticipated in this report may be encountered during construction, and that additional effort may be required to mitigate them.
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project
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14 Site conditions, including groundwater elevation, can change with time as a result of natural processes or the activities of man at the subject site or at nearby sites. Changes to the applicable laws, regulations, codes, and standards of practice may occur as a result of government action or the broadening of knowledge. The findings of this report may, therefore, be invalidated over time, in part or in whole, by changes over which NV5 has no control.
NV5’s recommendations for this site are, to a high degree, dependent upon appropriate quality control of construction operations, placement and compaction of backfill, subgrade preparation, etc. Accordingly, the recommendations are made contingent upon the opportunity for NV5 to observe the earthwork operations for the proposed construction. If parties other than NV5 are engaged to provide such services, such parties must be notified that they will be required to assume complete responsibility as the geotechnical engineer of record for the geotechnical phase of the project by concurring with the recommendations in this report and/or by providing alternative recommendations.
This document is intended to be used only in its entirety. No portion of the document, by itself, is designed to completely represent any aspect of the project described herein. NV5 should be contacted if the reader requires additional information or has questions regarding the content, interpretations presented, or completeness of this document.
NV5 has endeavored to perform this geotechnical evaluation using the degree of care and skill ordinarily exercised under similar circumstances by reputable geotechnical professionals with experience in this area in similar soil conditions.
12.0 REFERENCES
ASTM, 2001, Soil and Rock: American Society for Testing and Materials: vol. 4.08 for ASTM test methods D-420 to D-4914; and vol. 4.09 for ASTM test methods D-4943 to highest number.
California Department of Conservation, Division of Mines and Geology, 1997, Guidelines for Evaluation and Mitigation of Seismic Hazards in California: Special Publication 117, 74 pp.
California Department of Conservation, Division of Mines and Geology, 1998, Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada: International Conference of Building Officials, dated February, Scale 1 inch = 4 kilometers.
California Geological Survey, Geologic Data Map No. 2; Compilation and Interpretation by: Charles W.
Jennings (1977). Updated version by: Carlos Gutierrez, William Bryant, George Saucedo, and Chris Wills. Graphics by: Milind Patel, Ellen Sander, Jim Thompson, Barbara Wanish and Milton Fonseca Plesch, Anndreas et. al., 2007, Community Fault Model (CFM) for Southern California; in the Bulletin of the Seismological Society of America, Vol. 97, No. 6. pp. 1793-1802, dated December.
Diblee, T.W., and Minch, J.A., Geologic Map of the Plaster City & Brawley 15 Minute Quadrangle, Imperial County, California. Dibble Geological Foundation, Diblee Foundation Map DF-406, 2008.
Hart, E.W., and Bryant, W.A., 2007, Fault-Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zone Maps: California Department of Conservation, Division of Mines and Geology Special Publication 42, 38 pp., International Conference of Building Officials, 2010 California Building Code: Volume 2.
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project
Preliminary Geotechnical Investigation Report
15 Ishihara, K., 1985, Stability of Natural Deposits during Earthquakes: Proceedings, 11th International Conference on Soil Mechanics and Foundation Engineering, Volume 1, pp. 321-376.
Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas with Locations and Ages of Recent Volcanic Eruptions: California Department of Conservation, Division of Mines and Geology Geologic Data Map No. 6, scale 1:750,000.
Jennings, C.W., and Saucedo, G. J. 1999, Simplified Fault Activity Map of California, Map Sheet 54, (Revised 2003 by Toppozada, T., and Branum, D.).
International Building Code, dated 2010.
United States Geological Survey Professional Paper 1360, Evaluating Earthquake Hazards in the Los Angeles Region – An Earth-Science Perspective, dated 1985.
Youd, T.L. and Idriss, I.M., 2001, Liquefaction Resistance of Soils: Summary report of NCEER 1996 and 1998 NCEER/SF Workshops on Evaluation of Liquefaction Resistance of Soils: Journal of Geotechnical and Geoenvironmental Engineering, dated April, pp. 297-313.
Figures
Project No: 226816-0000167
Drawn: SR
Date: March 2017 Figure No. 1
NV5
An NV5 West, Inc. Company – Offices Nationwide
10592 Avenue of Science, Suite 200
San DIego, CA
Tel: (858) 385-0500, Fax: (858) 385-0400
N
No Scale
Site Location Map
Proposed Bar Screen Structure Project
El Centro Waste Water Treatment Plant
El Centro, California
Reference: Google Earth 2016
Approximate Location
of Project Site
Project No:226816-0000167
Drawn: SRDate: March 2017 Figure No. 2
NV5An NV5 West, Inc. Company – Offices Nationwide 10592 Avenue of Science, Suite 200 San DIego, CATel: (858) 385-0500, Fax: (858) 385-0400 N
MAP SYMBOLS
Approximate location of geotechnical boring
Approximate scale in feet
0 200 400 600 800
Reference: Google Earth 2016
B1
Site Vicinity Map
Proposed Bar Screen Structure Project
El Centro Waste Water Treatment Plant
El Centro, California
B1
1000
Project No: 226816-0000167
Drawn: SRDate: March 2017 Figure No. 3
NV5An NV5 West, Inc. Company – Offices Nationwide 10592 Avenue of Science, Suite 200 San DIego, CATel: (858) 385-0500, Fax: (858) 385-0400 B1 Approximate location of geotechnical boring
B1
Geotechnical Map
Proposed Bar Screen Structure Project
El Centro Waste Water Treatment Plant
El Centro, California
Reference: Geologic Map of the Plaster City & Brawley 15 Minute Quadrangle, Imperial County, California. Compiled by Diblee, T.W., and Minch, J.A., 2008. Dibble Geological Foundation, Diblee Foundation Map DF-406.
Project No: 226816-0000167Drawn: SRDate: March 2017 Figure No. 4 NV5An NV5 West, Inc. Company – Offices Nationwide 10592 Avenue of Science, Suite 200 San DIego, CATel: (858) 535-0500, Fax: (858) 385-0400 N
DESCRIPTION OF MAP UNITS
Qc – Cahuilla Beds, thin series of tan-gray claystones, sands, and gravels deposited in former Lake Cahuilla 7500 10000 12500
Approximate location of geotechnical boring
MAP SYMBOLS
B1
General Geologic Map
Proposed Bar Screen Structure Project
El Centro Waste Water Treatment Plant
El Centro, California
B1
Approximate Scale in Feet
0 2500 5000
For Schematic Use Only-Not a Construction Drawing
Project No: 226816-0000167
Drawn: SR
Date: March 2017
Figure No. 5
NV5
An NV5 West, Inc. Company – Offices Nationwide
10592 Avenue of Science, Suite 200 San
DIego, CA
Tel: (858) 385-0500, Fax: (858) 385-0400
Map of southern California showing the geographic regions, faults and focal mechanisms of the more significant earthquakes. Regions: Death Valley, DV; Mojave Desert MD; Los Angeles, LA; Santa Barbara Channel, SBC; and San Diego, SD. Indicated Faults: Banning fault, BF; Channel Island thrust, CIT; Chino fault, CF; Eastern California Shear Zone, ECSZ; Elsinore fault, EF; Garlock fault, GF; Garnet Hill fault, GHF; Lower Pitas Point thrust, LPT; Mill Creek fault, MICF; Mission Creek fault, MsCF; Northridge fault, NF; Newport Inglewood fault, NIF; offshore Oak Ridge fault, OOF; Puente Hills thrust, PT; San Andreas fault (sections: Parkfield, Pa; Cholame, Ch; Carrizo; Ca; Mojave, Mo; San Bernardino, Sb; and Coachella, Co); San Fernando fault, SFF; San Gorgonio Pass fault, SGPF; San Jacinto fault, SJF; Whittier fault, WF; and White Wolf fault, WWF. Earthquake Focal Mechanisms: 1952 Kern County, 1; 1999 Hector Mine, 2; 1992 Big Bear, 3; 1992 Landers, 4; 1971 San Fernando, 5; 1994 Northridge, 6; 1992 Joshua Tree, 7; and 1987 Whittier Narrows, 8.
Reference: Plesch, Anndreas et. al., 2007, Community Fault Model (CFM) for Southern California; in the Bulletin of the Seismological Society of America, Vol. 97, No. 6. pp. 1793-1802, dated December.
Approximate
Site Location
Regional Fault Map
Proposed Bar Screen Structure Project
El Centro Waste Water Treatment Plant
El Centro, California
Appendix A
Exploratory Boring Log
Log of Exploratory Boring
Bulk and relatively undisturbed drive samples were obtained in the field during our subsurface evaluation. The samples were tagged in the field and transported to our laboratory for observation and testing. The drive samples were obtained using the Standard Penetration Test (SPT) samplers as described below.
California Modified Split Spoon Sampler
The split barrel drive sampler is driven with a 140-pound hammer allowed to drop freely 30 inches in general accordance with ASTM D1587. The number of blows per foot recorded during sampling is presented in the logs of exploratory borings. The sampler has external and internal diameters of approximately 3.0 and 2.4 inches, respectively, and the inside of the sampler is lined with 1-inch-long brass rings. The relatively undisturbed soil sample within the rings is removed, sealed, and transported to the laboratory for observation and testing.
Standard Penetration Test (SPT) Sampler
The split barrel sampler is driven with a 140-pound hammer allowed to drop freely 30 inches in general accordance with ASTM D1586. The number of blows per foot recorded during sampling is presented in the logs of exploratory borings. The sampler has external and internal diameters of 2.0 and 1.5 inches, respectively. The soil sample obtained in the interior of the barrel is measured, removed, sealed and transported to the laboratory for observation and testing.
Chart 1
Boring Log Legend
EL Centro WWTP Bar Screen Structure
El Centro, California
Title:
Project:
Project No: 226816-0000167
Drawn: GC
Date: April 2017
NV5
An NV5 West, Inc. Company – Offices Nationwide
15092 Avenue of Science, Suite 200
San Diego, CA 92128
Tel: (858) 385-0500, Fax: (858) 385-0400
Chart 2
Soil Classification
El Centro WETP Bar Screen Structure
El Centro, California
Title:
Project:
Project No: 226816-0000167
Drawn: GC
Date: April 2017
NV5
An NV5 West, Inc. Company – Offices Nationwide
15092 Avenue of Science, Suite 200
San Diego, CA 92128
Tel: (858) 385-0500, Fax: (858) 385-0400
Project: Boring B1
Project Location:
Project Number: Sheet 1 of 2
Logged
By
Checked
By
Boring
Diameter 6-inch Approximate Surface Elevation
Sampling
Method Hammer Data
Blows / 6 in. (N)
Sample ID
USCS Class.
Moisture
Content %
Dry Weight
(pcf)
Other Tests
and Remarks
Fill
CL
4 5 CL
6 CAL1 23.2 101.7
2 3 CL
4 SPT1
Native
CL
1 1
2 CAL2 SC 25.7 89.3
micaceous
2 4 SC
6 SPT2 29.3
CL
4 9
11 SPT3 SC 28.9
micaceous
Increasing silt content, grades to ML
30 140 pound, auto chain, 30'' drop
Proposed Bar Screen Structure
El Centro, California
226816-0000167.00
Date(s)
Drilled March 1, 2017 Sean Roy
Diedrich D50 Location: Bar Screen Structure
Sam Koohi
Drilling
Method Hollow Stem Auger 47 feet below mean sea level
Drilling
Contractor Pacific Drilling California Split Spoon and
Standard Penetration Test
15 Lat. - Long.: 32.814413, -115.579853 (WGS84)
Depth (ft)
Sample Type
0 Drill Rig
Type:
25 micaceous
5 10
Clayey SAND: very loose, reddish brown, wet, very fine-grained, CLAY: firm, dark reddish brown, moist, with 3/4-inch gravel and asphalt CLAY: firm, dark reddish brown, moist, with 3/4-inch gravel and asphalt Clayey SAND: very loose, reddish brown, wet, very fine-grained, 20 fragments, micaceous
Groundwater at
16 feet bgs
Clayey SAND: medium dense, reddish brown, wet, very fine-grained, CLAY: firm, dark reddish brown, moist, with 3/4-inch gravel and asphalt fragments, micaceous
fragments, micaceous
CLAY: firm, dark reddish brown, moist, micaceous
CLAY: firm, reddish brown, wet, micaceous
Cal. Mod. SPT Bulk Other No Recovery
MATERIAL DESCRIPTION
This log is an integral part of the accompanying report and must be used together with the report for relevant interpretation. The descriptions contained hereon apply only at this boring location and at the time of excavation. Subsurface data are a simplified summary of actual conditions encountered and may vary at other locations and with the passage of time.
Sample Type
Project: Boring B1
Project Location:
Project Number: Sheet 2 of 2
Logged
By
Checked
By
Boring
Diameter 6-inch Approximate Surface Elevation
Sampling
Method Hammer Data
Blows / 6 in. (N)
Sample ID
USCS Class.
Moisture
Content %
Dry Weight
(pcf)
Other Tests
and Remarks
11 17 SC-SM
28 SPT4 micaceous 24.5
ML
5 6
12 SPT5 CL 28.9
6 8
11 SPT6 CL
7 8
10 SPT7 CL
5 6 CL
8 SPT8 28.5
Backfilled with soil cuttings.
60 Proposed Bar Screen Structure
El Centro, California
226816-0000167.00
Date(s)
Drilled March 1, 2017 Sean Roy Sam Koohi
Drilling
Method Hollow Stem Auger 47 feet below mean sea level
Drilling
Contractor Pacific Drilling California Split Spoon and
Standard Penetration Test 140 pound, auto chain, 30'' drop Drill Rig
Type: Diedrich D50 Location: Bar Screen Structure Lat. - Long.: 32.814413, -115.579853 (WGS84) Depth (ft) Sample Type 30 Silty-Clayey SAND: very dense, reddish brown, wet, very fine-grained, 55 35
40 45
50 Boring terminated at 51.5 feet below ground surface.
Groundwater encountered at 16 feet bgs
CLAY: stiff, reddish brown, wet, micaceous
CLAY: very stiff, reddish brown, wet, micaceous
CLAY: very stiff, reddish brown, wet, micaceous
CLAY: very stiff, reddish brown, wet, micaceous
Cal. Mod. SPT Bulk Other No Recovery
MATERIAL DESCRIPTION
This log is an integral part of the accompanying report and must be used together with the report for relevant interpretation. The descriptions contained hereon apply only at this boring location and at the time of excavation. Subsurface data are a simplified summary of actual conditions encountered and may vary at other locations and with the passage of time.
Sample Type
Appendix B
Laboratory Test Results
SUMMARY OF LABORATORY TEST RESULTS
In-situ Moisture and Density Tests
The in-situ moisture contents and dry densities of selected samples obtained from the test borings were evaluated in general accordance with the latest version of D-2216 and D2937 laboratory test methods. The method involves obtaining the moist weight of the sample and then drying the sample to obtain is dry weight. The moisture content is calculated by taking the difference between the wet and dry weights, dividing it by the dry weight of the sample and expressing the result as a percentage. The results of the in-situ moisture content and density tests are presented in the following table.
RESULTS OF MOISTURE CONTENT AND DENSITY TESTS
(ASTM D2216)
Sample Location Moisture Content (percent)
Dry Density
(pounds per cubic foot)
Boring 1 @ 5-10 feet 17.6 -
Boring 1 @ 6-6.5 feet 23.2 102
Boring 1 @ 16-16.5 feet 25.7 89
Boring 1 @ 20-21.5 feet 29.3 88
Boring 1 @ 25-26.5 feet 28.9 -
Boring 1 @ 30-31.5 feet 24.5 -
Boring 1 @ 35-36.5 feet 28.9 -
Boring 1 @ 50-51.5 feet 28.5 -
Classification
Soils were visually and texturally classified in accordance with the Unified Soil Classification System. Soil classifications are indicated on the logs of the exploratory borings in Appendix A.
Particle-size Distribution Tests
An evaluation of the grain-size distribution of selected soil samples was performed in general accordance with the latest version of ASTM D-422 (including –200 wash).
These test results were utilized in evaluating the soil classifications in accordance with the Unified Soil Classification System. Particle size distribution test results are presented on the laboratory test sheets attached in this appendix.
Maximum Density
A maximum density test was performed in accordance with ASTM D1557. The results of the test are presented in the following table and attached in this appendix.
Sample Location B1 @ 0-5ft
Maximum Dry Density 128 pcf
Optimum Moisture 10%
Atterberg Limits
Atterberg limits test was performed in accordance with ASTM D4318. This test was useful in classification of the soil. Test results are attached in this appendix.
Expansion Index
Expansion index test was performed in accordance with ASTM D4829. This test was useful in evaluating the potential expansion of the soil. Test results are attached in this appendix.
Sample Location B1 @ 10-15ft
Expansion Index 65
Soil Corrosivity Tests
Soluble sulfate, chloride, resistively and pH tests were performed in accordance with California Test Methods 643, 417 and 422 to assess the degree of corrosivity of the subgrade soils with regard to concrete and normal grade steel. The results of the test are presented in the following table and attached in this appendix.
Corrosivity Series Test Results
(CTM 417, 422 and 532/564)
Test Location Boring B1 Boring B1
Depth (feet) 0 – 5 40 – 41.5
pH 6.6 6.6
Resistivity 100 120
Chloride Content
(ppm)
4270 1920
Soluble Sulfate
Content (ppm)
1080 430
Direct shear
A direct shear test was performed on a representative undisturbed sample in accordance with ASTM D3080 to evaluate the shear strength characteristics of the onsite materials. The test method consists of placing the soil sample in the direct shear device, applying a series of normal stresses, and then shearing the sample at the constant rate of shearing deformation. The shearing force and horizontal displacements are measured and recorded as the soil specimen is sheared. The shearing is continued well beyond the point of maximum stress until the stress reaches a constant or residual value. The results of the tests are presented in the following table and attached in this appendix.
RESULTS OF DIRECT SHEAR TEST
(ASTM D3080)
Location
Peak Angle of
Internal Friction
(degrees)
Peak Cohesion
Intercept (psf) Notes
B1, 6-6.5ft 34 142 -
B1, 16-16.5ft 30 0 -
15092 Avenue of Science Suite 200 | San Diego, CA 92128 | www.NV5.com | Office 858.385.0500 | Fax 858.715.5810 Construction Quality Assurance · Infrastructure · Energy · Program Management · Environmental Natural Moisture & Density Report
(ASTM 2216,2937)
Date: March 10, 2017 Job Number: 226816-0000167.00
Client: Schneider Electric Company Report Number: 4824
Address: 10805 Thornmint Road, Suite 140 Lab Number: 113880-113890 San Diego, CA 92127
Project: Proposed Bar Screen Structure
Project Add: El Centro, CA
Sampled By: Sean Roy
Date Sampled: 3/01/2017
Date Rcvd: 3/02/2017
Lab Number 113880 113881 113883 113884 113885
Exploration No. B-1 B-1 B-1 B-1 B-1
Depth, ft. 5-10 6-6.5 16-16.5 20-21.5 25-26.5
Moisture Content, % 17.6 23.2 25.7 29.3 28.9
Dry Density, pcf - 101.7 89.3 - -
Lab Number 113886 113887 113890
Exploration No. B-1 B-1 B-1
Depth, ft. 30-31.5 35-36.5 50-51.5
Moisture Content, % 24.5 28.9 28.5
Dry Density, pcf - - -
Respectfully Submitted,
NV5 West, Inc.
Reviewed by:
Sam Koohi, PE
Engineering Manager
Date: 226816-0000167.00
Client: Schneider Electric Company
Address: 10805 Thornmint Road, Suite 140 113887-113889
San Diego, CA 92127
Project : El Centro WWTP Upgrades
Project Address:
Material
Color
Sample Location
Date Sampled
Date Submitted
Sampled By
Date Tested
Tested By
Sample ID: 113887 113889
Sieve Size
63mm (2 1/2") 100 100 Notes: Hardness: H&D = Hard & Durable; W&F = Weathered & Friable 50mm (2") 100 100 N.R.: Not Recorded; N/A: Not Available.
37.5mm (1 1/2") 100 100
25mm (1") 100 100
19mm (3/4") 100 100
12.5mm (1/2") 100 100
9.5mm (3/8") 100 100
4.75mm (#4) 100 100
2mm (#10) 100 100
850µm (#20) 100 100
425µm (#40) 100 100
250µm (#60) 100 99
150 µm (#100) 100 99
75 um (#200) washµ 98 97
Fineness Modulus 0.0 0.0 Respectfully Submitted,
Shape (sand & gravel) N.R. N.R. NV5 West, Inc.
Hardness (sand & gravel) N.R. H&D
Specific Gravity 2.65 2.65
Coef. of Curvature (CC) 0.5 0.5
Coef. of Uniformity (CU) 29.3 30.3
% Gravel 0 0
% Sand 2 3
% Fines 98.0 97.0
USCS Class: Silt/Clay Silt/Clay
3/2/2017 3/2/2017
El Centro, CA
Engineering Manager
Sam Koohi, PE
silty CLAY (CL) silty CLAY (CL)
Lab Number:
March 13, 2017
B-1 @ 35'-36'.5"
Brown Brown
113887 113889
E.Ocampo
3/1/2017
Sean Roy Sean Roy
3/7/2017
% Passing
E. Ocampo
REPORT OF SIEVE ANALYSIS TEST
ASTM D422 - Soil
3/1/2017
3/7/2017
B-1 @ 45'-46'.5"
Job Number:
Report Number: 4824
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01
PERCENT FINER BY WEIGHT
GRAIN SIZE (mm)
113887
113889
GRAVEL
coarse fine
SAND
coarse medium fine CBL SILT or CLAY
4 3.5 3 2.52 1.5 1 3/4 1/2 3/8 4 8 16 30 40 50 100 200
U.S. SIEVE OPENING (INCHES) U.S. SIEVE NUMBER HYDROMETER 15092 Avenue of Science Suite 200 - San Diego, CA 92128 - www.NV5.com - Office 858.385.0500 - Fax 858.715.5810 CQA - Infrastructure - Energy - Program Management - Environmental
Date: Job Number: 226816-0000167
Client: Schneider Electric Company Report Number: 4824
Address: 10805 Thornmint Road, Suite 140 Lab Number: 113879 San Diego, CA 92127
Proposed Bar Screen Structure
El Centro, CA
Brown silty CLAY (CL) 4 inch
Native
B-1 @ 0'-5' A
Sean Roy
128.0 pcf
Distribution
Client
File Reviewed By:
Sam Koohi, PE
Engineering Manager
Location:
Project Address:
ASTM D1557
Material Source:
Project:
(ASTM D1557/D698)
March 13, 2017
Sampled By:
REPORT OF MOISTURE/DENSITY RELATIONSHIP TEST
10.0%
Mold Size:
Maximum Dry Density = Optimum Moisture =
Date Sampled: 3/1/2017
Material:
Date Submitted: 3/2/2017
110
115
120
125
130
5.0 7.0 9.0 11.0 13.0 15.0
Dry Density (pcf)
Moisture Content (%)
Dry Density vs Moisture Relationship
15092 Avenue of Science Suite 200 - San Diego, CA 92128 - www.NV5.com - Office 858.385.0500 - Fax 858.715.5810 CQA - Infrastructure - Energy - Program Management - Environmental
Date: Job Number:
Client: Schneider Electric Company
Address: 10805 Thornmint Road, Suite 140
Project Address:
Date Sampled:
Date Submitted:
SUMMARY OF TEST RESULTS
TEST RESULT USCS
LL PL PI Class Group Name
113887 - NR 36 18 19 CL
Reviewed By:
Sam Koohi. PE
Engineering Manager
4824
Material:
Location:
Sampled By:
Date Tested:
El Centro, CA
Brown CLAY (CL)
B-1 @ 35'-36'.5"
3/1/2017
Sean Roy
3/2/2017
March 13, 2017 226816-0000167
%>#40
San Diego, CA 92127
Report Number:
Lab Number:
SOURCE /
LOCATION
Project: Proposed Bar Screen Structure
3/7/2017
113887
REPORT OF LIQUID LIMIT, PLASTIC LIMIT & PLASTICITY INDEX TESTS (ASTM 4318)
SAMPLE ID
B-1 @ 35'-36'.5" lean CLAY
DEPTH/
ELEV.
0 10
20 30
40 50
60 0 10 20 30 40 50 60 70 80 90 100 110
PLASTICITY INDEX (PI)
LIQUID LIMIT (LL)
MH or OH
ML or OL
CH or OH
CL-ML
“A” Line “U” Line CL or OL 15092 Avenue of Science Suite 200 - San Diego, CA 92128 - www.NV5.com - Office 858.385.0500 - Fax 858.715.5810 CQA - Infrastructure - Energy - Program Management - Environmental
Date: Job Number:
Client: Schneider Electric Company
Address: 10805 Thornmint Road, Suite 140
Project Address:
Date Sampled:
Date Submitted:
SUMMARY OF TEST RESULTS
TEST RESULT USCS
LL PL PI Class Group Name
113889 - NR 54 15 39 CH
Reviewed By:
Sam Koohi. PE
Engineering Manager
DEPTH/
ELEV.
SAMPLE ID
B-1 @ 45'-46'.5" fat CLAY
3/7/2017
113889
REPORT OF LIQUID LIMIT, PLASTIC LIMIT & PLASTICITY INDEX TESTS (ASTM 4318)
%>#40
San Diego, CA 92127
Report Number:
Lab Number:
SOURCE /
LOCATION
Project:
3/2/2017
March 13, 2017 226816-0000167
Proposed Bar Screen Structure
4824
Material:
Location:
Sampled By:
Date Tested:
El Centro, CA
Brown CLAY (CH)
B-1 @ 45'-46'.5"
3/1/2017
Sean Roy
0 10
20 30
40 50
60 0 10 20 30 40 50 60 70 80 90 100 110
PLASTICITY INDEX (PI)
LIQUID LIMIT (LL)
MH or OH
ML or OL
CH or OH
CL-ML
“A” Line “U” Line CL or OL 15092 Avenue of Science Suite 200 - San Diego, CA 92128 - www.NV5.com - Office 858.385.0500 - Fax 858.715.5810 CQA - Infrastructure - Energy - Program Management - Environmental
15092 Avenue of Science Suite 200 | San Diego, CA 92128 | www.NV5.com | Office 858.385.0500 | Fax 858.715.5810 Construction Quality Assurance · Infrastructure · Energy · Program Management · Environmental Expansion Index Test Report
(ASTM D4829)
Date: March 10, 2017 Job Number: 226816-0000167.00
Client: Schneider Electric Company Report Number: 4824
Address: 10805 Thornmint Road, Suite 140 Lab Number: 113882 San Diego, CA 92127
Project: Proposed Bar Screen Structure
Project Add: El Centro, CA
Date Sampled: 3/01/17 By: SR
Type of Material: Brown silty CLAY (CL)
Date Submitted: 3/02/17 By: SR
Source of Material: On-Site
Lab Number 113882
Location B-1 @ 10’-15’
Sample No. 1
Initial Moisture Content, % 12.1
Final Moisture Content, % 23.9
Dry Density, pcf 105.3
Saturation, % 55
Expansion Index 65
Potential Expansion MEDIUM
Respectfully Submitted,
NV5 West, Inc.
Sam Koohi, PE
Engineering Manager
L A B O R A T O R Y R E P O R T
Telephone (619) 425-1993 Fax 425-7917 Established 1928
C L A R K S O N L A B O R A T O R Y A N D S U P P L Y I N C. 350 Trousdale Dr. Chula Vista, Ca. 91910 www.clarksonlab.com
A N A L Y T I C A L A N D C O N S U L T I N G C H E M I S T S Date: March 10, 2017
Purchase Order Number: 17-0397
Sales Order Number: 34893
Account Number: NV5.SD
To:
*-------------------------------------------------*
NV5 West Inc
15092 Avenue of Science #200
San Diego, CA 92128
Attention: Michelle Albrecht
Laboratory Number: SO6319-1 Customers Phone: 858-715-5800 Fax: 858-715-5810
Sample Designation:
*-------------------------------------------------*
One soil sample received on 03/03/17 at 3:10pm,
from El Centro WWTP Upgrades Job#226816-0000167.00
marked as B1@0'-5' 113879.
Analysis By California Test 643, 1999, Department of Transportation Division of Construction, Method for Estimating the Service Life of Steel Culverts.
pH 6.6
Water Added (ml) Resistivity (ohm-cm)
10 460
5 210
5 140
5 110
5 100
5 100
5 130
5 150
Less than 5 years to perforation for a 16 gauge metal culvert.
Less than 5 years to perforation for a 14 gauge metal culvert.
Less than 5 years to perforation for a 12 gauge metal culvert.
Less than 5 years to perforation for a 10 gauge metal culvert.
Less than 5 years to perforation for a 8 gauge metal culvert.
Water Soluble Sulfate Calif. Test 417 0.108% 1080ppm
Water Soluble Chloride Calif. Test 422 0.427% 4270ppm
______________________________
Rosa M. Bernal
RMB/ram
L A B O R A T O R Y R E P O R T
Telephone (619) 425-1993 Fax 425-7917 Established 1928
C L A R K S O N L A B O R A T O R Y A N D S U P P L Y I N C. 350 Trousdale Dr. Chula Vista, Ca. 91910 www.clarksonlab.com
A N A L Y T I C A L A N D C O N S U L T I N G C H E M I S T S Date: March 10, 2017
Purchase Order Number: 17-0397
Sales Order Number: 34893
Account Number: NV5.SD
To:
*-------------------------------------------------*
NV5 West Inc
15092 Avenue of Science #200
San Diego, CA 92128
Attention: Michelle Albrecht
Laboratory Number: SO6319-2 Customers Phone: 858-715-5800 Fax: 858-715-5810
Sample Designation:
*-------------------------------------------------*
One soil sample received on 03/03/17 at 3:10pm,
from El Centro WWTP Upgrades Job#226816-0000167.00
marked as B1@40'-41.5'.
Analysis By California Test 643, 1999, Department of Transportation Division of Construction, Method for Estimating the Service Life of Steel Culverts.
pH 6.6
Water Added (ml) Resistivity (ohm-cm)
10 1600
5 610
5 430
5 230
5 150
5 130
5 120
5 130
5 150
Less than 5 years to perforation for a 16 gauge metal culvert.
Less than 5 years to perforation for a 14 gauge metal culvert.
Less Than 5 years to perforation for a 12 gauge metal culvert.
Less than 5 years to perforation for a 10 gauge metal culvert.
Less than 5 years to perforation for a 8 gauge metal culvert.
Water Soluble Sulfate Calif. Test 417 0.043% 430ppm
Water Soluble Chloride Calif. Test 422 0.192% 1920ppm
______________________________
Rosa M. Bernal
RMB/ram
Project No. 226816-0000167.00 Date: 3/8/2017
Client: Schneider Electric Company Report No.: 4824
Proj. Name: Lab No.: 113881
Location: El Centro, CA Date Rcvd: 3/2/2017
Sample date: 3/1/2017 Sample Location: 6'-6'.5" Boring No: B-1 Test Date: 3/6/2017 TEST DATA:
1 ksf 2 ksf 4 ksf
Water Content (%) 25.9 23.2 19.0
Dry Density 99.2 101.9 108.7 Description:
Saturation (%) 106.0 101.8 100.4
Water Content (%) 30.8 24.5 21.5 Color:
Dry Density 99.2 101.9 108.7
Saturation (%) 126.1 107.7 113.5
1000 2000 4000
807 1241 2909
964 1265 2909
Respectfully Submitted,
NV5 West, Inc.
Sam Koohi, PE
Engineering Manager
Peak Friction,Φ' (deg): 34
Peak Cohesion, C'(psf): 142
Ultimate Shear Stress (psf)
Peak Shear Stress (psf)
Ultimate Cohesion, C'(psf): 0
Ultimate Friction,Φ' (deg): 35
Brown
DIRECT SHEAR TEST (ASTM D3080)
Initial Final
Ring
CLAY (CH) w/Pebbles
Sample ID:
Normal Stress (psf)
Sample Type:
Proposed Bar Screen Structure
NV5
15092 Avenue of Science, Ste 200
San Diego CA 92128
p. 858 385 0500 f. 858 715 5810
807
1241
2909
964
1265
2909
y = 0.7107x
y = 0.6731x + 142
0 500
1000
1500
2000
2500
3000
3500
0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000
Shear Stress, (psf)
Effective Normal Stress, (psf)
Linear (Ultimate Strength
Envelope)
Linear (Peak Strength
Envelope)
Peak
Ultimate
0 500
1000
1500
2000
2500
3000
3500
0 0.05 0.1 0.15 0.2 0.25 0.3
Shear Stress (psf)
Horizontal Displacement (in)
1 ksf
2 ksf
4 ksf
-0.01
-0.005
0 0.005
0.01 0.015
0.02 0 0.05 0.1 0.15 0.2 0.25 0.3
Vertical Displacement (in)
Horizontal Displacement (in)
1 ksf
2 ksf
4 ksf
Project No. 226816-0000167.00 Date: 3/13/2017
Client: Schneider Electric Company Report No.: 4824
Proj. Name: Lab No.: 113883
Location: El Centro, CA Date Rcvd: 3/2/2017
Sample date: 3/1/2017 Sample Location: 16'-16'.5" Boring No: B-1 Test Date: 3/8/2017 TEST DATA:
1 ksf 2 ksf 4 ksf
Water Content (%) 23.4 25.7 27.1
Dry Density 92.4 90.3 91.9 Description:
Saturation (%) 80.4 83.8 92.0
Water Content (%) 29.6 29.8 28.6 Color:
Dry Density 92.4 90.3 91.9
Saturation (%) 102.0 97.1 97.1
1000 2000 4000
565 916 2388
565 926 2436
Respectfully Submitted,
NV5 West, Inc.
Sam Koohi, PE
Engineering Manager
Brown
DIRECT SHEAR TEST (ASTM D3080)
Initial Final
Ring
sandy CLAY (CL)
Sample ID:
Normal Stress (psf)
Sample Type:
Proposed Bar Screen Structure
Peak Friction,Φ' (deg): 30
Peak Cohesion, C'(psf): 0
Ultimate Shear Stress (psf)
Peak Shear Stress (psf)
Ultimate Cohesion, C'(psf): 0
Ultimate Friction,Φ' (deg): 29
NV5
15092 Avenue of Science, Ste 200
San Diego CA 92128
p. 858 385 0500 f. 858 715 5810
565
916
2388
565
926
2436
y = 0.569x
y = 0.5791x
0 500
1000
1500
2000
2500
3000
3500
0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000
Shear Stress, (psf)
Effective Normal Stress, (psf)
Linear (Ultimate Strength
Envelope)
Linear (Peak Strength
Envelope)
Peak
Ultimate
0 500
1000
1500
2000
2500
3000
0 0.05 0.1 0.15 0.2 0.25 0.3
Shear Stress (psf)
Horizontal Displacement (in)
1 ksf
2 ksf
4 ksf
-0.025
-0.02
-0.015
-0.01
-0.005
0 0.005
0 0.05 0.1 0.15 0.2 0.25 0.3
Vertical Displacement (in)
Horizontal Displacement (in)
1 ksf
2 ksf
4 ksf
Appendix C
Liquefaction Analysis Results
Severity of Liquefaction:
Cumulative Thickness of Liq. Soils, Hliq: 15.00 feet (cumulative total thickness in the upper 65 feet) Liquefaction Potential Index (LPI): 12.69 *** (High risk, with moderate liquefaction effects) Seismic Settlements: Upper 30 feet Upper 50 feet Upper 65 feet Seismic Compression Settlement: 0.00 inches 0.00 inches 0.00 inches B-1 Liquefaction-Induced Settlement: 3.64 inches 4.28 inches 4.28 inches 200.00 Total Seismic Settlement: 3.64 inches 4.28 inches 4.28 inches200.00 TSC1 Seismic Lateral Displacements: Upper 30 feet Upper 50 feet Upper 65 feet
0.00 Cyclic Lateral Displacement: 3.82 inches 4.26 inches 4.26 inches N/A Lateral Spreading Displacement: 0.00 inches 0.00 inches 0.00 inches 120.00
16.0010.00
6.00 + This method of analysis is based on observed seismic performance of level ground sites using correlation with normalized and fines-corrected SPT blow count, (N1)60cs = f{(N1)60, FC} where (N1)60 = Nfield CN CE CB CR CS 140.00 ++ Based on criteria for liquefaction susceptibility screening selected by the user.
30.0085.00 * FSliq = Factor of Safety against liquefaction = (CRR/CSR), where CRR = CRR7 5 MSF Kσ Kα , MSF = Magnitude Scaling Factor, Kσ = f[(N1)60, σ'vo], Kα =1.0, (level ground),
5.00 CSR = Cyclic Stress Ratio = 0.65 Amax (σvo/σ'vo) rd , and CRR7 5 = Cyclic Resistance Ratio is a function of (N1)60cs and corrected for an earthquake magnitude Mw of 7 5. ** Residual strength values of liquefied soils are based on correlation with post-earthquake, normalized and fines-corrected SPT blow count derived by Idriss and Boulanger (2008).*** Based on Iwasaki et al. (1978) and Toprak and Holzer (2003)
7.000 504.00
Bottom of
Soil Layer
Elevation
Soil
Depth
During
Test
Material Type
USCS
Group Symbol
(ASTM D2487)
Liquefaction
Susceptibility
Screening
++
SusceptibleSoil? (Y/N)
Total Soil
Unit
Weight
γt
Field
SPT Blow
Count
Nfield
Type of
Soil
Sampler
Fines
Content
FC
Total
Vert.
Stress
(Design)
σvo
Effective
Vert.
Stress
(Design)
σ'vo
SPT Corr.
For
Vert.
Stress
CN
SPT
Corr.
For
Hammer
Energy
CE
SPT
Corr.
For
Borehole
Size
CB
SPT
Corr.
For
Rod
Length
CR
SPT
Corr.
For
Sampling
Method
CS
Corrected SPT
Blow Count
N60
Normalized
SPT Blow
Count
(N1)60
Fines
Corrected
SPT Blow
Count
(N1)60cs
Shear
Stress
Reduction
Coefficient
rd
Correction
for High
Overburden
Stress
Kσσσ
Cyclic
Stress
Ratio
CSR
Cyclic
Resistance
Ratio
CRR
Factor of
Safety
*
FSiq
Liquefaction
Analysis
Results
(feet) (feet) (pcf) (blows/ft) (%) (psf) (psf) (psf) (%) (inches) (inches) (inches) 195 00 2 50 CL N 125 00 SPT1 100 00 312 50 312 50 1 00 0 32 (NL: Dry Soil) 4 28 4 26 0 00 190 00 7 50 CL N 125 00 7 00 SPT1 100 00 937 50 937 50 0 98 0 32 (NL: Dry Soil) 4 28 4 26 0 00185 00 12 50 SC Y 111 00 3 00 SPT1 35 00 1,527 50 1,371 50 1 18 1 42 1 05 0 85 1 00 3 8 4 5 10 0 0 96 1 03 0 35 0 13 0 36 LIQUEFY 100 57 100 00 4 28 4 26 0 00 180 00 17 50 SC Y 111 00 10 00 SPT1 35 00 2,082 50 1,614 50 1 01 1 42 1 05 0 95 1 00 14 1 14 3 19 8 0 94 1 02 0 39 0 23 0 57 LIQUEFY 233 81 100 00 2 04 1 86 0 00175 00 22 50 SC Y 111 00 20 00 SPT1 35 00 2,637 50 1,857 50 0 96 1 42 1 05 0 95 1 00 28 3 27 1 32 6 0 92 1 01 0 42 0 87 2 05 (NL: Dense Soil) 5 15 0 64 0 72 0 00 170 00 27 50 SC Y 111 00 45 00 SPT1 35 00 3,192 50 2,100 50 0 96 1 42 1 05 0 95 1 00 63 6 61 2 66 7 0 89 0 99 0 44 (NL: Dense Soil) 0 64 0 43 0 00 165 00 32 50 ML Y 120 00 18 00 SPT1 60 00 3,770 00 2,366 00 0 88 1 42 1 05 1 00 1 00 26 8 23 5 29 1 0 86 0 97 0 45 0 49 1 10 LIQUEFY 821 99 79 15 0 64 0 43 0 00 160 00 37 50 CL N 120 00 SPT1 100 00 4,370 00 2,654 00 0 84 0 45 (NL: Clay rich Soil 0 00 0 00 0 00 155 00 42 50 CL N 120 00 SPT1 100 00 4,970 00 2,942 00 0 81 0 44 (NL: Clay rich Soil 0 00 0 00 0 00150 00 47 50 CL N 120 00 SPT1 100 00 5,570 00 3,230 00 0 78 0 44 (NL: Clay rich Soil 0 00 0 00 0 00 feetgmifeetinchespoundsinches%
Ave. Total Unit Weight of New Fill GWL Depth Measured During Test (Level Ground with No Nearby Free Face)
SITE CONDITIONS
Topographic Site Condition:
feetfeet%pcffeet
SIMPLIFIED LIQUEFACTION HAZARDS ASSESSMENT USING STANDARD PENETRATION TEST (SPT) DATA + Reference: Boulanger, R.W. and Idriss, I.M. (2014), "CPT and SPT Based Liquefaction Triggering Procedures," University of California Davis, Center for Geotechnical Modeling Report No. UCD/CGM-14/01, 1-134.
Cumulative
Cyclic
Lateral
Displacement
Cumulative
Lateral
Spreading
Displacement
Seismic
Porewater
Pressure
Ratio
ru
PROJECT INFORMATION
Project Name Project No. Project Location Site to Seismic Source Distance, R Hammer Distance to Ground Surface Hammer Drop Hammer Weight (Copyright © SPTLIQ Version 6.0, InfraGEO Software, All Rights Reserved) (Licensed to: NV5 - San Diego, California)
SUMMARY OF RESULTS
NOTES AND REFERENCES
Tokimatsu and Asaka (1998)
Analysis MethodAnalysis Method
Ishihara and Yoshimine (1992)Pradel (1998)
El Centro WWTPSam KoohiCarlos Amante
- Free Face (L/H) Ratio - Ground Slope, S Boring No. Ground Surface Elevation Cumulative
Seismic
Settlement
Zhang et al. (2004)
226816-00000167.00El Centro, CA
Analyzed By Reviewed By GWL Depth Used in Design Borehole Diameter Hammer Energy Efficiency Ratio, ER Peak Ground Acceleration, Amax SOIL PROFILE DATA Residual
Shear
Strength
**
Sr
SEISMIC DESIGN PARAMETERS
Earthquake Moment Magnitude, Mw
LIQUEFACTION TRIGGERING ANALYSIS BASED ON R.W. BOULANGER AND I.M. IDRISS (2014) METHOD + Proposed Grade Elevation
El Centro WWTP.xlsx
SPTLIQ Output Sheet 1
Severity of Liquefaction:
Cumulative Thickness of Liq. Soils, Hliq: 15.00 feet (cumulative total thickness in the upper 65 feet) Liquefaction Potential Index (LPI): 12.69 *** (High risk, with moderate liquefaction effects) Seismic Settlements: Upper 30 feet Upper 50 feet Upper 65 feet Seismic Compression Settlement: 0.00 inches 0.00 inches 0.00 inches B-1 Liquefaction-Induced Settlement: 3.64 inches 4.28 inches 4.28 inches 200.00 Total Seismic Settlement: 3.64 inches 4.28 inches 4.28 inches200.00 TSC1 Seismic Lateral Displacements: Upper 30 feet Upper 50 feet Upper 65 feet
0.00 Cyclic Lateral Displacement: 3.82 inches 4.26 inches 4.26 inches N/A Lateral Spreading Displacement: 0.00 inches 0.00 inches 0.00 inches 120.00
16.0010.00
6.00 + This method of analysis is based on observed seismic performance of level ground sites using correlation with normalized and fines-corrected SPT blow count, (N1)60cs = f{(N1)60, FC} where (N1)60 = Nfield CN CE CB CR CS 140.00 ++ Based on criteria for liquefaction susceptibility screening selected by the user.
30.0085.00 * FSliq = Factor of Safety against liquefaction = (CRR/CSR), where CRR = CRR7 5 MSF Kσ Kα , MSF = Magnitude Scaling Factor, Kσ = f[(N1)60, σ'vo], Kα =1.0, (level ground),
5.00 CSR = Cyclic Stress Ratio = 0.65 Amax (σvo/σ'vo) rd , and CRR7 5 = Cyclic Resistance Ratio is a function of (N1)60cs and corrected for an earthquake magnitude Mw of 7 5. ** Residual strength values of liquefied soils are based on correlation with post-earthquake, normalized and fines-corrected SPT blow count derived by Idriss and Boulanger (2008).*** Based on Iwasaki et al. (1978) and Toprak and Holzer (2003)
7.000 504.00
Bottom of
Soil Layer
Elevation
Soil
Depth
During
Test
Material Type
USCS
Group Symbol
(ASTM D2487)
Liquefaction
Susceptibility
Screening
++
SusceptibleSoil? (Y/N)
Total Soil
Unit
Weight
γt
Field
SPT Blow
Count
Nfield
Type of
Soil
Sampler
Fines
Content
FC
Total
Vert.
Stress
(Design)
σvo
Effective
Vert.
Stress
(Design)
σ'vo
SPT Corr.
For
Vert.
Stress
CN
SPT
Corr.
For
Hammer
Energy
CE
SPT
Corr.
For
Borehole
Size
CB
SPT
Corr.
For
Rod
Length
CR
SPT
Corr.
For
Sampling
Method
CS
Corrected SPT
Blow Count
N60
Normalized
SPT Blow
Count
(N1)60
Fines
Corrected
SPT Blow
Count
(N1)60cs
Shear
Stress
Reduction
Coefficient
rd
Correction
for High
Overburden
Stress
Kσσσ
Cyclic
Stress
Ratio
CSR
Cyclic
Resistance
Ratio
CRR
Factor of
Safety
*
FSiq
Liquefaction
Analysis
Results
feetgmifeetinchespoundsinches%
Ave. Total Unit Weight of New Fill GWL Depth Measured During Test (Level Ground with No Nearby Free Face)
SITE CONDITIONS
Topographic Site Condition:
feetfeet%pcffeet
SIMPLIFIED LIQUEFACTION HAZARDS ASSESSMENT USING STANDARD PENETRATION TEST (SPT) DATA + Reference: Boulanger, R.W. and Idriss, I.M. (2014), "CPT and SPT Based Liquefaction Triggering Procedures," University of California Davis, Center for Geotechnical Modeling Report No. UCD/CGM-14/01, 1-134.
Cumulative
Cyclic
Lateral
Displacement
Cumulative
Lateral
Spreading
Displacement
Seismic
Porewater
Pressure
Ratio
ru
PROJECT INFORMATION
Project Name Project No. Project Location Site to Seismic Source Distance, R Hammer Distance to Ground Surface Hammer Drop Hammer Weight (Copyright © SPTLIQ Version 6.0, InfraGEO Software, All Rights Reserved) (Licensed to: NV5 - San Diego, California)
SUMMARY OF RESULTS
NOTES AND REFERENCES
Tokimatsu and Asaka (1998)
Analysis MethodAnalysis Method
Ishihara and Yoshimine (1992)Pradel (1998)
El Centro WWTPSam KoohiCarlos Amante
- Free Face (L/H) Ratio - Ground Slope, S Boring No. Ground Surface Elevation Cumulative
Seismic
Settlement
Zhang et al. (2004)
226816-00000167.00El Centro, CA
Analyzed By Reviewed By GWL Depth Used in Design Borehole Diameter Hammer Energy Efficiency Ratio, ER Peak Ground Acceleration, Amax SOIL PROFILE DATA Residual
Shear
Strength
**
Sr
SEISMIC DESIGN PARAMETERS
Earthquake Moment Magnitude, Mw
LIQUEFACTION TRIGGERING ANALYSIS BASED ON R.W. BOULANGER AND I.M. IDRISS (2014) METHOD + Proposed Grade Elevation
REFERENCES: 1. Boulanger, R.W. and Idriss, I.M. (2014), "CPT and SPT Based Liquefaction Triggering Procedures," University of California Davis, Center for Geotechnical Modeling Report No. UCD/CGM-14/01, 1-134. 2. Bray, J.D., and Sancio, R.B. (2006). "Assessment of the liquefaction susceptibility of fine-grained soils," Journal of Geotechnical and Geoenvironmental Engineering, ASCE 132 (9), 1165-1177.
3. Cetin, K.O., Bilge, H.T., et al. (2009), "Probabilistic models for cyclic straining of saturated clean sands," Journal of Geotechnical and Geoenvironmental Engineering, ASCE 135 (3), 371-386. 4. Cetin, K.O. and Seed, R.B., et al. (2004), "Standard penetration test-based probabilistic and deterministic assessment of seismic soil liquefaction potential," Journal of Geotechnical and Geoenvironmental Engineering, ASCE 130 (12), 1314-1340. 5. Idriss, I.M. and Boulanger, R.W. (2008), "Soil Liquefaction During Earthquakes", Earthquake Engineering Research Institute (EERI), Monograph MNO-12.
6. Ishihara, K. and Yoshimine, M. (1992), "Evaluation of settlements in sand deposits following liquefaction during earthquakes," Soils and Foundations, Japanese Geotechnical Society, 32 (1), 173-188. 7. Iwasaki, T., et al. (1978), "A practical method for assessing soil liquefaction potential based on case studies at various sites in Japan," Proceedings Of 3rd International Conference of Microzonation, San Francisco, 885-896. 8. Olson, S.M. and Johnson, C.I. (2008), "Analyzing Liquefaction-Induced Lateral Spreads Using Strength Ratios," Journal of Geotechnical and Geoenvironmental Engineering, ASCE 134 (8), 1035-1049. 9. Pradel, D. (1998), "Procedure to Evaluate Earthquake-Induced Settlements in Dry Sandy Soils," Journal of Geotechnical Engineering, ASCE 124 (4), pp. 364-368. 10. Seed, R.B. and Harder, L.F. (1990), "SPT-based analysis of cyclic pore pressure generation and undrained residual strength, Proceedings Of Seed Memorial Symposium, Vancouver, B.C., 351-376. 11. Stewart, J.P and Whang, D.H. (2003), "Simplified procedure to estimate ground settlement from seismic compression in compacted soils," Proceedings Of Pacific Conference on Earthquake Engineering, Paper 046.
12. Tokimatsu, K. and Seed, H.B. (1987), "Evaluation of settlements in sands due to earthquake shaking," Journal of Geotechnical Engineering, ASCE 113 (GT8), 861-878. 13. Tokimatsu, K. and Asaka, Y. (1998), "Effects of liquefaction-induced ground displacementson pile performance in the 1995 Hyogoken-Nambu Earthquake," Soils and Foundations, Special Issue, Japan Geotechnical Society, 163-177. 14. Tonkin & Taylor (2013), "Liquefaction Vulnerability Study," Report prepared for the Earthquake Commission (EQC), February, T&T Report No. 520.20.0200. 15. Toprak, S. and Holzer, T.L. (2003), "Liquefaction Potential Index: Field Assessment," Journal of Geotechnical and Geoenviromental Engineering, ASCE 129 (4), 315-322.
16. Youd, T.L, Idriss, I.M., et al. (2001), "Liquefaction resistance of soils: summary report from the 1996 NCEER and 1998 NCEER/NSF Workshops", Journal of Geotechnical and Geoenvironmental Engineering, ASCE 127 (10), 817-833. 17. Zhang, G, Robertson, P.K. and Brachman, R.W.I. (2004), "Estimating liquefaction-induced lateral displacement using the standard penetration test or cone penetration test," Journal of Geotechnical and Geoenvironmental Engineering, ASCE 130 (8), 861-871.
El Centro WWTP.xlsx
SPTLIQ Output Sheet 1
B-1
200.00200.00
6.00 140.00
Hammer Drop 30.00 Hammer Energy Efficiency Ratio, ER 85.00
0.00 Hammer Distance to Ground Surface 5.00
N/A
7.00 16.00 0.5010.00 4.00
Boulanger-Idriss (2014) Above GWL:
Below GWL:
Reviewed By
BORING DATA
%
Ground Surface Elevation Proposed Grade Elevation
El Centro WWTP
TOPOGRAPHIC SITE CONDITION
Boring No.
226816-00000167.00El Centro, CASam KoohiCarlos Amante Hammer Weight %
Ground Slope, S Free Face (L/H) Ratio
feet Site to Seismic Source Distance, R mi
GWL Depth Measured During Test g GWL Depth Used in Design feetinchespoundsfeetfeetinches
Analysis Methods Used ==>>
SIMPLIFIED LIQUEFACTION HAZARDS ASSESSMENT USING STANDARD PENETRATION TEST (SPT) DATA (Copyright © SPTLIQ Version 6.0, InfraGEO Software, All Rights Reserved) (Licensed to: NV5 - San Diego, California) feet
SEISMIC DESIGN PARAMETERS Earthquake Moment Magnitude, Mw Peak Ground Acceleration, Amax PROJECT INFORMATION Project Name Project No. Project Location Analyzed By GROUNDWATER LEVEL DATA Borehole Diameter
Below GWL:Above GWL:
Ishihara and Yoshimine (1992) Tokimatsu and Asaka (1998)Pradel (1998) Liquefaction Triggering: Lateral Spreading:
Pradel (1998)
Seismic Settlements: Cyclic Lateral Displacements:
Zhang et al. (2004)
05 101520253035404550556065707580
0.00 0.25 0.50 0.75 1.00
CSR = Cyclic Stress Ratio; CRR = Cyclic Resistance Ratio CSR (Demand)CRR (Capacity)
05 101520253035404550556065707580
0.0 0.5 1.0 1.5 2.0
Factor of Safety, FS
Required FSComputed FS
NOT LIQUEFY GWL CL
SCSCSCSC
ML
CLCLCL
05 101520253035404550556065707580
0 25 50 75 100 125
Depth Below Ground Surface (feet)
SPT N-values and Fines Content
N60, (N1)60cs ; FC (%)
SPT N60SPT (N1)60csFC (%)
05 101520253035404550556065707580
0.0 1.0 2.0 3.0 4.0 5.0
Seismic Settlement (in.)
05 101520253035404550556065707580
0.0 2.0 4.0 6.0
Cyclic Lateral Disp. (in.)
05 101520253035404550556065707580
0.0 0.5 1.0
Lateral Spreading (in.)
LIQUEFY
El Centro WWTP.xlsx SPTLIQ Output Sheet 2
Appendix D
Typical Earthwork Guidelines
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project i
Preliminary Geotechnical Investigation Report
TYPICAL EARTHWORK GUIDELINES
1. GENERAL
These guidelines and the standard details attached hereto are presented as general procedures for earthwork construction for sites having slopes less than 10 feet high. They are to be utilized in conjunction with the project grading plans. These guidelines are considered a part of the geotechnical report, but are superseded by recommendations in the geotechnical report in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these specifications and/or the recommendations of the geotechnical report. It is the responsibility of the contractor to read and understand these guidelines as well as the geotechnical report and project grading plans.
1.1. The contractor shall not vary from these guidelines without prior recommendations by the geotechnical consultant and the approval of the client or the client's authorized representative. Recommendations by the geotechnical consultant and/or client shall not be considered to preclude requirements for approval by the jurisdictional agency prior to the execution of any changes.
1.2. The contractor shall perform the grading operations in accordance with these specifications, and shall be responsible for the quality of the finished product notwithstanding the fact that grading work will be observed and tested by the geotechnical consultant.
1.3. It is the responsibility of the grading contractor to notify the geotechnical consultant and the jurisdictional agencies, as needed, prior to the start of work at the site and at any time that grading resumes after interruption. Each step of the grading operations shall be observed and documented by the geotechnical consultant and, where needed, reviewed by the appropriate jurisdictional agency prior to proceeding with subsequent work.
1.4. If, during the grading operations, geotechnical conditions are encountered which were not anticipated or described in the geotechnical report, the geotechnical consultant shall be notified immediately and additional recommendations, if applicable, may be provided.
1.5. An as-graded report shall be prepared by the geotechnical consultant and signed by a registered engineer and registered engineering geologist. The report documents the geotechnical consultants' observations, and field and laboratory test results, and provides conclusions regarding whether or not earthwork construction was performed in accordance with the geotechnical recommendations and the grading plans.
Recommendations for foundation design, pavement design, subgrade treatment, etc., may also be included in the as-graded report.
1.6. For the purpose of evaluating quantities of materials excavated during grading and/or locating the limits of excavations, a licensed land surveyor or civil engineer shall be retained.
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project ii
Preliminary Geotechnical Investigation Report
2. SITE PREPARATION
Site preparation shall be performed in accordance with the recommendations presented in the following sections.
2.1. The client, prior to any site preparation or grading, shall arrange and attend a pre-grading meeting between the grading contractor, the design engineer, the geotechnical consultant, and representatives of appropriate governing authorities, as well as any other involved parties. The parties shall be given two working days notice.
2.2. Clearing and grubbing shall consist of the substantial removal of vegetation, brush, grass, wood, stumps, trees, tree roots greater than 1/2-inch in diameter, and other deleterious materials from the areas to be graded. Clearing and grubbing shall extend to the outside of the proposed excavation and fill areas.
2.3. Demolition in the areas to be graded shall include removal of building structures, foundations, reservoirs, utilities (including underground pipelines, septic tanks, leach fields, seepage pits, cisterns, etc.), and other manmade surface and subsurface improvements, and the backfilling of mining shafts, tunnels and surface depressions.
Demolition of utilities shall include capping or rerouting of pipelines at the project perimeter, and abandonment of wells in accordance with the requirements of the governing authorities and the recommendations of the geotechnical consultant at the time of demolition.
2.4. The debris generated during clearing, grubbing and/or demolition operations shall be removed from areas to be graded and disposed of off site at a legal dump site. Clearing, grubbing, and demolition operations shall be performed under the observation of the geotechnical consultant.
2.5. The ground surface beneath proposed fill areas shall be stripped of loose or unsuitable soil. These soils may be used as compacted fill provided they are generally free of organic or other deleterious materials and evaluated for use by the geotechnical consultant. The resulting surface shall be evaluated by the geotechnical consultant prior to proceeding. The cleared, natural ground surface shall be scarified to a depth of approximately 8 inches, moisture conditioned, and compacted in accordance with the specifications presented in Section 5 of these guidelines.
3. REMOVALS AND EXCAVATIONS
Removals and excavations shall be performed as recommended in the following sections.
3.1. Removals
3.1.1. Materials which are considered unsuitable shall be excavated under the observation of the geotechnical consultant in accordance with the recommendations contained herein. Unsuitable materials include, but may not be limited to, dry, loose, soft, wet, organic, compressible natural soils, fractured,
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project iii
Preliminary Geotechnical Investigation Report
weathered, soft bedrock, and undocumented or otherwise deleterious fill materials.
3.1.2. Materials deemed by the geotechnical consultant to be unsatisfactory due to moisture conditions shall be excavated in accordance with the recommendations of the geotechnical consultant, watered or dried as needed, and mixed to generally uniform moisture content in accordance with the specifications presented in Section 5 of this document.
3.2. Excavations
3.2.1. Temporary excavations no deeper than 4 feet in firm fill or natural materials may be made with vertical side slopes. To satisfy California Occupational Safety and Health Administration (CAL OSHA) requirements, any excavation deeper than 4 feet shall be shored or laid back at a 1:1 inclination or flatter, depending on material type, if construction workers are to enter the excavation.
4. COMPACTED FILL
Fill shall be constructed as specified below or by other methods recommended by the geotec1mical consultant. Unless otherwise specified, fill soils shall be compacted to 90 percent relative compaction, as evaluated in accordance with ASTM Test Method D 1557.
4.1. Prior to placement of compacted fill, the contractor shall request an evaluation of the exposed ground surface by the geotechnical consultant. Unless otherwise recommended, the exposed ground surface shall then be scarified to a depth of approximately 8 inches and watered or dried, as needed, to achieve a generally uniform moisture content at or near the optimum moisture content. The scarified materials shall then be compacted to 90 percent relative compaction. The evaluation of compaction by the geotechnical consultant shall not be considered to preclude any requirements for observation or approval by governing agencies. It is the contractor's responsibility to notify the geotechnical consultant and the appropriate governing agency when project areas are ready for observation, and to provide reasonable time for that review.
4.2. Excavated on-site materials which are in general compliance with the recommendations of the geotechnical consultant may be utilized as compacted fill provided they are generally free of organic or other deleterious materials and do not contain rock fragments greater than 6 inches in dimension. During grading, the contractor may encounter soil types other than those analyzed during the preliminary geotechnical study. The geotechnical consultant shall be consulted to evaluate the suitability of any such soils for use as compacted fill.
4.3. Where imported materials are to be used on site, the geotechnical consultant shall be notified three working days in advance of importation in order that it may sample and test the materials from the proposed borrow sites. No imported materials shall be delivered for use on site without prior sampling, testing, and evaluation by the geotechnical consultant.
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project iv
Preliminary Geotechnical Investigation Report
4.4. Soils imported for on-site use shall preferably have very low to low expansion potential (based on UBC Standard 18-2 test procedures). Lots on which expansive soils may be exposed at grade shall be undercut 3 feet or more and capped with very low to low expansion potential fill. In the event expansive soils are present near the ground surface, special design and construction considerations shall be utilized in general accordance with the recommendations of the geotechnical consultant.
4.5. Fill materials shall be moisture conditioned to near optimum moisture content prior to placement. The optimum moisture content will vary with material type and other factors.
Moisture conditioning of fill soils shall be generally uniform in the soil mass.
4.6. Prior to placement of additional compacted fill material following a delay in the grading operations, the exposed surface of previously compacted fill shall be prepared to receive fill. Preparation may include scarification, moisture conditioning, and recompaction.
4.7. Compacted fill shall be placed in horizontal lifts of approximately 8 inches in loose thickness. Prior to compaction, each lift shall be watered or dried as needed to achieve near optimum moisture condition, mixed, and then compacted by mechanical methods, using sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other appropriate compacting rollers, to the specified relative compaction. Successive lifts shall be treated in a like manner until the desired finished grades are achieved.
4.8. Fill shall be tested in the field by the geotechnical consultant for evaluation of general compliance with the recommended relative compaction and moisture conditions. Field density testing shall conform to ASTM D 1556-00 (Sand Cone method), D 2937-00 (Drive-Cylinder method), and/or D 2922-96 and D 3017-96 (Nuclear Gauge method).
Generally, one test shall be provided for approximately every 2 vertical feet of fin placed, or for approximately every 1000 cubic yards of fill placed. In addition, on slope faces one or more tests shall be taken for approximately every 10,000 square feet of slope face and/or approximately every 10 vertical feet of slope height. Actual test intervals may vary as field conditions dictate. Fill found to be out of conformance with the grading recommendations shall be removed, moisture conditioned, and compacted or otherwise handled to accomplish general compliance with the grading recommendations.
4.9. The contractor shall assist the geotechnical consultant by excavating suitable test pits for removal evaluation and/or for testing of compacted fill.
4.10. At the request of the geotechnical consultant, the contractor shall "shut down" or restrict grading equipment from operating in the area being tested to provide adequate testing time and safety for the field technician.
4.11. The geotechnical consultant shall maintain a map with the approximate locations of field density tests. Unless the client provides for surveying of the test locations, the locations shown by the geotechnical consultant will be estimated. The geotechnical consultant shall not be held responsible for the accuracy of the horizontal or vertical locations or elevations.
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Preliminary Geotechnical Investigation Report
4.12. Grading operations shall be performed under the observation of the geotechnical consultant. Testing and evaluation by the geotechnical consultant does not preclude the need for approval by or other requirements of the jurisdictional agencies.
4.13. Fill materials shall not be placed, spread or compacted during unfavorable weather conditions. When work is interrupted by heavy rains, the filling operation shall not be resumed until tests indicate that moisture content and density of the fill meet the project specifications. Regrading of the near-surface soil may be needed to achieve the specified moisture content and density.
4.14. Upon completion of grading and termination of observation by the geotechnical consultant, no further filling or excavating, including that planned for footings, foundations, retaining walls or other features, shall be performed without the involvement of the geotechnical consultant.
4.15. Fill placed in areas not previously viewed and evaluated by the geotechnical consultant may have to be removed and recompacted at the contractor's expense. The depth and extent of removal of the unobserved and undocumented fill will be decided based upon review of the field conditions by the geotechnical consultant.
4.16. Off-site fill shall be treated in the same manner as recommended in these specifications for on-site fills. Off-site fill subdrains temporarily terminated (up gradient) shall be surveyed for future locating and connection.
5. OVERSIZED MATERIAL
Oversized material shall be placed in accordance with the following recommendations.
5.1. During the course of grading operations, rocks or similar irreducible materials greater than 6 inches in dimension (oversized material) may be generated. These materials shall not be placed within the compacted fill unless placed in general accordance with the recommendations of the geotechnical consultant.
5.2. Where oversized rock (greater than 6 inches in dimension) or similar irreducible material is generated during grading, it is recommended, where practical, to waste such material off site, or on site in areas designated as "nonstructural rock disposal areas." Rock designated for disposal areas shall be placed with sufficient sandy soil to generally fill voids. The disposal area shall be capped with a 5-foot thickness of fill which is generally free of oversized material.
5.3. Rocks 6 inches in dimension and smaller may be utilized within the compacted fill, provided they are placed in such a manner that nesting of rock is not permitted. Fill shall be placed and compacted over and around the rock. The amount of rock greater than ¾-inch in dimension shall generally not exceed 40 percent of the total dry weight of the fill mass, unless the fill is specially designed and constructed as a "rock fill."
5.4. Rocks or similar irreducible materials greater than 6 inches but less than 4 feet in dimension generated during grading may be placed in windrows and capped with finer
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project vi
Preliminary Geotechnical Investigation Report
materials in accordance with the recommendations of the geotechnical consultant and the approval of the governing agencies. Selected native or imported granular soil (Sand Equivalent of 30 or higher) shall be placed and flooded over and around the windrowed rock such that voids are filled. Windrows of oversized materials shall be staggered so that successive windrows of oversized materials are not in the same vertical plane. Rocks greater than 4 feet in dimension shall be broken down to 4 feet or smaller before placement, or they shall be disposed of off site.
6. SLOPES
The following sections provide recommendations for cut and fill slopes.
6.1. Cut Slopes
6.1.1. The geotechnical consultant shall observe cut slopes during excavation. The geotechnical consultant shall be notified by the contractor prior to beginning slope excavations.
6.1.2. If, during the course of grading, adverse or potentially adverse geotechnical conditions are encountered in the slope which were not anticipated in the preliminary evaluation report, the geotechnical consultant shall evaluate the conditions and provide appropriate recommendations.
6.2. Fill Slopes
6.2.1. When placing fill on slopes steeper than 5:1 (horizontal:vertical), topsoil, slope wash, colluvium, and other materials deemed unsuitable shall be removed. Nearhorizontal keys and near-vertical benches shall be excavated into sound bedrock or fine fill material, in accordance with the recommendation of the geotechnical consultant. Keying and benching shall be accomplished. Compacted fill shall not be placed in an area subsequent to keying and benching until the area has been observed by the geotechnical consultant. Where the natural gradient of a slope is less than 5:1, benching is generally not recommended. However, fill shall not be placed on compressible or otherwise unsuitable materials left on the slope face.
6.2.2. Within a single fill area where grading procedures dictate two or more separate fills, temporary slopes (false slopes) may be created. When placing fill adjacent to a temporary slope, benching shall be conducted in the manner described in Section 7.2. A 3-foot or higher near-vertical bench shall be excavated into the documented fill prior to placement of additional fill.
6.2.3. Unless otherwise recommended by the geotechnical consultant and accepted by the Building Official, permanent fill slopes shall not be steeper than 2:1 (horizontal:vertical). The height of a fill slope shall be evaluated by the geotechnical consultant.
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project vii
Preliminary Geotechnical Investigation Report
6.2.4. Unless specifically recommended otherwise, compacted fill slopes shall be overbuilt and cut back to grade, exposing firm compacted fill. The actual amount of overbuilding may vary as field conditions dictate. If the desired results are not achieved, the existing slopes shall be overexcavated and reconstructed in accordance with the recommendations of the geotechnical consultant. The degree of overbuilding may be increased until the desired compacted slope face condition is achieved. Care shall be taken by the contractor to provide mechanical compaction as close to the outer edge of the overbuilt slope surface as practical.
6.2.5. If access restrictions, property line location, or other constraints limit overbuilding and cutting back of the slope face, an alternative method for compaction of the slope face may be attempted by conventional construction procedures including backrolling at intervals of 4 feet or less in vertical slope height, or as dictated by the capability of the available equipment, whichever is less. Fill slopes shall be backrolled utilizing a conventional sheepsfoot-type roller. Care shall be taken to maintain the specified moisture conditions and/or reestablish the same, as needed, prior to backrolling.
6.2.6. The placement, moisture conditioning and compaction of fill slope materials shall be done in accordance with the recommendations presented in Section 5 of these guidelines.
6.2.7. The contractor shall be ultimately responsible for placing and compacting the soil out to the slope face to obtain a relative compaction of 90 percent as evaluated by ASTM D 1557 and a moisture content in accordance with Section 5. The geotechnical consultant shall perform field moisture and density tests at intervals of one test for approximately every 10,000 square feet of slope.
6.2.8. Backdrains shall be provided in fill as recommended by the geotechnical consultant.
6.3. Top-of-Slope Drainage
6.3.1. For pad areas above slopes, positive drainage shall be established away from the top of slope. This may be accomplished utilizing a berm and pad gradient of 2 percent or steeper at the top-of-slope areas. Site runoff shall not be permitted to flow over the tops of slopes.
6.3.2. Gunite-lined brow ditches shall be placed at the top of cut slopes to redirect surface runoff away from the slope face where drainage devices are not otherwise provided.
6.4. Slope Maintenance
6.4.1. In order to enhance surficial slope stability, slope planting shall be accomplished at the completion of grading. Slope plants shall consist of deep-rooting, variable root depth, drought-tolerant vegetation. Native vegetation is generally desirable.
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project viii
Preliminary Geotechnical Investigation Report
Plants native to semiarid and mid areas may also be appropriate. Large-leafed ice plant should not be used on slopes. A landscape architect shall be consulted regarding the actual types of plants and planting configuration to be used.
6.4.2. Irrigation pipes shall be anchored to slope faces and not placed in trenches excavated into slope faces. Slope irrigation shall be maintained at a level just sufficient to support plant growth. Property owners shall be made aware that over watering of slopes is detrimental to slope stability. Slopes shall be monitored regularly and broken sprinkler heads and/or pipes shall be repaired immediately.
6.4.3. Periodic observation of landscaped slope areas shall be planned and appropriate measures taken to enhance growth of landscape plants.
6.4.4. Graded swales at the top of slopes and terrace drains shall be installed and the property owners notified that the drains shall be periodically checked so that they may be kept clear. Damage to drainage improvements shall be repaired immediately. To reduce siltation, terrace drains shall be constructed at a gradient of 3 percent or steeper, in accordance with the recommendations of the project civil engineer.
6.4.5. If slope failures occur, the geotechnical consultant shall be contacted immediately for field review of site conditions and development of recommendations for evaluation and repair.
7. TRENCH BACKFILL
The following sections provide recommendations for backfilling of trenches.
7.1. Trench backfill shall consist of granular soils (bedding) extending from the trench bottom to 1 foot or more above the pipe. On-site or imported fill which has been evaluated by the geotechnical consultant may be used above the granular backfill. The cover soils directly in contact with the pipe shall be classified as having a very low expansion potential, in accordance with UBC Standard 18-2, and shall contain no rocks or chunks of hard soil larger than 3/4-inch in diameter.
7.2. Trench backfill shall, unless otherwise recommended, be compacted by mechanical means to 90 percent relative compaction as evaluated by ASTM D 1557. Backfill soils shall be placed in loose lifts 8-inches thick or thinner, moisture conditioned, and compacted in accordance with the recommendations of Section 5 of these guidelines.
The backfill shall be tested by the geotechnical consultant at vertical intervals of approximately 2 feet of backfill placed and at spacings along the trench of approximately 100 feet in the same lift.
7.3. Jetting of trench backfill materials is generally not a recommended method of densification, unless the on-site soils are sufficiently free-draining and provisions have been made for adequate dissipation of the water utilized in the jetting process.
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project ix
Preliminary Geotechnical Investigation Report
7.4. If it is decided that jetting may be utilized, granular material with a sand equivalent greater than 30 shall be used for backfilling in the areas to be jetted. Jetting shall generally be considered for trenches 2 feet or narrower in width and 4 feet or shallower in depth. Following jetting operations, trench backfill shall be mechanically compacted to the specified compaction to finish grade.
7.5. Trench backfill which underlies the zone of influence of foundations shall be mechanically compacted to 90 percent or greater relative compaction, as evaluated by ASTM D 1557-02. The zone of influence of the foundations is generally defined as the roughly triangular area within the limits of a 1:1 (horizontal:vertical) projection from the inner and outer edges of the foundation, projected down and out from both edges.
7.6. Trench backfill within slab areas shall be compacted by mechanical means to a relative compaction of 90 percent, as evaluated by ASTM D 1557. For minor interior trenches, density testing may be omitted or spot testing may be performed, as deemed appropriate by the geotechnical consultant.
7.7. When compacting soil in close proximity to utilities, care shall be taken by the grading contractor so that mechanical methods used to compact the soils do not damage the utilities. If the utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a buried conduit, then the grading contractor may elect to use light mechanical compaction equipment or, with the approval of the geotechnical consultant, cover the conduit with clean granular material. These granular materials shall be jetted in place to the top of the conduit in accordance with the recommendations of Section 8.4 prior to initiating mechanical compaction procedures. Other methods of utility trench compaction may also be appropriate, upon review by the geotechnical consultant and the utility contractor, at the time of construction.
7.8. Clean granular backfill and/or bedding materials are not recommended for use in slope areas unless provisions are made for a drainage system to mitigate the potential for buildup of seepage forces or piping of backfill materials.
7.9. The contractor shall exercise the specified safety precautions, in accordance with OSHA Trench Safety Regulations, while conducting trenching operations. Such precautions include shoring or laying back trench excavations at 1:1 or flatter, depending on material type, for trenches in excess of 5 feet in depth. The geotechnical consultant is not responsible for the safety of trench operations or stability of the trenches.
8. DRAINAGE
The following sections provide recommendations pertaining to site drainage.
8.1. Roof, pad, and slope drainage shall be such that it is away from slopes and structures to suitable discharge areas by nonerodible devices (e.g., gutters, downspouts, concrete swales, etc.).
8.2. Positive drainage adjacent to structures shall be established and maintained. Positive drainage may be accomplished by providing drainage away from the foundations of the
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project x
Preliminary Geotechnical Investigation Report
structure at a gradient of 2 percent or steeper for a distance of 5 feet or more outside the building perimeter, further maintained by a graded swale leading to an appropriate outlet, in accordance with the recommendations of the project civil engineer and/or landscape architect.
8.3. Surface drainage on the site shall be provided so that water is not permitted to pond. A gradient of 2 percent or steeper shall be maintained over the pad area and drainage patterns shall be established to remove water from the site to an appropriate outlet.
8.4. Care shall be taken by the contractor during grading to preserve any berms, drainage terraces, interceptor swales or other drainage devices of a permanent nature on or adjacent to the property. Drainage patterns established at the time of finish grading shall be maintained for the life of the project. Property owners shall be made very clearly aware that altering drainage patterns may be detrimental to slope stability and foundation performance.
9. SITE PROTECTION
The site shall be protected as outlined in the following sections.
9.1. Protection of the site during the period of grading shall be the responsibility of the contractor unless other provisions are made in writing and agreed upon among the concerned parties. Completion of a portion of the project shall not be considered to preclude that portion or adjacent areas from the need for site protection, until such time as the project is finished as agreed upon by the geotechnical consultant, the client, and the regulatory agency.
9.2. The contractor is responsible for the stability of temporary excavations.
Recommendations by the geotechnical consultant pertaining to temporary excavations are made in consideration of stability of the finished project and, therefore, shall not be considered to preclude the responsibilities of the contractor. Recommendations by the geotechnical consultant shall also not be considered to preclude more restrictive requirements by the applicable regulatory agencies.
9.3. Precautions shall be taken during the performance of site clearing, excavation, and grading to protect the site from flooding, ponding, or inundation by surface runoff.
Temporary provisions shall be made during the rainy season so that surface runoff is away from and off the working site. Where low areas cannot be avoided, pumps shall be provided to remove water as needed during periods of rainfall.
9.4. During periods of rainfall, plastic sheeting shall be used as needed to reduce the potential for unprotected slopes to become saturated. Where needed, the contractor shall install check dams, desilting basins, riprap, sandbags or other appropriate devices or methods to reduce erosion and provide recommended conditions during inclement weather.
9.5. During periods of rainfall, the geotechnical consultant shall be kept informed by the contractor of the nature of remedial or precautionary work being performed on site (e.g., pumping, placement of sandbags or plastic sheeting, other labor, dozing, etc.).
City of El Centro Waste Water Treatment Plant Project No. 226816-0000167.00, Phase 04 Proposed Bar Screen Structure Project xi
Preliminary Geotechnical Investigation Report
9.6. Following periods of rainfall, the contractor shall contact the geotechnical consultant and arrange a walk-over of the site in order to visually assess rain-related damage. The geotechnical consultant may also recommend excavation and testing in order to aid in the evaluation. At the request of the geotechnical consultant, the contractor shall make excavations in order to aid in evaluation of the extent of rain-related damage.
9.7. Rain or irrigation related damage shall be considered to include, but may not be limited to, erosion, silting, saturation, swelling, structural distress, and other adverse conditions noted by the geotechnical consultant. Soil adversely affected shall be classified as "Unsuitable Material" and shall be subject to overexcavation and replacement with compacted fill or to other remedial grading as recommended by the geotechnical consultant.
9.8. Relatively level areas where saturated soils and/or erosion gullies exist to depths greater than 1 foot shall be overexcavated to competent materials as evaluated by the geotechnical consultant. Where adverse conditions extend to less than 1 foot in depth, saturated and/or eroded materials may be processed in-place. Overexcavated or in-place processed materials shall be moisture conditioned and compacted in accordance with the recommendations provided in Section 5. If the desired results are not achieved, the affected materials shall be overexcavated, moisture conditioned, and compacted until the specifications are met.
9.9. Slope areas where saturated soil and/or erosion gullies exist to depths greater than 1 foot shall be overexcavated and replaced as compacted fill in accordance with the applicable specifications. Where adversely affected materials exist to depths of I foot or less below proposed finished grade, remedial grading by moisture conditioning in-place and compaction in accordance with the appropriate specifications may be attempted. If the desired results are not achieved, the affected materials shall be overexcavated, moisture conditioned, and compacted until the specifications are met. As conditions dictate, other slope repair procedures may also be recommended by the geotechnical consultant.
9.10. During construction, the contractor shall grade the site to provide positive drainage away from structures and to keep water from ponding adjacent to structures. Water shall not be allowed to damage adjacent properties. Positive drainage shall be maintained by the contractor until permanent drainage and erosion reducing devices are installed in accordance with project plans.
Appendix E
ASFE Information about Geotechnical Report
Important Information About Your
Geotechnical Engineering Report
Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes The following information is provided to help you manage your risks.
Geotechnical Services Are Performed for
Specifi c Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the specifi c needs of their clients. A geotechnical engineering study conducted for a civil engineer may not fulfi ll the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineering report without fi rst conferring with the geotechnical engineer who prepared it. And no one - not even you - should apply the report for any purpose or project except the one originally contemplated.
Read the Full Report
Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary.
Do not read selected elements only.
A Geotechnical Engineering Report Is Based on
A Unique Set of Project-Specifi c Factors
Geotechnical engineers consider a number of unique, project-specifi c factors when establishing the scope of a study. Typical factors include: the client’s goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and confi guration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifi cally indicates otherwise, do not rely on a geotechnical engineering report that was:
• not prepared for you,
• not prepared for your project,
• not prepared for the specifi c site explored, or
• completed before important project changes were made.
Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect:
• the function of the proposed structure, as when it’s changed from a parking garage to an offi ce building, or from alight industrial plant to a refrigerated warehouse,
• elevation, confi guration, location, orientation, or weight of the proposed structure,
• composition of the design team, or
• project ownership.
As a general rule, always inform your geotechnical engineer of project changes - even minor ones - and request an assessment of their impact.
Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed.
Subsurface Conditions Can Change
A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineering report whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as fl oods, earthquakes, or groundwater fl uctuations. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems.
Most Geotechnical Findings Are Professional
Opinions
Site exploration identifi es subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engineers review fi eld and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ-sometimes signifi cantly from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions.
A Report’s Recommendations Are Not Final
Do not overrely on the construction recommendations included in your report. Those recommendations are not fi nal, because geotechnical engineers develop them principally from judgment and opinion. Geotechnical engineers can fi nalize their recommendations only by observing actual
subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report’s recommendations if that engineer does not perform construction observation.
A Geotechnical Engineering Report Is Subject to
Misinterpretation
Other design team members’ misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geotechnical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review pertinent elements of the design team’s plans and specifi cations. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation.
Do Not Redraw the Engineer’s Logs
Geotechnical engineers prepare fi nal boring and testing logs based upon their interpretation of fi eld logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings.
Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk.
Give Contractors a Complete Report and
Guidance
Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report’s accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specifi c types of information they need or prefer.
A prebid conference can also be valuable. Be sure contractors have suffi cient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the fi nancial responsibilities stemming from unanticipated conditions.
Read Responsibility Provisions Closely
Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disciplines.
This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled “limitations” many of these provisions indicate where geotechnical engineers’ responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly.
Geoenvironmental Concerns Are Not Covered
The equipment, techniques, and personnel used to perform a geoenvironmental study differ signifi cantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental fi ndings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoenvironmental information, ask your geotechnical consultant for risk management guidance.
Do not rely on an environmental report prepared for someone else.
Obtain Professional Assistance To Deal with Mold
Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent signifi cant amounts of mold from growing on indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a comprehensive plan, and executed with diligent oversight by a professional mold prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, a number of mold prevention strategies focus on keeping building surfaces dry. While groundwater, water infi ltration, and similar issues may have been addressed as part of the geotechnical engineering study whose fi ndings are conveyed in-this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services performed in connection with the geotechnical engineer’s study were designed or conducted for the purpose of mold prevention. Proper implementation of the recommendations conveyed in this report will not of itself be suffi cient to prevent mold from growing in or on the structure involved.
Rely on Your ASFE-Member Geotechnical
Engineer For Additional Assistance
Membership in ASFE/The Best People on Earth exposes geotechnical engineers to a wide array of risk management techniques that can be of genuine benefi t for everyone involved with a construction project. Confer with your ASFE-member geotechnical engineer for more information. 8811 Colesville Road/Suite G106, Silver Spring, MD 20910 Telephone:’ 301/565-2733 Facsimile: 301/589-2017
e-mail: [email protected] www.asfe.org
Copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFE’s specifi c written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for purposes of scholarly research or book review. Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other fi rm, individual, or other entity that so uses this document without being anASFE member could be committing negligent or intentional (fraudulent) misrepresentation.
IIGER06045.0M
The Best People on Earth
I
P
P/CO/A
D
T
SCALE: NTS
DISINFECTION SERVICE BACKBOARD ELECTRICAL ELEVATION PHASE 1 DEMOLITION DETAIL SCALE: 1/4" = 1'-0"
DISINFECTION FACILITY PHASE 1 DEMOLITION PLAN
DISINFECTION FACILITY ELECTRICAL PHASE 1 DEMOLITION SINGLE LINE DIAGRAM SCALE: NTS
SCALE: NTS
DISINFECTION SERVICE BACKBOARD DEMOLITION PLAN PHASE 2
SCALE: 1/4" = 1'-0"
DISINFECTION FACILITY DEMOLITION PLAN PHASE 2
DISINFECTION FACILITY ELECTRICAL SINGLE LINE DIAGRAM PHASE 2 DEMOLITION PLAN SCALE: NTS
SCALE: NTS
DISINFECTION SERVICE BACKBOARD ELECTRICAL ELEVATION DETAIL SCALE: 1/4" = 1'-0"
DISINFECTION FACILITY POWER & SIGNAL PLAN PHASE 1
DISINFECTION FACILITY ELECTRICAL SINGLE LINE DIAGRAM PHASE 1 SCALE: NTS
SCALE: NTS
DISINFECTION SERVICE BACKBOARD ELECTRICAL ELEVATION DETAIL PHASE 2 SCALE: 1/4" = 1'-0"
DISINFECTION FACILITY POWER & SIGNAL PLAN PHASE 2
DISINFECTION FACILITY ELECTRICAL SINGLE LINE DIAGRAM PHASE 2 SCALE: NTS
SCALE: NTS
SYSTEMS CONTROL CENTER ELEVATION DETAIL
SCALE: NTS
OVERALL SINGLE LINE SIGNAL PLAN
PANEL 'A'
VOLTAGE: 480/277V FRAME: 400A FRAME MIN AIC RATING: 65,000 PHASE: 3 PHASE MAIN: 200A CIRCUITS: 42
WIRE: 4 WIRE ENCLOSURE: NEMA 3R MOUNTING: SURFACE
FEED: BOTTOM LOCATION: SOUTH BUILDING
CKT NO
BKR
RTNG
LOAD DESCRIPTION VA
CONNECTED VA LOAD
VA LOAD DESCRIPTION BKR
ABC RTNG CKT NO
1 50A/3P POWER DISTRIBUTION CENTER (PDC) (SOUTH BUILDING) 9133 18266 9133
POWER DISTRIBUTION CENTER (PDC)
(NORTH BUILDING) 50A/3P
2 3 9133 18266 9133 45 9133 18266 9133 67
20A/3P HYDRAULIC SYSTEM CENTER (HSC) (SOUTH BUILDING)
833 1666 833
HYDRAULIC SYSTEM CENTER (HSC)
(NORTH BUILDING) 20A/3P
8 9 833 1666 833 10
11 833 1666 833 12
13 70A/3P PANEL 'B'
7500 10500 3000
HVAC FOR SOUTH BUILDING 20A/3P
14 15 7500 10500 3000 16
17 7500 10500 3000 18
19 20A/3P HVAC FOR NORTH BUILDING
3000 3000 SPARE 20
21 3000 3000 SPARE 22
23 3000 3000 SPARE 24
25 SPARE 0 SPARE 26
27 0 28
29 0 30
31 0 32
33 0 34
35 0 3637 0 38
39 0 40
41 0 42
CONNECTED LOAD (VA) PER PHASE 33432 33432 33432 100296 TOTAL CONNECTED LOAD (VA) 120.8 TOTAL CONNECTED LOAD (AMPS)
PANEL 'B'
VOLTAGE: 120/208V FRAME: 70A FRAME MIN AIC RATING: 65,000 PHASE: 3 PHASE MAIN: 70A CIRCUITS: 18
WIRE: 4 WIRE ENCLOSURE: NEMA 3R MOUNTING: SURFACE
FEED: BOTTOM LOCATION: SOUTH BUILDING
CKT NO
BKR
RTNG
LOAD DESCRIPTION VA
CONNECTED VA LOAD
VA LOAD DESCRIPTION BKR
ABC RTNG CKT NO
1 20A/1P LOW LEVEL SENSOR LCP ( SOUTH BUILDING) 120 240 120 LOW LEVEL SENSOR LCP (LCP NORTH BUILDING) 20A/1P 2 3 20A/1P INTERIOR AND EXTERIOR LIGHTING (SOUTH BUILDING) 240 540 300 SHADER LIGHTING AND RECEPTACLE UNDER SHADER 20A/1P 4 5 20A/1P REFRIDGERATED WATER SAMPLER (SOUTH BUILDING) 180 420 240 INTERIOR AND EXTERIOR LIGHTING (NORTH BUILDING) 20A/1P 67 20A/1P INTERIOR (2) AND EXTERIOR (1) RECEPTACLES (SOUTH BUILDING) 540 660 120 EMERGENCY EXIT (NORTH BUILDING) 20A/1P 8 9 20A/1P EMERGENCY EXIT (SOUTH BUILDING) 120 660 540 INTERIOR (2) AND EXTERIOR (1) RECEPTACLES (NORTH BUILDING) 20A/1P 10 11 SPARE 180 180 REFRIDGERATED WATER SAMPLER (NORTH BUILDING) 20A/1P 12 13 SPARE 0 SPARE 14
15 SPARE 0 SPARE 1617 SPARE 0 SPARE 18
CONNECTED LOAD (VA) PER PHASE 900 1200 600 2700 TOTAL CONNECTED LOAD (VA)
7.5 TOTAL CONNECTED LOAD (AMPS)
C2 SCALE: NONE TRENCH DETAIL
SCALE: NONE B1 POWER ONE-LINE DIAGRAM
A2 SCALE: NONE TYPICAL PREFABRICATED HANDHOLE DETAIL
D2 SCALE: NONE GROUNDING DIAGRAM
City Council of the City of El Centro
1275 W. Main Street
El Centro, CA 92243
SUBMITTED
ACTION ITEM (ID # 2024-197)
Item: 7.
Meeting: 11/5/2024 11:30 AM
Department:
Category: Action Item
Prepared by: Felix DeLeon , Senior
Engineer
Department Head: Abraham Campos
DOC ID: 2024-197
Granting of an Easement to the Imperial Irrigation District at the City of El Centro Police Station.
CITY MANAGER'S RECOMMENDATION:
Approve a grant of easement in favor of Imperial Irrigation District and direct the City Manager to execute the grant of easement and any necessary supporting documents.
FISCAL IMPACT:
N/A
STRATEGIC PLANNING PROGRAM 2022-2027 RELATION:
Community Health, Safety & Welfare
DUE DILIGENCE CHECK FOR CONTRACTORS/CONSULTANTS: DID THE
DEPARTMENT VERIFY CURRENT EL CENTRO BUSINESS LICENSE,
CONTRACTOR'S LICENSE, REFERENCE CHECKES, INSURANCE, ETC.:
N/A
BACKGROUND:
In construction of the new City of El Centro Police Station, a new electrical service for the station will be required for permanent power of the new El Centro Police Station. As part of the process to power the new Police Station, Imperial Irrigation District requires an easement to be established for the new service equipment to be installed within the property line of the City of El Centro Police Station.
DISCUSSION:
Staff has reviewed the grant of easement and agrees with the scope.
CONCLUSION:
Approve a grant of easement in favor of Imperial Irrigation District and direct the City Manager to execute the grant of easement and any necessary supporting documents.
ATTACHMENTS:
1. Exhibit A and B IID Easement - El Centro Police Station
2. Grant of Easement (IID) - El Centro Police Station
Recording Requested By
Imperial Irrigation District
And When Recorded Mail To:
Imperial Irrigation District
Attn: Real Estate Section
P.O. Box 937
Imperial, CA 92251
Space Above This Line For Recorder’s Use
APN: 053-191-001
Documentary Transfer Tax $ R& T §11922; Gov Code §6103
Computed on Full Value of Property conveyed, or
Computed on Full Value less liens & encumbrances
remaining thereon at time of sale
Signature of Declarant or Agent Determining Tax – Firm Name
EASEMENT
THE CITY OF EL CENTRO, a municipal corporation and charter city of the State of California hereby grants to the IMPERIAL IRRIGATION DISTRICT, an irrigation district organized and existing under the laws of the State of California, an easement and right-of-way in, upon, over, under and across the lands hereinafter described, to erect, construct, change the size of, improve, reconstruct, relocate, repair, maintain and use facilities consisting of:
1. Underground/Overhead facilities and appurtenances for the transmission and distribution of electricity.
2. Communication facilities and appurtenances.
The above facilities will be installed at such locations and elevations upon, along, over and under the hereinafter described easement as Grantee may now or hereafter deem convenient or necessary.
Grantee also has the right of ingress and egress, to, from and along this easement in, upon, over and across the hereinafter described lands. Grantee has the right to require the easement be kept clear from explosives, buildings, structures, and materials that Grantee considers incompatible for which this easement is granted.
The property in which this easement and right-of-way is hereby granted is situated in the County of Imperial, State of California, described as follows:
See attached “Exhibit A” legal description
The easement in the aforesaid property shall be a strip of land, including all the area lying between the exterior sidelines, which sidelines, measured at right angles, on each exterior side of each and every facility installed, as shown on Exhibit “B”, attached hereto and made a part hereof.
Grantor shall not erect, place or construct, nor permit to be erected, placed or constructed, any building or other structure, plant any tree, drill or dig any well, within this easement.
Grantor shall not increase or decrease the ground surface elevations within this easement after installation of Grantee’s facilities, without prior written consent of Grantee, which consent shall not unreasonably be withheld.
Grantor further grants to Grantee the right to assign any or all of the rights granted in this easement in whole or in part to other companies providing utility or communication facilities/services.
Grantee shall have the right but not the duty, to trim or remove trees and brush along or adjacent to this easement and remove roots for within this easement whenever Grantee deems it necessary.
Said right shall not relieve Grantor of the duty as owner to trim or remove trees and brush to prevent danger or hazard to property or persons.
CONDUITS CARRY HIGH VOLTAGE ELECTRICAL CONDUCTORS, therefore Grantor shall not make or allow any excavation or fill to be made within this easement WITHOUT FIRST NOTIFYING IMPERIAL IRRIGATION DISTRICT by calling 1-800-DIGALERT (Underground Alert), and OBTAINING PERMISSION.
This easement shall be binding upon and inure to the benefit of successors, heirs, executors, administrators, permittees, licensees, agents or assigns of Grantor and Grantee.
IN WITNESS WHEREOF, Grantor executed this instrument this day of , 20 .
CITY OF EL CENTRO, a Municipal
Corporation and charter city of the State of
California
By:
Name:
Its:
File# 2985
EXHIBIT "A"
EL CENTRO POLICE STATION
ELECTRICAL EASEMENT
LEGAL DESCRIPTION:
BEING PORTION OF THE EAST HALF OF LOT 3, BLOCK 11 OF MAP NO. 239, CITY OF EL CENTRO, COUNTY OF IMPERIAL, ONFILEINBOOK4, PAGE 11 OF OFFICIAL MAPS IN THE IMPERIAL COUNTY RECORDERS OFFICE, DESCRIBED AS FOLLOWS;
BEGINNING AT THE SOUTHEAST CORNER OF THE INTERSECTION OF THE SOUTH
RIGHT OF WAY LINE OF BROADWAY AVENUE WITH THE EAST RIGHT OF WAY LINE OF N. 12TH STREET;
THENCE SOUTH 00° 42' 40" EAST, ALONG THE EAST RIGHT OF WAY LINE OF N. 12TH STREET, A DISTANCE OF 174.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE ALONG THE FOLLOWING COURSES:
1. EAST, 23.14 FEET;
2. SOUTH 10.00 FEET;
3. WEST 23.00 FEET
4. NORTH 00° 42' 40" WEST, 10.00 FEET TO THE TRUE POINT OF BEGINNING.
PAGE 1 OF 1
EASEMENT LINE
------------
I
EXHIBIT ”B”
EL CENTRO POLICE STATION ELECTRICAL EASEMENT
FD. CONCRETE CYLINDER
WJTI-l 3/g" BOLT, 12" DN.
PER PM 4-52
P.0.8.
/ \
/ i I
I I
I 1
I
I
FD. CONCRETE NAIL WITH
BRASS TAG "LS 7107",
ON SIDEWALK, NO RECORD.
-----7---¾
SOUTH R/W LINE
&iIINl LIIRl LI
�
23-135
i
City Council of the City of El Centro
1275 W. Main Street
El Centro, CA 92243
SUBMITTED
ACTION ITEM (ID # 2024-210)
Item: 8.
Meeting: 11/5/2024 11:30 AM
Department:
Category: Resolution
Prepared by: Rene McNish ,
Lieutenant
Department Head: Rene McNish
DOC ID: 2024-210
Adopt Resolution. 24- , RESOLUTION OF THE CITY COUNCIL AUTHORIZING THE
EL CENTRO POLICE DEPARTMENT TO PARTICIPATE IN THE DEPARTMENT OF ALCOHOLIC BEVERAGE CONTROL GRANT PROGRAM.
CITY MANAGER'S RECOMMENDATION:
Adopt Resolution. 24- , RESOLUTION OF THE CITY COUNCIL AUTHORIZING THE
EL CENTRO POLICE DEPARTMENT TO PARTICIPATE IN THE DEPARTMENT OF ALCOHOLIC BEVERAGE CONTROL GRANT PROGRAM.
FISCAL IMPACT:
With the acceptance of the Alcoholic Beverage Control Grant Program, a corresponding budget reimbursement account of $39,500 will be processed and included as part of the adjusted Fiscal Year 2024/2025 Budget. No match by the City is required.
STRATEGIC PLANNING PROGRAM 2022-2027 RELATION:
Community Health, Safety & Welfare
DUE DILIGENCE CHECK FOR CONTRACTORS/CONSULTANTS: DID THE
DEPARTMENT VERIFY CURRENT EL CENTRO BUSINESS LICENSE,
CONTRACTOR'S LICENSE, REFERENCE CHECKES, INSURANCE, ETC.:
BACKGROUND:
The Department of Alcoholic Beverage Control (ABC) has conditionally approved the city’s application for funding under the ABC Grant Program in the amount of $39,500. Our ABC grant will provide the El Centro Police Department with funding to address quality of life issues that include the illegal purchasing and distribution of alcoholic beverages by and to minors. Additionally, our efforts will focus on inspections and education of ABC license holders.
DISCUSSION:
The Department of Alcoholic Beverage Control (ABC) provides grant funding to local Police Departments and Sheriff’s Departments to reduce alcohol-related harm in California. ABC grants enable the selected agencies to expand their present efforts in addressing alcohol-related problems through a comprehensive ABC program that will encompass a wide range of strategies. Local law enforcement officers assigned to the project work closely with ABC agents and receive training in ABC law, alcohol enforcement strategies, and community resources.
The program’s success can be measured quantitatively by the reduction in alcohol-related arrests, crimes, and calls for services in many jurisdictions. Further quantitative measures include the number of administrative accusations registered, arrests and citations, decoy programs, and community outreach meetings. Qualitative measures include declarations
of satisfaction from local officers and community members, and visible improvements in the physical conditions of targeted communities.
The main success of the program has been its effectiveness in strengthening the working relationship between ABC and the various local law enforcement agencies in California.
This State and local partnership results in a more effective use of human resources, a reduction in crime, and a more efficient use of taxpayer funds. Of great interest have been the many businesses which voluntarily take active steps to eliminate loitering, litter, graffiti, drug paraphernalia, and excessive signage in windows.
The results have reduced calls for police service and improved conditions in neighborhoods impacted negatively by liquor stores and bars. Also, of note is the program’s success in working with communities sponsoring large special events, which have in the past resulted in violence and crime, with alcohol being one of the root causes.
CONCLUSION:
Adopt Resolution. 24- , RESOLUTION OF THE CITY COUNCIL AUTHORIZING
THE EL CENTRO POLICE DEPARTMENT TO PARTICIPATE IN THE
DEPARTMENT OF ALCOHOLIC BEVERAGE CONTROL GRANT PROGRAM
ATTACHMENTS:
1. FY24 ABC Grant Resolution
2. FY24 ABC Grant Award Notification
10/2024/cdz/A24-0172/Reso/ABCControlGrantProg
RESOLUTION NO 24-
RESOLUTION OF THE CITY COUNCIL AUTHORIZING
THE EL CENTRO POLICE DEPARTMENT TO PARTICIPATE IN THE
DEPARTMENT OF ALCOHOLIC BEVERAGE CONTROL GRANT PROGRAM
WHEREAS, the Department of Alcoholic Beverage Control (“ABC”) provides funds to aid in the enforcement and education of laws related to the possession, purchase, and sale of alcoholic beverages, and the El Centro Police Department has submitted a grant application; and WHEREAS, ABC has awarded thirty-nine thousand, five hundred dollars ($39,500) to the El Centro Police Department for the purpose of conducting minor decoy operations, shoulder tap operations, impact inspections and holiday enforcement operations and the El Centro Police Department is required to execute a certificate of acceptance for that grant; and WHEREAS, such funding will allow for reimbursement of operational overtime, and authorized travel for grant activities; and
NOW, THEREFORE THE CITY COUNCIL OF THE CITY OF EL CENTRO, CALIFORNIA, DOES HEREBY RESOLVE AS FOLLOWS;
1. That the foregoing is true, correct and adopted.
2. That the City Council hereby accepts the grant funds of thirty-nine thousand, five hundred dollars ($39,500) for the Program.
3. That the City’s Police Chief or City Manager is authorized to execute, on behalf of the City, the grant award agreement, if any, for the Program, a copy of which will be on file in the Office of the City Clerk, including any extensions, or amendments thereof.
4. That the City agrees to comply with all requirements for the Program (including any extensions or amendments thereof) and that funds will be appropriated as required thereby.
5. That grant funds received hereunder shall not be used to supplant expenditures controlled by this body.
PASSED AND ADOPTED at a regular meeting of the City Council of the City of El Centro held on the day of , 2024
10/2024/cdz/A24-0172/Reso/ABCControlGrantProg
CITY OF EL CENTRO
By ___________________________
Sylvia Marroquin, Mayor
ATTEST:
By _______________________________
Norma Wyles, City Clerk
APPROVED AS TO FORM:
Office of the City Attorney
By _______________________________
Elizabeth Martyn, City Attorney
STATE OF CALIFORNIA )
COUNTY OF IMPERIAL ) ss
CITY OF EL CENTRO )
I, Norma Wyles, City Clerk of the City of El Centro, California, do hereby certify that the foregoing Resolution No. 24- was duly and regularly adopted at a regular meeting of the City Council of the City of El Centro, California, held on the day of , 2024, by the following vote:
AYES:
NOES:
ABSENT:
ABSTAINED:
By ___________________________
Norma Wyles, City Clerk
City Council of the City of El Centro
1275 W. Main Street
El Centro, CA 92243
SUBMITTED
ACTION ITEM (ID # 2024-207)
Item: 9.
Meeting: 11/5/2024 11:30 AM
Department:
Category: Action Item
Prepared by: Cindy De Zilwa,
Management Assistant
Department Head: Cedric Cesena
DOC ID: 2024-207
Community Sponsorship - Soroptimist International of El Centro CITY MANAGER'S RECOMMENDATION:
Discussion and any necessary action regarding the community sponsorship request FISCAL IMPACT:
Funding is available from the Community Sponsorship Fund 1201-610139. The available balance is $1,627.00.
STRATEGIC PLANNING PROGRAM 2022-2027 RELATION:
DUE DILIGENCE CHECK FOR CONTRACTORS/CONSULTANTS: DID THE
DEPARTMENT VERIFY CURRENT EL CENTRO BUSINESS LICENSE,
CONTRACTOR'S LICENSE, REFERENCE CHECKES, INSURANCE, ETC.:
N/A
BACKGROUND:
Since 1940, Soroptimist International of El Centro has served the needs of El Centro, as well as the Imperial Valley's women and girls, by helping them achieve their individual and collective potential. They are a non-profit organization dedicated to the vision that women and girls receive resources and opportunities to reach their full potential and live their dreams. They are a global volunteer organization that provides women and girls with access to the education they need to achieve economic empowerment. It is through their vision and core values that they serve El Centro and the greater Imperial Valley.
Their most important program that meets the needs of the Imperial Valley women and girls is the Live Your Dream: Education & Training Awards for Women, which is a unique education award for women who provide the primary financial support for their families and is a resource that they use to improve their education, skills and employment prospects.
Every year, more than $3,000 in education grants are distributed to women in El Centro and Imperial Valley. These funds offset the costs associated with their plans to achieve their higher education. This includes transportation, housing, children, food and tuition.
DISCUSSION:
The Afternoon Tea Party was created to help raise funds to provide a memorable holiday experience for over 250 children throughout the Imperial Valley. This year, they have extended the invite to children from the North of Imperial Valley, which includes Calipatria, Niland, Bombay Beach, and surrounding areas. The majority of these children have never been to a movie theater, so the project, "Christmas at the Movies", was created.
Proceeds from the Afternoon Tea Party will help fund this project, which will provide more families with a memorable experience this December, as well as programs and projects
that provide women and girls with resources to reach their full potential, and help Soroptomist International continue their mission.
The City Manager's Office has reviewed the application and the requirements of the policy statement have been met. The Mayor has reviewed the request and recommends that the Council consider a sponsorship in the amount of $500.
CONCLUSION:
Staff seek direction and necessary action regarding the requested cash sponsorship.
ATTACHMENTS:
1. Sponsor Application
2. Sponsorship Form
City Council of the City of El Centro
1275 W. Main Street
El Centro, CA 92243
SUBMITTED
ACTION ITEM (ID # 2024-212)
Item: 10.
Meeting: 11/5/2024 11:30 AM
Department:
Category: Action Item
Prepared by: Cindy De Zilwa,
Management Assistant
Department Head: Cedric Cesena
DOC ID: 2024-212
Ratify Letter of Support - Workforce Accelerator Grant Project in Imperial Valley CITY MANAGER'S RECOMMENDATION:
Ratify letter of support request received from the Institute of Local Government for the Workforce Accelerator Grant Project in the Imperial Valley FISCAL IMPACT:
N/A
STRATEGIC PLANNING PROGRAM 2022-2027 RELATION:
Economic Opportunity
Financial & Governance Stability & Sustainability
Environmental Sustainability & Infrastructure
Community Health, Safety & Welfare
DUE DILIGENCE CHECK FOR CONTRACTORS/CONSULTANTS: DID THE
DEPARTMENT VERIFY CURRENT EL CENTRO BUSINESS LICENSE,
CONTRACTOR'S LICENSE, REFERENCE CHECKES, INSURANCE, ETC.:
N/A
BACKGROUND:
The Institute of Local Government (ILG) has been serving local officials' information needs for 65 years. Founded in 1955, local agencies were beginning to recognize the need for cities and counties to cooperate on regional issues. Through its research capacity, publications and training programs, the Institute has been a leader in addressing topics that ultimately have become urgent public issues. The Institute has also responded in a timely way to current issues of concern for cities and counties.
ILG's mission is to empower local government leaders and deliver real-world expertise to help them navigate complex issues, increase their capacity, and build trust in their communities. Their vision is a California where all local government leaders are trusted by the people they serve because of exceptional leadership and an endless pursuit towards thriving and resilient communities in which to live and work.
DISCUSSION:
The Workforce Accelerator Fund is a program that supports projects that create and implement innovative workforce service models. Since 2014, the Workforce Accelerator Fund has supported new and exciting projects that design, develop, and implement innovative workforce service models that lead to quality jobs and accelerate employment among California workers. The fund is a collaboration between the California Workforce Development Board (CWDB), Employment Development Department (EDD), and the California Labor & Workforce Development Agency (LWDA). The fund's goals include:
Improving labor market and skills outcomes, accelerating employment, bridging education
and workforce gaps, and implementing and scaling up successful innovations.
The City of El Centro started working with ILG through its BOOST (Build-OrganizeOptimize-Strengthen-Transform) Program in 2019. ILG has facilitated training and discussions that helped the City develop a strategic plan and improve community engagement. ILG continues to be a valuable partner to the City as we enter a new phase of the BOOST Program, focused on the local agencies in the Imperial Valley.
This grant program would offer leadership training for mid-career professionals in Imperial Valley's government sector to help upskill existing staff on management and leadership skills to better prepare them to step into more senior management positions. This will focus on foundational local government functions such as municipal finance, collaborative governance, planning, community engagement, and technological adaptation to meet the challenge of a modern workforce.
CONCLUSION:
Ratify letter of support that was submitted to ILG on Monday, October 28, 2024, per their deadline to submit their proposal.
ATTACHMENTS:
1. Letter of Support - ILG Workforce Accelerator Grant Proj IV
2. ILG IV Workforce Proposal
The Imperial Valley is a forgotten region in the southern-most part of the state, which is now receiving renewed attention because of its abundance of Lithium. As corporations and state agencies swarm in excitement over the opportunities for jobs and economic vitality that the new industry might bring, the local agencies continue to be overwhelmed, understaffed, and unable to engage in a way that could possibly bring sustainable prosperity to the region.
The Institute for Local Government’s Big Idea not only builds a sustainable workforce pipeline but also aligns with the Workforce Accelerator Fund’s focus on addressing systemic barriers, promoting equity, and advancing job quality in underserved regions like Imperial Valley, with a two-pronged approach that will build a new pipeline to public service and improve the workbased learning infrastructure to support the needs of employers and workers already employed in local government agencies.
A New Local Government Pipeline- Introduction to Local Government Jobs through Resident Academies
This program would create a regional resident academy for recent high school and college graduates, providing them with a structured pathway into local government roles such as city management, public works, and planning. The academy would focus on building skills through hands-on projects, mentorship from experienced government leaders, and rotational assignments across departments in various local agencies. By focusing on entry-level positions, the academy will align with immediate local government staffing needs, addressing specific skills gaps. The academy participants will learn about the career opportunities in local government and work on real-world projects like public engagement, disaster preparedness, housing initiatives, and infrastructure improvements, allowing them to apply academy learning directly in local contexts.
Leadership Development for Mid-Career Professionals
In parallel, the program would offer leadership training for mid-career professionals in Imperial Valley’s government sector to help upskill existing staff on management and leadership skills to better prepare them to step into more senior management positions. This will focus on foundational local government functions such as municipal finance, collaborative governance, planning, community engagement, and technological adaptation to meet the challenges of a modern workforce. Using a hybrid model (combining online learning and local workshops), the leadership program will build resilience and innovation capacity within the local government workforce.
Cross-departmental problem-solving sessions will encourage leadership participants to work together, fostering collaboration and innovation in tackling regional issues like economic development, renewable energy opportunities, and public health. Training in data-driven decision-making and emerging technologies like Geographic Information Systems (GIS) and
emergency management software will position local government employees to lead future initiatives with the necessary technical expertise.
Ongoing Support through a Regional Collaborative Hub
ILG will develop a workforce development Hub/Community Forum as part of this Workforce Accelerator Fund initiative. Our Hub/Forum will act as a centralized resource for skills training, leadership development, and job placement. Local government entities, educational institutions, and workforce development boards can coordinate to deliver ongoing training on public sector management, budgeting, and community engagement- so that the Imperial Valley continues to be supported long after this grant expires.
By pooling and sharing resources across municipalities and agencies in Imperial Valley, the Hub will provide a cost-effective means of sharing opportunities, discussing recruitment strategies, and aligning regional priorities such as economic development, agriculture, and sustainability.
The Hub will offer virtual training platforms, using remote learning technology to reduce travel barriers and increase accessibility for government employees and residents across Imperial Valley.
City Council of the City of El Centro
1275 W. Main Street
El Centro, CA 92243
SUBMITTED
ACTION ITEM (ID # 2024-164)
Item: 11.
Meeting: 11/5/2024 11:30 AM
Department:
Category: Presentation
Prepared by: Carla Mason , Library
Director
Department Head: Carla Mason
DOC ID: 2024-164
Library Department Presentation
CITY MANAGER'S RECOMMENDATION:
This is an informational item only.
FISCAL IMPACT:
No fiscal impact. Informational presentation only.
STRATEGIC PLANNING PROGRAM 2022-2027 RELATION:
Recreation & Lifelong Learning
DUE DILIGENCE CHECK FOR CONTRACTORS/CONSULTANTS: DID THE
DEPARTMENT VERIFY CURRENT EL CENTRO BUSINESS LICENSE,
CONTRACTOR'S LICENSE, REFERENCE CHECKES, INSURANCE, ETC.:
N/A
BACKGROUND:
This presentation involves the actions and events that have taken place in the Library in the last year.
DISCUSSION:
This presentation involves the actions and events that have taken place in the Library in the last year.
CONCLUSION:
This presentation involves the actions and events that have taken place in the Library in the last year.
ATTACHMENTS:
1. Library Updates
El Centro Library
The mission of the El Centro Library is to provide
quality materials and programs to meet the
educational, informational, cultural, and
recreational needs of our diverse community.
The library is committed to supporting lifelong
learning using a broad and relevant selection
of print and media resources along with access
to information through current technology.
A staff dedicated to providing information and
assistance in friendly and welcoming
environment.
ElCentroLibraryMission
PoliciesCreated
This year the El Centro Library became
fine free. The goal was to remove
barriers to equitable access. Many
people were not returning to the
library due to their inability to pay the
fines.
FineFreeLibrary
Circulation policies determine how
library materials are circulated,
including which patrons can
borrow what materials, for how
long, and with what fees.
Circulation Collection Development
&ChallengeForm
Collection development policies
include guidelines for selecting,
acquiring, weeding, and challenged
materials.
Grants
$98,841 in total was allocated to the library,
but will be divided over the next 3 years.
$32,947 will be used each year to help run
our new literacy center.
$98,844 in total was allocated to the
library, but will be divided over the next 3
years. $32,948 will be used each year to
help run our new literacy center.
$16,091 in total was given to the library this
grant period. The Zip Books program
provides library users with speedy access
to books that are not available at their
local library.
$32,100 in total was given to the library. The
lunch at the Library program helps libraries
like ours provide free summer programs.
ESL Adult Literacy
Zipbooks Lunchat theLibrary
HikingBackpacks
The Southern California Library
Cooperative grant provided 21 hiking
backpacks. The hiking backpacks include:
trekking poles, binoculars, compass,
survival equipment, and various other
hiking necessities.
StargazingKits
The California State Parks, and the
California State Library provided a funding
opportunity to provide stargazing kits. They
will include a telescope, carrying case,
portable stool, compass, flashlight, and
field guides.
The creation of the El Centro Literacy center
was fully funded by a California State Library
Grant totaling $197,685.
The grand opening of the center was on
October 1st.
Currently there are 40 registered students who
take classes twice a week.
There are approximately 60 people on a
waitlist.
As of March of 2023 a total of 5,075 items have been
added to our library collection!
Home Schooling
Adult Spanish
Children Spanish
NOLO
New Book Collection
Ñ
DVDs 162
374
40 43
ñ 428
The Library recently purchased 3 brand new
AWE computers to replace the 13 year old
AWE computers we previously had.
The AWE Station offers children a safe,
standalone computer not connected to the
Internet that is age-appropriate, engaging,
and academically relevant for children. It is
designed to support school readiness and
technology access while making learning
exciting and engaging.
AWE Computers
The Summer Reading Program took place
from June 17th-July 26th, and the theme
was Read, Renew, Repeat!
2024 Summer Reading Program
The attendance during the Summer Reading
Program was a grand total of 39, 316.
AdultSummerReadingProgram
This activity took place on July 1st, and had a total of 25 participants.
This activity took place on July 8th, and had a total of 25 participants.
This activity took place on July 11th, and had a total of 26 participants.
This activity took place on July 15th, and had a total of 27 participants.
This activity took place on July 18th, and had a total of 13 participants.
FanPaintingClass
ScrapbookingClass
CompostingClass
Christmas inJulyWreathMaking
SoundBath
Sip&PaintClass
This activity took place on June 17th, and had a total of 25 participants.
VisionBoardClass
This activity took place on June 24th, and had a total of 19 participants.
TeenSummerReadingProgram
This activity took place on June 17th, and had a total off 15 participants.
This activity took place on June 24th, and had a total of 19 participants.
This activity took place on July 8th, and had a total of 16 participants.
This activity took place on July 11th, and had a total of 26 participants.
AcrylicPaintingClass
Tie DyeClass
BraceletMaking
ScrapbookingClass
CompostingClass
AcrylicPaintPourClass
This activity took place on July 15th, and had a total of 18 participants.
This activity took place on July 1st, and had a total of 10 participants.
KidsSummerReadingProgram
This activity was held on June 20th, and had a total of 111 participants.
This activity was held on June 27th, and had a total of 90 participants.
This activity was held on July 11th, and had a total of 100 participants.
SummerShadesClass
BraceletMaking
ClayPot Decorating
Open Activities
June 21st 42 Participants
June 28th 40 Participants
July 5th 26 Participants
July 12th 25 Participants
July 19th 25 Participants
July 26th 27 Participants
SummerReadingProgramPresentations
We had two different presentations by Wild Wonders at the library.
The first was on June 18th, and had a total of 331 participants. The second was on July 25th, and had a total of 188 participants.
This activity took place on June 20th, and had a total of 352 participants.
This activity took place on July 3rd, and had a total of 280 participants.
WildWonders
ECPDObstacleCourse
ECFDObstacleCourse
MagicShow: ArtyLoon
Dragon Dancers
This activity took place on July 10th, and had a total of 186 participants.
This activity took on June 27th, and had a total of 215 participants.
KidzPartyPals
We had two different presentations by Kidz Party Pals at the library.
The first was on June 26th, and had a total of 370 participants. The second was on July 17th, and had a total of 245 participants.
Mr. Trivia
This activity took place on June 25th, and had a total of 150 participants.
IID: Dippy Duck
This activity took place on July 18th, and had a total of 101 participants.
Dr.Seuss Family Night
On March 3rd, 2023, and March 6th, 2024 the
Library held its annual Dr. Seuss family night
with a combined total of 596 participants.
HalloweenFamily Night
On October 26, 2023 and October 10, 2024 the Library
hosted its annual Halloween family nights with 543 and
603 participants respectively.
Christmas Family Night
In 2023 the Library had its annual Christmas family
night on December 14, and had 625 participants.
This year the Christmas family night will be held on
December 12 from 4:00pm-6:00 pm.
Reading withaFirefighter
On June 29th, 2023 the El Centro Fire Department
teamed up with the library to do a program on fire
safety. Not only did they do a fire safety presentation , but they also read a book titled Fire Truck to the Rescue, and gave a tour of their firetruck.
Reading withthenMayor
On July 20th, 2023 the Library hosted a pet food and donation drive to help the Imperial Valley Humane Society. Then Mayor Martha Cardenas-Singh was present at the event, and spoke to the public about the importance of Brinley, and read a book titled Helping Dogs.
StoryTime withBrinley
On November 7th, 2023 the El Centro Police
Department joined our story time with Brinley.
City Council of the City of El Centro
1275 W. Main Street
El Centro, CA 92243
SUBMITTED
ACTION ITEM (ID # 2024-168)
Item: 12.
Meeting: 11/5/2024 11:30 AM
Department:
Category: Informational Items
Prepared by: Norma Valenzuela,
Secretarial Assistant
Department Head: Norma Valenzuela
DOC ID: 2024-168
Received and referred to Community Development Department, Application for Alcoholic Beverage License Patriot Gas Inc. 2420 S. 4TH St El Centro, CA 92243- 6003
CITY MANAGER'S RECOMMENDATION:
FISCAL IMPACT:
STRATEGIC PLANNING PROGRAM 2022-2027 RELATION:
DUE DILIGENCE CHECK FOR CONTRACTORS/CONSULTANTS: DID THE
DEPARTMENT VERIFY CURRENT EL CENTRO BUSINESS LICENSE,
CONTRACTOR'S LICENSE, REFERENCE CHECKES, INSURANCE, ETC.:
BACKGROUND:
DISCUSSION:
CONCLUSION:
ATTACHMENTS:
1. Application for Alcoholic Beverage License Patriot Gas INC_
City Council of the City of El Centro
1275 W. Main Street
El Centro, CA 92243
SUBMITTED
ACTION ITEM (ID # 2024-183)
Item: 13.
Meeting: 11/5/2024 11:30 AM
Department:
Category: Informational Items
Prepared by: Catherine Gutierrez,
P.W. Analyst
Department Head: Abraham Campos
DOC ID: 2024-183
Old City Library Electrical Emergency Repairs
CITY MANAGER'S RECOMMENDATION:
Information item only
FISCAL IMPACT:
No impact to the General Fund. The project will be paid with budgeted Measure P funds for the demolition of Valley Center Point buildings. A total of $300,000 has been allocated for said project this fiscal year and these electrical repairs are expected to be under that amount.
STRATEGIC PLANNING PROGRAM 2022-2027 RELATION:
Environmental Sustainability & Infrastructure
DUE DILIGENCE CHECK FOR CONTRACTORS/CONSULTANTS: DID THE
DEPARTMENT VERIFY CURRENT EL CENTRO BUSINESS LICENSE,
CONTRACTOR'S LICENSE, REFERENCE CHECKES, INSURANCE, ETC.:
NA
BACKGROUND:
The existing electrical meter and transformers supporting the old library site is located within the old mall area of the Valley Center Point development. The electrical area has been vandalized beyond repair resulting in loss of electrical power to the old library site, including HVAC and alarm systems. For the Health and Safety of the Public, electrical power must be restored to current code standards.
Public Works has worked with a consultant to complete plans and specifications for the demolition of the Valley Center Point buildings, which includes the old Mervyn's, Miller's Outpost and center mall hallway area where the shops were located. Part of the work included relocating the power source to the old library that is to remain within the old Sears building, currently shared between the City and Imagine school. This emergency has resulted in the acceleration of the electrical relocation part of the work as power cannot be restored via the existing vandalized obsolete system.
On May 7, City Council approved an Emergency Resolution to complete the repairs to the electrical system.
DISCUSSION:
UPDATE:
Staff is currently working with IID, Tom Watson Electrical and Nicklaus Engineering to define the scope and obtain proposals for the needed repairs.
CONCLUSION:
Information Item Only
ATTACHMENTS:
None