ADDENDUM NO. 1 August 14, 2020

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PLUM Architects Pittsburg High School Tennis Courts Modernization and Lighting

PIITSBURG UNIFIED SCHOOL DISTRICT ADDENDUM NO. 1 August 14, 2020

ADDENDUM NO. 1

August 14, 2020

To the Contract Documents for the Pittsburg HS Temporary Relocatable

PROJECT:

Pittsburg HS Tennis Courts Modernization & Lighting 1750 Harbor St, Pittsburg, CA 94565

OWNER:

Pittsburg Unified School District DSA FILE NO.: F‐H6 2000 Railroad Ave, Pittsburg, CA 94565 DSA APP. NO.: 01‐118907

TO ALL BIDDERS:

This Addendum forms a part of the Contract and modifies the Contract Documents. It is intended that all work affected by the following modifications shall conform with related provisions of the Contract Documents, including the original drawings and specifications. Modify the following items wherever appearing in any drawings or sections of the specifications. Acknowledge receipt of all Addenda in the space provided on the Bid Form and Proposal. Failure to do so may subject bidder to disqualification.

CHANGES TO THE SPECIFICATION

1) At the end of Specification Section 00 31 32, Geotechnical Data, add the Geotechnical Engineering Study produced by Geo‐Engineering Solutions, Inc. (Geo‐Eng) titled as follows and dated October 2, 2018, Revised April 23, 2020 in its entirety.

“Geotechnical Engineering Study

Tennis Court Distress

Pittsburg High School

1750 Harbor Street, Pittsburg, California 94565 Geo‐Eng Project No. 32‐1091”

2) Delete Specification Section 00 21 13.1 Bidder Information and Forms. There is no bidders prequalification list for this project.

3) At the end of Specification Section 01 45 00 Quality Control, add the DSA 103‐19: Listing of Structural Tests & Inspections, 2019 CBC form.

CHANGES TO THE DRAWINGS

1) Sheet T3, Accessibility Site Plan – At student parking relocated existing storage container 1’‐0” from fence as shown on 1/T3 Accessibility Site Plan.

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PLUM Architects Pittsburg High School Tennis Courts Modernization and Lighting

PIITSBURG UNIFIED SCHOOL DISTRICT ADDENDUM NO. 1 August 14, 2020 ATTACHMENTS:

“Geotechnical Engineering Study Tennis Court Distress

1750 Harbor Street, Pittsburg, California 94565 Geo‐Eng Project No. 32‐1091”

DSA 103‐19: Listing of Structural Tests & Inspections, 2019 CBC form.

Sheet T3 ‐ Accessibility Site Plan

Sign in sheet and agenda for bid walk.

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2570 San Ramon Valley Blvd., Suite A102 San Ramon, CA | 925-433-0450

October 2, 2018 Revised April 23, 2020

Facilities Planning & Management Pittsburg Unified School District 3200 Loveridge Road

Pittsburg, California 94565-5122 Attention: Mr. Larry Scott

Subject: Geotechnical Engineering Study Tennis Court Distress

1750 Harbor Street, Pittsburg, California 94565 Geo-Eng Project No. 32-1091

Dear Mr. Scott:

In accordance with your authorization, Geo-Engineering Solutions, Inc. (Geo-Eng) has completed a Geotechnical Engineering Study to the Pittsburg Unified School District for the assessment of distress in the Pittsburg High School Tennis Courts in Pittsburg, California.

Based on our field discussions and review of historic air photos, we understand that distress to the tennis courts has been observed. This distress consists of irregular surface in the court, ponding water, and apparent cracking. Based on our review of the historic imagery, it appears the courts were built in the fall of 2004. At this time, an existing elementary school was adjacent to the site to the north. In 2009 and 2010, the courts were used as a construction storage yard for the construction of the new high school which was built to the north were the previous elementary school was, see attached Figure 3. Toward the end of 2010, the courts were resurfaced. The surface subsequently has become cracked and there are depressions in the court surface that collect ponded surface waters.

Subsurface exploration for the subject property was performed on July 27, 2018, which included coring a total of six borings to total depths of approximately 4 inches below surface. The borings were located both within the apparent distress areas and away from the distress. Geo-Eng’s technicians hand augured the borings and collected soil samples from the near surface to allow us to compare non-distressed as well as distressed soil areas and develop a comparison to assist with determination of the cause of the distress. We recently made updated observation in April of 2020 to evaluate the current conditions and update recommendations for the reconstruction of the tennis court based on current conditions.

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2

In addition, laboratory tests were performed on selected samples to determine some of the physical and engineering properties of the subsurface soils. The analyses include moisture and density measurements, and Atterberg limits tests. The following table shows the borings we have drilled, the soils encountered, and the associated laboratory data. The results of the laboratory testing are attached.

From the ground surface to the maximum depth explored, the soils underlying the site were primarily a layer of Sandy/Silty Clay to a depth of about 4 feet below ground surface. Soil samples of the near surface fine grained material from Borings B-3 and B-4 at 1 feet below ground surface, were tested for Atterberg Limit, with measured Liquid Limits of 44 and 32, Plastic Limits of 16 and 11, and corresponding Plasticity Indices of 28 and 21, respectively. Based on these test results, the near surface soil below the tennis court would be considered to be of moderate to high plasticity and have a moderate to high expansion potential.

Boring

Location Soil Description Depth (feet) Percent Water Content

Atterberg Limit

B-1 15” of asphalt. No AB or sample was able to be reached and sampled.

B-2 Sandy/Silt Clay, dry and low plasticity. 3

5 15.2 17.5 B-3 AB crumbled apart, very wet, and not compacted. Thick,

wet, and clayey soil under the AB.

1 3 24.1 23.7 Liquid Limit = 44 Plastic Limit = 16 Plasticity Index = 28 B-4 AB wet and not compacted. Clayey soil, thick and wet. 1

5 16.7 17.2 Liquid Limit = 32 Plastic Limit = 11 Plasticity Index = 21

B-5 Sandy/Silty clay, dry, low plasticity. 3

5 18.7 17.9 B-6 Sandy/Silty clay, good moisture and plasticity. 1

5

16.3 18.9 Conclusions and Recommendations

Based on the classification of the encountered soils, it appears that the apparent distress dishing of the surface is associated with the moderate to high expansive non-engineering soils used at the site, the heavy loading during construction of the high school and an insufficient repair and resurfacing following the high school construction.

Recommendations

Depending on the funds available and the desired on-going ability to provide maintenance, we are providing three options for improving the tennis courts at Pittsburgh High School including:

 Crack and seal repair followed by resurfacing  Overlay of court with AC and resurfacing  Reconstruction of the court

Based on our recent re-evaluation of the level of deterioration, it is our opinion that complete removal and reconstruction should be strongly considered at this time. However, if financially not feasible, a maintenance approach could be taken.

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3 Option #1 – Crack and Seal repair, followed by resurfacing

Within the tennis court industry, spiralized acrylic sealants and topping materials are available the general procedure for resurfacing a court would be to thoroughly clean the surface and fill in low spots with an acrylic patch and fill in cracks with acrylic crack filler. The surface is then resurfaced, and a new court painted on the deck. All these procedures should be performed by a contractor with a minimum of 5-years of industry experience and be performed in accordance with the specifications of product manufacturers. Experienced tennis court builders can be found through the America Sports Builders Association (ASBA).

Option #2 – Asphalt overlay and court resurfacing

This method will provide a better longevity to the court but is costlier. For this method, we recommend the following procedure:

 The court structures including net posts and any other foundation should be saw-cut and removed. Excavations should be cleaned out and replaced with class 2 AB compacted to 95% relative compaction per ASTM D1557 to finished pavement grade.

 The existing surface should be cleaned of debris and dirt.  All Cracks greater than 1/8-in should be filled with crack sealant.  Tack coat should be applied to the surface.

 Petromat is recommended to be applied to limit future reflection cracking.

 A minimum of 1-1/2 inch thick overlay of AC should be placed. The AC should be a ½ -in max AC that is compacted to 92 to 97% of theoretical maximum density.

 Following placement of the AC, the surface can be resurfaced, and court structures replaced. We note that the use of a minimum 1-1/2-inch-thick overlay section and petromat greatly reduces the potential for future reflection cracking, but some potential still exists. The only effective way of totally eliminating this potential is a complete removal and replacement. As with all paved surfaces, regular maintenance and resurfacing provides greater longevity. The ASBA recommends regular power washing and annual crack sealing. Depending on the level of use, the ASBA anticipates resurfacing being required every 5 to 8 years for this type of court.

Option #3 – Court reconstruction

Based on the current court conditions, this would provide the most durable and long-lasting court surface. The court should be reconstructed through the following procedures:

 Remove existing AC surface and court obstructions for clear access to the subgrade.

 Lime treat the upper 12-inches of the subgrade with a 3% by weight application of quick lime by an experienced lime treatment grading contractor. The lime treated soil should be compacted to 95% relative compaction per ASTM D1557.

 Place a new court surface of 2-inches of AC over 4-inches of class 2 AB compacted to 95% relative Compaction.

 Seal the new surface in accordance with industry standard practice and maintain for the long term durability of the court.

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4

Should you have any questions or need additional information, please contact the undersigned by email at [email protected] or at (925) 433-0450. We greatly appreciate the opportunity to provide our services to you and to be involved in this project.

Sincerely,

GEO-ENGINEERING SOLUTIONS, INC.

Eric J. Swenson, GE, CEG President

ATTACHMENTS

Figure 1 – Site Vicinity Map

Figure 2 – Site Plan and Boring Locations Atterberg Test Results

Distribution: Mr. Larry Scott, [email protected]

Mr. Keith Holtslander, Pittsburgh USD, [email protected] Ms. Roberta Plum [email protected]

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Site

N

Source: Hanker Bay Quadrangle, California, US Topographic Map 7.5-Minute Series, United States Geological Survey (2015)

Figure 1 Site Vicinity Map

32-1091

Site

August 2018

Pittsburg, CA

1750 Harbor Street

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- Proposed Parking Lot Footprint

Elliot Road

A

A'

- Geologic Cross-Section

- Proposed Building Footprint - Proposed Solar Arrays

A

A’

- Approximate Fence Location Areas - Approximate Fault Trench Location

B-1

- Approximate Soil Boring Locations, Fugro 2005 and 2007 _{- Approximate Soil Boring Locations, MWH 2001} - Approximate Soil Boring Locations, Geosphere 2009 - Approximate Soil Boring Locations, Fugro 2005

B-2

B-3

B-4

Figure 2 Site Plan and Boring

Locations

B-6

B-5

B-8

B-7

A

B-2

B-4

Approximate boring location

Geologic contact

B-1

B-3

A’

N

A

A’

n

A

A’

B-4

B-5

B

B’

July 2018

Pittsburgh, CA

1750 Harbor Street,

Pittsburgh High School

32-1091

B-4

B-5

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Project Name Project No.

Tested By Testing Date

Boring No. 3 Sample No. 1 Depth (ft) 1.0

Soil Description Target Range of Blows 40‐30 30‐25 25‐20 20‐10 Actual Number of Blows 35 27 21 Dish ID C3 C2 C1 Mass of Dish (g) 38.20 38.90 38.90 Mass of Moist Soil + Dish (g) 53.90 58.90 60.90 Mass of Dry Soil + Dish (g) 49.30 52.80 54.00 Water Content 41.4% 43.9% 45.7% #DIV/0! Dish ID C7 C9 Mass of Dish (g) 38.90 37.80 Mass of Moist Soil + Dish (g) 45.80 45.30 Liquid Limt 44 Mass of Dry Soil + Dish (g) 44.90 44.20 Plastic Limit 16 Water Content 15.0% 17.2% Plasticity Ind. 28 gray clay LIQUID LIMIT

Geo‐Engineering Solutions Inc.

Atterberg Limits Measurements Test Method: ASTM D4318, D2487 Pittsburgh HS Tennis Court 32‐1091 PLASTIC LIMIT SUMMARY Layton Frost 8/1/2018 SPECIMEN ID AND CLASSIFICATION 0% 5% 10% 15% 20% 25% 30% 35% 40% 45% 50% 10 100 % W ater Co n ten t Number of Blows Flow Curve 0 10 20 30 40 50 60 70 80 90 100 0 20 40 60 80 100 120 P lasti ci ty I ndex Liquid Limit Plasticity Chart MH/OH CL/OL CH/OH CL‐ML ML/OL

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Project Name Project No.

Tested By Testing Date

Boring No. 4 Sample No. 1 Depth (ft) 1.0

Soil Description Target Range of Blows 40‐30 30‐25 25‐20 20‐10 Actual Number of Blows 30 25 20 Dish ID C12 C4 C10 Mass of Dish (g) 38.70 38.40 38.30 Mass of Moist Soil + Dish (g) 53.00 55.20 62.20 Mass of Dry Soil + Dish (g) 49.60 51.10 56.10 Water Content 31.2% 32.3% 34.3% #DIV/0! Dish ID C6 C8 Mass of Dish (g) 38.30 38.00 Mass of Moist Soil + Dish (g) 44.80 46.80 Liquid Limt 32 Mass of Dry Soil + Dish (g) 44.20 45.80 Plastic Limit 11 Water Content 10.2% 12.8% Plasticity Ind. 21 yellow brown silty clay LIQUID LIMIT

Geo‐Engineering Solutions Inc.

Atterberg Limits Measurements Test Method: ASTM D4318, D2487 Pittsburgh HS Tennis Court 32‐1091 PLASTIC LIMIT SUMMARY Layton Frost 8/1/2018 SPECIMEN ID AND CLASSIFICATION 0% 5% 10% 15% 20% 25% 30% 35% 40% 10 100 % W ater Co n ten t Number of Blows Flow Curve 0 10 20 30 40 50 60 70 80 90 100 0 20 40 60 80 100 120 P lasti ci ty I ndex Liquid Limit Plasticity Chart MH/OH CL/OL CH/OH CL‐ML ML/OL

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DSA 103-19: LISTING OF STRUCTURAL TESTS & SPECIAL INSPECTIONS, 2019 CBC

Application Number: 01-

School Name: Pittsburg High School

School District: Pittsburg Unified School

District

DSA File Number: 7-H6

Increment Number:

Date Submitted: 4/23/2020

DGS DSA 103-19 (Revised 4/2020)

DIVISION OF THE STATE ARCHITECT DEPARTMENT OF GENERAL SERVICES STATE OF CALIFORNIA

2019 CBC

IMPORTANT: This form is only a summary list of structural tests and some of the special inspections required for the project.

Generally, the structural tests and special inspections noted on this form are those that will be performed by the Geotechnical Engineer

of Record, Laboratory of Record, or Special Inspector. The actual complete test and inspection program must be performed as detailed

on the DSA approved documents. The appendix at the bottom of this form identifies work NOT subject to DSA requirements for special

inspection or structural testing. The project inspector is responsible for providing inspection of all facets of construction, including but

not limited to, special inspections not listed on this form such as structural wood framing, high-load wood diaphragms, cold-formed steel

framing, anchorage of non-structural components, etc., per Title 24, Part 2, Chapter 17A (2019 CBC).

**NOTE: Undefined section and table references found in this document are from the CBC, or California Building Code.

KEY TO COLUMNS

1. TYPE 2. PERFORMED BY

Continuous –

Indicates that a continuous

special inspection is required

Periodic –

Indicates that a periodic special

inspection is required

Test –

Indicates that a test is required

GE –Indicates that the special inspection shall be performed by a registered geotechnical engineer or his or her authorized representative.

LOR –Indicates that the test or special inspection shall be performed by a testing laboratory accepted in the DSA Laboratory Evaluation and Acceptance (LEA) Program. See CAC Section 4-335.

PI –Indicates that the special inspection may be performed by a project inspector when specifically approved by DSA.

SI –Indicates that the special inspection shall be performed by an appropriately qualified/approved special inspector.

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DSA 103-19: LISTING OF STRUCTURAL TESTS & SPECIAL INSPECTIONS (SOILS), 2019 CBC

District

Increment Number:

DIVISION OF THE STATE ARCHITECT DEPARTMENT OF GENERAL SERVICES STATE OF CALIFORNIA

Geotechnical Reports: Project has a geotechnical report, or CDs indicate soils special inspection is required by GE

1. GENERAL: Table 1705A.6

Test or Special Inspection Type Performed

By Code References and Notes

☑

a. Verify that:

• Site has been prepared properly prior to placement of controlled fill and/or excavations for foundations.

• Foundation excavations are extended to proper depth and have reached proper material.

• Materials below footings are adequate to achieve the design bearing capacity.

Periodic GE* * By geotechnical engineer or his or her qualified representative.

(See Appendix for exemptions.)

2. SOIL COMPACTION AND FILL: Table 1705A.6

By

Code References and Notes

☐ a. Perform classification and testing of fill materials. Test LOR* * Under the supervision of the geotechnical engineer.

☐

b. Verify use of proper materials, densities and

inspect lift thicknesses, placement and compaction during placement of fill.

Continuous GE* * By geotechnical engineer or his or her qualified representative.

(Refer to specific items identified in the Appendix for exemptions where soils SI and testing may be conducted under the supervision of a geotechnical engineer or LOR's engineering manager. In such cases, the LOR's form DSA 291 shall satisfy the soil SI and test reporting requirements for the exempt items.)

☐

c. Compaction testing. Test LOR* * Under the supervision of the geotechnical engineer. (Refer to

specific items identified in the Appendix for exemptions where soils testing may be conducted under the supervision of a geotechnical engineer or LOR's engineering manager. In such cases, the LOR's form DSA 291 shall satisfy the soil test reporting requirements for the exempt items.)

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DSA 103-19: LISTING OF STRUCTURAL TESTS & SPECIAL INSPECTIONS (SOILS), 2019 CBC

District

Increment Number:

DIVISION OF THE STATE ARCHITECT DEPARTMENT OF GENERAL SERVICES STATE OF CALIFORNIA

3. DRIVEN DEEP FOUNDATIONS (PILES): Table 1705A.7

Test or Special Inspection Type Performed By Code References and Notes

☐ a._{the requirements.}Verify pile materials, sizes and lengths comply with Continuous GE* * By geotechnical engineer or his or her qualified representative.

☐ b._{additional load tests as required.}Determine capacities of test piles and conduct Test LOR* * Under the supervision of the geotechnical engineer.

☐ c._{and accurate records for each pile.}Inspect driving operations and maintain complete Continuous GE* * By geotechnical engineer or his or her qualified representative.

☐

d.Verify locations of piles and their plumbness,

confirm type and size of hammer, record number of blows per foot of penetration, determine required penetrations to achieve design capacity, record tip and butt elevations and record any pile damage.

Continuous GE* * By geotechnical engineer or his or her qualified representative.

☐ e.Steel piles. Provide tests and inspections per STEEL section below.

☐ f.Concrete piles and concrete filled piles. Provide tests and inspections per CONCRETE section below.

☐ g.as determined by the registered design professional in For specialty piles, perform additional inspections

responsible charge.

* * * As defined on drawings or specifications.

4. CAST-IN-PLACE DEEP FOUNDATIONS

(PIERS): Table 1705A.8

By

☑ a._{and accurate records for each pier.} Inspect drilling operations and maintain complete Continuous GE* * By geotechnical engineer or his or her qualified representative. _{(See Appendix for exemptions.)}

☑ b._{diameters (if applicable), lengths and embedment into} Verify pier locations, diameters, plumbness, bell Continuous GE* * By geotechnical engineer or his or her qualified representative. _{(See Appendix for exemptions.)}

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DSA 103-19: LISTING OF STRUCTURAL TESTS & SPECIAL INSPECTIONS (SOILS), 2019 CBC

District

Increment Number:

DIVISION OF THE STATE ARCHITECT DEPARTMENT OF GENERAL SERVICES STATE OF CALIFORNIA

bedrock (if applicable); record concrete or grout volumes.

☑ c. Confirm adequate end strata bearing capacity. Continuous GE* * By geotechnical engineer or his or her qualified representative. (See Appendix for exemptions.)

☑ d.Concrete piers. Provide tests and inspections per CONCRETE section below.

5. RETAINING WALLS:

Test or Special Inspection Type Performed

By

☐ a. Placement, compaction and inspection of backfill. Continuous GE* 1705A.6.1. representative. (See Section 2 above).* By geotechnical engineer or his or her qualified

☐ b.devices. Placement of soil reinforcement and/or drainage Continuous GE*

* By geotechnical engineer or his or her qualified representative.

☐ c.units, dowels, connectors, etc. Segmental retaining walls; inspect placement of Continuous GE* * By geotechnical engineer or his or her qualified representative. See DSA IR 16-3.

☐ d. Concrete retaining walls. Provide tests and inspections per CONCRETE section below.

☐ e. Masonry retaining walls. Provide tests and inspections per MASONRY section below.

6. OTHER SOILS:

Test or Special Inspection Type Performed

☐

a. Soil Improvements Test GE* Submit a comprehensive report documenting final soil

improvements constructed, construction observation and the results of the confirmation testing and analysis to CGS for final

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DSA 103-19: LISTING OF STRUCTURAL TESTS & SPECIAL INSPECTIONS (SOILS), 2019 CBC

District

Increment Number:

DIVISION OF THE STATE ARCHITECT DEPARTMENT OF GENERAL SERVICES STATE OF CALIFORNIA

acceptance.

* By geotechnical engineer or his or her qualified representative.

☐

b. Inspection of Soil Improvements Continuous GE* * By geotechnical engineer or his or her qualified representative.

☐

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DSA 103-19: LISTING OF STRUCTURAL TESTS & SPECIAL INSPECTIONS (Concrete), 2019 CBC

Table 1705A.3; ACI 318-14 Sections 26.12 & 26.13

Application Number:

01-

School Name:

School District:

Pittsburg Unified School

District

DSA File Number:

7-H6

Increment Number:

Date Submitted:

4/23/2020

DIVISION OF THE STATE ARCHITECT DEPARTMENT OF GENERAL SERVICES STATE OF CALIFORNIA

7. CAST-IN-PLACE CONCRETE Material Verification and Testing:

☑ a. Verify use of required design mix. Periodic SI Table 1705A.3 Item 5, 1910A.1.

☑ b. Identifiy, sample, and test reinforcing steel. Test LOR 1910A.2; ACI 318-14 Section 26.6.1.2; DSA IR 17-10. (See

Appendix for exemptions.)

☑ c. During concrete placement, fabricate specimens

for strength tests, perform slump and air content tests, and determine the temperature of the concrete.

Test LOR Table 1705A.3 Item 6; ACI 318-14 Sections 26.5 & 26.12.

☑ d. Test concrete (f'c). Test LOR 1905A.1.15; ACI 318-14 Section 26.12.

Inspection:

☑ e. Batch plant inspection: Continuous See Notes SI Default of 'Continuous' per 1705A.3.3. If approved by DSA, batch

plant inspection may be reduced to 'Periodic' subject to

requirements in Section 1705A.3.3.1, or eliminated per

1705A.3.3.2. (See Appendix for exemptions.)

☐ f. Welding of reinforcing steel. Provide special inspection per STEEL, Category 19.1(d) & (e) and/or 19.2(g) & (h) below.

8. PRESTRESSED / POST-TENSIONED CONCRETE (in addition to Cast-in-Place Concrete tests and inspections):

Test or Special Inspection Type Performed

☑ a. Sample and test prestressing tendons and

anchorages. Test LOR 1705A.3.4, 1910A.3

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DSA 103-19: LISTING OF STRUCTURAL TESTS & SPECIAL INSPECTIONS (Concrete), 2019 CBC

Application Number:

01-

School Name:

School District:

District

DSA File Number:

7-H6

Increment Number:

Date Submitted:

4/23/2020

DIVISION OF THE STATE ARCHITECT DEPARTMENT OF GENERAL SERVICES STATE OF CALIFORNIA

☑ c. Verify in-situ concrete strength prior to stressing

of post-tensioning tendons. Periodic SI Table 1705A.3 Item 11. concrete strength test prior to stressing.Special inspector to verify specified

☑ d. Inspect application of post-tensioning or

prestressing forces and grouting of bonded prestressing tendons.

Continuous SI 1705A.3.4, Table 1705A.3 Item 9; ACI 318-14 Section 26.13

9. PRECAST CONCRETE (in addition to Cast-in-Place Concrete tests and inspections):

By

☑ a. Inspect fabrication of precast concrete members. Continuous SI ACI 318-14 Section 26.13.

☑ b. Inspect erection of precast concrete members. Periodic SI* Table 1705A.3 Item 10. * May be performed by PI when

specifically approved by DSA.

10. SHOTCRETE (in addition to Cast-in-Place Concrete tests and inspections):

☐ a. Inspect shotcrete placement for proper

application techniques.

Continuous SI 1705A.19, Table 1705A.3 Item 7, 1908A.6, 1908A.7, 1908A.8, 1908A.9, 1908A.11, 1908A.12. See ACI 506.2-13 Section 3.4, ACI 506R-16.

☐ b. Sample and test shotcrete (f'c). Test LOR 1908A.5, 1908A.10.

11. POST-INSTALLED ANCHORS:

Test or Special Inspection Type Performed

☑ a. Inspect installation of post-installed anchors See Notes SI* 1617A.1.19, Table 1705A.3 Item 4a (Continuous) & 4b

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DSA 103-19: LISTING OF STRUCTURAL TESTS & SPECIAL INSPECTIONS (Concrete), 2019 CBC

Application Number:

01-

School Name:

School District:

District

DSA File Number:

7-H6

Increment Number:

Date Submitted:

4/23/2020

DIVISION OF THE STATE ARCHITECT DEPARTMENT OF GENERAL SERVICES STATE OF CALIFORNIA

Sections 17.8 & 26.13. * May be performed by the project inspector when specifically approved by DSA.

☑ b. Test post-installed anchors. Test LOR 1910A.5. (See Appendix for exemptions.)

12. OTHER CONCRETE:

Test or Special Inspection Type Performed

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DSA 103-19: LISTING OF STRUCTURAL TESTS & SPECIAL INSPECTIONS (Steel and Aluminum), 2019 CBC

1705A.2.1, Table 1705A.2.1; AISC 303-16, AISC 341-16, AISC 358-16, AISC 360-16; AISI S100-16

District

Increment Number:

DIVISION OF THE STATE ARCHITECT DEPARTMENT OF GENERAL SERVICES STATE OF CALIFORNIA

17. STRUCTURAL STEEL, COLD-FORMED STEEL AND ALUMINUM USED FOR STRUCTURAL PURPOSES Material Verification and Testing:

☑ a. Verify identification of all materials and: • Mill certificates indicate material

properties that comply with requirements. • Material sizes, types and grades comply with requirements.

Periodic * Table 1705A.2.1 Item 3a‒3c. 2202A.1; AISI S100-16 Section

A3.1 & A3.2, AISI S240-15 Section A3 & A5, AISI S220-15 Sections A4 & A6. * By special inspector or qualified technician when performed off-site.

☑ b. Test unidentified materials Test LOR 2202A.1.

☑ c. Examine seam welds of HSS shapes Periodic SI DSA IR 17-3.

Inspection:

☑ d. Verify and document steel fabrication per

DSA-approved construction documents. Periodic SI Not applicable to cold-formed steel light-frame construction, except for trusses (1705A.2.4).

18. HIGH-STRENGTH BOLTS: RCSC 2014

Material Verification and Testing of High-Strength Bolts, Nuts and Washers:

By

☐ a. Verify identification markings and

manufacturer's certificates of compliance conform to ASTM standards specified in the DSA-approved documents.

Periodic SI Table 1705A.2.1 Items 1a & 1b, 2202A.1; AISC 360-16 Section

A3.3, J3.1, and N3.2; RCSC 2014 Section 1.5 & 2.1; DSA IR 17-8 & DSA IR 17-9.

☐ b. Test high-strength bolts, nuts and washers. Test LOR Table 1705A.2.1 Item 1c, 2213A.1; RCSC 2014 Section 7.2;

DSA IR 17-8.

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DSA 103-19: LISTING OF STRUCTURAL TESTS & SPECIAL INSPECTIONS (Steel and Aluminum), 2019 CBC

District

Increment Number:

DIVISION OF THE STATE ARCHITECT DEPARTMENT OF GENERAL SERVICES STATE OF CALIFORNIA

☐ c. Bearing-type (“snug tight”) connections. Periodic SI Table 1705A.2.1 Item 2a,1705A.2.6, 2204A.2; AISC 360-16

J3.1, J3.2, M2.5 & N5.6; RCSC 2014 Section 9.1; DSA IR 17-9.

☐ d. Pretensioned and slip-critical connections. * SI Table 1705A.2.1 Items 2b & 2c, 1705A.2.6, 2204A.2; AISC

360-16 J3.1, J3.2, M2.5 & N5.6; RCSC 2014 Sections 9.2 & 9.3; DSA IR 17-9. * “Continuous” or “Periodic” depends on the tightening method used.

19. WELDING: 1705A.2.5, Table 1705A.2.1 Items 4 & 5; AWS D1.1 and AWS D1.8 for structural steel; AWS

D1.2 for Aluminum; AWS D1.3 for cold-formed steel; AWS D1.4 for reinforcing steel; DSA IR 17-3 (See Appendix for exemptions.)

Verification of Materials, Equipment, Welders, etc.:

By

☑ a. Verify weld filler material identification

markings per AWS designation listed on the DSA-approved documents and the WPS.

Periodic SI DSA IR 17-3.

☑ b. Verify weld filler material manufacturer’s

certificate of compliance. Periodic SI DSA IR 17-3.

☑ c. Verify WPS, welder qualifications and

equipment. Periodic SI DSA IR 17-3.

19.1 SHOP WELDING:

Test or Special Inspection Type Performed

☑ a. Inspect groove welds, multi-pass fillet welds,

single pass fillet welds > 5/16", plug and slot welds. Continuous SI Table 1705A.2.1 Items 5a.1‒4;as applicable); DSA IR 17-3. AISC 360-16 (and AISC 341-16

☑ b. Inspect single-pass fillet welds ≤ 5/16”, floor

and roof deck welds. Periodic SI 1705A.2.2, Table 1705A.2.1 Items 5a.5 & 5a.6;(and AISC 341-16 as applicable); DSA IR 17-3. AISC 360-16

☐ c. Inspect welding of stairs and railing systems. Periodic SI 1705A.2.1; AISC 360-16 (and AISC 341-16 as applicable); AWS

(21)

DSA 103-19: LISTING OF STRUCTURAL TESTS & SPECIAL INSPECTIONS (Steel and Aluminum), 2019 CBC

District

Increment Number:

DIVISION OF THE STATE ARCHITECT DEPARTMENT OF GENERAL SERVICES STATE OF CALIFORNIA

☐ d. Verification of reinforcing steel weldability

other than ASTM A706. Periodic SI 1705A.3.1reported on mill certificates.; AWS D1.4; DSA IR 17-3. Verify carbon equivalent

☐ e. Inspect welding of reinforcing steel. Continuous SI Table 1705A.2.1 Item 5b, 1705A.3.1, Table 1705A.3 Item 2,

1903A.8; AWS D1.4; DSA IR 17-3.

19.2 FIELD WELDING:

Test or Special Inspection Type Performed

☐ a. Inspect groove welds, multi-pass fillet welds,

single pass fillet welds > 5/16", plug and slot welds. Continuous SI Table 1705A.2.1 Items 5a.1‒4;applicable); DSA IR 17-3. AISC 360-16 (AISC 341-16 as

☐ b. Inspect single-pass fillet welds ≤ 5/16”. Periodic SI Table 1705A.2.1 Item 5a.5; AISC 360-16 (AISC 341-16 as

applicable); DSA IR 17-3.

☐ c. Inspect end-welded studs (ASTM A-108)

installation (including bend test). Periodic SI 2213A.2DSA IR 17-3.; AISC 360-16 (AISC 341-16 as applicable); AWS D1.1;

☐ d. Inspect floor and roof deck welds. Periodic SI 1705A.2.2, Table 1705A.2.1 Item 5a.6; AISC 360-16 (AISC

341-16 as applicable); AWS D1.3; DSA IR 17-3.

☐ e. Inspect welding of structural cold-formed steel. Periodic SI* 1705A.2.5; AWS D1.3; DSA IR 17-3. The quality control

provisions of AISI S240-15 Chapter D shall also apply. * May be performed by the project inspector when specifically approved by DSA.

☐ f. Inspect welding of stairs and railing systems. Periodic SI* 1705A.2.1; AISC 360-16 (AISC 341-16 as applicable); AWS D1.1

& D1.3; DSA IR 17-3. * May be performed by the project inspector when specifically approved by DSA.

☐ g. Verification of reinforcing steel weldability. Periodic SI 1705A.3.1; AWS D1.4; DSA IR 17-3. Verify carbon equivalent

reported on mill certificates.

☐ h. Inspect welding of reinforcing steel. Continuous SI Table 1705A.2.1 Item 5b, 1705A.3.1, Table 1705A.3 Item 2,

(22)

DSA 103-19: LISTING OF STRUCTURAL TESTS & SPECIAL INSPECTIONS (Steel and Aluminum), 2019 CBC

District

Increment Number:

DIVISION OF THE STATE ARCHITECT DEPARTMENT OF GENERAL SERVICES STATE OF CALIFORNIA

20. NONDESTRUCTIVE TESTING:

1705A.2.1, Table 1705A.2.1; AISC 303-16, AISC 341-16, AISC 358-16, AISC 360-16; AISI S100-16

☐ a. Ultrasonic Test LOR 1705A.2.1, 1705A.2.5; AISC 341-16 J6.2, AISC 360-16

N5.5; ANSI/ASNT CP-189, SNT-TC-1A; AWS D1.1, AWS D1.8; DSA IR 17-2.

☐ b. Magnetic Particle Test LOR 1705A.2.1, 1705A.2.5; AISC 341-16 J6.2, AISC 360-16

N5.5; ANSI/ASNT CP-189, SNT-TC-1A; AWS D1.1, AWS D1.8; DSA IR 17-2.

☐

21. STEEL JOISTS AND TRUSSES: 1705A.2.1, Table 1705A.2.1; AISC 303-16, AISC 341-16, AISC 358-16, AISC 360-16; AISI S100-16

Test or Special Inspection Type Performed

☐ a. Verify size, type and grade for all chord and

web members as well as connectors and weld filler material; verify joist profile, dimensions and camber (if applicable); verify all weld locations, lengths and profiles; mark or tag each joist.

Continuous SI 1705A.2.3, Table 1705A.2.3; AWS D1.1; DSA IR 22-3 for steel

joists only. 1705A.2.4; AWS D1.3 for cold-formed steel trusses.

22. SPRAY APPLIED FIRE-PROOFING: 1705A.2.1, Table 1705A.2.1; AISC 303-16, AISC 341-16, AISC 358-16, AISC 360-16; AISI S100-16

By

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DSA 103-19: LISTING OF STRUCTURAL TESTS & SPECIAL INSPECTIONS (Steel and Aluminum), 2019 CBC

District

Increment Number:

DIVISION OF THE STATE ARCHITECT DEPARTMENT OF GENERAL SERVICES STATE OF CALIFORNIA

☐ a. Examine structural steel surface conditions,

inspect application, take samples, measure thickness and verify compliance of all aspects of application with DSA-approved documents.

Periodic SI 1705A.14.

☐ b. Test bond strength. Test LOR 1705A.14.6.

☐ c. Test density. Test LOR 1705A.14.5.

23. ANCHOR BOLTS AND ANCHOR RODS:

☐ a. Anchor Bolts and Anchor Rods Test LOR Sample and test anchor bolts and anchor rods not readily

identifiable per procedures noted in DSA IR 17-11.

☐ b. Threaded rod not used for foundation

anchorage. Test LOR Sample and test threaded rods not readily identifiable per procedures noted in DSA IR 17-11.

23.1 OTHER STEEL:

Test or Special Inspection Type Performed

By

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DSA 103-19: LISTING OF STRUCTURAL TESTS & SPECIAL INSPECTIONS (Other), 2019 CBC

Application Number:

01-

School Name:

School District:

District

DSA File Number:

7-H6

Increment Number:

Date Submitted:

4/23/2020

DIVISION OF THE STATE ARCHITECT DEPARTMENT OF GENERAL SERVICES STATE OF CALIFORNIA

27. OTHER:

Test or Special Inspection Type Performed

By Code References and Notes

☐ a. Load test for identified product(s): Test LOR 1709A.2,1709A.3. Testing is not required for: 1) a product with a

valid evaluation service report per DSA IR A-5, or 2) a product that can be justified by structural calculation.

☐ b. Installation torque for non-HS bolts Continuous SI* Applicable to communication towers identified as Essential Service

Facility Projects (ESFP). Calibrated wrench use required, verified by SI during installation. DSA Policy PL 18-01: Communication Towers, Poles and Buildings Utilized by State Agencies for

Essential Services Communications.*EXCEPTION: Non-ESFP may use PI without need for notification to DSA.

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Appendix: Work Exempt from DSA Requirements for Structural Tests / Special Inspections

Application Number:

01-

School Name:

School District:

District

DSA File Number:

7-H6

Increment Number:

Date Submitted:

4/23/2020

DIVISION OF THE STATE ARCHITECT DEPARTMENT OF GENERAL SERVICES STATE OF CALIFORNIA

Exempt items given in DSA IR A-22 or the 2019 CBC (including DSA amendments) and those items identified below with an "X" by

the design professional are NOT subject to DSA requirements for the structural tests

/

special inspections noted.

Items marked as

exempt shall be identified on the approved construction documents

. The project inspector shall verify all construction complies

with the approved construction documents.

SOILS:

☐

1. Deep foundations acting as a cantilever footing designed based on minimum allowable pressures per CBC Table 1806A.2 and having no geotechnical report for the following cases: A) free standing sign or scoreboard, B) cell or antenna towers and poles less than 35'-0" tall (e.g., lighting poles, flag poles, poles supporting open mesh fences, etc.), C) single-story structure with dead load less than 5 psf (e.g., open fabric shade structure), or D) covered walkway structure with an apex height less than 10'-0" above adjacent grade.

☐

2. Shallow foundations, etc. are exempt from special inspections and testing by a Geotechnical Engineer for the following cases: A)

buildings without a geotechnical report and meeting the exception Item #1 criteria in CBC Section 1803A.2 supported by native soil (any excavation depth) or fill soil (not exceeding 12" depth per CBC, Section 1804A.6), B) soil scarification/recompaction not exceeding 12" depth, C) native or fill soil supporting exterior non-structural flatwork (e.g., sidewalks, site concrete ramps, site stairs, parking lots, driveways, etc.), D) unpaved landscaping and playground areas, or E) utility trench backfill.

CONCRETE/MASONRY:

☐

1.Post-installed anchors for the following: A) exempt non-structural components (e.g., mechanical, electrical, plumbing equipment - see

Item 7 for "Welding") given in CBC Section 1617A.1.18 (which replaces ASCE 7-16, Section 13.1.4) or B) interior nonstructural wall partitions meeting criteria listed in exempt Item 3 for "Welding."

☑

2.Concrete batch plant inspection is not required for items given in CBC Section 1705A.3.3.2 subject to the requirements and limitations in that section.

☐

3.Non-bearing non-shear masonry walls may be exempt from certain DSA masonry testing and special inspection items as allowed per

DSA IR 21-1. Refer to construction documents for specific exemptions accordingly for each applicable wall condition.

☐

4.Epoxy shear dowels in site flatwork and/or other non-structural concrete.

☐

5.Testing of reinforcing bars is not required for items given in CBC Section 1910A.2 subject to the requirements and limitations in that section.

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Appendix: Work Exempt from DSA Requirements for Structural Tests / Special Inspections

Application Number:

01-

School Name:

School District:

District

DSA File Number:

7-H6

Increment Number:

Date Submitted:

4/23/2020

DIVISION OF THE STATE ARCHITECT DEPARTMENT OF GENERAL SERVICES STATE OF CALIFORNIA

Welding:

☐

1.Solid-clad and open-mesh gates with maximum leaf span or rolling section for rolling gates of 10' and apex height less than 8’-0” above lowest adjacent grade. When located above circulation or occupied space below, these gates are not located within 1.5x gate/fence height (max 8'-0") to the edge of floor or roof.

☐

2. Handrails, guardrails and modular or relocatable ramps associated with walking surfaces less than 30” above adjacent grade (excluding post base connections per the 'Exception' language in Section 1705A.2.1); fillet welds shall not be ground flush.

☐

3. Non-structural interior cold-formed steel framing spanning less than 15'-0", such as in interior partitions, interior soffits, etc.

supporting only self weight and light-weight finishes or adhered tile, masonry, stone, or terra cotta veneer no more than 5/8" thickness and apex less than 20'-0" in height and not over an exit way. Maximum tributary load to a member shall not exceed the equivalent of that occurring from a 10'x10' opening in a 15' tall wall for a header or king stud.

☐

4.Manufactured support frames and curbs using hot rolled or cold-formed steel (i.e., light gauge) for mechanical, electrical, or plumbing equipment weighing less than 2000# (equipment only) (connections of such frames to superstructure elements using welding will require special inspection as noted in selected item(s) for Sections 19, 19.1 and/or 19.2 of listing above).

☐

5.Manufactured components (e.g., Tolco, B-Line, Afcon, etc.) for mechanical, electrical, or plumbing hanger support and bracing (connections of such components to superstructure elements using welding will require special inspection as noted in selected item(s) for Sections 19, 19.1 and/or 19.2 of listing above).

☐

6. TV Brackets, projector mounts with a valid listing (see DSA IR A-5) and recreational equipment (e.g., playground structures, basketball backstops, etc.) (connections of such elements to superstructure elements using welding will require special

inspection as noted in selected item(s) for section 19, 19.1 and/or 19.2 located in the Steel/Aluminum category).

☐

7. Any support for exempt non-structural components given in CBC Section 1617A.1.18 (which replaces ASCE 7-16, Section 13.1.4) meeting the following: A) when supported on a floor/roof, <400# and resulting composite center of mass (including component's center of mass) <4' above supporting floor/roof, B) when hung from a wall or roof/floor, <20# for discrete units or <5 plf for distributed systems.

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DSA 103-19: LISTING OF STRUCTURAL TESTS & SPECIAL INSPECTIONS (SIGNATURE), 2019 CBC

District

Increment Number:

DIVISION OF THE STATE ARCHITECT DEPARTMENT OF GENERAL SERVICES STATE OF CALIFORNIA

Note: To facilitate DSA electronic mark-ups and identification stamp application, DSA recommends against using secured electronic or digital signatures.

DSA STAMP

Name of Architect or Engineer in general responsible charge:

Name of Structural Engineer (When structural design has been delegated):

Signature of Architect or Structural Engineer: Date:

JOSH RANDALL, S-4506

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DSA 103-19: LIST OF REQUIRED VERIFIED REPORTS, 2019 CBC

District

Increment Number:

DIVISION OF THE STATE ARCHITECT DEPARTMENT OF GENERAL SERVICES STATE OF CALIFORNIA

1.

Soils Testing and Inspection: Geotechnical Verified Report Form DSA 293

2.

Structural Testing and Inspection:

Laboratory Verified Report Form DSA 291

3.

Concrete Batch Plant Inspection: Laboratory Verified Report Form DSA 291

4.

Prestressed / Post-Tensioned Concrete Inspection: Laboratory Verified Report Form DSA 291, or, for independently contracting

SI, Special Inspection Verified Report Form DSA 292

5.

Precast Concrete Inspection: Laboratory Verified Report Form DSA 291, or, for independently contracting SI, Special Inspection

Verified Report Form DSA 292

6.

Post-installed Anchors: Laboratory Verified Report Form DSA 291, or, for independently contracting SI, Special Inspection

7.

Shop Welding Inspection: Laboratory Verified Report Form DSA 291, or, for independently contracting SI, Special Inspection

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DN DN DN DN DN UP UP UP DN DN DN DN DN

(E) GIRLS GYM DSA

#1011,01-109803

(E) BOYS GYM DSA #10812, 21429, 01-109803 (E) BLDG. F GIRL'S LOCKER (E) BLDG. E GYM DSA #01-109419 (E) BLDG. D-2 TECHNOLOGY DSA #01-109419 (E) CREATIVE ARTS DSA #15693, 01-109803 (E) BLDG. D-1 SCIENCE DSA #01-109419 (E) BLDG. C-3 CLASSROOMS DSA #01-109419 (E) BLDG. C-2 CLASSROOMS DSA #01-109419 (E) BLDG. C-1 ADMINISTRATION DSA #01-109419 (E) BLDG. B-2 CLASSROOMS DSA #01-109419 (E) BLDG. B-1 CLASSROOMS DSA #01-109419 (E) BLDG. A CAFETERIA DSA #01-109419

(E) STUDENT PARKING LOT E DSA #01-109419

(E) FACULIT PARKING PARKING LOT D DSA #01-109419 DSA #1-109110 DSA #25891 DSA #25841 STADIUM PARKING DSA #1-109110 (E) SYNTHETIC FIELD

DSA #25891 STADIUM PARKING DSA #1-109110 FH FH FH ∅96'-0" FH SCHOOL STREET

LEBER STREET DSA #01-109419(E) BLDG. H-1

EXISTING LANDSCAPE FH (E) LANDSCAPE PRACTICE FIELD (E) ASPHALT PARKING

(E) SYNTHETIC FIELD

(E) ASPHALT HARD COURTS (E) ASPHALT PARKING (E) RELOCATABLE DSA #65714 (E) RELOCATABLE DSA #04-105219 (E) RELOCATABLE DSA #04-109450 (E) ASPHALT (E) RELOCATABLE DSA #01-118741 (E) RELOCATABLES DSA #04-101905 FH (E) BOY'S LOCKER

(E) VISITOR/STAFF PARKING LOT C

(E) STAFF PARKING (E) ASPHALT

TYP

PROVIDE & INSTALL TOW-AWAY SIGN PER 11/A0.02

(E) BUS DROP-OFF

(E) FIRE HYDRANT, TYP. _{RELOCATED TOW AWAY SIGN}

PER 11/A0.02 RESTRIPED ASPHALT "NO PARKING ZONE"

RELOCATED ASPHALT FIRE LANE

(E) SHOTPUT & DISCUS PITCH

*

DF

*

DF

*

(E) STAFF/VISITOR PARKING: (1) ACCESSIBLE VAN STALL (1) ACCESSIBLE STALL DSA #01-109419

PROVIDE & INSTALL TOW-AWAY SIGN PER 11/A0.02

A1.02

-(E) DF

20'-0" _{CLEAR ASPHALT FIRE LANE}

ACCESSIBLE PATH OF TRAVEL PROVIDED UNDER

DSA #01-109419

RELOCATED SHIPPING CONTAINER (E) STUDENT PARKING:

(1) ACCESSIBLE VAN STALL (2) ACCESSIBLE STALLS & TOW-AWAY SIGN

DSA #01-118741, NO SCOPE RELOCATE (E) STORAGE CONTAINER 1'-0" FROM (E) GATE TO PROVIDE MIN 36" CLEAR PoT

ACCESSIBILITY

SITE PLAN

T3

SCALE 1" = 60'-0"

1 ACCESSIBILITY SITE PLAN

N

Sheet

Project 2005

936 Clement St, San Francisco CA 94118

TEL: 415-837-0900

Pittsburg High School:

Tennis Courts

Modernization &

Lighting Project

Revisions

Pittsburg Unified School District

1750 Harbor Street

Pittsburg, CA 94565

04/24/20

Date

DSA SUBMITTAL

July 28, 2020

07/28/20

DSA BACKCHECK

08/10/20

ADDENDUM #1

1

1. ALL EXISTING ACCESSIBILITY INFORMATION ON THIS SHEET IS DERIVED FROM DSA APPLICATION # 01-109419 AND

VERIFIED BY THE AOR. MODIFICATIONS TO THE EXISTING CAMPUS OR FACILITIES ARE INDICATED AND INCLUSIVE TO THE SCOPE OF WORK INDICATED.

2. ALL WALK SURFACES IN THE PATH OF TRAVEL SHALL HAVE FLUSH TRANSITIONS TO ALL ADJACENT WALK SURFACES IN PATH OF TRAVEL AND SHALL HAVE NO MORE THAN 4" DROPOFF ON EITHER SIDE OF WALK PARALLEL TO THE PATH OF TRAVEL, UNLESS 6" HIGH CURB OR OTHER WARNING DEVICE IS PROVIDED.

3. DESIGN PROFESSIONAL IN GENERAL RESPONSIBLE CHARGE STATEMENT: THE POT IDENTIFIED IN THESE CONSTRUCTION DOCUMENTS MEETS THE REQUIREMENTS OF THE CURRENT APPLICABLE CALIFORNIA BUILDING CODE (CBC) ACCESSIBILITY PROVISIONS FOR PATH OF TRAVEL REQUIREMENTS FOR ALTERATIONS, ADDITIONS AND STRUCTURAL REPAIRS. AS PART OF THE DESIGN OF THIS PROJECT, THE POT WAS

EXAMINED AND ANY ELEMENTS, COMPONENTS, OR PORTIONS OF THE POT THAT WERE DETERMINED TO BE

NON-COMPLIANT WITH THE CBC HAVE BEEN IDENTIFIED AND THE CORRECTIVE WORK NECESSARY TO BRING THEM INTO COMPLIANCE HAS BEEN INCLUDED WITHIN THE SCOPE OF THIS PROJECT'S WORK THROUGH DETAILS, DRAWINGS AND SPECIFICATIONS INCORPORATED INTO THESE CONSTRUCTION DOCUMENTS. ANY NONCOMPLIANT ELEMENTS, COMPONENTS OR PORTIONS OF THE POT THAT WILL NOT BE CORRECTED BY THIS PROJECT BASED ON VALUATION THRESHOLD

LIMITATIONS OR A FINDING OF UNREASONABLE HARDSHIP ARE INDICATED IN THESE CONSTRUCTION DOCUMENTS. DURING CONSTRUCTION, IF POT ITEMS WITHN THE SCOPE OF THE PROJECT REPRESENTED AS CBC COMPLIANT ARE FOUND TO BE NONCONFORMING BEYOND REASONABLE

CONSTRUCTION TOLERANCES, THE ITEMS SHALL BE BROUGHT INTO COMPLIANCE WITH THE CBC AS PART OF THIS PROJECT BY MEANS OF A CONSTRUCTION CHANGE DOCUMENT. STAFF UNISEX ACCESSIBLE RESTROOM

WOMEN'S ACCESSIBLE RESTROOM MEN'S ACCESSIBLE RESTROOM

ACCESSIBLE HI-LO DRINKING FOUNTAIN or BOTTLE FILLER

ACCESSIBLE PATH OF TRAVEL AS INDICATED ON PLAN IS A BARRIER FREE ACCESS ROUTE WITHOUT ANY ABRUPT CHANGES EXCEEDING 1/2" IF BEVELED AT 1:2 MAX SLOPE, OR VERTICAL LEVEL CHANGES NOT EXCEEDING 1/4" MAX, AND AT LEAST 48" IN WIDTH. SURFACE IS STABLE, FIRM AND SLIP RESISTANT. CROSS SLOPES DOES NOT EXCEED 2% AND SLOPE IN THE DIRECTION OF TRAVEL IS LESS THAN 5%, UNLESS OTHERWISE INDICATED. ACCESSIBLE PATH OF TRAVEL SHALL BE MAINTAINED FREE OF OVERHANGING OBSTRUCTIONS TO 80" MINIMUM, AND PROTRUDING OBJECTS GREATER THAN 4" PROJECTING FROM WALL AND ABOVE 27" AND LESS THAN 80". ARCHITECT SHALL VERIFY THAT THERE ARE NO BARRIERS IN THE PATH OF TRAVEL.

*

PARKING STALLS PROVIDED VAN STALLS PROVIDED ACCESSIBLE STALLS PROVIDED SUBTOTAL 408 9 5 ACCESSIBLE STALLS REQUIRED 10 SU_A DF W_A M_A A, STUDENT PARKING B (NOT BUILT)

C, STAFF & VISITOR PARKING D, STAFF PARKING E, STUDENT PARKING N/A 21 190 69 1 6 3 1 2 1 5 1 4 2 2 6 3 PARKING LOTS

**INDICATES APPLICABLE LOTS

(E) PAVED ACCESS ROAD TO BE A MINIMUM 20’ WIDE BY 15’-6” VERTICAL CLEAR U.N.O

(E) BUILDING (E) FIRE HYDRANT (E) CHAIN-LINK FENCE

GENERAL NOTES

LEGEND

PARKING SUMMARY

N/A N/A N/A N/A

(E) W_A (E) M_A (E) W_A (E) SUA (E) SUA (E) MA T3b 4 T3a 3 _T3a1 T3b 1 A0.027 A0.025 T3b3 ** **

G6

1

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