Drawings_Carport PV Array.pdf

PDF 8 MB Posted Jul 19, 2022

Attached to: J061--Repair of Solar Photovoltaic (PV) System at the Viera VA Health Care Center (VAHCC)
Solicitation number: 36C24822Q1449
Issued by: Department of Veterans Affairs Veterans Health Administration Veterans Integrated Service Network 8

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DOL WD 2015-4555 Rev17.pdf	PDF	Jul 19, 2022
36C24822Q1449_1.docx	DOCX document	Jul 19, 2022
Discrepancy Report.pdf	PDF	Jul 19, 2022

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VA-VIERA OUTPATIENT CLINIC, VIERA, FLORIDA

VICINITY MAP

APPROVALS - FOR OFFICIAL USE ONLY

SITE MAP

INSTALLATION PLAN - CARPORT PHOTOVOLTAIC ARRAY

SUNPOWER CLIENT

PROJECT MANAGER CONSTRUCTION MANAGER

CARPORT PHOTOVOLTAIC SYSTEM SUMMARY

ELECTRICAL ENGINEER

SITE

STRUCTURAL ENGINEER

PROJECT

Sheet List Table

A R

B O

U R

O U

I C

H M

O N

B O

I C

H M

O N

GENERAL NOTESSYMBOLSABBREVIATIONS

ELECTRICAL NOTES

B O

I C

H M

O N

B O

I C

H M

O N

B O

I C

H M

O N

DESIGN CRITERIA

100TN002-1

Codes and Standards 2007 Florida Building Code (FBC)

ASCE 7-05

ACI 318-08

AISC 360-05, 341-05, 358-05

ACI 530-05/ASCE 5-05/TMS 402-05

ACI 530.1-05/ASCE 6-05/TMS 602-05

2005 NDS

Vertical loads

Soils Values (spread footings) Allowable soils pressure

DL N/A psf DL + LL N/A psf DL + LL + Seismic N/A psf

Footing Minimum depth = N/A Minimum width = N/A

Roof Live Load = 10 psf Floor Live Load = N/A psf Floor Partition Live Load = N/A psf Corridors = N/A psf Live loads are reduced where permitted by code.

Lateral loads Wind:

Basic Wind Speed = 120 mph Exposure Category B Iw- = 1.0

1) 2) 3)

abv agg blw bof btwn cc

CTJ

clr

CMU

cont contr cp csk

DSA

dwg (e)

eos eq

EWEF

ga glb hdr

HSB

HSS

IOR

LLH

LLV

mfr

Anchor Bolt Above Aggregate Below Bottom of Footing Between Center to Center Control Joint Clear Concrete Masonry Unit Construction Joint Continuous Contractor Complete Joint Penetration Countersink Douglas Fir Dead Load Ditto Division of the State Architect Drawing Existing Each Face Expansion Joint Elevation Edge Nailing Edge of Slab Equal Each Way Each Way Each Face Face of Block(or Brick) or Flat Bar Face of Concrete or Framing Clip(Simpson A35) Finish Floor Face of Stud or Far Side Gauge or gage Glued Laminated Beam Header High Strength Bolt Hollow Structural Section Height Inspector of Record Joist Hanger Live Load Long Leg Horizontal Long Leg Vertical Lag Screw Light Weight Machine Bolt Manufacturer

(n)

NIC

nts

OSB

OSHPD

pc pp

rwd

shtg sim

SMS

stfnr stgrd t&b t&g thrd tn to toc tof tos tow

uno w/ w/c w/o wp

WWF

D E F sq ø

(a) (b)

Malleable Iron New Not in Contract Near Side Not to Scale Normal Weight Opposite Hand Oriented Strand Board Office of Statewide Health Planning & Development Piece Partial Joint Penetration Pressure Treated Redwood Slip Critical Sheathing Similar Sheet Metal Screw Structural Panel Stiffener Staggered Top & Bottom Tongue & Groove Threaded Toe Nail Top of Top of Concrete (slab uno) Top of Footing or Top of Framing Top of Steel Top of Wall Tube Steel Unless Noted Otherwise with water/cement without Work Point Wood Screw Welded Wire Fabric Centerline Plate Wide Flange Number or Pounds Square Round Cont Wood in Section Wood Blocking in Section End of Wood Piece "member" above "member" below

ABBREVIATIONS

SEOR --------- Structural Engineer of Record

Splice Class Location

Reinf #3

Other

Top B

Notes:

#4 #5 #6 #7 #8 #9 #10 #11

Other

Top

Splice LocationClass Reinf #3 #4

#7#6#5 #8 #9 #10 #11

ACI 318-05

2009 IBC

(All lengths shown are in inches.)

Top reinforcement is horizontal reinforcement located such that more than 12 inches of fresh concrete is cast in the member below the splice.

When lightweight concrete is used, multiply lap lengths by 1.30.

Where clear spacing of bars being spliced is less than 2 bar dia. OR where clear cover of bars being spliced is less than 1 bar dia., multiply lap lengths by 1.50, uno.

Schedule applies to normal weight concrete with uncoated, Grade 60 reinforcing steel for #4 bars and larger (values for #3 bars based on Grade 40).

Where notes #3 AND #4 occur, multiply lap lengths by 2.00, uno.5.

Where Class A lap splice is noted in detail, divide lengths above by 1.30.6.

#11#10#9#8#5 #6 #7

#4#3Reinf Class Location Splice

Top

Other

#11#10#9#8#5 #6 #7#4Reinf Class Location Splice

Top

Other 22

#3 fc' = 3000 psi conc fc' = 4000 psi conc

REINFORCEMENT LAP SPLICE SCHEDULE

fc' = 3500 psi conc fc' = 5000 psi conc

300SN002-1

DRILLED-IN ANCHORS

305TN001-1

Anchors shall be installed in accordance with the requirements given in the ICC report.

Unless noted otherwise anchors have been designed for special inspection.

Provide Special Inspection as indicated in the ICC report.

When installing drilled-in anchors in existing concrete or masonry, use care and caution to avoid cutting or damaging existing reinforcing bars. Do not install anchors in prestressed concrete elements.

Anchors installed from the bottom into metal deck with concrete shall be installed in the center of the low flute of the decking unless noted otherwise in ICC report. The decking shall have a minimum thickness of 20 gauge.

The minimum thickness of the concrete above the high flute of the metal deck shall be as indicated in the ICC report. See ICC report for additional requirements, including minimum dimensions for flute width and depth.

The testing of the anchors shall be done by a qualified testing agency and a report of the test results shall be submitted to the governing agency and Architect/Structural Engineer. See notes on this sheet for testing criteria.

Epoxy anchors shall be Hilti RE500-SD per ESR-2322 or Simpson SET-XP per ESR-2508 for thr'd rod & rebar. Expansion anchors shall be Hilti KB-TZ per ESR-1917 or Simpson Strong-Bolt per ESR-1771. Type, size & embedment shall be indicated in drawings. Post-installed anchors for repair shall be evaluated on a case by case basis. Notify Structural Engineer for repairs.

End Hooks & Bends

Ties & Stirrups

90° 45°

180°

135° D

2 1/2" min d d

90° d

3" m in

D D

D D d f o r a n d s m a lle r d f o r a n d

Minimum Bend Diameter D=6d for #3 thru #8 D=8d for #9 thru #11 D=10d for #14 thru #18

Note: All hooks shall be 90° or 180° standard hooks unless otherwise shown or noted.

300SD001-12

Standard Rebar Hooks and Bends

Minimum Bend Diameter D=4d for #3 thru #5 D=6d for #6 thru #8 d

Interpretation of Drawings & Specifications

In general, the working details will indicate dimensions, position and kind of construction, and the specifications, qualities and methods. Any work indicated on the working details and not mentioned in the specifications, or vice versa, shall be furnished as though fully set forth in both. Work not particularly detailed, marked or specified, shall be the same as similar parts that are detailed, marked or specified. If conflicts occur on drawings and/or specifications, the most expensive materials or methods will prevail.

Should an error appear in the working details or specifications or in work done by others affecting this work, the Contractor shall notify the Architect at once and in writing. If the Contractor proceeds with the work so affected without having given such written notice and without receiving the necessary approval, decision or instructions in writing from the Owner, then he shall have no valid claim against the Owner, for the cost of so proceeding and shall make good any resulting damage or defect. No verbal approval, decision, or instruction shall be valid or be the basis for any claim against the Owner, its officers, employees or agents. The foregoing includes typical errors in the specifications or notational errors in the working details where the interpretation is doubtful or where the error is sufficiently apparent as to place a reasonably prudent contractor on notice that, should he elect to proceed, he is doing so at his own risk.

Construction shall conform to all applicable codes and regulations.

Shop Drawing Note:

Shop Drawings shall be submitted in the form of three copies minimum of each sheet.

The purpose of Shop Drawings submittals by the Contractor is to demonstrate to the Structural Engineer that he understands the design concept by indicating which material he intends to furnish and install, and by detailing the fabrication and installation methods he intends to use on a stand alone set of documents. Duplication of design documents for the purpose of shop drawings is not acceptable.

Prior to fabrication, Shop Drawings shall be submitted for review by the Structural Engineer. Shop Drawing submittals shall include, but are not necessarily limited to, structural steel, reinforcing steel, & glued laminated beams.

Prior to submission the Contractor shall review all submittals for conformance with the Contract Documents and shall stamp submittals as being "Reviewed for Conformance".

Shop Drawings submittals processed by the Structural Engineer are not Change Orders.

Any detail on the Shop Drawing that deviates from the Contract Documents shall clearly be marked with the note "This is a change".

Shop drawings or calculations submitted for review that require resubmittal for re-review shall be billed hourly for such time to the General Contractor.

Re-review will not proceed without written approval from the General Contractor for additional engineering review services.

Safety Note:

The contractor shall notify the Architect and Structural Engineer where a conflict or discrepancy occurs between the Structural drawings and any other portion of the Contract Documents or existing field conditions. Such notification shall be given in due time so as not to affect the construction schedule. In case of a conflict between Structural drawings and specifications the more restrictive condition shall take precedence unless written approval has been given for the least restrictive. Contractor shall verify all dimensions with Architectural prior to commencing any work.

Where no specific detail is shown, the construction shall be identical or similar to that indicated for like cases of construction on this project. Should there be any question, contact the Architect and Structural Engineer prior to proceeding.

When construction attaches to an existing building, a complete set of drawings of the existing building shall be kept on the job site. Contractor to obtain these drawings from the Owner.

Contractor shall provide an allowance equal to 2% of the bid for structural steel, misc. iron and reinforcing steel to be used at the discretion of the Structural Engineer. Unused amount to revert to the Owner upon completion of the job.

Any substitutions for structural members, hardware or details shall be reviewed by the Architect and Structural Engineer. Such review will be billed on a time and materials basis to the General Contractor with no guarantee that the substitution will be allowed.

Do not scale drawings. Contact the Architect or Structural Engineer for any dimensions not shown.

These drawings are not complete until reviewed and accepted by local Building Officials and signed by the Owner and the Structural Engineer.

GENERAL NOTES

It is the Contractors responsibility to comply with the pertinent sections, as they apply to this project, of the "Construction Safety Orders" issued by the State of Florida latest edition, and all OSHA requirements.

The Owner and the Structural Engineer do not accept any responsibility for the Contractor's failure to comply with these requirements.

The Contractor shall be responsible for adequate design and construction of all forms and shoring required.

For convenience, specifications have been prepared for this project and are arranged in several sections, but such separation shall not be considered as the limits of the work required of any separate trade. The terms and conditions of such limitations are wholly between the contractor and his subcontractors.

10.

11.

STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS AND TESTING

100SN004-1

Special inspections and testing shall be provided by an inspection agency, retained by the contractor, and qualified by the building official to inspect the particular type of construction. Tests and inspections, as required by sections 109, 1704, 1707, and 1708 of the 2009 IBC, shall be performed during construction on the types of work listed in the specifications and below:

Steel Construction Concrete Construction Masonry Construction-Level 1 Masonry Construction-Level 2 Wood Construction High-Load Diaphragm Soils Pile Foundations Pier Foundations

Inspections Section 1704.3 & Table 1704.3 Section 1704.4 & Table 1704.4 Section 1704.5 & Table 1704.5.1 Section 1704.5 & Table 1704.5.3 Section 1704.6 Section 1704.6.1 Section 1704.7 & Table 1704.7 Section 1704.8 & Table 1704.8 Section 1704.9 & Table 1704.9

Testing Section 1708.4 Section 1708.3 Table 1708.1.2 Table 1708.1.4

Inspections may be continuous or periodic as allowed by the individual material or component inspection sections and tables of section 1704.

The special inspector shall submit inspection reports to the resident engineer contractor unless other arrangements are agreed to in writing by the resident engineer.

The reports shall indicate whether work inspected conformed to the Construction Documents. Any discrepancies shall be immediately brought to the attention of the Contractor for correction. If discrepancies are not corrected, they shall be brought to the attention of the building official and the design professional in responsible charge.

All Special Inspection Agencies / Individuals and Shop Fabricators shall be approved by the resident engineer and contractor prior to commencement of work.

Testing and inspection records shall be retained until completion of construction.

The Contractor shall submit a written statement to the building official acknowledging responsibility for construction of the main lateral-force resisting system prior to commencement of that work as required by section 1706 of the 2009 IBC.

Special inspections for seismic and wind resistance shall be conducted for all items listed in section 1705.3 and 1705.4 and the FBC as applicable. Special inspections for seismic resistance shall include all items in section 1707. Structural testing for seismic resistance shall be in accordance with section 1708.

Masonry Construction Level 1 applies to structures classified as occupancy category I only.

All soils and foundation excavation inspections shall be by the Geotechnical Engineer of Record.

For testing and inspection requirements for non-structural materials and components, see construction documents and comply with the specifications and the Florida Building Code.

10.

CONCRETE

300SN001-1

Structural concrete shall attain 28 day compressive strength as required in note #29. Maximum slump shall not exceed 4 inches.

Concrete mix designs shall be prepared by a registered Civil Engineer, reviewed by Contractor's testing laboratory and submitted to the Structural Engineer for review.

Cementitious materials:

Cement shall conform to ASTM C-150 type I or II.

Fly ash shall conform to ASTM C-618. Max. quantity of flyash shall be as given in specs (15% max uno).

Concrete aggregates shall conform to ASTM C-33 for normal weight concrete and ASTM C-330 for lightweight concrete.

Non-shrink grout or drypack shall consist of a premixed nonmetallic formula.

Reinforcing steel shall conform to ASTM A-615 Grade 60 for #4 and larger, and ASTM A-615 Grade 40 for #3 and smaller, except reinforcing steel to be welded shall conform to ASTM A-706. Contractor shall submit rebar mill certificates.

All preheating and welding of reinforcing bars shall be done in accordance with AWS D1.4 latest edition and shall be continuously inspected by a qualified laboratory. Contractor shall furnish WPS for all rebar welding to the laboratory.

Reinforcing steel shall be fabricated according to "Manual of Standard Practice for Reinforced Concrete Construction".

Wire fabric shall conform to ASTM A-185.

Dimensions shown for location of reinforcing are to the face of bars listed and denote clear coverage. Non-prestressed, cast-in-place concrete coverage shall be as follows, uno:

Concrete deposited directly against ground (except slabs)--- 3" Concrete exposed to ground or weather but placed in forms:

#5 and smaller---------------------------- 1-1/2" #6 and larger----------------------------- 2"

Beams & Columns (ties)------------------------ 1-1/2" Beams & Columns (main reinforcing)---------------- 2" Cast-In-Place Walls (exterior face & soil side)--------- see above Cast-In-Place Walls (interior face-#11 & smaller)------- 3/4" Tilt-Up Walls------------------------------- see details Slabs (on forms)---------------------------- 3/4" Slabs (on ground)------------------- 2" clear from top uno

Splices in continuous reinforcement shall be lapped uno, see schedule this sheet.

Splices in adjacent bars shall be greater than 5'-0" apart. Splice continuous bars in soil-bearing grade beams, structural slabs on grade and mat foundations as follows uno: top bars at centerline of support; bottom bars at mid-span.

Splice continuous bars in elevated slabs and beams, etc. as follows uno: top bars at mid-span; bottom bars at centerline of support. All bars size #14 and larger shall be continuous for full length shown or spliced with mechanical couplers as noted in details. Splices in WWF shall be 1-1/2 meshes wide.

The minimum clear spacing between parallel bars in a layer shall not be less than the larger of bar diameter, 1", or 33% greater than the maximum aggregate size (nominal), whichever is greatest. This requirement also applies to the clear spacing between different layers of parallel bars and to the clear distance between a contact lap splice and adjacent splices or bars.

All hooks shall be standard hooks unless otherwise shown or noted. At walls, provide hooks at ends of all reinforcing at ends, corners and intersections, uno.

Construction joints shall be made rough and all laitance removed from the surface. Concrete may be roughened by chipping the entire surface, sand blasting, or raking the surface to provide 1/4" deep deformations.

Remove all debris from forms before casting any concrete.

Reinforcing, dowels, bolts, anchors, sleeves, etc. to be embedded in concrete shall be securely positioned before placing concrete.

Anchor bolts (AB's) cast in concrete or masonry for wall sill and ledger\ applications shall be headed bolts with cut threads conforming to ASTM A307, uno. Refer to "Wood" notes for additional requirements for bolts in contact with pressure treated or fire retardant material. Refer to 'Structural Steel' note for requirements for anchor rods (AR's) cast in concrete for column base plate and steel embed applications.

Walls shall be cast in horizontal layers of 2'-0" maximum depth.

Concrete in walls, piers or columns shall set at least 2 hours before placing concrete in beams, spandrels, or slabs supported thereon.

Horizontal wall bars in multi-curtain cast in place walls shall be staggered.

Dowel all vertical reinforcing in walls and columns from foundation with same size bar.

Consolidate concrete placed in forms by mechanical vibrating equipment supplemented by hand-spading, rodding or tamping. Use equipment and procedures for consolidation of concrete in accordance with the recommended practices of ACI 309 to suit the type of concrete and project conditions.

Concrete shall not be dropped through reinforcing steel (as in walls) so as to cause segregation of aggregates. In such cases hoppers and chutes or trunks of variable lengths shall be used so that the free unconfined fall of concrete shall not exceed 6 feet.

Drill through steel columns, beams and plates to pass continuous reinforcing.

No wood spreaders allowed. No wood stakes allowed in areas to be concreted.

Additional reinforcing in precast or tilt-up panels required for lifting stresses shall be supplied by Contractor.

Provide #5 x 4'-0" diagonal reinforcing at top and bottom of slab at all re-entrant corners typical. This applies to slab on grade, concrete over metal deck, and elevated structural slab conditions.

All saw cutting shall be done after initial set has occurred to avoid tearing or damage by the saw blade, but before initial shrinkage has occurred.

Notify Structural Engineer a minimum of 48 hours before placing any concrete.

CONCRETE STRENGTHS & MIX PROPERTIES: Max Aggr.

10.

11.

12.

13.

14.

15.

26.

27.

28.

29.

21.

22.

23.

24.

25.

16.

17.

18.

19.

20.

Item

A. Pier B. Site and miscellaneous f'c at 28 days

3000 psi 3000 psi

Size

1" 1"

Weight

Ratio

0.58 0.58

Max w/cm*

* w/cm = Water : Cementitious material ratio

DRILLED-IN ANCHOR TESTING CRITERIA

ANCHOR WEDGE SHELL

SLEEVE

1/4" 400

3/8"

5/8"

1" 5800

-250

5/16"

1/2"

3/4"

4 1000

Testing Frequency shall comply with FBC section 1912

HARDROCK OR LIGHTWEIGHT CONCRETE

TEST VALUES

DIAMETER

(IN.) (LBS.)

LOAD

(FT. LBS.)

TORQUE

(FT. LBS.)

TORQUE

(LBS.)

LOAD

(LBS.)

LOAD

(FT. LBS.)

TORQUE

SCREW

(FT. LBS.)

TORQUE

EPOXY

SEE

TENSION

TEST

VALUE IN

DRWGS

Notes:

Anchor diameter refers to the thread size for the WEDGE & SHELL categories, and to the anchor outside diameter for the SLEEVE category.

Apply proof test loads to WEDGE & SLEEVE anchors without removing the nut if possible. If not, remove nut and install a threaded coupler to the same tightness as the original nut using a torque wrench to apply the test load.

For SLEEVE/SHELL internally threaded categories, verify that the anchor is not prevented from withdrawing by a baseplate or other fixtures. If restraint is found, loosen and shim or remove fixture(s) prior to testing.

Reaction loads from test fixtures may be applied close to the anchor being tested, provided the anchor is not restrained from withdrawing by the fixture(s).

SHELL type anchors shall be tested as follows:

Visually inspect 25% for full expansion as evidenced by the location of the expansion plug in the anchor body. Plug location of a fully expanded anchor shall be as recommended by the manufacturer, or, in the absence of such recommendation, as determined on the job site following the manufacturer's installation instructions. At least 5% of the anchors shall be proof loaded as indicated in the table above, but not less than three anchors per day for each different person or crew installing anchors or;

Test installed anchors per FBC Section 1912

Test equipment (including torque wrenches) is to be calibrated by an approved testing laboratory in accordance with standard recognized procedures.

The following criteria apply for the acceptance of installed anchors:

HYDRAULIC RAM METHOD: The anchor shall have no observable movement at the applicable test load. For wedge and sleeve type anchors, a practical way to determine observable movement is that the washer under the nut becomes loose.

TORQUE WRENCH METHOD: The applicable test torque must be reached within the following limits:

One-half (1/2) turn of the nut.

One-quarter (1/4) turn of the nut for the 3/8 in. sleeve anchor only.

If the manufacturer's recommended installation torque is less than the test torque noted in the table, the manufacturer's recommended installation torque shall be used in lieu of the tabulated values.

Wedge or Sleeve type:

305TN002-1

ii.

Undercut anchors that allow visual confirmation of full set need not be tested.3.

Testing shall occur a minimum of 24 hours after installation.10.

STRUCTURAL STEEL

500TN001-1

Fabrication, erection and materials shall conform with the AISC Specification for the Design, Fabrication and Erection of Structural Steel for Buildings and the Florida Building Code, latest editions.

Structural Steel wide flange shapes shall conform with ASTM A992 grade 50. All other Structural Steel rolled shapes (channels, angles, etc) and plates shall conform with ASTM A36, uno.

Steel Pipe shall conform to ASTM A53, Types E or S, Grade B.

All Hollow Structural Sections (HSS) shall conform to ASTM A500, Grade B.

All structural steel shall receive minimum of one shop coat of red primer paint.

Do not paint areas to be field welded, fireproofed, galvanized, to receive slip-critical high strength bolts, or to be embedded in concrete. Provide additional painting as noted in the specifications.

All structural steel shall be erected plumb and true to line. Temporary bracing shall be installed and shall be left in place until other means are provided to adequately brace the structure. Contractor responsible for reviewing all base plate and support conditions during erection and bracing as required. See AISC and OSHA requirements.

Place non-shrink grout under all base plates before adding vertical load.

Structural steel below grade shall have 3 inches minimum of concrete cover.

Bolted connections shall consist of unfinished bolts conforming to ASTM A307 unless noted otherwise. Where high strength bolts are indicated, bolts conforming to ASTM A325 or ASTM A490 as needed shall be provided.

Anchor rods cast in concrete or masonry shall be headed bolts with cut threads conforming to ASTM F1554 gr. 36, 55, or 105 as indicated on drawings.

All bolted connections and base plates shall have standard cut washers unless noted otherwise. Washers for base plates shall conform to ASTM F844 unless noted otherwise, and shall be placed at top and bottom of plate.

"Slip-critical" bolted connections:

Provide 1/2" diameter stitch bolts and ring fills, spaced at not more than 2'-0" on center for all double angle members.

At wood to steel parallel contact, bolt with 1/2" diameter bolts at maximum 24"cc.

Holes for unfinished bolts shall be of the same nominal diameter of the bolt plus 1/16". Use standard AISC gage and pitch for bolts except as noted otherwise.

Welding shall be done by the electric arc process in accordance with American Welding Society Standards, using only certified welders. All groove welds shall have complete penetration unless noted otherwise. All exposed welds shall be ground smooth. All electrodes for welding shall comply with AWS code, E70 series minimum.

Weld lengths called for on plans are the net effective lengths required.

Minimum fillet welds: 3/16" @ t < 1/2" 1/4" @ t < 3/4" 5/16" @ t > 3/4"

Welding Procedure Specifications (WPS) for shop and field prequalified weld joints and weld joints qualified by test shall be prepared for review prior to fabrication.

All welding procedure items such as base metals, welding processes, filler metals and joint details that meet the requirements of AWS D1.1 Section 5.1 shall be considered as prequalified. Any change or substitution that is beyond the range or tolerance or requirements for prequalification shall be qualified by test per AWS D1.1 Section 5 part B. Qualification testing is required when the depth of a partial penetration or complete penetration weld is 2" or greater.

For nondestructive testing of welded connections excluding primary members of moment resisting frames:

Base metal thicker than 1 inch when subject to through thickness weld shrinkage strains.

All complete penetration groove or butt welds.

All partial penetration groove welds when used in column splices.

10.

12.

13.

14.

15.

16.

17.

18.

19.

The special inspector must be present during installation and tightening operation of "slip-critical" connections.

Welded connections shall be tested by nondestructive methods for compliance with AISC J2, and job specifications. Ultrasonic Testing shall be in accordance with AWS D1.1, ASTM E164 and ASME Section V.

Radiography shall be in accordance with AWS D1.1, ASTM E94 and E99, and ASME Section V.This testing shall be part of the special inspection requirements of the IBC performed by an approved independent testing laboratory as follows:

Any material discontinuities shall be accepted or rejected on the basis of defect rating in accordance with the (larger reflector) criteria of AISC J2.

a) b) b)

a) "Slip-critical" connections (A325SC design values with special inspection) are required at all braced frame connections, at all connections along chord lines and drag lines (as noted on plans), and uno, at all bolts in oversized or slotted holes.

All bolted connections exposed to weather, moisture, and all exterior conditions shall be galvanized.

11.

See Specifications and SunPower drawings for steel corrosion protection procedures.20.

FOUNDATIONS

200TN001-1

All foundation work shall be done in accordance with the requirements of the Soils Report # 01-10-0678-102 by Nodarse & Associates, Inc dated 2/18/2011 Foundations shall bear on native soils See notes and details on sheet S3.1 & S3.2 All filling, backfilling and compaction shall be done under the observation of a representative of the Soils Engineer and must be compacted to the minimum density specified in accordance with the procedure outlined in the soils report.

Building pad construction shall conform to the requirements of the soils report.

The extent and depth of overexcavation and placement of engineered fill shall at a minimum be as shown on the plans. Final depth and extent of excavation and fill shall be determined at time of construction by a representative of the Soils Engineer. Foundation depths indicated on plans are for estimating purposes only.

Bottoms of all foundations shall be level. Changes in bottom of foundation elevation shall be made according to Stepped Footing Detail on the Typical Detail Sheet.

Foundation concrete may be placed directly into neat excavations provided prior written approval is obtained and a representative of the Soils Engineer determines that the excavations are stable. Width of all unformed foundations shall be increased by 2'' from plan dimension. Otherwise, foundations shall be fully formed. Use minimum planking shown to protect against sloughing, as required. Planking does not replace formwork required to stabilize excavation.

The surface of all horizontal construction joints shall be cleaned & roughened by exposing clean aggregate solidly embedded in mortar matrix.

Notify the Structural Engineer 48 hours before casting foundations.

A representative of the Soils Engineer shall advise the resident engineer and contractor in writing that:

a. The building pad was prepared using proper materials in accordance with the soils report.

b. The utility trenches have been properly backfilled and compacted and;

c. The foundation excavation depth and material are adequate to achieve design bearing capacity; forming and reinforcement comply with the report and approved plan.

2x12 2x121x8 footing width +2'' plan

THIS RECORD DRAWING HAS BEEN PREPARED, IN PART, BASED

UPON INFORMATION FURNISHED BY OTHERS. WHILE THIS

INFORMATION IS BELIEVED TO BE RELIABLE, SUNPOWER

ASSUMES NO RESPONSIBILITY TO THE ACCURACY OF THIS

RECORD DRAWING OR FOR ANY ERRORS OR OMISSIONS THAT

MAY HAVE BEEN INCORPORATED INTO IT AS A RESULT OF

INCORRECT INFORMATION PROVIDED TO SUNPOWER. THOSE

RELYING ON THIS RECORD DOCUMENT ARE ADVISED TO

OBTAIN INDEPENDENT VERIFICATION OF ITS ACCURACY.

RECORD DRAWING DISCLAIMER

S tr u c t u ra l E n gi n ee rs In c.

B u eh le r B u eh le r

M ar k et S tr ee t, S u it e S an

F ra n ci sc o C A te l .5 .5 f ax .3 .6

R E C O R D

D R A W

005966

10895

V E T E R A N S

A F F A

O U T P A T

N T

C L

R A F L

DRAWN BY

SHEET

H A R B O U R W A Y S O U T H

H M O N D C A

U S A

T H

D O C U M E N T C O N T A

S P R O P R

T A R Y I N F O R M A T

N R E P R O D U C T

C L O S U R E O R U S E W

H O U T S P E C

W R

T E N A U T H O R

A T

N O F

T H E

S U N P O W E R C O R P O R A T

N I S S T R

T L Y F O R B

D E N

R E V

Q U O T E

D E S C R

D A T E

D B

C B

PROJECT

DATE DRAWN

OPPORTUNITY

R E V

N S

ENGINEER'S STAMP

1"0 1/2"

IF BAR IS NOT ONE INCH, DRAWING IS NOT TO SCALE

:3 :2

P M

C U s e rs L is a C D e s k to p R e vi t P ro je c ts V A

V ie ra R .r vt

S1.0

JDH

Issue Date

S T R U C T U R A L

G E N E R A L

N O T E S

APPLICABLE TO ALL DRAWINGS UNLESS NOTED OR SHOWN OTHERWISE

GENERAL NOTES

equipment pad see

S6.1 carport solar array see & (9 bays) A

S3.2

S3.2 carport solar array see & (10 bays) A

S3.2

S3.2 carport solar array see (7 bays) A

S3.1 carport solar array see (8 bays) A

S3.1

24" min separation between panels

24" min separation ty p ty p e d g e o f p a n e l t y p ty p ty p e d g e o f p a n e l t y p e d g e o f p a n e l t y p

20'-0" min

S3.1 carport solar array see (8 bays) A

S3.1 carport solar array see (8 bays) e d g e o f p a n e l t y p e d g e o f p a n e l t y p ty p

20'-0" min

Key Plan

Sheet Notes

Contractor to field verify all dimensions, existing conditions, and layout of photovoltaic support framing prior to fabrication of steel framing.

Reference civil drawings for exact column locations and grade elevations.

Photovoltaic panels not shown on site for clarity.

See sunpower drawings for aaditional information.

Indicates concrete pier foundation per

Where columns are directly located within the parking stall, Steel Framing Fabricator shall verify in field support columns are located at parking stall corners prior to fabrication.

Typical beam framing spanning girder to girder to be spliced at girder centerline as in

At fabrication option, beams may be continuouos for 2 bays with conn at intermediate as in

Contractor to coordinate panel joint / panel connection details w/ F beam framing and provide continuous beams where panel connection would land on beam splice.

It is the sole responsibility of the contractor to field locate all buried utilities in the areas where new work is to occur prior to steel detailing. Notify SEOR if conflict exists w/ new ftg location and existing utilities. This is to be completed prior to steel detailing.

See Sunpower drawings and specifications for steel coating/weather protection requirements.

Overall dimensions shown are from edge of panel to edge of panel, see

Slope direction of array framing (arrow is towards direction of decreasing elevation) Slope is typical for entire particular array.

10.

MK 2

S3.1

S5.1

S5.2

84' - 6"

24' - 0" 6' - 3" typ

84' - 6" typ

24' - 0" 6' - 3" edge of panel typedge of panel typ m in carport solar array see (3 bays) A

S3.1 carport solar array see (3 bays) A

S3.1

THIS RECORD DRAWING HAS BEEN PREPARED, IN PART, BASED

UPON INFORMATION FURNISHED BY OTHERS. WHILE THIS

INFORMATION IS BELIEVED TO BE RELIABLE, SUNPOWER

ASSUMES NO RESPONSIBILITY TO THE ACCURACY OF THIS

RECORD DRAWING OR FOR ANY ERRORS OR OMISSIONS THAT

MAY HAVE BEEN INCORPORATED INTO IT AS A RESULT OF

INCORRECT INFORMATION PROVIDED TO SUNPOWER. THOSE

RELYING ON THIS RECORD DOCUMENT ARE ADVISED TO

OBTAIN INDEPENDENT VERIFICATION OF ITS ACCURACY.

RECORD DRAWING DISCLAIMER

S tr u c t u ra l E n gi n ee rs In c.

B u eh le r B u eh le r

M ar k et S tr ee t, S u it e S an

F ra n ci sc o C A te l .5 .5 f ax .3 .6

R E C O R D

D R A W

005966

10895

V E T E R A N S

A F F A

O U T P A T

N T

C L

R A F L

DRAWN BY

SHEET

H A R B O U R W A Y S O U T H

H M O N D C A

U S A

T H

D O C U M E N T C O N T A

S P R O P R

T A R Y I N F O R M A T

N R E P R O D U C T

C L O S U R E O R U S E W

H O U T S P E C

W R

T E N A U T H O R

A T

N O F

T H E

S U N P O W E R C O R P O R A T

N I S S T R

T L Y F O R B

D E N

R E V

Q U O T E

D E S C R

D A T E

D B

C B

PROJECT

DATE DRAWN

OPPORTUNITY

R E V

N S

ENGINEER'S STAMP

1"0 1/2"

IF BAR IS NOT ONE INCH, DRAWING IS NOT TO SCALE

:3 :2

P M

C U s e rs L is a C D e s k to p R e vi t P ro je c ts V A

V ie ra R .r vt

S2.1

Author

Issue Date

P L A N

P A R K

L O T

1/32" = 1'-0"Site Plan - Parking Lot 1 1/32" = 1'-0"Site Plan - Parking Lot 2

1/32" = 1'-0"Site Plan - Parking Lot 5 equipment pad see

S6.1 carport solar array see (6 bays) A

S3.1 carport solar array see (6 bays) A

S3.1 carport solar array see (2 bays) carport solar array see (2 bays)

S3.1 carport solar array see (1 bay) A

S3.1 carport solar array see (2 bays) A

S3.1 carport solar array see & (1 bay)

S3.2

S3.2 carport solar array see & (2 bays) A

S3.2

S3.2 carport solar array see & (2 bays)

S3.2

S3.2 carport solar array see & (2 bays)

S3.2

S3.2 carport solar array see & (2 bays)

S3.2

56'

- 4

28' - 1"

56' - 4"

S3.1

4' - 2" typ

24' - 0"

/2 ty p

4' - 2"

24'

- 0 carport solar array see & (1 bay) D

S3.2

2' - 0 1/ 2" 24' - 0" typ typ

S3.2

141' - 0"

1" edge o f pane l typ edge o f pane l typ

2' 1/ 2" ty p

1' - 6" typ

23' - 0" m in

Key Plan

Sheet Notes

Contractor to field verify all dimensions, existing conditions, and layout of photovoltaic support framing prior to fabrication of steel framing.

Reference civil drawings for exact column locations and grade elevations.

Photovoltaic panels not shown on site for clarity.

See sunpower drawings for aaditional information.

Indicates concrete pier foundation per

Where columns are directly located within the parking stall, Steel Framing Fabricator shall verify in field support columns are located at parking stall corners prior to fabrication.

Typical beam framing spanning girder to girder to be spliced at girder centerline as in

At fabrication option, beams may be continuouos for 2 bays with conn at intermediate as in

Contractor to coordinate panel joint / panel connection details w/ F beam framing and provide continuous beams where panel connection would land on beam splice.

See Sunpower drawings and specifications for steel coating/weather protection requirements.

Overall dimensions shown are from edge of panel to edge of panel, see

Slope direction of array framing (arrow is towards direction of decreasing elevation) Slope is typical for entire particular array.

10.

MK 2

S3.1

S5.1

S5.2

THIS RECORD DRAWING HAS BEEN PREPARED, IN PART, BASED

UPON INFORMATION FURNISHED BY OTHERS. WHILE THIS

INFORMATION IS BELIEVED TO BE RELIABLE, SUNPOWER

ASSUMES NO RESPONSIBILITY TO THE ACCURACY OF THIS

RECORD DRAWING OR FOR ANY ERRORS OR OMISSIONS THAT

MAY HAVE BEEN INCORPORATED INTO IT AS A RESULT OF

INCORRECT INFORMATION PROVIDED TO SUNPOWER. THOSE

RELYING ON THIS RECORD DOCUMENT ARE ADVISED TO

OBTAIN INDEPENDENT VERIFICATION OF ITS ACCURACY.

RECORD DRAWING DISCLAIMER

S tr u c t u ra l E n gi n ee rs In c.

B u eh le r B u eh le r

M ar k et S tr ee t, S u it e S an

F ra n ci sc o C A te l .5 .5 f ax .3 .6

R E C O R D

D R A W

005966

10895

V E T E R A N S

A F F A

O U T P A T

N T

C L

R A F L

DRAWN BY

SHEET

H A R B O U R W A Y S O U T H

H M O N D C A

U S A

T H

D O C U M E N T C O N T A

S P R O P R

T A R Y I N F O R M A T

N R E P R O D U C T

C L O S U R E O R U S E W

H O U T S P E C

W R

T E N A U T H O R

A T

N O F

T H E

S U N P O W E R C O R P O R A T

N I S S T R

T L Y F O R B

D E N

R E V

Q U O T E

D E S C R

D A T E

D B

C B

PROJECT

DATE DRAWN

OPPORTUNITY

R E V

N S

ENGINEER'S STAMP

1"0 1/2"

IF BAR IS NOT ONE INCH, DRAWING IS NOT TO SCALE

:3 :2

P M

C U s e rs L is a C D e s k to p R e vi t P ro je c ts V A

V ie ra R .r vt

S2.2

Author

Issue Date

P L A N

P A R K

L O T

1/32" = 1'-0"Site Plan - Parking Lot 3 & 4 per plan

D HSS =

D pier ftg typical

+0'-0" concrete pier footing per

S3.1 concrete pier footing per

S3.1 see plan

F beam per plan

F girder per plan

F col per plan

HSS diag per D

S3.1

S5.1 concrete pier footing per

S3.1

@ col D bottom of girder

+0'-0"

41' - 6"

F girder per plan

HSS4x4x5/16" diag ea side of F colF col per plan

S3.1 F bm per plan 5

S5.1

F bm to typ girder conn, S5.1

S5.1

S5.13

S5.1

E Q

shaped end as in

S5.1 shaped end as in

S5.1

c le a r m in

S5.1 typ

W x c o l

S3.1

S3.1 conc pier ftg typP5 ty p u n o ty p u n o outline steel frmg above ty p u n o m a x

S3.1

S3.1 p e r fo u n d a ti o n p la n

W x d o d o d o d o d o d o d o

W x d o d o d o d o d o d o d o d o d o d o d o d o d o d o c a n ti le v e r m a x

S5.1 typ

S5.1 typ @ F bm cantilever

S5.1 typ

Photovoltaic panels by SunPower. Attach to F bm per

W14x53 sloped girder

S5.2

W x

4' - 11" 4' - 11"6 spaces @ 5'-1 3/4"

Pier Schedule

Pier ID Pier diameter 'b'

Pier depth 'd'

Vertical Reinf.

Comments

P5 4'-0" 18.2' 12-#8 unconstrained top

P6 4'-0" 17.3'

P7 4'-0" 21.4'

Notes:

Per the reference soils report (see S1.1) the following design criteria has been established:

(a) Allowable Lateral bearing presure = 150 psf

(b) 1/3 stress increase is permitted for wind/seismic loads

(d) Uplift capacity = 500 psf (skin friction)

Piers are designed with top constraint unless specifically noted as unconstrained. Top constraint to be provided by 4" min thick concrete site flat work or 4" min thick asphalt paving.

For additional information, see pier detail

12-#8 unconstrained top

3. 1

S3.1

'b'

3" clr vertical reinforcing, size & quantity as noted in sched.

bars to be equally distributed

#3 ties, spacing as noted below

Plan Section A-A ti e s "c c m a x c lr t y p

'b'

Elevation

3 - #3 ties within top 5"

2 - #3 ties @ 2"cc conc pier ftg

See schedule for add'l info

S3.1 top of pier

S5.1 extension for conc cvr @ base plate & anchor rods, see pedestal above grade where occurs finish grade

A A

THIS RECORD DRAWING HAS BEEN PREPARED, IN PART, BASED

UPON INFORMATION FURNISHED BY OTHERS. WHILE THIS

INFORMATION IS BELIEVED TO BE RELIABLE, SUNPOWER

ASSUMES NO RESPONSIBILITY TO THE ACCURACY OF THIS

RECORD DRAWING OR FOR ANY ERRORS OR OMISSIONS THAT

MAY HAVE BEEN INCORPORATED INTO IT AS A RESULT OF

INCORRECT INFORMATION PROVIDED TO SUNPOWER. THOSE

RELYING ON THIS RECORD DOCUMENT ARE ADVISED TO

OBTAIN INDEPENDENT VERIFICATION OF ITS ACCURACY.

RECORD DRAWING DISCLAIMER

S tr u c t u ra l E n gi n ee rs In c.

B u eh le r B u eh le r

M ar k et S tr ee t, S u it e S an

F ra n ci sc o C A te l .5 .5 f ax .3 .6

R E C O R D

D R A W

005966

10895

V E T E R A N S

A F F A

O U T P A T

N T

C L

R A F L

DRAWN BY

SHEET

H A R B O U R W A Y S O U T H

H M O N D C A

U S A

T H

D O C U M E N T C O N T A

S P R O P R

T A R Y I N F O R M A T

N R E P R O D U C T

C L O S U R E O R U S E W

H O U T S P E C

W R

T E N A U T H O R

A T

N O F

T H E

S U N P O W E R C O R P O R A T

N I S S T R

T L Y F O R B

D E N

R E V

Q U O T E

D E S C R

D A T E

D B

C B

PROJECT

DATE DRAWN

OPPORTUNITY

R E V

N S

ENGINEER'S STAMP

1"0 1/2"

IF BAR IS NOT ONE INCH, DRAWING IS NOT TO SCALE

:3 :2

P M

C U s e rs L is a C D e s k to p R e vi t P ro je c ts V A

V ie ra R .r vt

S3.1

JDH

Issue Date

R A

P L A N S

A N D

D E T A

C A R P O R T

S3.1S3.1S3.1S3.1 3/16" = 1'-0"

CCCCSection S3.1S3.1S3.1S3.1

3/16" = 1'-0" DDDDSection

S3.1S3.1S3.1S3.1 3/16" = 1'-0"

BBBBViera Carport Foundation Plan S3.1S3.1S3.1S3.1

3/16" = 1'-0" AAAAViera Carport Framing Plan

S3.1S3.1S3.1S3.1

S3.1S3.1S3.1S3.1 3/4" = 1'-0"

1111Pier Detail

S3.2 tall column

S3.2 p e r fo u n d a ti o n p la n d o

W x

S5.1 sim typ 6

S5.1 typ @ F bm cantilever

S5.1 typ d o d o

W14x68 sloped girder

W14x68 sloped girder c a n ti le v e r m a x

S3.2 short

column

2' - 5"

W x d o

W x d o d o

W x d o d o d o

W x

S5.2

Photovoltaic panels by SunPower. Attach to F bm per

4' - 11" 4' - 11"2 spaces @ 5'-1 3/4"

S6.1 typ

W x c o l

S3.2 conc pier ftg typ @ tall column

@ short column

S3.2 tall column

S3.2 short

column

P6 outline of steel frmg above

P7 ty p u n o ty p u n o ty p u n o

"c c m a x s p c g concrete pier footing per

S3.1

+0'-0"

20' - 9"

F girder per plan

F col per plan

S3.2 F bm per plan

S5.1

F bm to typ girder conn, S5.1

S5.1 sim

2' - 5"

@ col D bottom of girder

Short Column shaped end as in typ

S5.1 shaped end as in typ

S5.1 concrete pier footing per

S3.1

+0'-0"

20' - 9"

F girder per plan

F col per plan

S3.2

F bm per plan

S5.1

F bm to typ girder conn, S5.1

S5.1 sim

2' - 5"

@ col D bottom of girder

Tall Column shaped end as in typ8

S5.1 c le a r m in shaped end as in typ

S5.1

D HSS =

D pier ftg typical

+0'-0" concrete pier footing per

S3.1 concrete pier footing per

S3.1 see plan

F beam per plan

F girder per plan

F col per plan

S5.1

S3.2

THIS RECORD DRAWING HAS BEEN PREPARED, IN PART, BASED

UPON INFORMATION FURNISHED BY OTHERS. WHILE THIS

INFORMATION IS BELIEVED TO BE RELIABLE, SUNPOWER

ASSUMES NO RESPONSIBILITY TO THE ACCURACY OF THIS

RECORD DRAWING OR FOR ANY ERRORS OR OMISSIONS THAT

MAY HAVE BEEN INCORPORATED INTO IT AS A RESULT OF

INCORRECT INFORMATION PROVIDED TO SUNPOWER. THOSE

RELYING ON THIS RECORD DOCUMENT ARE ADVISED TO

OBTAIN INDEPENDENT VERIFICATION OF ITS ACCURACY.

RECORD DRAWING DISCLAIMER

S tr u c t u ra l E n gi n ee rs In c.

B u eh le r B u eh le r

M ar k et S tr ee t, S u it e S an

F ra n ci sc o C A te l .5 .5 f ax .3 .6

R E C O R D

D R A W

005966

10895

V E T E R A N S

A F F A

O U T P A T

N T

C L

R A F L

DRAWN BY

SHEET

H A R B O U R W A Y S O U T H

H M O N D C A

U S A

T H

D O C U M E N T C O N T A

S P R O P R

T A R Y I N F O R M A T

N R E P R O D U C T

C L O S U R E O R U S E W

H O U T S P E C

W R

T E N A U T H O R

A T

N O F

T H E

S U N P O W E R C O R P O R A T

N I S S T R

T L Y F O R B

D E N

R E V

Q U O T E

D E S C R

D A T E

D B

C B

PROJECT

DATE DRAWN

OPPORTUNITY

R E V

N S

ENGINEER'S STAMP

1"0 1/2"

IF BAR IS NOT ONE INCH, DRAWING IS NOT TO SCALE

:3 :2

P M

C U s e rs L is a C D e s k to p R e vi t P ro je c ts V A

V ie ra R .r vt

S3.2

Author

Issue Date

R A

P L A N S

A N D

D E T A

C A R P O R T

S3.2S3.2S3.2S3.2 3/16" = 1'-0"

AAAAFraming Plan S3.2S3.2S3.2S3.2

3/16" = 1'-0" BBBBFoundation Plan

S3.2S3.2S3.2S3.2 3/16" = 1'-0"

DDDDSection

S3.2S3.2S3.2S3.2 3/16" = 1'-0"

EEEESection

S3.2S3.2S3.2S3.2 3/16" = 1'-0"

CCCCSection

F col per plan

HSS diag per plan

ASTM A572 gr 50 3/4"x9"x1'-2"E w/ 4-7/8"Ø A325-SC bolts on std gage, typ ea diag.

5/16 typ ea diag wp web stiffeners, 3/8" x flange width, typ ea side of girder

F girder per plan

F col per plan

ASTM A572 gr 50 1 1/4" cap E, min width to match layer of bm or col width p e r p la n

3/8 col 'T' dim.

cp flange to E, typ ea flange

5/16 typ stifnr.

to col & cap

WP, located at top of cap E @ D column shaped 3/8" stifnr E ea side. provide 3/4" corner clip to clear cp weld

2"3" 7"3"3"

7"3"2"

1/4 typ ea stfnr

2" typ

° ty p

F girder per plan

HSS diag per plan

D diag

D girder p e r p la n

ASTM A572 gr 50 3/4"x9"x2'-0"E

5/16 wp

2" 2"

2-7/8"Ø A325-SC bolts on std gage. (4-total)

SCHEDULE

Column Size

W14x90

W14x68

W14x53

Anchor Rod Quantity & Diameter

6-1 3/4"Ø

6-1 1/2"Ø

Hole Ø in base plate

2 3/4"Ø

2 5/16"Ø

Notes:

1. Weld washer to be ASTM A36 min material & have a 1/16" max oversize hole centered in plate for anchor rod.

Weld Plate Size

4"Z x 5/8"

3 1/2""Z x 1/2"

Grout Pad

Ht.

Plate Thickness

1 3/4"

F girder per plan

Elevation

1/4" bent E angle w/ 3" leg, typ ea bm

Plan

1 3/4"3" 1 3/4" p e r p la n

F bm per plangap equal to WT stem thickness

F girder per plan

F bm per plan

3/16

3-sides typ ea angle

5/16

7/8"Ø A325-SC bolts bm to girder typ install w/ std gage ea direction

WT6x25

7/8"Ø A325-SC bolts

Note: provide steel shim btwn WF bm & WF girder as req'd to provide flush bearing condition

F girder per plan

Elevation bent E angle & WT as in

Plan p e r p la n

F bm per plan continuous o/ girder below

F girder per plan

F bm per plan

7/8"Ø A325-SC bolts bm to girder typ install w/ std gage ea direction

S5.1 Note: provide steel shim btwn WF bm & WF girder as req'd to provide flush bearing condition

2' - 4"

D column & plate

D c o lu m n p la te

Section dbl nut on top typ leveling nut typ

E, size to match weld plate typ top of pier

Plan

2-2"Ø air holes5" 5"

3 1/2" typ weld plate, see sched for size

1/4 2" ea typ ea plate side

F col per plan

ASTM A572 gr 50 base E o/ flowable non-shrink grout see sched for plate & grout thickness outline of hole in BP below.

Weld plate to have 1/16" max over size hole

F1554 gr 55 anchor rods w/ 12" projection above top of pier. See sched for size & quantity

3/8" col 'T' dim.

CP, typ ea flange to BP grout as noted below

F girder per plan

Note:

applies to all girders uno.

GC to verify dimensions w/ SunPower before steel shop drawing review bm conn as in or

F bm per plan

S5.1

F col per plan base E & anchor rods per

S5.1 high strength non-shrink, non-metallic grout provide 3" minimum conc cvr at base E & anchor rods m in a n c h o r ro d e m b e d m e n t v a ri e s p ie r d e p th p e r p la n s c h e d provide nut @ embedded end of anchor rod, tpy concrete pier footing per plan to p o f p ie r m in

1' fi n is h g ra d e plan view

THIS RECORD DRAWING HAS BEEN PREPARED, IN PART, BASED

UPON INFORMATION FURNISHED BY OTHERS. WHILE THIS

INFORMATION IS BELIEVED TO BE RELIABLE, SUNPOWER

ASSUMES NO RESPONSIBILITY TO THE ACCURACY OF THIS

RECORD DRAWING OR FOR ANY ERRORS OR OMISSIONS THAT

MAY HAVE BEEN INCORPORATED INTO IT AS A RESULT OF

INCORRECT INFORMATION PROVIDED TO SUNPOWER. THOSE

RELYING ON THIS RECORD DOCUMENT ARE ADVISED TO

OBTAIN INDEPENDENT VERIFICATION OF ITS ACCURACY.

RECORD DRAWING DISCLAIMER

S tr u c t u ra l E n gi n ee rs In c.

B u eh le r B u eh le r

M ar k et S tr ee t, S u it e S an

F ra n ci sc o C A te l .5 .5 f ax .3 .6

R E C O R D

D R A W

005966

10895

V E T E R A N S

A F F A

O U T P A T

N T

C L

R A F L

DRAWN BY

SHEET

H A R B O U R W A Y S O U T H

H M O N D C A

U S A

T H

D O C U M E N T C O N T A

S P R O P R

T A R Y I N F O R M A T

N R E P R O D U C T

C L O S U R E O R U S E W

H O U T S P E C

W R

T E N A U T H O R

A T

N O F

T H E

S U N P O W E R C O R P O R A T

N I S S T R

T L Y F O R B

D E N

R E V

Q U O T E

D E S C R

D A T E

D B

C B

PROJECT

DATE DRAWN

OPPORTUNITY

R E V

N S

ENGINEER'S STAMP

1"0 1/2"

IF BAR IS NOT ONE INCH, DRAWING IS NOT TO SCALE

:3 :2

P M

C U s e rs L is a C D e s k to p R e vi t P ro je c ts V A

V ie ra R .r vt

S5.1

Author

Issue Date

D E T A

S5.1S5.1S5.1S5.1 1" = 1'-0"

2222Detail S5.1S5.1S5.1S5.1

1" = 1'-0" 3333Detail

S5.1S5.1S5.1S5.1 1" = 1'-0"

4444Detail

S5.1S5.1S5.1S5.1 1" = 1'-0"

5555Detail S5.1S5.1S5.1S5.1

1" = 1'-0" 6666Detail

S5.1S5.1S5.1S5.1 1" = 1'-0"

7777Detail

S5.1S5.1S5.1S5.1 1" = 1'-0"

8888Typical Shaped Girder End Detail

S5.1S5.1S5.1S5.1 3/4" = 1'-0"

1111Detail

F bm per plan

PV module frame, typ

IFF clip per

S5.2

F bm per plan exterior spacer cip - rotate spacer so the height is the same as the module (SP part # 106477)

PV module frame internal flange frame (IFF) clip (SP part # 106004) w/ 1/4x2 1/2" LG stainless steel bolt (SP part # 106095) or 1/4"Ø x 2 1/2" LG stainless steel welded stud.

Torque bolt to 40 in-lb and bevel washer

2"end of bm end of panel dimension per verify dimension w/ Sunpower prior to fabrication

S5.2

IFF clip per typ edge

S5.2

F bm running over girders per plan typ

IFF clip per typ interior

S5.2

2" 2" 2" p a n e ls t y p

1/ c lr b tw n panels typ

3/8" clr btwnD F bm.

D IFF

clip

D IFF clipD IFF clip

D F bm

PV panels per SunPower edge spacer, for info, see SunPower documentation and 1

S5.2 e n d o f p a n e l d i m e…

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File details come from the government source that posted it. Updated Jul 19, 2022.