CITY AND COUNTY OF SAN FRANCISCO

MUNICIPAL TRANSPORTATION AGENCY

BID PROPOSAL FORM

Submitted by

Address

Date 20

TO THE MUNICIPAL TRANSPORTATION AGENCY

OF THE CITY AND COUNTY OF SAN FRANCISCO

In regards to the following contract, Addendum No. 1, dated 3/28/19:

Presidio Trolley Coach Facility – Presidio Bus

Lifts

(Contract No. 1247R)

the undersigned hereby propose and agree, if this Bid is accepted, to execute the proposed Contract and to

perform the Work described in the specifications, all under the supervision and to the satisfaction of the Municipal

Transportation Agency of the City and County of San Francisco, at the prices payable in lawful money of the United

States, named in the schedule of bid prices attached to and forming part of this Proposal.

Herewith is enclosed a Bidder’s bond or certified check, in the amount of

Dollars

($ ) payable to the City and County of San Francisco, pursuant

to the requirements of the law relating to proposals submitted to the San Francisco Municipal Transportation

Agency, and subject to all of the conditions imposed by such law.

It is hereby understood and agreed that the quantity of each item of Work to be performed or material to be

furnished stated in the schedule of bid prices is estimated and approximate and will be used as a basis for comparing

proposals only, and that the final certification of said quantities will be made on the basis of the actual quantities of

Work performed or materials furnished.

(Signed)

(Print)

(Title)

Contract No. 1247R 4

Addendum No. 1, Revised 3/28/19

Contract No. 1247R Presidio Trolley Coach Facility – Presidio Bus Lifts

Responses to Potential Bidder’s Questions

 

Addendum No. 1 3/27/2019

Question Response 1. Drawing S-04 detail D shows the column footing adjacent

to the lift pit. This column will create a surcharge on the new lift excavation. To calculate this, we will need to know the depth and size of this footing. Please provide needed dimensions.

See the Geotechnical Memorandum for Muni Presidio Maintenance Facility attached to Addendum No. 1.

2. Drawing S-04 detail E shows the cross section of the rear cylinders for removal. Is the cross-sectioned area 10’-6” x 6’ solid concrete?

Bid per specifications. See Drawing S-03, Note 1. All dimensions for demolition shall be verified in field.

3. Specification section 14450 page 23, 2.01.F states “Controls Wall Mount with Pedestal”. The system described in this section and shown on drawings M-3.2 and EL-0.5 utilizes a wall mounted control panel and overhead pendent to minimize needed floor space. Is the word, “Pedestal” used for the 2-post lifts actually meant for the Parallelogram style lift?

See Addendum No. 1.

4. Specification section 09860 Anti-Graffiti, 1.03.B requests using a contractor with verifiable projects using the specified coating. This has become a problem to find such a contractor. Will a licensed commercial painting contractor be sufficient to meet this requirement?

See Addendum No. 1.

5. Specification section 14450 Vehicle Lifts, 2.03.B.1 states 52,400 LBS. This is an unusual capacity. American made products are generally rated 50,000 lbs. 60,000 lbs. or 75,000 lbs. To allow an American made lift to be competitive please consider setting this capacity at 60,000 lbs.

Bid per specifications. Technical Specifications section 14450, 2.03.B.1 clearly states that the “lift shall have a minimum nominal lifting capacity” of 52,400 lbs.

Contract No. 1247R Presidio Trolley Coach Facility – Presidio Bus Lifts

Responses to Potential Bidder’s Questions

 

Addendum No. 1 3/27/2019

Question Response 6. Specifications section 14450 2.03.E.3.c and .d states

selector button for synchronized front and rear lifting. Does this lift require different front and rear controls to keep the bus from rolling off the lift if the angle front to rear gets too great? Also, what is a movable carriage and where is this located on the lift platform?

See Addendum No. 1.

7. Specification section 14450 2.03.F.4. Lift shall have automatic foot guard protection. Lifts and other equipment that lower to the ground or below are equipped with a pressure sensitive stop on the outer edge. This pressure sensitive edge will stop the lift at any height an obstruction is contacted not just a foot guard. Will a pressure sensitive edge be needed to insure that the lift is not lowered onto something at any height?

See Addendum No. 1.

8. The doors schedule calls out for fenestration windows (vision holes with no glass) and the specs calls out for vision holes with plexiglass. It also says to reference drawing on the layout for the vision holes and the drawings is not clear. Can you please let me know if you want the plexiglass or no glass and how many slats per doors need vision holes?

See Addendum No. 1.

9. Please verify if this is a Federally Funded project? See Invitation for Bids, section E. paragraph 11.

Contract No. 1247R Presidio Trolley Coach Facility – Presidio Bus Lifts

Responses to Potential Bidder’s Questions

 

Addendum No. 1 3/27/2019

Question Response 10. Per Specification 01630, 1.03, substitutions will be

reviewed for approval prior to the preconstruction meeting. My questions/concern is that there is a substantial price difference in parallelogram vs vertical rise lifts it would be slightly backwards to submit for approved equal after the bid date/award. Is it possible to submit for equal status prior to the bid opening? Using the Rotary lift product we have the ability to quote either style of lift with vertical rise being the more cost competitive option.

Bid per specifications. Contractor may submit bid for either type of lift per Specification section 14450, Articles 2.02 and 2.03, without submitting a substitution request.

11. Are columns on drawing CL-304513 required to provide shoring and/or underpinning per section D on drawing CL-304514?

Bid per specifications. The contractor is to provide adequate shoring to protect existing column footings and underpinnings per Drawing CL-304511 (General Notes #6 and #8, Foundation Notes #9 and 10) and per Drawing CL-304513 (Note #8).

12. When SFMTA describes the vertical rise and or parallelogram style lift they require a jacking beam for the vertical rise and not for the parallelogram. I am quite sure this is an oversight as both styles offer the same functionality and would require jacking beams for the tasks intended. This is significant on our end because there is a material cost to provide these items. Can you please confirm formally that jacking beams will be required for both styles of lift?

See Addendum No. 1.

 

MEMORANDUM TO: Frank Piruzmand, S.E. STRUCTURAL ENGINEER DPW DE – Structural Engineering Section San Francisco Public Works FROM: Reza Baradaran, P.E.

Engineer DPW DE – Structural Engineering Section

THROUGH: Raymond Lui, S.E.

Structural Engineering Section Manager DPW DE – Structural Engineering Section

DATE: May 30, 2017

SUBJECT: MUNI Presidio Maintenance Facility Trolley Coach Lifts

LOCATION: Intersection of Presidio Avenue and Geary Boulevard

This geotechnical memorandum presents the results of our geotechnical evaluation to

develop preliminary recommendations for installation of heavy duty bus lift equipment

at this location

The location of the proposed structure is shown on Figures 1 and 2.

For preparation of this memorandum, available geotechnical reports in the vicinity of

the project site were reviewed in order to develop an understanding of the anticipated

subsurface conditions. The documents we reviewed are tabulated as follows:

Previous Report by Others

MUNI Presidio Maintenance Facility Trolley Coach Lifts May 25, 2017

Page 2 of 6

No. Address Date Report Title Consultant

1 922 Presidio Avenue 7/31/1998 Soil/Geotechnical Report Aldine/Globe Soil Engineers

2 19 Emerson Street 3/2/2004 Soil Report P. Whitehead and Associates

Consulting Engineers

3 880 Presidio Avenue 7/12/2004 Soil and Foundation Investigation Proposed Four-

Story Residential Building Frank Lee & Associates

4 Masonic/Geary 12/5/1991 Geotechnical Investigation-Previous Sears

Building Subsurface Consultants, Inc.

SUBSURFACE AND GROUNDWATER CONDITIONS

Based on the results of previous subsurface investigation performed at the project site vicinity, the

subsurface soil at the site is identified as firm silt and clay to depth of 8 feet overlying weathered siltstone

below depth of 8 to 16 feet.

It should be noted that we have not performed any drilling at this site and have no site specific geotechnical

data. We anticipate that similar conditions to what observed in the vicinity projects will be encountered

at the subject site.

Site elevation is approximately 45 feet above MSL. Groundwater was not encountered to depth of 20 feet.

The depth to groundwater could vary with fluctuations in precipitation, irrigation, and possible other

factors. However, groundwater is not expected to affect construction at performance of the lift structure

installed at this location.

GEOLOGIC HAZARDS

During a major earthquake on a segment of one of the nearby faults strong to violent ground shaking is

expected at the site. We evaluated the effects of shaking during an earthquake and the potential for ground

failure due to soil liquefaction1 and differential compaction.2

Based on the results of previous test borings, the shallow native sand/clayey sand encountered is dense to

very dense and has high percentage (Reference No. 3 in above table) of fine particles (passing No. 200

sieve). Groundwater is relatively deep at this site. It is our opinion that the site has a very low potential

to liquefy during moderate to strong earthquake shaking.

1 Liquefaction is a phenomenon in which saturated, cohesionless soil experiences a temporary loss of strength due to the

buildup of excess pore water pressure, especially during cyclic loading such as that induced by earthquakes. Soil most

susceptible to liquefaction is loose, clean, saturated, uniformly graded, fine-grained sand and silt of low plasticity that is

relatively free of clay. 2 Differential compaction is a phenomenon in which non-saturated, cohesionless soil is densified by earthquake vibrations,

causing differential settlement.

MUNI Presidio Maintenance Facility Trolley Coach Lifts May 25, 2017

Page 3 of 6

It should also be noted that a preliminary review of the Seismic Hazard Zone Map prepared by the

California Division of Mines and Geology (CDMG) indicated that the subject site is not mapped within

areas of potential liquefaction.

EXCAVATION, TEMPORARY SHORING and PERMANENT RETAINING WALLS

Presently, no excavation deeper than 6 feet is expected at this site. It is our opinion that the clayey

gravel/clayey sand fill at this site is well compacted, dense and has enough cohesion to stand open during

excavation. If loose native sand is encountered, it may not stand vertical and will need to be stabilized or

shored.

Temporary shoring design, if needed, is the responsibility of the contractor and should be in conformance

with OSHA standards. Extreme care must be taken by the contractor to avoid undermining the adjacent

existing foundation if any exists in the vicinity.

Temporary shoring and/or underpinning of existing footing and permanent retaining walls should be

designed based on active pressure of 45 pcf plus surcharge from existing footings within 3 feet from edge

of excavation equivalent to 200 psf.

Seismic lateral load equivalent to 18H (PSF) should be considered in design of permanent walls.

FOUNDATION SUPPORT

Footings for the lift structure shall be based on bearing capacity of 1,500 and 2,500 psf for footings at

depth 3 and 5 feet, respectively. These values may be increased by 1/3 for all loads including seismic.

New isolated footings for the lifts should be at least 4 feet wide. Foundation excavation should be cleaned

of loose soil and rock and standing water prior to placement of concrete. Any new proposed footing

within the influence zone (within 10 foot) of existing footings or columns should be reviewed and

evaluated by geotechnical engineer.

LATERAL RESISTANCE

Lateral loads structures at this site may be resisted by a combination of passive resistance acting against

the vertical face of the footings and friction along the base of the structure. To calculate the passive

resistance, we recommend using an equivalent fluid pressure of 300 pcf. Frictional resistance should be

computed using a base friction coefficient of 0.30, where the frictional resistance equals the coefficient of

friction times the dead load. These values have a factor of safety of about 1.5 and may be used in

combination without reduction.

DEWATERING

Based on the results of previous test borings in general vicinity, we anticipate that groundwater be deeper

than 20 feet at this site. No dewatering is anticipated at this site during footing excavation.

MUNI Presidio Maintenance Facility Trolley Coach Lifts May 25, 2017

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SEISMIC DESIGN

The San Andreas Fault (Type A Fault as defined by the California Building Code) is the major active fault

closest to the site. The San Andreas Fault is 10 kilometers southwest of the site.

Peak Ground Acceleration (10% exceedance in 50 years) equal to 0.44g may be used in design analysis.

The following Seismic Design Parameters based on IBC 2015 (CBC 2016) may be used in design.

Soil Profile Type : Site Class C, very dense soil

Site Classification : C

Seismic Design Category: D

Site Coefficients:

SS = 1.52

S1 = 0.69

Adjusted MCE Spectral Response Acceleration Parameters:

SMS = 1.52g (Short Period)

SM1 = 0.89g (1-sec Period)

Design Spectral Response Acceleration Parameters:

SDS = 1.01g (Short Period)

SD1 = 0.60g (1-sec Period)

CONSTRUCTION MONITORING

The presence of the geotechnical engineer during construction will allow adequate consultation regarding

the geotechnical aspects of the project. Services would include observation of the soil conditions

encountered during construction in order to verify the applicability of the recommendations presented in

this geotechnical memo and to recommend appropriate changes in design or construction procedures

where the subsurface conditions differ from those described herein.

MUNI Presidio Maintenance Facility Trolley Coach Lifts May 25, 2017

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Figure 1 MUNI Maintenance Facility at Hampshire Street between 17th and Mariposa Streets

MUNI Presidio Maintenance Facility Trolley Coach Lifts May 25, 2017

Page 6 of 6

Figure 2 Site Geology Map

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