Attachment_6_Product_Specifications_(Section_13_34_00).pdf

SELF-SUPPORTING STEEL COMMUNICATIONS TOWER

13 34 00-1

SECTION 13 34 00

SELF-SUPPORTING STEEL COMMUNICATIONS TOWER

PART 1 - GENERAL

1.01 DESCRIPTION

A. Work Included:

1. Self-Supporting Steel Communications Towers, three types as follows:

a. Standard tower

b. High wind tower

c. High snow tower

B. Related Work

1. Section 13 50 00: Antennas.

2. Section 13 38 00: Evaluation Of Self-Supporting Steel Communications Tower for the Effects of Vortex Shedding

C. Work Not Included:

1. Federal Communications Commission (FCC) Licenses and Federal Aviation Administration (FAA) submittals and Permits

2. Italic text in this specification is work not included.

1.02 SUBMITTALS - DESIGN

A. Provide submittals in accordance with Section 01 33 00.

1. All submittals shall be submitted for review and approval to the State and to the California Division of the State Architect (DSA). The State shall pay for all applicable DSA review fees. DSA approval shall be obtained prior to the start of any factory tower fabrication. Provide complete submittals within 75 days after award of contract.

2. Required pre-submittal coordination meeting. Prior to starting work on drawings and calculations, the tower vendor’s engineer shall meet in person with the State and Stantec to discuss submittal and drawing requirements. The meeting shall occur at Stantec located at 1201 J Street, Studio 100, Sacramento, CA 95814.

B. Provide a separate submittal package for each tower design

C. Each tower design submittal shall include the following:

1. Calculations. Provide all calculations in hard copy with detailed table of contents listing all calculations. Logically organize all calculations. The design criteria, design assumptions, design calculations, software input and output data and manufacturers cut sheets shall be included. Organize in a 3-ring binder. Provide with a cover sheet.

a. Provide Adobe Acrobat PDF indexed file of the calculations including cover sheet, table of contents, and calculations. Provide one single PDF file. Provide table of contents. Provide with links enabling navigation to each calculation.

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Self-Supporting Steel Communications Towers (Section 13 34 00)

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2. Drawings – Design and Installation. Provide three sets of full size hard copies, stamped and signed by a California Structural Engineer.

a. Provide Adobe Acrobat Pro PDF drawings in full size format. Provide a separate PDF file of each sheet. File names shall consist of the sheet drawing number. In addition, provide a single PDF file that contains all drawings. All PDF files shall be generated directly from the software application, and shall not be generated by scanning hard copies.

b. Provide AutoCAD files for all drawings.

3. Catalog cuts of all pre-manufacture items such as the DBI-SALA safety cable system, identifier plates, air struts, and lightning rods.

4. DSA has RISA-3D, SAP 2000 and ETABS. Submit calculation files. The following items shall be submitted for a computer program used which DSA does not have a copy:

a. Program Description. A program description (User’s Guide) shall be made available to DSA including information necessary to determine the nature and extent of the analysis, verify the input data, interpret the results and allow a determination of code and regulations compliance. Theoretical basis for member/element modeling for such non-frame member/elements as membranes, plates or thick shells should be provided.

b. Software verification. Provide examples demonstrate the analytical capabilities of the computer software system. For purposes of verification, key results produced by the computer program shall be compared to independent sources, such as hand calculated results, theoretical or published results, or results obtained from other structural/finite element programs (such as SAP, RISA, STAAD.) The examples cover each type of element, static and dynamic analysis and linear and nonlinear options that is used in this project.

1.03 SUBMITTALS – INSPECTION, FABRICATION AND SHIPPING

A. Inspection. Shop verification and inspection is required for steel construction per CBC Table 1705.A.2.1. The State will perform inspection and provide a special inspector.

Attend pre-fabrication meeting with Special Inspection agency, Stantec and Owner to review inspection requirements. Coordinate inspections with the State’s Special Inspection agency and designated Special Inspector prior to fabrication.

B. Provide verification and documentation for all materials and welders in accordance with CBC, Chapter 17A and ANSI/TIA-222-G, Section 13.

C. Provide durable tags for steel prior to shipping for galvanizing. The Special Inspector shall observe tags prior to shipping and upon returning from galvanizing to ensure chain of custody.

D. Shipping. Provide a detailed Microsoft Excel spreadsheet table showing how the tower has been packaged, boxed and bundled. Provide a row for each package, box, and bundle. Spreadsheet shall define for each package what items were packaged in the box or bundle and dimensions and weight of each box and bundle. Provide a total shipping weight of all items. Provide additional documentation in accordance with Section 13 36 00, Tower Packing, Marking, and Shipping.

E. During fabrication, obtain inspection reports from the Special Inspector for all inspections.

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F. After fabrication, provide documentation for mill certs, shipping, packaging, and inspector reports in a pdf file. The file shall include a cover page and detailed table of contents with links enabling navigation to all items.

1.04 OPERATION AND MAINTENANCE MANUALS

A. Submit operation and maintenance manuals. The manual shall include the following:

1. All information submitted under submittals, with submittal comments incorporated.

2. Final copies of all shop drawings, incorporating manufacturing and field changes.

Where drawings are larger than 11 by 17 inches, provide the full size drawings neatly folded and installed in 8-1/2 by 11-inch top loading clear plastic sheet protectors. In addition, provide copies of these drawings reduced to 11 by 17-inch sheet size.

3. Electronic copies in PDF and AutoCAD formats on CD-ROM or DVD Media.

4. All final inspection reports, DSA verified reports and DSA certification.

1.05 APPLICABLE DOCUMENTS

A. The following documents form a part of the operational requirements to the extent specified. In the event of conflict between the documents referenced below and the contents of this Section, the contents of this Section shall be considered a superseding requirement.

1. American Institute of Steel Construction Design Manual, AISC 360-10, Fourteenth Edition.

2. American National Standards Institute, ANSI A14.3, Safety Code for Fixed Ladders.

3. American Society of Civil Engineers, Minimum Design Loads for Buildings and Other Structures (ASCE/SE1 7-10).

4. American Society of Testing Materials, ASTM (applicable sections as listed in this specification).

5. American Welding Society (AWS) Structural Welding Code D1.1 – 10 and AWS D1.8

– Seismic Welding.

6. California Building Standards Code (CBSC) 2013 edition with supplements.

7. Federal Aviation Administration, FAA Advisory Circular AC 70/7476, Obstruction Marking and Lighting, including all Changes.

8. Federal Aviation Administration, FAA Advisory Circular AC 150-5345-43, FAA/DOT Specification L-856: High Intensity Obstruction Lighting Systems. Federal Communications Commission, FCC Rules and Regulations, Part 17, Subpart C.

Specifications for Obstruction Marking and Lighting of Antenna Structures, Sections

17.21 through 17.58, and FCC Form 715, Obstruction Marking and Lighting Specifications for Antenna Structures.

9. National Fire Protection Association (NFPA):

a. Publication No.70 - National Electric Code

b. Publication No.78 - Lightning Protection Code

1) All Local Building Codes, Rulings and Zoning.

10. Telecommunication Industry Association, ANSI/TIA 222-G, “Structural Standards for Antenna Supporting Structures and Antennas”, Aug. 2005 and all addendums.

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1.06 QUALITY CONTROL

A. Tower Manufacturer Technician: The Contractor shall have the Tower Manufacturer provide a qualified field technician representing the Tower Manufacturer to monitor, observe, inspect, to submit Tower Manufacturer’s Reports, and ensure that the entire Tower system is installed in accordance to the Tower Manufacturer requirements.

B. Tower Manufacturer Reports: The reports shall include, but not be limited to, date, time, weather conditions, attendees, conditions observed, solutions to problems, and the like.

C. Regulations and Standards: The Communications Tower; antennas and antennas mounts; ladders; foundations; and the like; and its appurtenant design and construction, shall be in compliance with Codes, Regulations, Standards, and the like, as may be required by the design, and as specified herein.

D. Document Certification: Contractor shall cause design, drawings, specifications, and calculations, and other pertinent documents, to be prepared by currently California-licensed Engineers as specified herein.

1.07 QUALITY ASSURANCE

A. The self-supporting Steel Communication Tower fabricator shall have successfully fabricated self supporting steel radio communication towers of 60 feet in height or greater within the past three years. This shall include the furnishing of design calculations of the tower, actual fabrication and supervision of field erection of the tower.

Submit documentation of this with submittals provided under Article 1.02.

PART 2 - PRODUCTS

2.01 OPERATIONAL AND PERFORMANCE REQUIREMENTS

A. Provide a free standing tower with four legs; the lower portion shall consist of a lattice type structure, and the upper portion shall consist of a monopole type structure. Refer to TD and -TE Drawings for requirements. The tower with the Base Antenna Loads (as defined in Paragraph 1.05.A.3) shall meet or exceed the operational and design requirements of the standards listed in this article and the following:

B. Face Width: The communications tower shall be as follows:

1. Ground Level: The communications tower face width at ground level shall 22 feet, center line to center line of each leg.

2. Upper Most Level: The communications tower face width at its upper most lattice structure level shall be 13 feet.

3. Platforms on monopoles. Face width shall be 12 feet.

C. Loading: Design tower to support all appurtenances, antennas and feedlines indicated on the generic tower elevation construction documents and VHF Antenna Schedule A generic schedule as per applicable pages of section 13 38 00 plus the microwave antennas (including futures) as indicated in Full Tower Microwave Antenna Load schedules. The schedule indicates maximum number of antenna at each platform and specifies the heaviest antenna that shall be used for tower and platform design. These antenna and waveguide loads are and will be referred to as "Base Antenna Loads". In addition, the communications tower and all its appurtenances, including but not limited to the communications tower, tower footing, IFB DGS 1507-019

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Base Antenna Loads, mounts, and ladder shall meet or exceed the following listed standards:

1. ANSI/TIA: The communications tower and all its appurtenances shall be classified as Structural Class III as an Essential Facilities and shall meet or exceed the requirements of the Telecommunication Industry Association, ANSI/TIA 222-G, “Structural Standards for Antenna Supporting Structures and Antennas”, Aug. 2005 and related addendums for the design parameters listed in Appendix A.

2. California Building Standards Code (CBSC): The communications tower and all its appurtenances shall be classified as an Essential Facilities per CBSC 2013 and shall meet the requirements except where it references the ANSI/TIA 222-G Standard for towers.

3. American Institute of Steel Construction, Steel Construction Manual, AISC 360- 2010, 14th Edition.

4. All individual tower components, including lattice, bracing railings, antenna mounts, etc., shall be designed to support safety lanyard and temporary rigging per OSHA requirements. All horizontal members shall be capable of supporting a 250 lb.

vertical load in any direction at mid-span, in addition to all other design loads.

Provide and mark anchorage attachment points meeting TIA-222-G requirements at each platform level and corners.

D. Lightning Protection & Grounding: The communications tower ground shall also conform to the requirements of TIA-222-G Standard, Section 10 inclusive.

1. Provide pre-drilled grounding landing pads at the base of each tower leg and center waveguide cage mast for grounding to the earth grounding system. Weld grounding landing points to the tower legs at 18 inches above the bottom of each tower leg in line with the center of the tower. Grounding landing points shall face outward.

Provide pads with 9/16-inch diameter holes spaced 1.75 inches apart (NEMA 2-hole configuration). Holes shall line up in a vertical configuration.

2. Feedline Ladder: For grounding of feedline shields, provide feedline ladder with 42" long grounding bus bars in accordance with the drawings. Provide three grounding bus bars facing out, one for each ladder face. Mount on ladder 12 inches above elevation of feedline bridge. Ground bus bars together with one # 4/O AWG bare copper conductor.

3. Lightning Protection: Supplier shall provide lightning protection by including one (1) 1” x 8 ft long copper clad lightning rod with all related hardware required for its installation. Mount rod at the top of the tower.

E. Ice Loading: The design ice thickness shall be as noted in Table 1 and of solid radial ice per TIA-222-G minimum default, with a density of 56 lb/ft applied to all parts of the tower, platforms, antennas and accessories.

F. Basic Design Wind Speed: The communications tower specified basic wind speed (v) for the structure shall be as noted in Table 1.

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G. Under operational wind pressures (60 miles per hour), all horizontal members shall be capable of supporting a 250 pound vertical load at mid-span in addition to all other design loads.

H. Exposure Coefficient: The communications tower exposure coefficient (Kz) shall be rated for Exposure C, or as noted in Table 1.

I. Gust Response: The communications tower gust response (Gh) shall be in conformance with the TIA-222-G Standard.

J. Topographic Category: The communications tower topographical category shall be in conformance with the TIA-222-G Standard and as noted in Table 1.

K. Twist and Sway: The maximum limit of communications tower twist and sway shall not exceed 2.3 degrees at the uppermost part of the tower monopole tower section and 0.7 degrees at the uppermost antenna attachment point of the tower open lattice section per TIA-222-G.

The twist and sway requirement shall be maintained through operational wind speeds to seventy (70) miles per hour.

The communications tower twist and sway at all antenna mounting elevations shall be determined by analytical methods and shall be noted on the formal stress analysis.

L. Tower Deflection: The communications tower deflection limits shall be held both vertically and horizontally. Deflection must be determined at each specific point on the tower where an antenna is attached.

M. Flange/Pipe connections, typical for between tower leg sections and monopole sections: Provide stiffened flanged type connections between pipes and flanges.

The inside flange opening shall not be less the inside diameter of the pipe.

N. Snow loading: The tower shall be designed with the ground snow loads as noted in Table 1.

O. Kzt Factors: The Kzt Factor shall be determined using the criteria as noted in Table 1.

P. Seismic Criteria: The tower shall be designed with the seismic loads as noted in Table 1

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Q. Table 1: Tower Design Criteria (criteria per TIA-222-G definitions)

PARAMETER STANDARD

TOWER

HIGH WIND

TOWER

HIGH SNOW

TOWER

Basic Design Wind Speed (V) (Mph) 90 120 90

Wind Speed with ice (Mph) 40 50 40

Ice Thickness (in) 1.0 1.0 1.5

Exposure Category C C C

Topographic Category 4 4 4

Ground Snow Load

(PSF) 60 60 435

Structure Classification III III III

Seismic Criteria:

Ss

SDS

Site Class

Design Category

2.48

1.65

D

D

D

Crest Height (ft) 1,500 2,000 3,000

R. Fixed Ladders

The fixed ladders shall conform to CCR Title 8, Industrial Relations, Subchapter 7, General Industry Safety Orders, Group, Article 4, Section 3277.

1. Provide a continuous fixed ladder in accordance to the following paragraphs.

2. Ladder shall meet the requirements of TIA-222-G, strength requirements per Section 12.4 and dimensional requirements as per section 12.5 unless otherwise noted. Ladder shall extend continuously from the tower base to the top lattice platform and then continuous from that platform to the top platform mounted on the monopole. The top mast shall be equipped with step bolts to the top of the mast.

3. The maximum allowable spacing of the horizontal step rungs will be 12 inches.

The minimum diameter of the step rungs will be 3/4 inch and will support a concentrated load of 300 pounds. The minimum allowable spacing of the side rails shall be 16 inches.

4. Equip ladder and top mast step bolts with a DBI-SALA LAD-SAF Vertical fall arrest system consisting of a 3/8-inch diameter galvanized steel safety cable, top brackets consisting of elastomeric attenuators (shock absorbers), intermediate

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13 34 00-8 cable guides and bottom brackets. Equip with top, bottom and intermediate brackets in accordance with the manufacturer’s recommendations.

5. The ladder on the lattice structure portion of the tower shall be centrally co-located with the waveguide and coaxial support system.

6. Provide anchoring bolts, nuts, and washers.

7. The design and construction of fixed ladders, safety devices, climber attachment anchorages, platforms and cages used for climbing or working on communications structures shall be in conformance with TIA-222-G Section 12.0. A load factor, αL = 1.5 shall be applied to the nominal loads specified in Section 12.0. Revise all loads to conform to this Section.

8. Equip the bottom 10 feet of the ladder with an anti-climb steel cover that prevents climbing the ladder from both sides. Equip the cover with provisions to be able to padlock the cover closed.

S. Work Platforms

1. Provide work platforms as shown on the construction documents. The work platforms shall consist of a level platform of steel grating, complete with handrails and access hatches and shall be in conformance with the TIA-222-G standard, section 12.0.

2. The platforms shall provide reasonable access to appropriate work areas.

3. Provide safety handrails around the perimeter of each platform, with the upper railing at 42 inches above the deck, and the intermediate railing at an 18 inch height. Equip handrails with face mounted pipe mounts. Handrails shall be sized to handle the loads imposed by the handrails fully loaded with three Andrew #DB674G65A C antennas while under full wind conditions, with one antenna mounted at each pipe mount.

4. Communications tower diagonals may be used to support platform handrails. If diagonals are used, they shall be sized to handle the loads imposed by the handrails fully loaded with antennas while under full wind conditions.

5. Equip platforms with access hatch to eliminate the hazard of an access opening in the work area. Equip the access hatch on the lowest platform with a hardened steel hasp set for future padlocking. Equip access hatches with two heavy duty, gas-strut assisted opening mechanisms. Equip hatches with a hand operated lever that can be operated from above and below the hatch. The lever shall be used to keep the hatch in a closed position.

6. Work platforms shall be designed in conformance with the TIA-222-G Standard, section 12.0 and shall at minimum be able to support two 350 pound concentrated loads applied at any location, and a uniform vertical pressure of 25 psf. In addition, platforms shall be designed to accommodate snow loading. Snow loading shall be in accordance with the ground snow load values given for the particular tower type as shown in Table 1.

7. Orientation of platforms on the monopole structure shall match the orientation of the lattice structure.

8. Feedline Support and Grounding Capabilities: Around the exterior base of the platforms, provide a 2 inch minimum angle iron to attach as feedline support clamps. Pre-drill holes on 6 inch centers on both faces of the angle iron. Holes will be used to ground the feedline cable shield.

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9. VHF Feedline Supports: Underneath platform, provide 4-inch schedule 80 electrical conduits with PVC end bells on both ends for cable support between the feedline ladders and the antennas. Securely clamp the conduits to the tower at a minimum of four locations. Refer to drawings for locations and lengths.

10. Feedline Pass-Through Areas: For feedlines routed through platforms, provide an opening in the platform. Provide 9 inch distance between feedline support structure and edge of opening. Provide 4 inch high safety toe guards (1/8" thick minimum) around openings.

T. Feedline Cable Supports

1. Feedline Cable Support, Lattice Portion of Tower: The feedline support system shall include, but not be limited to, a 36 inch square feedline ladder, vertical running, centrally located support system which shall be co-located with the tower ladder.

Orient ladder the same orientation as the tower. The vertical, centrally located waveguide support system shall have the capacity to support all of the specified antennas feedlines noted as Base Antenna Loads. Equip the base of the feedline support structure with a NEMA two hole grounding tab located 18” above the base plate.

2. Feedline Cable Support, Monopole Portion of Tower: The feedline support system shall consist of a ladder system enclosing the monopole on three sides, with the fourth side consisting of the climbing access ladder. Orient the assembly by the same as the feedline cable support system on the lattice portion of the tower.

3. Locate the feedline support systems in the center of the tower. The feedline support structure shall be fabricated from and supported by rigid members. Cable supports/tiebacks are not acceptable.

4. The feedline support systems shall be able to support feedline cushions and feedlines support brackets on 40 inch centers. For the feedline ladder structural members, install horizontally, 40" on center, with 7/16 inch diameter holes drilled

2.25 inches on center. Holes will be used for mounting feedline cushion assemblies. Horizontal structural members shall be capable of supporting a 250 pound man. In addition, the members shall be capable of restraining (without damage) a 250 pound man who has attached a safety line to a structural member and who has fallen a distance of six feet.

5. Feedlines support structures shall be grounded as shown on the construction documents.

6. On the monopole, provide two pipe feedline holes, one each on opposite sides of monopole pipe centered at 24” under each platform. Opening size shall be 18” high by 8” wide, reinforced with flange plates.

a. Install feedline hanging hooks inside monopole pipe feedline holes, 8 each, spaced equally around interior of pipe below hole 4-6” per drawings.

b. Reinforce handholes with a plate of the same thickness as the pole. The reinforcing plate is to be 2.5 times as high and 2.5 times as wide as the size of the opening, and centered on the handhole opening. The reinforcing plate is to be filled welded all around to the pole, both at the edge of the plant and at the handhole. The filled weld is to be no less than 1/16th inch smaller that the thickness of the reinforcing plate.

U. Antenna Supports

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1. VHF Antenna Supports: Equip towers with 2-3/8 inch outside pipe mounts to support antennas in accordance to the following paragraphs.

a. Lattice Structure Portion of Tower: Provide 6’ long pipe mounts mounted on the end of V formation standoffs. Except at points where microwave antennas are being installed provide standoffs for each tower leg at all platform levels, including where provisions for future platforms are being installed. Bottom of V-Mounts shall be centerline with the platform. V-Mounts shall be level.

Standoffs shall be designed to support the two of the largest VHF antenna indicated, with the more stringent icing and wind conditions specified. In addition, at any point, standoffs shall be capable of supporting and restraining (without damage) a 250 pound person who has attached a safety line (at any point) to the standoff and has fallen a distance of six feet. Equip V-formation standoffs with azimuth stabilizer struts. Fabricate the top of the V-mount with steel angle, such that top surface is flat. In addition, for each platform provide 3 pipe mounts for each platform face, similar to those provided for the monopole platforms. The bottom of the V-Mounts shall be near the same elevation as the platform. SPECIFY Antenna loading, plus specify two antenna’s Specify at platform level. Verify they’re level.

1) For all platforms, provide three (3) antenna pipe mounts for each platform face. Pipe mounts shall be equally spaced apart. Put Face mounts on all platforms.

a) For platform provide an outrigger arm on the center face that extends 6 feet from the tower face. At the end of the outrigger arm, provide a 6’ long vertical 2-3/8 inch outside pipe mount for mounting of antennas. Provide four total for each platform, one on each side of the tower. The outrigger arm shall be designed to support the worst possible case antenna and shall also be capable of supporting and restraining without damage a 250 pound person who has attached a safety line (at any point) to the standoff and has fallen a distance of six feet.

2) Provide corner mounts at the top platform if we have V-mounts?

3) Provide three 2-3/8” outside diameter six foot long pipe mounts vertically on the upper mast. Space 120 degrees apart.

b. Work Platforms on Monopoles: Provide pipe mounts 3 feet on each face around the perimeter of the platform, space mounts equally apart. In addition, provide a pipe mount for each corner.

2. Microwave Antenna Supports: For supports, equip towers with face and leg mounted pipe mounts consisting of a minimum 6 foot length (or longer if ice shield mounting is included) of 4-1/2 inch outside diameter pipe. Provide pipe mounts for all microwave dishes including futures. Position pipe mounts to prevent the antenna feed horn assembly from being directly opposite a tower member. Pipe mount shall not prevent proper feedline and connection installation. Provide pipe mounts for both leg mounted and face mounted antennas

a. Microwave Antenna Waveguide Support: Between the feedline ladder and microwave antennas, provide a section of grating-type waveguide channel to support the microwave waveguide. Point the channel opening downward.

Channel shall be approximately 6 inches wide by 4 inches deep and design to accommodate snow loading as specified for the tower . Where mounted over

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13 34 00-11 work platforms, install approximately 7 feet above the work platform. Provide waveguide support for both leg and face mounted microwave antennas.

b. Equip tower with support members, brackets and adjustable methods to support the ends of the microwave antenna adjustable side strut and fixed horizontal side struts based on an Andrews UHX10-65 10 foot diameter antenna. The method shall have capabilities to be able to move the brackets horizontally and vertically to accommodate the maximum allowable adjustment angles specified by Andrews based on various heights and orientations of the antenna. Brackets and tower members shall be designed to accommodate the forces imposed by the struts at all locations.

V. Anchor Rods (Bolts)

1. Provide tower with anchor rods as required to properly anchor the tower members and to resist the calculated maximum loads.

2. Provide three nuts for each rod, one below the base plate and two above.

3. Provide steel templates to secure the anchor rods during concrete placement.

Provide top and bottom templates for each tower leg and provide all securing hardware.

W. Microwave Antenna Ice Shields

1. Provide ice shields for all microwave antennas, including futures.

2. The ice shield shall be effective in preventing damage to their associated microwave antenna from falling large pieces of ice (50 lbs). The falling ice may be from as high as the top of the tower. Ice shields shall be able to support the specified snow loading. Ice shields shall also be designed to resist the applicable uplift wind loading.

3. The ice shield shall, as a minimum, be as wide and deep as their associated microwave antenna is wide. The ice shield shall completely cover the microwave antenna and overlap the MW antenna by six inches on all sides.

4. Provide curved ice shields that follow the curvature of the microwave antennas, similar to Valmont/Microflect ice shields Product #99021, except designed for the parameters specified for the tower. Ice shields shall be designed for Andrew 10 feet diameter microwave antennas, Model #UHX10-65. Equip the ice shields with extra high strength guy strand and jaw and eye turnbuckles for easy field adjustments. At the corners farthest away from the tower legs, secure each corner with two guys, one going up and the other going down with both terminating on the tower.

5. Ice shield shall be curved, paralleling the curvature of the microwave antenna being installed. The radius of the curvature shall match that of the microwave antenna plus the distance between the antenna and ice shield.

6. Ice shield and supports shall not interfere with the V-mounts mounted above or below the MW antenna.

7. Ice shield shall be designed for the snow loading specified for the tower.

X. Miscellaneous – Anti-Perching Requirements (Not in Contract).

1. Equip tower at this site with anti-perching requirements.

Y. Monopoles and Masts

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1. Minimum sizes and wall thicknesses shall be as follows:

a. Top of lattice structure to 1st platform: 30” outside diameter, 0.75” wall thickness.

b. 1st platform to 2nd platform: 24” outside diameter, 0.5” wall thickness.

c. Top mast: 10.75” outside diameter, 0.5” wall thickness.

2.02 CALCULATIONS

A. Provide complete tower design. Submit drawings, Bill of Materials, specifications, and structural calculations prepared and stamped by a California licensed structural engineer. Include calculations for all components and welds and as required to meet DSA review and approval requirements. Provide additional calculations and backup data as requested by DSA’s review. Provide the following as a minimum:

Provide all calculations required per the following paragraphs B through I.

B. Specifications: Specifications shall indicate the various types of materials that will be used and shall describe the methods not covered in the technical regulations which are to be used to obtain the required quality of the work shown on the plans and as described in the specifications. The grades and materials shall be shown on the drawings for each item.

C. Computations, stress diagrams and other pertinent data so that calculations for individual structural members can be readily interpreted. The computations shall be prefaced by a statement clearly and concisely outlining the basis for the structural design and indicating the manner in which the structure will resist vertical loads and horizontal forces.

1. The computations shall establish that the structure will resist the loads and forces prescribed in the ANSI/TIA 222-G Standard and the California Building Standards Code and Title 24, CCR. Bearing pressures on soils and specified strengths of concrete shall be given in computations and noted on plans. Where unusual conditions occur, such additional data as are pertinent to the work shall be submitted.

D. Calculations: Calculations to determine member stresses shall include the effects of both horizontal and vertical eccentricities at the connection joints.

1. The design strength and the actual member stresses resulting from the specified design loads shall not exceed those given in the AISC Specifications nor theANSI/TIA-222 Standard including factors to compensate for the greater gust factor response for pole structures mounted on latticed structures.

2. All members shall be considered primary members for the purpose of establishing allowable compressive stresses per AISC, except those members whose sole function is to reduce the effective slenderness ratio (kl/r) of primary members.

3. Combined telecommunications tower wind loads and antenna loads shall be applied in combination such that the maximum forces are produced in girders, diagonals, and legs. Multiple analyses for different wind directions and load combinations will be necessary to ensure that worst case design conditions have been investigated.

E. Calculations shall clearly show how all loads are transferred from the steel tower to the concrete foundation. Include calculations for anchor rods design.

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F. Calculations supporting the design that ladder members and V formation standoffs meet the strength requirements of section 12.4 of the TIA-222-G Standard.

G. Design drawings indicating all antenna types, manufacturer, model number, sizes, weights with and without ice, and effective projected areas with and without ice, and ice loads, used in the design. Provide manufacturer’s cut sheets to support the above information.

H. Submit two complete samples of identifier plates. Samples will not be returned.

I. Design and Calculations shall comply with the following:

1. Design: A finite element analysis computer program using a 3-dimensional (space) model in conformance with section 3.4 of the TIA-222-G Standard shall be used to structurally analyze the tower. The tower design shall consider at minimum twelve (12) wind directions: (4) face winds, (4) apex winds and (6) parallel winds. When excessive shear forces and moments occur on tower locations other than joints, an additional second order analysis may be required. (Excessive forces and moments would be caused by conditions such as all microwave antennas loaded on one face of the tower, or several microwave antennas concentrated in one compact location of the tower mounted at non-joint locations.)

2. Structural calculations: The software computer analysis program name and a brief description of the theoretical theory used shall be included. The analysis calculations output will include but not limit to the following items clearly labeled and identified:

a. Tower profile representing the graphical analytical model.

b. Load Forces, uniform and concentrated.

c. Member sizes and their material.

d. Effective Projected Areas and Weights of appurtenances.

e. Deflection Twist and sway at design and operational loads.

f. Maximum Forces & Design Strength of all members.

g. Kzt factors for all tower heights.

h. Foundation reaction loads.

3. Calculations: Computations, stress diagrams and other pertinent data shall be included in the submittal drawings and specifications, and shall be complete, and shall include, but not be limited to, the design of the Tower, foundation, and the like;

calculations for individual structural members shall be organized, tabulated, and properly represented so as to effect individual member design to be clearly, readily, and properly deducible. Calculations shall be provided for all components of the tower, including but not limited to bolts, welds, members, etc.

4. Calculation Criteria: Computations shall include a statement of Calculation Criteria, clearly and concisely outlining the basis for the structural design; computations shall clearly and properly indicate the way by which the structure will resist vertical loads, horizontal forces, and the like.

5. Loads and Forces: The computations shall clearly and properly establish that the structure will resist the loads and forces in accordance with, and cross-referenced with TIA-222 and CBSC; bearing pressures on soils and specified strengths of concrete shall be included in computations and noted on plans and drawings; where unusual conditions occur, such additional data as are pertinent to the Work shall be submitted.

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6. Eccentricities: Calculations used to determine member stresses shall include the effects of horizontal and vertical eccentricities at the connection joints.

7. Transfer Loads: Calculations shall clearly show how all vertical and horizontal loads are transferred from the steel tower to the concrete foundation.

8. Provide finite element analysis for all flange to pipe welds, flange plate connections and the tower legs to tower base connection. Submit analysis calculations for review and approval by DSA and the State. Include computer model electronic files in the submittals.

9. Provide calculations for the microwave ice shields. Include calculations for snow load, ice fall and wind uplift loading calculations.

10. For the calculation submittal, provide a cover sheet and index. Calculations shall be organized in a logical manner.

11. In addition, provide vortex shedding/fatigue calculations for the tower and top mast in accordance with Section 13 38 00, EVALUATION OF SELF SUPPORTING STEEL COMMUNICATIONS TOWER FOR THE EFFECTS OF VORTEX SHEDDING. Design tower such that vortex shedding will not occur.

12. Provide seismic analysis and design calculations per 2013 CBC Section 1613A, ASCE 7-10 Chapters 12 and 15, and TIA 222-G-05.

13. Provide design calculations of the Feedline support system.

14. Provide design calculations of support framing details between antenna and tower.

15. Provide design calculations of support framing details between ice shield and tower.

16. Provide design calculations of support framing details between apparatus and tower.

17. Provide design calculations of support framing details between ladders and tower.

18. Provide design calculations and drawings of handrails and their support framing details.

19. Provide design calculations of Waveguides cable trays and support framing details.

20. Provide design calculations for snow loads in accordance with ASCE 7-10.

21. For Microwave antennas, for both wind-no ice and wind-ice loading conditions, calculate the forces imposed onto the tower by the antenna, bracket, adjustable azimuth strut and two fixed struts, one on each side of the antenna. For the fixed strut’s provide three sets of calcs, one set with both sets of struts installed, one with only the left strut installed, and the other with only the right strut installed.

2.03 DRAWINGS - DESIGN

A. Provide drawings in accordance with the following:

B. Plans, details and elevations shall clearly and completely show all tower components, dimensions, weldments, weld sizes, coping sizes, connection details, material types, bolt grades, bolt sizes, member sizes, antenna types, material thicknesses, sizes, weights, and projected areas for wind design; and shall properly be cross-referenced with other drawings. All lettering shall be 1/8” minimum height.

Submit drawings in PDF and AutoCAD format.

C. Drawing sheets sizes shall be 22” x 34”

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D. Cross-Reference: Use commonly-used, logical, and consistent Cross-Referencing symbols, conventions, and the like.

E. Titles: Identify each and every sheet and drawing.

F. Identification: Shall include the signatory engineering name, title, firm name, address, telephone number, facsimile number, and email address, on lower, right-hand side of each sheet.

G. Drawings shall show all the design loading parameters.

H. Provide 3D of the tower complete with three dimensional views all components, including antennas, mounts, platforms, ladders, etc. Provide in AutoCAD .dwg format. All items shall be drawn to scale.

I. Provide required bolt torqueing requirements for all bolts.

J. Drawings sizes shall match those used for the construction documents.

K. Provide a title sheet that shows the project title. Include a drawing index listing all drawings in the package including sheet numbers and sheet titles.

L. After the title sheet provide a DSA Code sheet which lists all applicable DSA notes and applicable codes. Also include a completed DSA-103 form, Statement of Structural Tests and Special Inspections showing all DSA and code required structural tests and special inspections. The structural engineer performing the tower design shall determine inspections and special tests required and shall sign the form at the appropriate location. Size the form such that font size is 12 point on the drawing.

M. Next, provide a Project Notes sheet. Include the following on this sheet:

1. General Notes

2. Structure Design Notes per next paragraph.

N. On the Project Notes sheet list the following design criteria for the Tower. XXX indicates project specific information that’s needs to be updated by the Tower Manufacturer.

1. Standards & Design Codes:

Industry Standard: ANSI/TIA 222 Rev. G, & 2013 CBC Steel Manual: AISC 14th Edition Welding Code: AWS D1.1- latest edition

2. Design:

Wind: XXX Mph (3-Second Gust) per ANSI/TIA 222-G-2 2009 Structure Classification: XXX Exposure Category: XXX Topographic Category: XXX Ice: XXX Mph (3-Second Gust) with XXX Escalated Radial Ice Wind Direction Probability Factor: Kd =XXX Wind Importance Factors: Kd =XXX [w/o Ice]

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Kd =XXX [with Ice] Ground Snow Load: XXX psf [Roof Snow Load = XXX psf] Soil: Not Applicable (Foundation Design by others).

3. Seismic Parameters:

Per 2013 CBC Section 1613A and ASCE 7-10, SECT's 15.1.3 & 12.8 Importance Factor = XXX Site Classification = XXX Spectral Acceleration X Fv=XXX Occupancy Category = XXX Design Category = XXX Response Mod. Coef = XXX

4. Loading:

See Structural Calculations For Loading Info.

5. Factored Reactions (TIA-222-G – indicate applicable controlling load combinations):

Overturning Moment = XXX -KIPS Base Shear = XXX -KIPS Base Axial = XXX -KIPS (No Snow/No Ice) Torque = XXX FT –KIPS

Per Leg Max. Reactions:

Shear = XXX KIPS Uplift = XXX KIPS Down = XXX KIPS

6. Factored Reactions (ASCE 7-05):

Per Load Comb. 3 [1.20 + 1.65 + 0.8W] Overturning Moment XXX FT -KIPS

Base Shear = XXX KIPS Base Axial = XXX KIPS (No Snow/No Ice) Torque = ·XXX FT -KIPS Per Leg Max. Reactions:

Shear = XXX KIPS Uplift = XXX KIPS Down = XXX KIPS

O. Steel, Welding & hardware Specifications:

1. All materials shall conform to the following standards:

Angle: ASTM A36 Flat Plate: • ASTM A572 GR.50/ASTM A36

Base Plate: ASTM A572 GR.50 Handhole Rim: ASTM A572 GR.50 Pipe Diagonals: ASTM A500 GR.B/API5L (Fy=42 KSI Min.)

Pipe Legs: ASTM A500 GR.C/API5L (Fy=46 KSI Min.)

Channel: ASTM A36 Wide-Flange: ASTM A992 (Fy=50 KSI Min.)

Anchor Bolts: ASTM F1554 GR.55 KSI Structural Bolts: ASTM A325X SC Non-Struct. Bolts: SAE J429 GR.5

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U-Bolts: ASTM A36 Non-Struct.Thd-Rod: ASTM A307 Welding Electrode: E70xx

2. All welding to be performed by welders certified in accordance with AWS D1.1-08.

Field welding is prohibited.

3. All structural steel shall be galvanized in accordance with ASTM A 123.

4. All structural bolts shall be pre-tensioned as defined by AISC 13th Ed. Pg.16.2-46 Paragraph 8.2.

P. Antenna Weight & Area:

1. Complete table with information for all antennas being mounted on the tower.

Front CaAa [Ft2]

Side CaAa [Ft2]

Antenna Manufacturer/Model Weight

Weight w/ice w/o ice − w/ice w/o ice − w/ice

Q. Provide as a minimum the following scaled and dimensioned drawings and details complete with parts and hardware lists:

1. Tower elevations indicating legs, cross members, platforms, guardrails, antenna mounts, ice shields, showing all items being installed in that section.

2. Tower anchoring details, sections and plan views. Include anchor bolts, nuts, washers, grout thickness, drainage requirements, etc.

3. Platform framing plans, grating plans, elevations and details for each platform level. Elevations shall include handrails, v-mounts, monopole, grounding plates, etc.

4. Monopole to tower transition details.

5. Antenna pipe mount details.

6. Monopole details and elevations.

7. Climbing ladder details and elevations. Include anchoring details..

8. Grounding details.

9. Feedline ladder and feedline support details.

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a. Include a isometric view detail of the feedline ladder.

10. Erection details.

11. Feedline cage erection details.

12. Antenna layout elevations and plan views. Show the tower elevation with all antennas clearly shown and identified. Provide plan views for each antenna level and clearly show and identify each antenna. Provide tower elevations for all sides of the tower.

a. For microwave antennas, provide plan view and elevation view details for both leg and face mounted antennas. The plan view shall show an Andrews UHX-10-65 antenna, it’s mounting bracket, tower pipe mount, tower leg, tower, ice shield, adjustable ten foot azimuth strut, and two ten fixed struts, one on both sides of the antenna. Indicate the 25 degree limits for the struts. Indicate on the details the full horizontal azimuth range that the antenna could swing before touching the tower and the strut anchoring points over this range. On the detail, for each strut and bracket, show the forces that are impose onto the tower during the worst possible case wind loading condition.

13. Pipe mounts details.

14. V-mount standoff and azimuth stabilizer strut details. In addition, provide an isometric view of the v-mounts.

15. Microwave antenna waveguide support details including plan and elevated views.

Provide for both face and leg mounted antennas. Show the microwave antenna (Andrew UHX-10) and associated support bracket..

16. Identifier plate mounting details.

17. Ice shields including support framing and guying details,

18. 3D model of tower, showing all components including antennas, mounts, feedlines and all r elated appurtenances, Provide model in AutoCAD and PDF formats.

19. DSA-103 Form, Special Inspection and Tests.

20. Handrails including support framing details, anchorage, and elevations.

21. Conduit anchoring methods.

22. Microwave antennas, feedline support systems for both leg and face mounted antennas.

23. Monopole cable handhole details, including hook supports.

24. Safety cable anchorage and installation details.

25. Provide tower leg and ladder base plate plans and elevation details. Elevations shall show the recommended dimensional projection of the anchor bolts, base plate flanges, nuts, washers, recommended grout height between the base plate and foundation, water weeping plate, and grounding tab.

26. Top mast elevation views showing lightning rod, step bolts, safety cable assembly.

27. Grating anchoring details and sections.

28. Access hatch plan views, elevation details, hinged details, lever details, and air strut details.

29. Kick plate details, sections, and elevations.

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30. Conduit layout plans for each platform showing the location of conduits, conduit lengths, and dimensions from the conduit ends to the outer platform edge and feedline ladder.

31. Provide any additional details requested by DSA.

2.04 DRAWINGS - INSTALLATION

A. Installation/Erection Drawings: Provide detailed installation drawings showing how the tower is to be erected. The drawings shall show clearly indicate the tower erection sequencing. Drawings shall show all component part numbers, Mark #s, component descriptions, and quantities, and shall show where these items go on the tower in detailed views. Views shall include tower faces, platform plans(separate plans for each platform), platform elevations, hand rail elevations, center feedline ladder isometrics and elevations, hatch plans, hatch elevations, grating plans, anti-climb device details, microwave antenna mounts, V-mounts, V-Mount isometrics, waveguide bridges, struts, pipe mounts, safety cable system, etc.

2.05 DIMENSIONS

A. Dimensions shown on drawings are minimum expected. This does not limit the tower width sizes. If tower furnished is different from the minimum dimensions indicated make necessary adjustments to foundations, grading and feedline bridges at no additional cost to the Owner. Submit revised drawings and supporting calculations showing the revised adjustments and obtain DSA approval.

2.06 COMPONENTS

A. Components shall meet structural design and performance requirements per Part 1 of this Section and as approved by the State. Manufacturer’s standard components parts may be used, providing components, accessories, and complete structure conformance to requirements as specified herein.

B. Components shall be factory drilled for field assembly, easily erected, capable of being dismantled and re-erected without damage to components.

2.07 ZINC COATINGS

A. ASTM A525, G90 coating class.

B. All steel items inside and out shall be hot-dip galvanized after fabrication per ASTM A123. “Fabrication” includes shearing, punching, bending, forming, or welding.

Fabricate units complete or in largest practical sections before galvanizing.

C. Clean welded and damaged galvanized surfaces. Removal weld spatter, burns, char, smoke, flux, oil, grease, and other deleterious matter.

D. Repair air exposed galvanized finish work (not to be painted) with hot process field galvanizing (Re-galv, Galvalloy, Galvweldalloy, or equal) per manufacturer’s published directions.

2.08 SHAPES, PLATES, AND BARS

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