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HomeMy WebLinkAboutHELICORE Foundation for CRAN_RWOR_WATKW-101-A Structural Report. 05.02.2022 - signed_20220505_v3Page: 1  1961 Northpoint Blvd, Suite 130 • Hixson, Tennessee, 37343 • (423) 843‐9500 • Fax (423) 843‐9509  Structural Analysis Report for Proposed Foundation of a Telecommunications Pole Utilizing a Bae Plate and Helical Anchors 44’-10” Metal utility Pole with Light – Renton, Washington Valmont Pole - #WA505061P1 Rev 0 May 2, 2022 Analysis Results: PASS (Actual Capacity Obtained Post Installation) Prepared by: Stephen M. Carpenter, PE WA PE License No. PE 48077 05-02-2022 Structural Analysis for 44’-10” Valmont Pole #WA505061P1 – Renton, Washington May 2, 2022 Page:2       1961 Northpoint Blvd, Suite 130 • Hixson, Tennessee, 37343 • (423) 843‐9500 • Fax (423) 843‐9509   TABLE OF CONTENTS INTRODUCTION……………………………………………………………………………………..3 SUPPORTING DOCUMENTS PROVIDED……………………………………………………….3 ANALYSIS CRITERIA………………………………………………………………………………3 ANALYSIS RESULTS………………………………………………………………………………3 ASSUMPTIONS AND CONDITIONS……………………………………………………………..4 SUPPORTING CALCULATIONS…………………………………………………….…Appendix    Structural Analysis for 44’-10” Valmont Pole #WA505061P1 – Renton, Washington May 2, 2022 Page:3 1961 Northpoint Blvd, Suite 130 • Hixson, Tennessee, 37343 • (423) 843‐9500 • Fax (423) 843‐9509  INTRODUCTION TeleCAD Wireless Site Design, Inc. (TeleCAD) has prepared this report describing the methodology and codes used to review the integrity of a proposed foundation for a metal light pole to be used for telecommunications. The pole is designed by Valmont, pole number WA505061P1 to be located in Renton, Washington. The proposed installation consists of a 44’-10” metal utility pole with lights that has a 10.83 inch base diameter. The pole is round and tapered and has a 0.20920-inch wall thickness. TeleCAD is proposing a foundation of this structure using Helicore helical anchors. The proposed foundation consists of a steel base plate which is secured to the ground with three helical anchors. The helical anchors are made from pipes that have an outer diameter of 2.875 inches and a wall thickness of 0.203 inches. There are three helixes attached to each anchor that are 8, 10, and 12 inches in diameter. SUPPORTING DOCUMENTS PROVIDED DOCUMENT COMMENTS SOURCE STRUCTURE DOCUMENTS Structural Calculation Package, dated 05/10/2021 Valmont Order No. 505061P1 STRUCTURE DOCUMENTS Foundation Installation Helicore TeleCAD Wireless Site Design, Inc. assumes that all documents provided are accurate, the structure has been properly maintained, and is in like new condition. ANALYSIS CRITERIA STRUCTURE 44’-10” Metal utility Pole with Lights ANALYSIS STANDRAD AASHTO 2015 WIND LOADING 115 MPH Ultimate Wind Speed (From Pole Analysis) DESIGN BASE REACTION Base Reactions (From Structural Package) MOMENT 59,767.28 ft-lbs SHEAR 2,069.83 lbs AXIAL 2,467.48 lbs ANALYSIS RESULTS FOUNDATION USAGE Pass (Actual Usage Obtained After Installation) See Calcs for Details RECOMMENDED TORQUE PER ANCHOR 2,900 ft-lbs IF TORQUE NOT OBTAINED, DEPTH 19.5 ft MINIMUM INSTALLATION DEPTH 10.5 ft ASSUMPTIONS AND CONDITIONS Structural Analysis for 44’-10” Valmont Pole #WA505061P1 – Renton, Washington May 2, 2022 Page:4       1961 Northpoint Blvd, Suite 130 • Hixson, Tennessee, 37343 • (423) 843‐9500 • Fax (423) 843‐9509  The legitimacy of this analysis is dependent on the accuracy of the information provided to TeleCAD Wireless Site Design, Inc. If any information within the referenced documents is to be revised, TeleCAD Wireless Site Design, Inc. should be contacted immediately to ensure accurate results. This analysis does not take into consideration the structural capacity of mounting equipment or other components to be added to the pole, nor is it a condition assessment of the pole. It is assumed that the structure is in like-new condition, twist-free, and plumb. This analysis assumes the following: 1. The structure was constructed pursuant to applicable local codes and has been properly maintained according to codes. 2. All members of the Helicore foundation system have been installed according to manufacturer specification, local code, and ICC-ES Evaluation Report ESR-3750, dated June 2019. 3. Special Inspections may be required per local codes and are the sole responsibility of the contractor. 4. For the purposes of this report, the helical anchors installed are the only load bearing components of this system. While the connection plate, in reality, will bear portions of the load, it is only considered as a connector of the three anchors. 5. All mounting hardware is assumed to be sufficient and able to carry the proposed loading. Non analysis was performed on the mounting hardware. 6. The geotechnical properties are considered unknown as a part of this analysis. This analysis was completed using researched soil characteristics. A more thorough and accurate assessment of the below grade components will require a site-specific geotechnical report. Please contact TeleCAD Wireless Site Design, Inc. for additional reporting if deemed necessary. 7. If the on-site assessment of the soil properties reveals conditions less stable than recorded in this report, contact TeleCAD Wireless Site Design, Inc. for a revised analysis. 8. The proposed and existing loading are considered complete. All appurtenances are assumed to be properly installed as per manufacturers specifications. It is not possible to have the fully detailed information necessary to perform a complete and thorough analysis of every structural sub-component of an existing structure. Line tensions, twist, and plumb are assumed to be within tolerance with applicable codes and industry standards. If the existing conditions are not as represented in this report, contact TeleCAD Wireless Site Design, Inc. immediately to determine the significance of the discrepancy. TeleCAD Wireless Site Design, Inc. is not responsible for assumptions, conclusions or recommendation by others based on the information provided in this report. TeleCAD Wireless Site Design, Inc. also offers no warranties or guarantees, either expressed or implied, come in conjunction with this report. TeleCAD Wireless Site Design, Inc. disclaims any liability that comes with the manufacturing of parts, transport, and or erection of this structure. TeleCAD Wireless Site Design, Inc. will not be considered responsible for any incidental damages sustained, whether by person, firm, owner, or organization as a result of data obtained from this report. The maximum liability pursuant to this report is the total fee received for its preparation. Structural Analysis for 44’-10” Valmont Pole #WA505061P1 – Renton, Washington May 2, 2022 Page:5       1961 Northpoint Blvd, Suite 130 • Hixson, Tennessee, 37343 • (423) 843‐9500 • Fax (423) 843‐9509  Appendix Soil Properties Sands (Very Loose Sand ‐ Conservative) Helical Anchors SPT Blow Count 5 Upper Helical Su (Undrained Shear Strength) 0 lb/ft2 Diameter 12 in φ' Angle of Internal Friction 29 Area 0.771 ft2 c' (Soil Cohesion) 0 lb/ft3 Thickness 0.5 in γ' (Effective Unit Weight of Soil) 105 Nominal Strength 75600 lbs Nq = 0.5(12*φ')^(φ'/54) 11.5849 LRFD Design Strength 56700 lbs ASD Allowable Strength 37800 lbs Distance from Bottom 2.417 ft2 Loads from Pole Analysis Middle Helical Unfactored Base Reactions Diameter 10 in Mu 59.76728 Kip‐ft Area 0.531 ft2 Mu 717.2074 Kip‐in Thickness 0.5 in V 2.06983 Kips Nominal Strength 73600 lbs A 2.46748 Kips LRFD Design Strength 55200 lbs ASD Allowable Strength 36800 lbs Pole Geometry Distance from Bottom 1.916 ft2 Pole Baseplate Geometry Lower Helical Shape Square Diameter 8 in Wide/Diameter (OD) 20 in Area 0.336 ft2 Plate Thickness 1.5 in Thickness 0.5 in Pole Diameter (Dp) 10.83 in Nominal Strength 85800 lbs Bolt Circle Diameter (BC) 15 in LRFD Design Strength 64400 lbs No. Bolts (N) 4 ASD Allowable Strength 42900 lbs Bolt Moment of Inertia (I) 1/8*N*BC^2 112.5 in^2 Distance from Bottom 0.271 ft2 Anchor Bolt Diameter (Dbolt) 1.25 in^2 Plastic Modulus (Z) 7.161458 in3 Foundation Plate Geometry Shape Square Width/Diameter (OD) 54 in Plate Thickness 1.5 in Pole Plate Width (Dp) 27.5 in Bolt Circle Diameter (BC) 55 in No. Bolts (N) 3 Bolt Moment of Inertia (I) 1/8*N*BC^2 1134.375 in^2 Anchor Bolt Diameter (Dbolt) 1.25 in^2 Plastic Modulus (Z) 20.25 in3 Bolt/Plates/Bracket Capacity (P1) Base Plates Pole Base Plate Fy 36 ksi Plate Bending (From Pole Loading) (Mpb)185.4597 kip in 150 KSI Required Plastic Modulus (From Pole Loading) (Z)5.724064 in3 47.81382 Kips Square Plate Bend Line Length (From Pole Loading)(L)7.5 in 48.43069 Kips Required Plate thickness (From Pole Loading)(Tpl)2.139919 in 0.517458 Kips/Bolt Plate Stress Ratio (Required Plastic Modulus/Actual)76.32% 110.4444 Kips **Assumes no bearing 43.41% Foundation Plate Fy 36 ksi Plate Bending C*.5*(BC‐Dp)273.9334 kip in 36 KSI Required Plastic Modulus Mpb/(.9*Fy)8.454734 in3 16.15969 Kips Square Plate Bend Line Length (L)26 in 18.614 Kips Required Plate Thickness (From Pole Loading) (Tpl)1.620907 in 0.689943 Kips/Bolt Plate Stress Ratio (Required Plastic Modulus/Actual)32.52% 26.50665 Kips **Assumes no bearing Anchor Bolts Pole to Foundation Plate (QTY 4) Replacement (1.25" Grade 7 UNC) Fu Bolt Tension (From Pole Loading) Pu Bolt Compression (From Pole Loading) C Bolt Shear (From Pole Loading) Vu Bolt Design Strength φFuAn Bolt Stress Ratio (Pu+Vu/n)/φFuAn Foundation Plate to Anchor (QTY 3) 1" SAE Gr2 Fu Anchor Bolt Tension ((Mu*BC/2)/I)‐A/N Anchor Bolt Compression ((Mu*BC/2)/I)+A/N Anchor Bolt Shear (From Pole Loading) Vu Anchor Bolt Design Strength φFuAn Anchor Bolt Stress Ratio (Pu+Vu/n)/φFuAn 61.62% Shaft Capacity Analysis (P2) Mechanical Tension Check ‐ Soft Soil Assumed Mechanical Compression Check ‐ Soft Soil Assumed Required Tension per Helical Anchor Bolt Loading 16159.69 lbs Required Compression per Helical Anchor Bolt Loading 18614 lbs ‐FS of 2 30000 lbs Anchor Compression Capacity (From Manufacturer) ‐FS of 25100 lbs Capacity Check 53.87%Capacity Check 74.16% Helix Plate Capacity Analysis (P3) Per ESR‐2794 ‐ Sum of Least Allowable Capacity of Each Helix 12" Helix Capacity (FS of 2)37800 lbs 10" Helix Capacity (FS of 2)36800 lbs 8" Helix Capacity (FS of 2)42900 lbs Total Plate Capcity (FS of 2)117500 lbs Max Force (Compression)18614 lbs Capacity Check 15.84% Soil Capacity Analysis ‐ Sands (P4) Individual Helix Bearing Method Soil Capacity Analysis ‐ Torque (P4) Tension and Compression Considered Equal When Depth/Diameter >5 Qult ‐ Kt*T 63000 lbs Required Strength per Bolt (Qtot) 16159.69 lbs Qallowable = Qult*0.5 31500 lbs Depth Required 19.5 ft Required Strength per Bolt (Qtot)16159.69 lbs Qh12 (Ah*Nq*ϒ*Dh)16021.38 lbs Torque Required (F.S. * Qreq/Kt)2693.281 ft/lbs Qh10 (Ah*Nq*ϒ*Dh)11357.79 lbs Minimum Depth 10.417 ft Qh8 (Ah*Nq*ϒ*Dh)7859.184 lbs Qult 35238.35 lbs Qallowable = Qult*.5 17619.18 lbs Capacity Check 91.72% Using 12", 10", 8" helical anchors, it is recommended for each anchor to obtain a torque value of 2,900 ft/lbs or be installed to a depth of 19.5 ft.  The minimum depth from the upper most helix is 5 times the diameter of the upper most plate. For the 12", 10", 8" helicalanchor that depth is 10.5 ft. 003/21/2022H-1 2DAJBYDATENO.DESCRIPTIONISSUED FOR CONSTRUCTIONREVISIONSPREPARED BY:PREPARED FOR:ENGINEER'S STAMP:SHEET TITLE:DRAWING NO.REVISION:ADDRESS:400 S 2ND STREETRENTON, WA 980571961 NORTHPOINT BLVD, SUITE 130HIXSON, TN 37343PH: 423-843-9500FAX: 423-843-9509HELICAL ANCHORFOUNDATION DETAILSNOT VALID WITHOUT P.E. STAMP & SIGNATUREHELICAL ANCHOR FOUNDATIONSYSTEMUS PATENT NO.: 10,781,602CANADIAN PATENT NO.: 3,124,025©2022 Helicore LLCSTEPHEN M. CARPENTER, PEPE LICENSE: 48077 EXP 02/06/20241 03/23/2022DAJISSUED FOR CONSTRUCTION2 04/05/2022DAJISSUED FOR CONSTRUCTION2SCALE: NTSHELICAL ANCHOR FOUNDATION SYSTEM (STEP #1)NOTES:1. HAND EXCAVATE TO CONFIRM ALL EXISTINGUTILITIES LOCATIONS.2. FIELD VERIFY PROPOSED ANCHOR LAYOUT.3. INSTALL HELICAL ANCHORS AS DIRECTED BYFIELD ENGINEER.4. INSTALLATION EQUIPMENT SHALL NOTEXCEED 7,000 LB OF TORQUE TO ENSUREANCHORS ARE NOT OVERSTRESSED.1SCALE: NTSHELICAL ANCHOR FOUNDATION SYSTEM (EXISTING FEATURES)3 SCALE: NTSHELICAL ANCHOR LAYOUT PLAN (STEP #2)2'-0"2'-0"1-1/2" THICK MAINPLATEEXISTING DUCTBANK04-05-2022 003/21/2022H-2 2DAJBYDATENO.DESCRIPTIONISSUED FOR CONSTRUCTIONREVISIONSPREPARED BY:PREPARED FOR:ENGINEER'S STAMP:SHEET TITLE:DRAWING NO.REVISION:ADDRESS:400 S 2ND STREETRENTON, WA 980571961 NORTHPOINT BLVD, SUITE 130HIXSON, TN 37343PH: 423-843-9500FAX: 423-843-9509HELICAL ANCHORFOUNDATION DETAILSNOT VALID WITHOUT P.E. STAMP & SIGNATUREHELICAL ANCHOR FOUNDATIONSYSTEMUS PATENT NO.: 10,781,602CANADIAN PATENT NO.: 3,124,025©2022 Helicore LLCSTEPHEN M. CARPENTER, PEPE LICENSE: 48077 EXP 02/06/20241 03/23/2022DAJISSUED FOR CONSTRUCTION2 04/05/2022DAJISSUED FOR CONSTRUCTIONHELICAL ANCHORFOUNDATION DETAILSNOTES:CUT HELICAL TUBE TO LENGTH AS DIRECTEDBY ENGINEER.TRANSFER LOCATIONS OF INSTALLEDHELICAL ANCHOR ONTO BASE PLATE ANDFIELD DRILL HOLES.INSERT THREADED ROD WITH TENSION BOLTADAPTOR (SEE DETAIL 4/H-2).DETERMINE LOCATION FOR (4) FIELD DRILLEDHOLES FOR BASE PLATE, (15" Ø BOLTCIRCLE). SEE DETAIL 2/H-3.HOT DIP GALVANIZED IN ACCORDANCE WITHASTM A-123 AFTER FABRICATION.2FOUNDATION PLATE PLAN (STEP #4)SCALE: NTS3BREAKAWAY BOLT INSTALLATION (STEP #5)1SCALE: NTSHELICAL ANCHOR FOUNDATION SYSTEM (STEP #3)42H-2H-2001-2324PROPOSED 7'-0" HELICOREANCHOR, PART #001-2300(PLAIN EXTENSION)PROPOSED 5'-0" HELICOREANCHOR, PART #001-2301SCALE: NTS4TENSION BOLT ADAPTORSCALE: NTSBREAKAWAY BOLTS NOT AVAILABLE FOR THIS POLE10'-6" MIN19'-6" MAX 6"27"28"5.5"04-05-2022 003/21/2022H-32DAJBYDATENO.DESCRIPTIONISSUED FOR CONSTRUCTIONREVISIONSPREPARED BY:PREPARED FOR:ENGINEER'S STAMP:SHEET TITLE:DRAWING NO.REVISION:ADDRESS:400 S 2ND STREETRENTON, WA 980571961 NORTHPOINT BLVD, SUITE 130HIXSON, TN 37343PH: 423-843-9500FAX: 423-843-9509HELICAL ANCHORFOUNDATION DETAILSNOT VALID WITHOUT P.E. STAMP & SIGNATUREHELICAL ANCHOR FOUNDATIONSYSTEMUS PATENT NO.: 10,781,602CANADIAN PATENT NO.: 3,124,025©2022 Helicore LLCSTEPHEN M. CARPENTER, PEPE LICENSE: 48077 EXP 02/06/20241 03/23/2022DAJISSUED FOR CONSTRUCTION2 04/05/2022DAJISSUED FOR CONSTRUCTIONHELICAL ANCHORFOUNDATION DETAILS12SCALE: NTS15" BOLT CIRCLESCALE: NTS3NON-BREAKAWAY BOLT INSTALLATION (STEP #5)SCALE: NTS(2) 1.25" - 7 UNC NUT1/8" x 1-3/8" x 3" FLAT WASHERPOLE BASE PLATE1/8" x 1-3/8" x 3" FLAT WASHER(2) 1.25" - 7 UNC NUTS (LEVELING)1.25" - 7 ALL THREAD1.25" - 7 UNC NUT (JAM NUT)1/8" x 1-3/8" x 3" FLAT WASHER PER ASTM F4361.25" - 7 UNC PRE-DRILLED &TAPPED HOLE1 1/2"4"1 1/4"FOUNDATION PLATE2H-31/8" x 1-3/8" x 3" FLAT WASHERPER ASTM F436(2) 1.25" - 7 UNC NUTS1.25"Ø #7 UNC TAPPED HOLE(TYP. OF 4) ON A 15"Ø BOLTCIRCLE4'-6"4'-6"1-1/2" THICK MAINPLATE6"2'-4"5.5"AS-BUILT HELICAL ANCHOR DEPTH & TORQUE04-05-2022 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2019 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 20 ICC-ES Evaluation Report ESR-3750 Reissued June 2019 This report is subject to renewal June 2020. www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 31 00 00—EARTHWORK Section: 31 63 00—Bored Piles REPORT HOLDER: IDEAL MANUFACTURING, INC. EVALUATION SUBJECT: IDEAL FOUNDATION SYSTEMS 1.0 EVALUATION SCOPE Compliance with the following codes: 2015, 2012, 2009 and 2006 International Building Code® (IBC) Properties evaluated: Structural and geotechnical 2.0 USES The Ideal Foundation Systems are used either to underpin foundations of existing structures or to form deep foundations for new structures and are designed to transfer compression, tension, and lateral loads from the supported structure to suitable soil bearing strata. Underpinning of existing foundations is generally achieved by attaching the helical piles to the repair brackets (Type A side-load brackets), which support compression loads. Deep foundations for new construction are generally obtained by attaching the helical piles to new construction brackets (Type B direct- load brackets) that are embedded in concrete pile caps, footings, or grade beams, which support compression, tension and lateral loads. 3.0 DESCRIPTION 3.1 GENERAL: The Ideal Foundation Systems consist of a helical pile and a bracket that allows for attachment to support structures. Each helical pile, consisting of a lead shaft section and one or more extension shaft sections, as needed to reach depth, is screwed into the ground to a desired depth and suitable soil bearing strata by applying torsion and crowd. The bracket is then installed to connect the helical pile to the concrete foundation of the supported structure. 3.2 System Components: The Ideal Foundation Systems include either a 11/2-inch (38 mm) solid round-cornered square (RCS) steel bar, 27/8-inch-outside-diameter (73 mm) round steel tubing, or 31/2-inch-outside-diameter (89 mm) round steel tubing lead shaft, extension shaft(s), and either a repair bracket or a new construction bracket for attachment to concrete foundations. A lead shaft section is connected to extension shaft(s) by couplings, as described in Section 3.2.3. The helical pile is connected to a foundation bracket, as described in Section 3.2.4. 3.2.1 Helical Pile Lead Shafts, Extensions, and Flighted Extensions: The Ideal Foundation Systems helical pile lead shaft and extension shaft sections are available in three different shaft sizes: 27/8-inch-outside- diameter (73 mm) round steel tubing, 31/2-inch-outside- diameter (89 mm) round steel tubing, and 11/2-inch (38 mm) solid round-cornered square (RCS) steel bar. The helical pile lead shafts consist of one or more helical-shaped circular steel plates factory-welded to the steel shaft. The steel extensions may or may not include helical bearing plates, depending on the project specifications. The extension shaft sections are similar to the lead shaft sections, except that the extensions do not typically have helical plates. See Figures 3A, 3B, and 3C of this report. Whereas, flighted extension shaft sections are extension shaft sections with helical plates factory-welded to the steel shaft, similar to lead shaft sections. See Figures 5A, 5B, and 5C. The depth of the helical piles in soil is typically extended by adding one or more steel shaft extensions that are mechanically connected together by couplers to form one continuous steel pile. The 27/8-inch-outside-diameter (73 mm) round steel tubing lead shaft sections and extension shaft sections are available in two wall thicknesses: a nominal wall thickness of 0.203 inch (5.15 mm) or 0.276 inch (7.01 mm). The 31/2-inch-outside-diameter (89 mm) round steel tubing lead shaft sections and extension shaft sections are available in two wall thicknesses: a nominal wall thickness of 0.216 inch (5.48 mm) or 0.300 inch (7.62 mm). The 11/2-inch (38.1 mm) round- cornered square (RCS) lead shaft sections and extension shaft sections are solid steel bars. The helical lead shaft and extension shaft sections come in a range between 2.5-foot-long (0.76 m) to 20-foot-long (6.10 m). See Figures 3A, 3B, 3C, 4A, 4B, 4C, 5A, 5B, and 5C. 3.2.2 Helix Plates: The helical plates, which are factory-welded to the lead shafts and flighted extension shafts, allow advancement into the soil as the pile is rotated. Each circular, helical, steel bearing plate ESR-3750 | Most Widely Accepted and Trusted Page 2 of 20 (helix) is split from the center to the outside edge with spiral edge geometry. Each helix is press-formed to a clockwise downward spiral with all radial sections normal to the shaft’s central longitudinal axis ± 3o and with a 3-inch nominal pitch. The pitch is the distance between the leading and trailing edges. For 27/8-inch-outside-diameter (73 mm) and 31/2-inch- outside-diameter (89 mm) round steel tubing shafts, the helix plates are 1/2-inch thick (12.7 mm) and have an outer diameter of 8, 10, 12 or 14 inches (203, 254, 305 or 356 mm). For 11/2-inch (38 mm) RCS shafts, the helix plates are 3/8-inch-thick (9.52 mm) steel plates and have an outer diameter of 8, 10, 12 or 14 inches (203, 254, 305 or 356 mm). The lead helix is located near the tip (bottom end) of the lead shaft section. For multiple helix installation, the helical bearing plates are spaced three times the diameter of the preceding helix plate apart, starting at the tip (bottom) of the lead shaft section. Typically, the smallest diameter helical bearing plate is placed near the tip (bottom) of the lead shaft section and the largest diameter helical bearing plate is placed near the top (trailing end) of the lead shaft section. When flighted extensions are utilized, the helix spacing between the last (or upper most) helix on the lead shaft and the first (or lower most) helix on the succeeding flighted extension shall be at least three times the helix diameter of the last (or upper most) helix on the lead shaft. For flighted extension shaft sections with multiple helix installation, the helical bearing plates are spaced apart three times the diameter of the lower preceding helix plate, starting from the bottom of the flighted extension shaft. See Figures 4A, 4B, 4C, 5A, 5B and 5C, and Tables 4A, 4B and 4C. 3.2.3 Extension Shaft Couplers: The helical pile lead shaft sections and extension shaft sections are connected together by couplers, so as to allow the multiple shaft sections to be connected during installation. Connection of the extension shaft section to the lead shaft or other extension shaft section is made by through-bolted connection, through the extension shaft coupler segment and the connected lead shaft or other extension shaft. At one end of each 27/8-inch-outside-diameter (73 mm) and 31/2-inch-outside-diameter (89 mm) extension shaft sections is a steel coupler that consists of a pipe sleeve, factory-welded to the end of the extension shaft, which allows the upper end to the lead shaft or the other end of extension shaft section to be snug-fitted into the welded coupler. The 27/8-inch-outside-diameter (73 mm) extension shaft coupler sleeve is a 3½-inch-outside- diameter (89 mm) round steel tubing, having a 0.254-inch (6.45 mm) nominal wall thickness. The 31/2-inch-outside-diameter (89 mm) extension shaft coupler sleeve is a 41/8-inch-outside-diameter (105 mm) round steel tubing, having a 0.255-inch (6.48 mm) nominal wall thickness. 13/16-inch holes are factory drilled at each end of the extension shaft section and at the upper end of the lead shaft section, so as to allow multiple shaft sections to be through-bolted together during the installation. For 27/8-inch-outside-diameter (73 mm) and 31/2-inch-outside-diameter (89 mm) helical plies, each coupling connection includes two ¾-inch- diameter (19 mm) standard hex-head structural bolts and two matching hex nuts complying with Section 3.3.6. See Figures 3A, 3B, 5A, and 5B. At one end of each 11/2-inch (38 mm) RCS extension shaft section, an upset socket is forged from the RCS steel bar, which allows the upper end of the lead shaft or the other end (the end without the upset socket) of an extension shaft section to be snug-fitted into the upset socket. 13/16-inch holes are factory drilled at each end of the extension shaft section and at the upper end of the lead shaft section, so as to allow multiple shaft sections to be through-bolted together during the installation. The coupling connection includes one ¾-inch-diameter (19 mm) standard hex-head structural bolt and one matching hex nut. See Figures 3C and 5C. 3.2.4 Foundation Attachments (Brackets): The Ideal 278CF and 312CF are Type A side-load brackets (repair brackets) used for transferring axial compressive loads from the existing foundations to the helical piles. The Ideal 278NC80G, 312NC80G, and SQ150NC60G are Type B direct-load brackets (new construction brackets) which are used in new construction to transfer axial compression, axial tension, or lateral loads from the foundations to the helical piles. The different brackets are described in Sections 3.2.4.1 and 3.2.4.2. 3.2.4.1 Repair Brackets (278CF and 312CF): Repair brackets are used to support existing concrete foundations by transferring axial compressive loads from the existing foundations to the helical pile. The 278CF bracket is comprised of three components: seat, sleeve, and lifting T-bracket. The seat consists of ½-inch-thick (12 mm) top and bottom plates with ¼-inch- thick (6 mm) vertical steel stiffener plates. The plates are factory welded together to form the seat. The seat is then factory welded to a round 31/2-inch-outside- diameter (89 mm) steel tubing sleeve forming the bracket main body. A lifting T-bracket consists of factory welding together ½-inch-thick (12 mm) plates, 3/8-inch- thick (10 mm) plates, and round 21/4-inch-outside- diameter (57 mm) steel tubing. The lifting T-bracket is connected to the bracket main body with two 7/8-inch- diameter steel threaded rods, four matching steel nuts, and matching steel washers. See Figure 1A of this report. The 312CF bracket is comprised of three components: seat, sleeve, and lifting T-bracket. The seat consists of ½-inch-thick (12 mm) top and bottom plates with 3/8-inch- thick (10 mm) vertical steel stiffener plates. The plates are factory welded together to form the seat. The seat is then factory welded to a round 41/8-inch-outside- diameter (105 mm) steel tubing sleeve forming the bracket main body. A lifting T-bracket consists of factory welding together ½-inch-thick (12 mm) plates and round 27/8-inch-outside-diameter (73 mm) steel tubing. The lifting T-bracket is connected to the bracket main body with two 7/8-inch-diameter steel threaded rods, four matching steel nuts, and matching steel washers. See Figures 1B of this report. 3.2.4.2 New Construction Brackets (278NC80G, 312NC80G, and SQ150NC60G): New construction brackets are used with the helical pile system in new construction where the steel bearing plate of the bracket is cast into new concrete grade beams, footings, or pile caps. The brackets can transfer compression, tension, and lateral loads between the pile and the concrete foundation. The 278NC80G bracket consists of an 8-by-8-by- 3/4-inch-thick (203 by 203 by 19 mm) bearing plate. The bearing plate is factory welded to a round 31/2-inch- outside-diameter (89 mm) HSS sleeve with two factory- drilled 13/16-inch (24 mm) through-holes. The bracket is attached to the shaft in the field with two ¾-inch (19 mm) ESR-3750 | Most Widely Accepted and Trusted Page 3 of 20 standard hex bolts with matching ¾-inch (19 mm) standard hex nuts. See Figure 2A of this report. The 312NC80G bracket consists of an 8-by-8-by- 3/4-inch-thick (203 by 203 by 19 mm) bearing plate. The bearing plate is factory welded to a round 41/8-inch- outside-diameter (105 mm) HSS sleeve with two factory- drilled 13/16-inch (24 mm) through-holes. The bracket is attached to the shaft in the field with two ¾-inch (19 mm) standard hex bolts with matching ¾-inch (19 mm) standard hex nuts. See Figure 2B of this report. The SQ150NC60G bracket consists of an 8-by-8-by-3/4-inch-thick (203 by 203 by 19 mm) bearing plate. The bearing plate is factory welded to a round 23/8-inch- outside-diameter (60 mm) HSS sleeve with one factory- drilled 13/16-inch (24 mm) through-hole. The bracket is attached to the shaft in the field with one ¾-inch (19 mm) standard hex bolt with matching ¾-inch (19 mm) standard hex nut. See Figure 2C of this report. 3.3 Material Specifications: 3.3.1 Helical Pile Lead Shafts and Extensions: The 27/8-inch-outside-diameter (73 mm) and 31/2-inch- outside-diameter (89 mm) lead shafts and extensions are carbon steel round tubes that conform to ASTM A500, Grade C, except they have a minimum yield strength of 80,000 psi (551 MPa) and a minimum tensile strength of 85,000 psi (586 MPa). The 11/2-inch (38.1 mm) RCS lead shafts and extensions are solid round-cornered square (RCS) steel bar that conform to ASTM A29-15 and ASTM A576-90b, except they have a minimum yield strength of 90,000 psi (620 MPa) and a minimum tensile strength of 129,000 psi (889 MPa). The lead shafts and extensions can either be bare steel or hot-dipped galvanized in accordance with ASTM A123. 3.3.2 Helical Plates: The helical plates used in 27/8-inch-outside-diameter (73 mm) and 31/2-inch- outside-diameter (89 mm) lead shafts and extensions are carbon steel plates conform to ASTM A572, Grade 50, and having a minimum yield strength of 50,000 psi (344 MPa) and a minimum tensile strength of 65,000 psi (448 MPa). The helical plates used in 11/2-inch (38.1 mm) RCS lead shafts and extensions are carbon steel plates conform to ASTM A656, Grade 80, and having a minimum yield strength of 80,000 psi (552 MPa) and a minimum tensile strength of 90,000 psi (621 MPa). The helical plates are factory-welded to the shafts and can either be bare steel or hot-dipped galvanized in accordance with ASTM A123. 3.3.3 Extension Shaft Couplers: The extension shaft couplers for the 27/8-inch-outside-diameter (73 mm) piles are carbon steel round tubes that conform to ASTM A1026, except for having a minimum yield strength of 72,000 psi (496 MPa) and a minimum tensile strength of 79,000 psi (545 MPa). The extension shaft couplers for the 31/2-inch-outside-diameter (89 mm) piles are carbon steel round tubes that conform to ASTM A500, Grade C, except for having a minimum yield strength of 80,000 psi (552 MPa) and a minimum tensile strength of 85,000 psi (586 MPa). The 27/8-inch-outside-diameter (73 mm) and 31/2-inch-outside-diameter (89 mm) extension shaft couplers are factory-welded to the extensions. The 11/2-inch (38.1 mm) extension shaft couplers are forged from the steel bar specified in Section 3.3.1. The extension shaft couplers can either be bare steel or hot- dipped galvanized in accordance with ASTM A123. 3.3.4 Repair Brackets (278CF and 312CF): The plates used to fabricate the repair bracket seat, stiffeners, and lifting T-bracket conform to ASTM A572, Grade 50, and having a minimum yield strength of 50,000 psi (345 MPa) and a minimum tensile strength of 65,000 psi (448 MPa). The lifting T-bracket stem and the sleeve of the seat are round steel tubing which conform to ASTM A500, Grade C, and having a minimum yield strength of 80,000 psi (551 MPa) and a minimum tensile strength of 85,000 psi (586 MPa). The repair brackets can either be bare steel or hot-dipped galvanized in accordance with ASTM A123. 3.3.5 New Construction Brackets (278NC80G, 312NC80G, and SQ150NC60G): The steel bearing plates for 278NC80G, 312NC80G, and SQ150NC60G brackets conform to ASTM A572, Grade 50, and having a minimum yield strength of 50,000 psi (345 MPa) and a minimum tensile strength of 65,000 psi (448 MPa). For the 278NC80G bracket, the round steel tube sleeve conforms to ASTM A1026, and having a minimum yield strength of 72,000 psi (496 MPa) and a tensile strength of 79,000 psi (545MPa). For the 312NC80G bracket, the round steel tube sleeve conforms to ASTM A500, Grade C, and having a minimum yield strength of 80,000 psi (551 MPa) and a tensile strength of 85,000 psi (586 MPa). For the SQ150NC60G bracket, the round steel tubing conforms to ASTM A500, Grade C, and having a minimum yield strength of 55,000 psi (379 MPa) and a tensile strength of 75,000 psi (517 MPa). The new construction brackets can either be bare steel or hot-dipped galvanized in accordance with ASTM A123. 3.3.6 All Other Fastening Assemblies (Including Brackets): The threaded rods conform to ASTM A307 Grade A. The nuts conform to ASTM A563 Grade A and ASTM A194 Grade 2H. The washers conform to ASTM F844. Through-bolts used to connect the new construction bracket and shaft extensions and lead shafts conform to ASTM A325. Bolts, nuts, washers, and threaded rods can either be bare or hot-dipped galvanized in accordance with ASTM A153. 4.0 DESIGN AND INSTALLATION 4.1 Design: 4.1.1 General: Engineering calculations and drawings, prepared by a registered design professional, must be submitted to the code official for each project, must be based on accepted engineering principles as described in IBC Section 1604.4, and must conform to 2015, 2012 and 2009 IBC Section 1810 (2006 IBC Section 1808). The load capacities shown in this report are based on allowable stress design (ASD) described in IBC Section 1602 and AISC 360 Section B3.4. The engineering analysis must address helical foundation system performance related to structural and geotechnical requirements. The calculations must address the ability (considering strength and stiffness) of the supported foundation and structure to transmit the applied loads to the helical foundation system and the ability of the helical piles and surrounding soils to support the loads applied by the supported foundation and structure. The structural analysis must consider all applicable internal forces (axial, shear, bending moments, and torsional moments, if applicable) due to applied loads, load transfer between the bracket and the pile segments (leads and extensions), and maximum span(s) between helical foundations. The result of the analysis and the structural capacities must be used to select a helical foundation system. The minimum embedment depth for various loading conditions must be included, based on the most stringent requirements of the following: engineering ESR-3750 | Most Widely Accepted and Trusted Page 4 of 20 analysis; tested conditions described in this report; a site-specific geotechnical investigation report; and site- specific load tests, if applicable. The geotechnical analysis must address the suitability of the helical foundation system for the specific project. It must also address the center-to-center spacing of the helical pile, considering both effects on the supported foundation and structure, and group effects on the pile- soil capacity. The analysis must include estimates of the axial tension and/or compression capacities of the helical piles, whatever is relevant for the project, and the expected total and differential foundation movements due to a single pile or pile group, as applicable. A soil investigation report (geotechnical report) must be submitted to the code official as part of the required submittal documents, prescribed in 2015, 2012, and 2009 IBC Section 107 (2006 IBC Section 106), at the time of permit application. The geotechnical report must include, but is not limited to, all the following: 1. A plot showing the location of the soil investigation. 2. A complete record of the soil boring and penetration test logs and soil samples. 3. A record of soil profile. 4. Information on groundwater table, frost depth, and corrosion-related parameters, as described in Section 5.5 of this report. 5. Soil design parameters, such as: shear strength, soil allowable bearing pressure, unit weight of soil, soil deformation characteristics, and other parameters affecting pile support conditions as defined in 2015, 2012 and 2009 IBC Section 1810.2.1 (2006 IBC Section 1808.2.9). 6. Confirmation of the suitability of helical foundation systems for the specific project. 7. Recommendations for design criteria, including, but not be limited to: mitigation of effects of differential settlement, varying soil strength, and effects of adjacent loads. 8. Recommended center-to-center spacing of helical pile foundations, if different from spacing noted in Section 5.14 of this report; and reduction of allowable loads due to the group action, if necessary. 9. Field inspection and reporting procedures to include procedures for verification of the installed bearing capacity, when required. 10. Load test requirements. 11. Any questionable soil characteristics and special design provisions, as necessary. 12. Expected total and differential settlement. 13. The axial compression, axial tension, and lateral load soil capacities, if values cannot be determined from this evaluation report. The allowable axial compressive or tensile load of the helical pile system must be based on the least of the following in accordance with 2015, 2012 and 2009 IBC Section 1810.3.3.1.9:  P1: Allowable axial capacity of the bracket. Section 4.1.2 of this report includes bracket capacities.  P2: Allowable axial capacity of pile shaft. Section 4.1.3 of this report includes pile shaft capacities.  P3: Sum of the allowable axial capacity of helical bearing plates affixed to pile. Section 4.1.4 of this report includes helical plate axial capacities.  P4: Allowable capacity determined from well- documented correlations with installation torque. Section 4.1.5 of this report includes torque correlation factors used to establish pile axial load capacities based on documented correlations.  P4: Sum of the areas of the helical bearing plates times the ultimate bearing capacity of the soil or rock comprising the bearing stratum divided by a safety factor of 2. This capacity will be determined by a registered design professional based on site-specific soil conditions.  P4: Allowable capacity predicted by dividing the ultimate capacity determined from load tests by a safety factor of at least 2.0. This capacity will be determined by a registered design professional for each site-specific condition. 4.1.2 Bracket Capacity (P1): Tables 1A, 1B, and 1C describe the allowable bracket capacity for new construction brackets (278NC80G, 312NC80G, and SQ150NC60G) and repair brackets (278CF, 312CF). The connections of the building structure to the helical pile brackets must be designed and included in the construction documents. The concrete foundation must be designed and justified to the satisfaction of the code official with due consideration to the eccentricity of applied loads, including reactions provided by the brackets, acting on the concrete foundation. Only localized limit states of steel and supporting concrete foundation, including punching shear and bearing, have been considered in this evaluation report. Other limit states are outside the scope of this evaluation report and must be determined by the registered design professional. The effects of reduced lateral sliding resistance due to uplift from wind or seismic loads must be considered for each project. 4.1.3 Pile Shaft Capacity (P2): Tables 3A, 3B, and 3C describe the shaft allowable capacity. Tables 2A, 2B, and 2C describe the mechanical properties of the shafts, which are based on a 50-year corrosion effect in accordance with Section 3.9 of AC358. The top of the shafts must be braced as described in 2015, 2012 and 2009 IBC Section 1810.2.2, and 2006 IBC Section 1808.2.5. In accordance with 2015, 2012 and 2009 IBC Section 1810.2.1, and 2006 IBC Section 1808.2.9, any soil other than fluid soil must be deemed to afford sufficient lateral support to prevent buckling of the systems that are braced, and the unbraced length is defined as the length of piles standing in air, water, or in fluid soils plus an additional 5 feet (1524 mm) when embedment is into firm soil, or an additional 10 feet (3048 mm) when embedment is into soft soil. Firm soils must be defined as any soil with a Standard Penetration Test (SPT) blow count of five or greater. Soft soils must be defined as any soil with a SPT blow count greater than zero and less than five. Fluid soils must be defined as any soil with a SPT blow count of zero [weight of hammer (WHO) or weight of rods (WOR)]. Standard Penetration Test blow count must be determined in accordance with ASTM D1586. The shaft capacity of the helical foundation systems in air, water or fluid soils must be determined by a registered design professional using parameters in Tables 2A, 2B, and 2C with due consideration of lateral support provided by the surrounding soil and/or structure. ESR-3750 | Most Widely Accepted and Trusted Page 5 of 20 The elastic shortening/lengthening of the pile shaft will be controlled by the strength and section properties of the shaft sections and coupler(s). For loads up to and include the allowable load limits found in this report, the elastic shortening/lengthening of a shaft can be estimated as: ∆shaft = P L/(A E) where: ∆shaft = Length change of shaft resulting from elastic shortening/lengthening, in (mm). P = applied axial load, kip (kN). L = effective length of the shaft, in. (mm). A = cross-sectional area of the shaft, see Tables 2A, 2B, and 2C, in.2 (mm2). E = Young's modulus of the shaft, see Table 2A, 2B, and 2C, ksi (MPa). The slip of the helical pile coupler is 0.161-inch/coupler (4.1 mm/coupler) for 27/8-inch diameter shafts, 0.286-inch/coupler (7.3 mm/coupler) for 31/2-inch-diameter shafts, and 0.161-inch/coupler (4.1 mm/coupler) for 11/2-inch RCS shafts at rated allowable compression/tensile load per coupling. 4.1.4 Helix Plate Capacity (P3): Tables 4A, 4B, and 4C describe the allowable helical bearing plate capacity. For helical piles with more than one helix, the allowable helix capacity for the helical foundation systems supporting axial compression and tension loads may be taken as the sum of the least allowable capacity of each individual helix. The helix plates are spaced three times the diameter of the lowest plate apart starting at the toe of the lead shaft section and extending into the flighted extensions, if specified. 4.1.5 Soil Capacity (P4): Tables 5A, 5B, and 5C describe the geotechnical related properties of the piles. The allowable axial compressive or tensile soils capacity of helical piles (P4) must be determined by a registered design professional in accordance with a site-specific geotechnical report, as described in Section 4.1.1, combined with the individual helix bearing method (Method 1), or from field loading tests conducted under the supervision of a registered design professional (Method 2). For either Method 1 or Method 2, the predicted axial load capacities must be confirmed during the site-specific production installation, such that the axial load capacities predicted by the torque correlation method are equal to or greater than what is predicted by Method 1 or 2, described above. The individual bearing method is determined as the sum of the individual areas of the helical bearing plates times the ultimate bearing capacity of the soil or rock comprising the bearing stratum. The design allowable axial load must be determined by dividing the total ultimate axial load capacity predicted by either Method 1 or 2, above, divided by a safety factor of at least 2. The torque correlation method must be used to predict the ultimate capacity (Qult) of the pile and the minimum installation torque (Equation 1). A factor of safety of 2 must be applied to the ultimate capacity to determine the allowable soil capacity (Qall) of the pile (Equation 2). Qult = KtT (Equation 1) Qall = 0.5 Qult (Equation 2) where: Qult = Ultimate axial compressive or tensile capacity (lbf or N) of helical pile, which must be limited to the maximum ultimate values noted in Tables 5A, 5B, and 5C. Qall = Allowable axial compressive or tensile capacity (lbf or N) of helical pile, which must be limited to the maximum ultimate values noted in Tables 5A, 5B, and 5C. Kt = Torque correlation factors are described in Tables 5A, 5B, and 5C. T = Final installation torque in (ft-lbf or N-m). The final installation torque is defined as the last torque reading taken during the pile installation, using, for example, the torque reading instruments connected to the installation equipment. The allowable lateral soil capacity is 1,100 lbf (4.89 kN) for 27/8-inch diameter helical piles, 1,650 lbf (7.34 kN) for 31/2-inch diameter helical piles, and 475 lbf (2.11 kN) for 11/2-inch RCS helical piles. It is based on field testing of the helical piles with a single 8-inch- diameter (203 mm) helix plate installed in a firm clay soil, having an average standard penetration test blow count of 20, at a minimum embedment of 15 feet (4.57 m). For soil conditions other than firm clay, the lateral capacity of the pile must be determined by a registered design professional. 4.2 Installation: The Ideal Foundation Systems must be installed by certified and trained installers approved by Ideal Manufacturing Inc. The Ideal Foundation Systems must be installed in accordance with this section (Section 4.2); 2015, 2012 and 2009 IBC Section 1810.4.11; the manufacturer’s published installation instructions; and approved site-specific construction documents. In case of a conflict, the most stringent requirement governs. 4.2.1 Helical Pile Installation: The helical piles must be installed and located in accordance with the approved plans and specifications. The helical piles are typically installed using hydraulic rotary motors having forward and reverse capabilities, as recommended by Ideal Manufacturing, Inc. In conjunction with rotating the pile, an axial force (crowd sufficient to cause the pile to penetrate the earth at a rate of approximately 3 inches [76.2 mm] per revolution) is also applied. The installation speeds must be limited to less than 25 revolutions per minutes (rpm). The installation torque must not exceed the Maximum Installation Torque Rating, as described in Tables 5A, 5B, and 5C. Helical piles must be installed vertically into the ground with a maximum allowable angle of inclination of ±1 degree from vertical. The helical piles must be rotated clockwise in a continuous manner with the lead shaft section advancing at the helix pitch. Extensions and flighted extensions (number and length) are selected based on the approved plans as specified per the site conditions by a registered design professional. The extensions, flighted extensions, and the lead shaft section must be connected by the use of the designed number of coupling bolts and nuts as described in Section 3.2.3. Coupling bolts must be snug- tightened as defined in Section J3 of AISC 360. The final installation torque must equal or exceed that specified by the torque correlation method. The helical piles must be installed to the minimum depth described in the approved plans, but with the helical plate not less than 5 feet (1.53 m) below the bottom of the supported concrete foundation. For tension application, when designing to the full geotechnical capacity, the helical ESR-3750 | Most Widely Accepted and Trusted Page 6 of 20 pile must be installed such that the minimum depth from the ground surface to the uppermost helix is 12D, where D is the diameter of the largest helix. 4.2.2 Foundation Attachments: 4.2.2.1 Repair Bracket: The repair bracket must be installed as specified in the approved plans. The repair bracket is installed by excavating the bottom of the footing or foundation and large enough to provide access for bracket installation. The excavation is extended under the footing for 14 inches (356 mm) from chiseled footing face, 12 inches (305 mm) below the footing, and 14 inches (356 mm) parallel with the footing. The face and underside of the footing for the bracket bearing plate is cleaned and chipped if highly irregular, and should be relatively flat. Existing concrete footing capacity must not be altered, such as with notching of concrete or cutting of reinforcing steel, without the approval of the registered design professional and the code official. The repair bracket is installed over the pile shaft, away from the concrete footing. The bracket is rotated into place under the footing and raised into position. The footing face and underside should be fully bearing on the bracket plate. Place non-shrink grout in any small voids between footing, bracket seat and concrete footing. The pile shaft is cut off squarely at least 14 inches (356 mm) up from bottom of footing. This may change depending on the amount of lift. All field-cut or drilled pilings may be protected from corrosion as recommended by the registered design professional and approved by the code official. The T-bracket is installed over the pile shaft, and threaded rods, nuts and washers are added to hold the bracket in position. Coupling nuts, jacking bracket, and lifting jack are installed to raise the foundation to the desired elevation. Any lifting of the existing structure must be verified by a registered design professional and is subject to approval of the code official to ensure that the foundation, superstructure, and helical piles are not overstressed. The bracket can be lifted only after the non-shrink grout placed during bracket installation has cured. Once the foundation has been raised to its desired elevation and the hex nuts over the T-bracket are tightened, then the jacking brackets and lifting jacks are removed. The threaded-rod nuts must be snug-tightened as defined in Section J3 of AISC 360. The excavation must be backfilled in accordance with 2015, 2012 and 2009 IBC Section 1804 (2006 IBC Section 1803). 4.2.2.2 New Construction Bracket: New construction brackets must be placed over the top of the helical pile shaft. The top of pile elevation must be established and must be consistent with the specified elevation. If necessary, the top of the pile may be cut off level to the required length in accordance with the manufacturer’s instructions and AISC 360 requirements so as to ensure full, direct contact (bearing) between the top of the pile shaft and the bracket. All field-cut or drilled pilings may be protected from corrosion as recommended by the registered design professional and approved by the code official. For new construction brackets 278NC80G and 312NC80G installed for tension application, two ¾-inch- diameter (19 mm) bolts and matching nuts as described in Section 3.3.6 of this report must be installed for helical piles in tension. In the case of new construction bracket SQ150NCG60 installed for tension application, one ¾-inch-diameter (19 mm) bolt and matching nut as described in Section 3.3.6 of this report must be installed for helical piles in tension. The bolts must be snug- tightened as defined in Section J3 of AISC 360. The embedment and edge distance of the bracket into the concrete foundation must be as described in the approved plans and as indicated in Tables 1A, 1B, and 1C of this report. The concrete foundation must be cast around the bracket in accordance with the approved construction documents. 4.3 Special Inspection: Continuous special inspection in accordance with 2015 and 2012 IBC Section 1705.9 (2009 IBC Section 1704.10 and 2006 IBC Section 1704.9) must be provided for the installation of the helical piles and foundation brackets. Where on-site welding is required, special inspection in accordance with 2015 and 2012 IBC Section 1705.2 (2009 and 2006 IBC Section 1704.3) is also required. Items to be recorded and confirmed by the special inspector must include, but are not necessarily limited to, the following: 1. Verification of product manufacturer and the manufacturer’s certification of the installers. 2. Verification of product types and configurations for helical pile lead shaft sections, extensions, brackets, bolts, threaded rods, nuts, washers, and torque as specified in this report and the construction documents. 3. Installation procedures for helical pile shaft, installation equipment used, and the Ideal Foundation Systems installation instructions. 4. Anticipated and actual piling depth. 5. Required target installation torque of piles and depth of the helical foundation system. 6. Inclination and position of helical piles; top of pile extension in full contact with bracket; tightness of all bolts; and evidence that the helical pile foundation systems are installed by an approved Ideal Foundation Systems installer. 7. Other pertinent installation data as required by the registered professional in responsible charge and compliance of installation with the approved geotechnical report, construction documents, and this evaluation report. 5.0 CONDITIONS OF USE The Ideal Foundation Systems described in this report comply with, or are suitable alternatives to what is specified in, those codes indicated in Section 1.0 of this report, subject to the following conditions: 5.1 The helical pile system is manufactured, identified, and installed in accordance with this report, the approved construction documents, and the manufacturer’s published installation instructions, which must be available at the jobsite at all times during installation. In the event of a conflict between this report, the approved construction documents and the manufacturer’s published installation instructions, the most restrictive governs. 5.2 The helical pile system has been evaluated for support of structures assigned to Seismic Design Categories (SDCs) A, B and C in accordance with IBC Section 1613. Use of the systems to support structures assigned to SDC D, E, or F or that are located in Site Class E or F are outside the scope of this report, and are subject to the approval of the building official, based upon submission of a design in accordance with the code by a registered design professional. ESR-3750 | Most Widely Accepted and Trusted Page 7 of 20 5.3 Both the repair bracket and the new construction bracket must be used only to support structures that are laterally braced as defined in 2015, 2012 and 2009 IBC Section 1810.2.2 (2006 IBC Section 1808.2.5). Shaft couplings must be located within firm or soft soil as defined in Section 4.1.3. 5.4 Installation of the helical foundation systems is limited to support of uncracked normal-weight concrete, as determined in accordance with the applicable code. 5.5 The helical foundation systems must not be used in conditions that are indicative of potential pile deterioration or corrosion situations, as defined by the following: (1) soil resistivity less than 1,000 ohm-cm; (2) soil pH less than 5.5; (3) soils with high organic content; (4) soil sulfate concentrations greater than 1,000 ppm; (5) soils located in landfill; or (6) soil containing mine waste. 5.6 Zinc-coated steel and bare steel components must not be combined in the same system; unless, they are designed as bare steel elements. All helical foundation components must be galvanically isolated from concrete reinforcing steel, building structural steel, or any other metal building components. 5.7 Special inspection is provided in accordance with Section 4.3 of this report. 5.8 The helical piles must be installed vertically into the ground with a maximum allowable angle of inclination of 1 degree from vertical. To comply with the requirements found in 2015, 2012 and 2009 IBC Section 1810.3.1.3 (2006 IBC Section 1808.2.8.8), the superstructure must be designed to resist the effects of helical pile eccentricity. 5.9 A soil investigation (geotechnical report) in accordance with Section 4.1.1 of this report must be submitted to the code official for approval. 5.10 The load combinations prescribed in Section 1605.3.2 of the IBC must be used to determine the applied loads. When using the alternative basic load combinations prescribed in Section 1605.3.2, the allowable stress increases permitted by material chapters of the IBC (Chapters 19 through 23, as applicable) or the referenced standards are prohibited. 5.11 Engineering calculations and drawings must be in accordance with recognized engineering principles as described in IBC Section 1604.4, in compliance with Section 4.1 of this report, prepared by a registered design professional and approved by the code official. 5.12 The applied loads must not exceed the allowable capacities described in Section 4.1 of this report. 5.13 The adequacy of the concrete structures that are connected to the brackets must be verified by a registered design professional in accordance with applicable code provisions, and is subject to the approval of the code official. 5.14 In order to avoid group efficiency effects, an analysis prepared by a registered design professional must be submitted where the center- to-center spacing of axially loaded helical piles is less than three times the diameter of the largest helix plate at the depth of bearing. An analysis prepared by a registered design professional must also be submitted where the center-to-center spacing of laterally loaded helical piles is less than eight times the least horizontal dimension of the pile shaft at the ground surface. For laterally loaded piles, spacing between helical plates must not be less than 3D, where D is the diameter of the largest helical plate measured from the edge of the helical plate to the edge of the helical plate of the adjacent helical pile; or 4D, where the spacing is measured from the center-to-center of the adjacent helical pile plates. 5.15 Compliance with 2015, 2012 and 2009 IBC Section 1810.3.11.1 (2006 IBC Section 1808.2.23.1.1) for buildings assigned to Seismic Design Category (SDC) C, and with 2012 and 2009 IBC Section 1810.3.6 (2006 IBC Section 1808.2.7) for all buildings, is outside the scope of this report. Such compliance must be addressed by a registered design professional for each site, and is subject to approval by the code official. 5.16 Settlement of the helical pile is outside the scope of this report and must be determined by a registered design professional, as required in 2015, 2012 and 2009 IBC Section 1810.2.3 (2006 IBC Section 1808.2.12). 5.17 The Ideal Foundation Systems are manufactured at the Ideal Manufacturing, Inc., facility located in Webster, New York, under a quality-control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Helical Foundation Systems and Devices (AC358), dated October 2016. 7.0 IDENTIFICATION 7.1 The Ideal Foundation System components are identified by a tag or label bearing the name and address of Ideal Manufacturing Inc., the catalog number and the evaluation report number (ESR- 3750). 7.2 The report holder’s contact information is the following: IDEAL MANUFACTURING, INC. 999 PICTURE PARKWAY WEBSTER, NEW YORK 14580 (585) 872-7190 www.idealfoundationsystems.com info@idl-grp.com ESR-3750 | Most Widely Accepted and Trusted Page 8 of 20 TABLE 1A—BRACKET CAPACITY (P1) FOR SIDE LOAD AND DIRECT LOAD BRACKETS USED WITH 27/8-INCH SHAFTS5,7 PRODUCT NUMBER DESCRIPTION SHAFT DIAMETER (inches) ALLOWABLE CAPACITY (kips) Compression Tension Lateral 278CF Repair Bracket 27/8 29.41 N/A N/A 278NC80G New Construction Bracket 27/8 58.12 40.83,6 1.04 For SI: 1 inch = 25.4 mm, 1 kip (1000 lbf) = 4.48 kN. 1Load capacity is based on full scale load tests per AC358 with an installed 5'-0" unbraced pile length having a maximum of one coupling per 2015, 2012 and 2009 IBC Section 1810.2.1 and 2006 IBC 1808.2.9.2. Repair brackets must be concentrically loaded and the bracket plate must be fully engaged with bottom of concrete foundation. Only localized limit states such as mechanical strength of steel components and concrete bearing have been evaluated. Minimum specified compressive strength of concrete is 3,000 psi (20.68 MPa). 2The allowable compressive load capacity is based on the mechanical strength of the steel bracket, concrete punching shear capacity, and concrete bearing strength. The allowable load capacities have been determined assuming that minimum reinforcement has been provided as specified by ACI 318-14 Section 9.6.1.2 and ACI 318-11 Section 10.5.1. The minimum embedment of the bracket is 12.6 inches. The embedment depth is the distance between the top of the bracket plate to the top of the concrete footing. End of helical pile shaft must be fully bearing on bracket plate. The concrete footing must have a minimum width of 33.2 inches, and must be normal-weight concrete having a minimum compressive strength of 2,500 psi. 3The allowable tensile load capacity is based on the mechanical strength of the steel bracket, punching shear capacity and bearing to concrete footing. The allowable load capacities have been determined assuming that minimum reinforcement has been provided as specified by ACI 318-14 Section 9.6.1.2 and ACI 318-11 Section 10.5.1. The minimum embedment of the bracket is 12.11 inches. The embedment depth is the distance between the bottom of the bracket plate to the bottom of the concrete footing. The capacity is based using two ¾-inch through bolts as described in Section 3.2.4.2 of this report. The concrete footing must have a minimum width of 28.2 inches, and must be normal- weight concrete having a minimum compressive strength of 2,500 psi.4The allowable lateral capacity is based on limit states associated with mechanical steel strength, concrete breakout in accordance with ACI 318, and bracket bearing on unreinforced concrete in accordance with ACI 318. The bracket must be installed with a minimum embedment depth of 4 inches measured from the bottom of the bracket plate to the bottom of the concrete footing, and a minimum edge distance of6.5 inches measured from the bracket plate edge to the concrete footing edge. The concrete footing must have a minimum width of 21 inches, and must be normal-weight concrete having a minimum compressive strength of 2,500 psi.5The capacities listed in Table 1A assume the pile foundation system is sidesway braced per 2015, 2012 and 2009 IBC Section 1810.2.2 and 2006 IBC Section 1808.2.5.6 The bolt threads are excluded from the connection shear plane.7 Allowable capacities are based on bare steel losing 0.036-inch (318 μm) steel thickness as indicated in Section 3.9 of AC358 for a 50-year service life. N/A = not applicable. TABLE 1B—BRACKET CAPACITY (P1) FOR SIDE LOAD AND DIRECT LOAD BRACKETS USED WITH 31/2-INCH SHAFTS5,7 PRODUCT NUMBER DESCRIPTION SHAFT DIAMETER (inches) ALLOWABLE CAPACITY (kips) Compression Tension Lateral 312CF Repair Bracket 31/2 38.21 N/A N/A 312NC80G New Construction Bracket 31/2 60.02 43.23,6 1.04 For SI: 1 inch = 25.4 mm, 1 kip (1000 lbf) = 4.48 kN. 1Load capacity is based on full scale load tests per AC358 with an installed 5'-0" unbraced pile length having a maximum of one coupling per 2015, 2012 and 2009 IBC Section 1810.2.1 and 2006 IBC 1808.2.9.2. Repair brackets must be concentrically loaded and the bracket plate must be fully engaged with bottom of concrete foundation. Only localized limit states such as mechanical strength of steel components and concrete bearing have been evaluated. Minimum specified compressive strength of concrete is 3,000 psi (20.68 MPa). 2The allowable compressive load capacity is based on the mechanical strength of the steel bracket, concrete punching shear capacity, and concrete bearing strength. The allowable load capacities have been determined assuming that minimum reinforcement has been provided as specified by ACI 318-14 Section 9.6.1.2 and ACI 318-11 Section 10.5.1. The minimum embedment of the bracket is 15.0 inches. The embedment depth is the distance between the top of the bracket plate to the top of the concrete footing. End of helical pile shaft must be fully bearing on bracket plate. The concrete footing must have a minimum width of 38 inches, and must be normal-weight concrete having a minimum compressive strength of 2,500 psi. 3The allowable tensile load capacity is based on the mechanical strength of the steel bracket, punching shear capacity and bearing to concrete footing. The allowable load capacities have been determined assuming that minimum reinforcement has been provided as specified by ACI 318-14 Section 9.6.1.2 and ACI 318-11 Section 10.5.1. The minimum embedment of the bracket is 12.5 inches. The embedment depth is the distance between the bottom of the bracket plate to the bottom of the concrete footing. The capacity is based using two ¾-inch through bolts as described in Section 3.2.4.2 of this report. The concrete footing must have a minimum width of 28.9 inches, and must be normal-weight concrete having a minimum compressive strength of 2,500 psi.4The allowable lateral capacity is based on limit states associated with mechanical steel strength, concrete breakout in accordance with ACI 318, and bracket bearing on unreinforced concrete in accordance with ACI 318. The bracket must be installed with a minimum embedment depth of 4 inches measured from the bottom of the bracket plate to the bottom of the concrete footing, and a minimum edge distance of 6.5 inches measured from the bracket plate edge to the concrete footing edge. The concrete footing must have a minimum width of 21 inches, and must be normal-weight concrete having a minimum compressive strength of 2,500 psi.5The capacities listed in Table 1B assume the pile foundation system is sidesway braced per 2015, 2012 and 2009 IBC Section 1810.2.2 and 2006 IBC Section 1808.2.5.6 The bolt threads are excluded from the connection shear plane.7 Allowable capacities are based on bare steel losing 0.036-inch (318 μm) steel thickness as indicated in Section 3.9 of AC358 for a 50-year service life. N/A = not applicable. ESR-3750 | Most Widely Accepted and Trusted Page 9 of 20 TABLE 1C—BRACKET CAPACITY (P1) FOR SIDE LOAD AND DIRECT LOAD BRACKETS USED WITH 11/2-INCH RCS SHAFTS4,6 PRODUCT NUMBER DESCRIPTION SHAFT DIAMETER (inches) ALLOWABLE CAPACITY (kips) Compression Tension Lateral SQ150NC60G New Construction Bracket 11/2 52.31 4.42,5 0.913 For SI: 1 inch = 25.4 mm, 1 kip (1000 lbf) = 4.48 kN. 1The allowable compressive load capacity is based on the mechanical strength of the steel bracket, concrete punching shear capacity, and concrete bearing strength. The allowable load capacities have been determined assuming that minimum reinforcement has been provided as specified by ACI 318-14 Section 9.6.1.2 and ACI 318-11 Section 10.5.1. The minimum embedment of the bracket is 11.8 inches. The embedment depth is the distance between the top of the bracket plate to the top of the concrete footing. End of helical pile shaft must be fully bearing on bracket plate. The concrete footing must have a minimum width of 31.6 inches, and must be normal-weight concrete having a minimum compressive strength of 2,500 psi. 2The allowable tensile load capacity is based on the mechanical strength of the steel bracket, punching shear capacity and bearing to concrete footing. The allowable load capacities have been determined assuming that minimum reinforcement has been provided as specified by ACI 318-14 Section 9.6.1.2 and ACI 318-11 Section 10.5.1. The minimum embedment of the bracket is 4 inches. The embedment depth is the distance between the bottom of the bracket plate to the bottom of the concrete footing. The capacity is based using one ¾-inch through bolt as described in Section 3.3.4 of this report. The concrete footing must have a minimum width of 12 inches, and must be normal-weight concrete having a minimum compressive strength of 2,500 psi. 3The allowable lateral capacity is based on limit states associated with mechanical steel strength, concrete breakout in accordance with ACI 318, and bracket bearing on unreinforced concrete in accordance with ACI 318. The bracket must be installed with a minimum embedment depth of 4 inches measured from the bottom of the bracket plate to the bottom of the concrete footing, and a minimum edge distance of 4 inches measured from the bracket plate edge to the concrete footing edge. The concrete footing must have a minimum width of 16 inches, and must be normal-weight concrete having a minimum compressive strength of 2,500 psi. 4The capacities listed in Table 1C assume the pile foundation system is sidesway braced per 2015, 2012 and 2009 IBC Section 1810.2.2 and 2006 IBC Section 1808.2.5. 5 The bolt threads are excluded from the connection shear plane. 6 Allowable capacities are based on bare steel losing 0.036-inch (318 μm) steel thickness as indicated in Section 3.9 of AC358 for a 50-year service life. TABLE 2A—MECHANICAL PROPERTIES AFTER CORROSION LOSS OF 27/8-INCH DIAMETER HELICAL SHAFT1 Mechanical Properties SHAFT DIAMETER 27/8-inch (0.203-inch wall thickness) 27/8-inch (0.276-inch wall thickness) Steel Yield Strength, Fy (ksi) 80 80 Steel Ultimate Strength, Fu (ksi) 85 85 Modulus of Elasticity, E (ksi) 29,000 29,000 Nominal Wall Thickness (inch) 0.203 0.276 Design Wall Thickness (inch) 0.153 0.221 Outside Diameter (inch) 2.839 2.839 Inside Diameter (inch) 2.533 2.398 Cross Sectional Area (inch2) 1.29 1.82 Moment of Inertia, I (inch4) 1.17 1.57 Radius of Gyration, r (inch) 0.95 0.93 Section Modulus, S (inch3) 0.82 1.10 Plastic Section Modulus, Z (inch3) 1.10 1.52 For SI: 1 inch = 25.4 mm; 1 ksi = 6.89 MPa, 1 ft-lbf =1.36 N-m; 1 lbf =4.45 N. 1Dimensional properties are based on bare steel losing 0.036-inch steel thickness as indicated in Section 3.9 of AC358 for a 50-year service life. ESR-3750 | Most Widely Accepted and Trusted Page 10 of 20 TABLE 2B—MECHANICAL PROPERTIES AFTER CORROSION LOSS1 OF 31/2-INCH DIAMETER HELICAL SHAFT Mechanical Properties SHAFT DIAMETER 31/2-inch (0.216-inch wall thickness) 31/2-inch (0.300-inch wall thickness) Steel Yield Strength, Fy (ksi) 80 80 Steel Ultimate Strength, Fu (ksi) 85 85 Modulus of Elasticity, E (ksi) 29,000 29,000 Nominal Wall Thickness (inch) 0.216 0.300 Design Wall Thickness (inch) 0.165 0.243 Outside Diameter (inch) 3.464 3.464 Inside Diameter (inch) 3.134 2.978 Cross Sectional Area (inch2) 1.71 2.46 Moment of Inertia, I (inch4) 2.33 3.21 Radius of Gyration, r (inch) 1.17 1.14 Section Modulus, S (inch3) 1.35 1.85 Plastic Section Modulus, Z (inch3) 1.80 2.53 For SI: 1 inch = 25.4 mm; 1 ksi = 6.89 MPa, 1 ft-lbf =1.36 N-m; 1 lbf =4.45 N. 1Dimensional properties are based on bare steel losing 0.036-inch steel thickness as indicated in Section 3.9 of AC358 for a 50-year service life. TABLE 2C—MECHANICAL PROPERTIES AFTER CORROSION LOSS OF 11/2-INCH RCS HELICAL SHAFT1,2 Mechanical Properties SHAFT SIZE 11/2-inch RCS Steel Yield Strength, Fy (ksi) 90 Steel Ultimate Strength, Fu (ksi) 129 Modulus of Elasticity, E (ksi) 29,000 Nominal Shaft Depth (inch) 1.5 Design Shaft Depth (inch) 1.464 Cross Sectional Area (inch2) 2.10 Moment of Inertia, I (inch4) 0.361 Radius of Gyration, r (inch) 0.415 Section Modulus, S (inch3) 0.385 Plastic Section Modulus, Z (inch3) 0.656 For SI: 1 inch = 25.4 mm; 1 ksi = 6.89 MPa, 1 ft- lbf =1.36 N-m; 1 lbf =4.45 N. 1Dimensional properties are based on bare steel losing 0.036-inch steel thickness as indicated in Section 3.9 of AC358 for a 50-year service life. 2Rounded corners are ¼-inch radius. ESR-3750 | Most Widely Accepted and Trusted Page 11 of 20 TABLE 3A—SHAFT ALLOWABLE CAPACITY (P2) FOR 27/8–INCH-DIAMETER PILE WITH COUPLER ECCENTRICITY3,4,5 (kips) SHAFT TYPE UNBRACED SHAFT LENGTH, Lu (FT) 1 (P2) ALLOWABLE CAPACITY (KIPS) FOR 27/8-INCH DIAMETER SHAFTS COMPRESSION (KIPS) TENSION (KIPS) LATERAL SHEAR (KIPS) BENDING MOMENT (KIPS-FT) 0 Coupler 1 Coupler2 2 Couplers2 27/8-inch OD (0.203-inch wall thickness) 0 60.0 60.0 60.0 23.6 13.3 4.41 5 25.4 20.8 13.5 10 11.4 10.4 8.2 27/8-inch OD (0.276-inch wall thickness) 0 60.0 60.0 60.0 34.1 18.6 6.05 5 35.1 29.6 20.0 10 15.4 14.3 11.6 For SI: 1 inch = 25.4 mm; 1 ft = 0.305 m; 1 kip (1000 lbf) = 4.48 kN. 1Lu=Total unbraced pile length per 2015, 2012 and 2009 IBC Section 1810.2.1 and 2006 IBC Section 1808.2.9.2, including the length in air, water or in fluid soils, and the embedment length into firm or soft soil (non-fluid soil). k = Effective length factor. kLu = total effective unbraced length of the pile, where kLu = 0 represent a fully braced condition in that the total pile length is fully embedded in firm or soft soil and the supported structure is braced in accordance 2015, 2012 and 2009 IBC Section 1810.2.2 (Section 1808.2.5 of the 2006 IBC). 2Number of couplings within Lu 3The capacities shown in Table 3A are for 27/8-inch-diameter pilings installed with a maximum 1 degree of inclination and the assumption that the pile shaft is concentrically loaded. 4 Capacities based on two ¾-inch bolts with matching nuts installed complying with Section 3.3.6. The bolt threads are excluded from the connection shear plane. 5Allowable capacities are based on bare steel losing 0.036-inch (318 μm) steel thickness as indicated in Section 3.9 of AC358 for a 50-year service life. TABLE 3B—SHAFT ALLOWABLE CAPACITY (P2) FOR 31/2–INCH-DIAMETER PILE WITH COUPLER ECCENTRICITY3,4,5 (kips) SHAFT TYPE UNBRACED SHAFT LENGTH, Lu (FT) 1 (P2) ALLOWABLE CAPACITY (KIPS) FOR 31/2-INCH DIAMETER SHAFTS COMPRESSION (KIPS) TENSION (KIPS) LATERAL SHEAR (KIPS) BENDING MOMENT (KIPS-FT) 0 Coupler 1 Coupler2 2 Couplers2 31/2-inch OD (0.216-inch wall thickness) 0 60.0 60.0 60.0 37.2 17.8 7.1 5 38.9 28.1 19.8 10 20.6 17.1 13.6 31/2-inch OD (0.300-inch wall thickness) 0 60.0 60.0 60.0 37.2 25.5 10.0 5 55.2 47.5 31.7 10 28.7 26.5 20.8 For SI: 1 inch = 25.4 mm; 1 ft = 0.305 m; 1 kip (1000 lbf) = 4.48 kN. 1Lu=Total unbraced pile length per 2015, 2012 and 2009 IBC Section 1810.2.1 and 2006 IBC Section 1808.2.9.2, including the length in air, water or in fluid soils, and the embedment length into firm or soft soil (non-fluid soil). k = Effective length factor. kLu = total effective unbraced length of the pile, where kLu = 0 represent a fully braced condition in that the total pile length is fully embedded in firm or soft soil and the supported structure is braced in accordance 2015, 2012 and 2009 IBC Section 1810.2.2 (Section 1808.2.5 of the 2006 IBC). 2Number of couplings within Lu 3The capacities shown in Table 3B are for 31/2-inch-diameter pilings installed with a maximum 1 degree of inclination and the assumption that the pile shaft is concentrically loaded. 4Capacities based on two ¾-inch bolts with matching nuts installed complying with Section 3.3.6. The bolt threads are excluded from the connection shear plane. 5Allowable capacities are based on bare steel losing 0.036-inch (318 μm) steel thickness as indicated in Section 3.9 of AC358 for a 50-year service life. ESR-3750 | Most Widely Accepted and Trusted Page 12 of 20 TABLE 3C—ALLOWABLE COMPRESSION CAPACITY of 11/2–INCH-DIAMETER PILE WITH COUPLER ECCENTRICITY3,4,5 (kips) SHAFT TYPE UNBRACED SHAFT LENGTH, Lu (FT) 1 (P2) ALLOWABLE CAPACITY (KIPS) FOR 11/2-INCH RCS SHAFTS COMPRESSION (KIPS) TENSION (KIPS) LATERAL SHEAR (KIPS) BENDING MOMENT (KIPS-FT) 0 Coupler 1 Coupler2 2 Couplers2 11/2-inch RCS 0 60.0 60.0 60.0 15.5 18.7 2.7 5 13.6 11.0 6.8 10 4.3 3.7 3.1 For SI: 1 inch = 25.4 mm; 1 ft = 0.305 m; 1 kip (1000 lbf) = 4.48 kN. 1Lu=Total unbraced pile length per 2015, 2012 and 2009 IBC Section 1810.2.1 and 2006 IBC Section 1808.2.9.2, including the length in air, water or in fluid soils, and the embedment length into firm or soft soil (non-fluid soil). k = Effective length factor. kLu = total effective unbraced length of the pile, where kLu = 0 represent a fully braced condition in that the total pile length is fully embedded in firm or soft soil and the supported structure is braced in accordance 2015, 2012 and 2009 IBC Section 1810.2.2 (Section 1808.2.5 of the 2006 IBC). 2Number of couplings within Lu 3The capacities shown in Table 3C are for 11/2-inch-RCS pilings installed with a maximum 1 degree of inclination and the assumption that the pile shaft is concentrically loaded. 4 Capacities based on one ¾-inch bolt with matching nut installed complying with Section 3.3.6. The bolt threads are excluded from the connection shear plane. 5Allowable capacities are based on bare steel losing 0.036-inch (318 μm) steel thickness as indicated in Section 3.9 of AC358 for a 50-year service life. TABLE 4A—HELICAL BEARING PLATE CAPACITY (P3) FOR 27/8-INCH HELICAL PILES1,2,3 HELIX DIAM. SHAFT TYPE HELIX THICKNESS HELIX PITCH ALLOWABLE CAPACITY3 (P3) (IN) (IN) (IN) (KIPS) 8 2.875-inch (0.203-inch wall and 0.276-inch wall) 0.5 3.0 59.7 10 2.875-inch (0.203-inch wall and 0.276-inch wall) 0.5 3.0 49.3 12 2.875-inch (0.203-inch wall and 0.276-inch wall) 0.5 3.0 39.7 14 2.875-inch (0.203-inch wall and 0.276-inch wall) 0.5 3.0 48.0 For SI: 1 inch = 25.4 mm, 1 kip = 4.448 kN. 1For helical piles with more than one helix, the allowable helix capacity, P3, for the helical foundation systems, may be taken as the sum of the least allowable capacity of each individual helix. 2As described in Section 3.2.2 of this report, all helical bearing plates are made from same material, and have the same edge geometry, thickness and pitch. 3Allowable capacities are based on bare steel losing 0.036-inch (318 μm) steel thickness as indicated in Section 3.9 of AC358 for a 50-year service life. TABLE 4B—HELICAL BEARING PLATE CAPACITY (P3) FOR 31/2-INCH HELICAL PILES1,2,3 HELIX DIAM. SHAFT TYPE HELIX THICKNESS HELIX PITCH ALLOWABLE CAPACITY3 (P3) (IN) (IN) (IN) (KIPS) 8 3.5-inch (0.216-inch wall and 0.300-inch wall) 0.5 3.0 77.5 10 3.5-inch (0.216-inch wall and 0.300-inch wall) 0.5 3.0 60.8 12 3.5-inch (0.216-inch wall and 0.300-inch wall) 0.5 3.0 63.1 14 3.5-inch (0.216-inch wall and 0.300-inch wall) 0.5 3.0 56.4 For SI: 1 inch = 25.4 mm, 1 kip = 4.448 kN. 1For helical piles with more than one helix, the allowable helix capacity, P3, for the helical foundation systems, may be taken as the sum of the least allowable capacity of each individual helix. 2As described in Section 3.2.2 of this report, all helical bearing plates are made from same material, and have the same edge geometry, thickness and pitch. 3Allowable capacities are based on bare steel losing 0.036-inch (318 μm) steel thickness as indicated in Section 3.9 of AC358 for a 50-year service life. ESR-3750 | Most Widely Accepted and Trusted Page 13 of 20 TABLE 4C—HELICAL BEARING PLATE CAPACITY (P3) FOR 11/2-INCH RCS HELICAL PILES1,2,3 HELIX DIAM. SHAFT TYPE HELIX THICKNESS HELIX PITCH ALLOWABLE CAPACITY3 (P3) (IN) (IN) (IN) (KIPS) 8 1.5-inch RCS 0.375 3.0 22.7 10 1.5-inch RCS 0.375 3.0 20.1 12 1.5-inch RCS 0.375 3.0 26.8 14 1.5-inch RCS 0.375 3.0 25.8 For SI: 1 inch = 25.4 mm, 1 kip = 4.448 kN. 1For helical piles with more than one helix, the allowable helix capacity, P3, for the helical foundation systems, may be taken as the sum of the least allowable capacity of each individual helix. 2As described in Section 3.2.1 of this report, all helical bearing plates are made from same material, and have the same edge geometry, thickness and pitch. 3Allowable capacities are based on bare steel losing 0.036-inch (318 μm) steel thickness as indicated in Section 3.9 of AC358 for a 50-year service life. TABLE 5A—SOIL CAPACITY (P4) – AXIAL TENSION AND COMPRESSION FOR 27/8-INCH HELICAL PILES1 GEOTECHNICAL RELATED PROPERTIES 27/8-INCH HELICAL PILE (0.203-INCH WALL THICKNESS) 27/8-INCH HELICAL PILE (0.276-INCH WALL THICKNESS) Compression Tension Compression Tension Mechanical Torsion Rating (ft-lbs)3 8,300 8,300 9,900 9,900 Maximum Torque Per Soil Tests (ft-lbs)4 8,300 8,300 9,900 9,900 Maximum Installation Torque Rating (ft-lbs)5 8,300 8,300 9,900 9,900 Torque Correlation Factor, Kt (ft-1) 9.0 7.0 9.0 7.0 Maximum Ultimate Soil Capacity / Maximum Allowable Soil Capacity (P4) from Torque Correlations (kips)2 74.7/37.4 58.1/29.1 89.0/44.5 69.3/34.6 For SI: 1 foot = 0.305 m, 1 lbf = 4.448 N, 1 lbf-ft = 1.356 N-m. 1Soil capacity (P4) must be determined per Section 4.1.5 of this report. 2Maximum ultimate soil capacity is determined from Pult = Kt x T based on the corresponding maximum installation torque rating for the specific pile model. Allowable soil capacity is determined from Pa = Pult /2.0 based on the corresponding maximum installation torque rating for the specific pile model. See Section 4.1.5 for additional information. 3Mechanical torsion rating is the maximum torsional resistance of the steel shaft. 4Maximum Torque Per Soil Tests is the maximum torque achieved during field axial verification testing that was conducted to verify the pile axial capacity related to pile-soil interaction. 5Maximum Installation Torque rating is the lower of the “mechanical torsion rating” and the “maximum torque per soil tests”. ESR-3750 | Most Widely Accepted and Trusted Page 14 of 20 TABLE 5B—SOIL CAPACITY (P4) – AXIAL TENSION AND COMPRESSION FOR 31/2-INCH HELICAL PILES1 GEOTECHNICAL RELATED PROPERTIES 31/2-INCH HELICAL PILE (0.216-INCH WALL THICKNESS) 31/2-INCH HELICAL PILE (0.300-INCH WALL THICKNESS) Compression Tension Compression Tension Mechanical Torsion Rating (ft-lbs)3 13,620 13,620 17,200 17,200 Maximum Torque Per Soil Tests (ft-lbs)4 13,400 13,400 17,200 17,200 Maximum Installation Torque Rating (ft-lbs)5 13,400 13,400 17,200 17,200 Torque Correlation Factor, Kt (ft-1) 7.0 6.5 7.0 6.0 Maximum Ultimate Soil Capacity / Maximum Allowable Soil Capacity (P4) from Torque Correlations (kips)2 93.8/46.9 87.1/43.5 114.0/57.0 103.2/51.6 For SI: 1 foot = 0.305 m, 1 lbf = 4.448 N, 1 lbf-ft = 1.356 N-m. 1Soil capacity (P4) must be determined per Section 4.1.5 of this report. 2Maximum ultimate soil capacity is determined from Pult = Kt x T based on the corresponding maximum installation torque rating for the specific pile model. Allowable soil capacity is determined from Pa = Pult /2.0 based on the corresponding maximum installation torque rating for the specific pile model. See Section 4.1.5 for additional information. 3Mechanical torsion rating is the maximum torsional resistance of the steel shaft. 4Maximum Torque Per Soil Tests is the maximum torque achieved during field axial verification testing that was conducted to verify the pile axial capacity related to pile-soil interaction. 5Maximum Installation Torque rating is the lower of the “mechanical torsion rating” and the “maximum torque per soil tests”. TABLE 5C—SOIL CAPACITY (P4) – AXIAL TENSION AND COMPRESSION FOR 11/2-INCH RCS HELICAL PILES1 GEOTECHNICAL RELATED PROPERTIES 11/2-INCH RCS HELICAL PILE Compression Tension Mechanical Torsion Rating (ft-lbs)3 6,980 6,980 Maximum Torque Per Soil Tests (ft-lbs)4 6,980 6,980 Maximum Installation Torque Rating (ft- lbs)5 6,980 6,980 Torque Correlation Factor, Kt (ft-1) 10 8.5 Maximum Ultimate Soil Capacity / Maximum Allowable Soil Capacity (P4) from Torque Correlations (kips)2 69.8/34.9 56.0/28.0 For SI: 1 foot = 0.305 m, 1 lbf = 4.448 N, 1 lbf-ft = 1.356 N-m. 1Soil capacity (P4) must be determined per Section 4.1.5 of this report. 2Maximum ultimate soil capacity is determined from Pult = Kt x T based on the corresponding maximum installation torque rating for the specific pile model. Allowable soil capacity is determined from Pa = Pult /2.0 based on the corresponding maximum installation torque rating for the specific pile model. See Section 4.1.5 for additional information. 3Mechanical torsion rating is the maximum torsional resistance of the steel shaft. 4Maximum Torque Per Soil Tests is the maximum torque achieved during field axial verification testing that was conducted to verify the pile axial capacity related to pile-soil interaction. 5Maximum Installation Torque rating is the lower of the “mechanical torsion rating” and the “maximum torque per soil tests”. ESR-3750 | Most Widely Accepted and Trusted Page 15 of 20 FIGURE 1A—FOUNDATION REPAIR BRACKET (278CF) FOR 27/8-INCH-DIAMETER SHAFTS 278CF 312CF FIGURE 1B—FOUNDATION REPAIR BRACKET (312CF) FOR 31/2-INCH-DIAMETER SHAFTS FIGURE 2A—NEW CONSTRUCTION BRACKET FOR 27/8–INCH-DIAMETER PILES ESR-3750 | Most Widely Accepted and Trusted Page 16 of 20 FIGURE 2B—NEW CONSTRUCTION BRACKET FOR 31/2–INCH-DIAMETER PILES FIGURE 2C—NEW CONSTRUCTION BRACKET FOR 11/2-INCH RCS PILES FIGURE 3A—TYPICAL 27/8-INCH-DIAMETER EXTENSION SHAFT SECTION ESR-3750 | Most Widely Accepted and Trusted Page 17 of 20 FIGURE 3B—TYPICAL 31/2-INCH-DIAMETER EXTENSION SHAFT SECTION FIGURE 3C—TYPICAL 11/2-INCH RCS EXTENSION SHAFT SECTION ESR-3750 | Most Widely Accepted and Trusted Page 18 of 20 FIGURE 4A—TYPICAL 27/8-INCH-DIAMETER HELICAL LEAD SHAFT SECTION AND HELICAL PLATES FIGURE 4B—TYPICAL 31/2-INCH-DIAMETER HELICAL LEAD SHAFT SECTION AND HELICAL PLATES ESR-3750 | Most Widely Accepted and Trusted Page 19 of 20 FIGURE 4C—TYPICAL 11/2-INCH RCS LEAD SHAFT SECTION AND HELICAL PLATES FIGURE 5A—TYPICAL 27/8-INCH-DIAMETER FLIGHTED EXTENSION ESR-3750 | Most Widely Accepted and Trusted Page 20 of 20 FIGURE 5B—TYPICAL 31/2-INCH-DIAMETER FLIGHTED EXTENSION FIGURE 5C—TYPICAL 11/2-INCH RCS FLIGHTED EXTENSION EXTENSION (EX: 278203EXT[L]G) FLIGHTED EXTENSION SINGLE HELIX (SH) (EX: 278203FESH[L][Dï]X[T]G) FLIGHTED EXTENSION DOUBLE HELIX (DH) (EX: 278203FEDH[L][DïDð]X[T]G) SINGLE HELIX (SH) LEAD (EX: 278203SH[L][Dï]X[T]G) TRIPLE HELIX (TH) LEAD (EX: 278203TH[L][DïDðDñ]X[T]G) DOUBLE HELIX (DH) LEAD (EX: 278203DH[L][DïDð]X[T]G) QUAD HELIX (QH) LEAD (EX: 278203QH[L][DïDðDñDນ]X[T]G) BOLT HOLE DETAIL HELIX FORMED BY PRESS DIE TYPICAL PILE ASSEMBLY 1 1 2 2 3 3 4 4 A A B B 4/3/2020 4/7/2020LRS CHECKED DRAWN AP IDEAL MANUFACTURING, INC. 999 PICTURE PARKWAY WEBSTER, NY 14580 800-789-4810 | WWW.IDL-GRP.COM NOT TO SCALE ALL UNITS IN INCHES U.N.O. PROPRIETARY AND CONFIDENTIAL THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF IDEAL MANUFACTURING, INC. ANY REPRODUCTION IN PART OR AS A WHOLE WITHOUT WRITTEN PERMISSION OF IDEAL MANUFACTURING, INC. IS PROHIBITED. SHEET 1 OF 1DWG NO 278203 SIZE B REV 0 NOTES: 1.PILE SHAFT TO MEET OR EXCEED REQUIREMENTS OF ASTM A500, 80 KSI. 2.PLATE STEEL TO MEET OR EXCEED REQUIREMENTS OF ATSM A572, GRADE 50. 3.ALL HELICES ARE FORMED BY PRESS DIE. LEADING EDGE OF HELICES ARE TAPERED TO IMPROVE INSTALLATION CAPABILITIES. 4.HELIX SPACING IS THREE (3) TIMES THE DIAMETER OF THE LOWER HELIX. SPACING OF LEADING HELIX ON FLIGHTED EXTENSIONS IS THREE (3) TIMES THE DIAMETER OF THE LAST HELIX ON THE PRECEDING SHAFT. 5.STANDARD HELIX DIAMETERS ARE 8", 10", 12", & 14". STANDARD HELIX THICKNESS IS 3/8". 6.ALL WELDING TO BE PERFORMED BY CERTIFIED WELDOR IN ACCORDANCE WITH AWS D1.1 STRUCTURAL WELDING CODE - STEEL. 7.HOT DIP GALVANIZING PER ASTM A153/ASTM A123. BARE STEEL IS ALSO AVAILABLE. 8.(2) 3/4" DIAMETER X 4 1/2" LONG GALVANIZED HEAVY HEX BOLT ASTM A325 AND (2) 3/4" GALVANIZED HEAVY HEX NUT ASTM A194 (GRADE 2H). 9.HELICAL PILE ASSEMBLIES MANUFACTURED IN ACCORDANCE WITH ICC-ES AC358 (IDEAL REPORT #ESR-3750) ACCEPTANCE CRITERIA FOR HELICAL FOUNDATION SYSTEMS AND DEVICES. MAXIMUM TORQUE NOT TO EXCEED 8,300 FT-LBS. ULTIMATE CAPACITY IS 74.7 KIPS BASED ON A CAPACITY TO TORQUE RATIO OF kt = 9 FT-1 2 7/8" O.D. X 0.203" W.T. HELICAL LEADS & EXTENSIONS ICC-ES AC358 - REPORT #ESR-3750 IDEAL PART # ABREVIATIONS: 278 = SHAFT DIAMETER 203 = SHAFT WALL THICKNESS EXT = EXTENSION FE = FLIGHTED EXTENSION SH, DH, TH, QH = SINGLE, DOUBLE, TRIPLE, OR QUAD. HELIX [L] = SHAFT LENGTH IN FEET (EXAMPLE: 7' = 7) [D] = HELIX DIAMETER(S) IN INCHES (EXAMPLE: 10" = 10) X = X (SEPARATES HELIX DIAMETER(S) AND HELIX THICKNESS) [T] = HELIX THICKNESS (EXAMPLE: 3/8" = 38) G = GALVANIZED [L] Dï Dï Dð Dï Dï Dï Dð 578 (TYP) 2 4 3 PITCH (TYP) [T] P15 16 278 O.D. X 0.203 W.T. EXTENSION SINGLE HELIX EXTENSION TRIPLE HELIX LEAD TIP CUT AT 45ƒ [L] Dï Dð Dð Dñ Dñ Dນ COUPLING BOLTS & NUTS DESCRIPTIONCHECK BY-DATEREVDRAWN BY-DATEACCOMMODATIONS TO FACILITATE THE ENGINEER APPROVED, MATERIAL HANGING VALMONT INDUSTRIES, INC. RESERVES SHIP TO:SOLD TO:AGENT:P.O. #:TITLEJOBMANUFACTURING PROCESS.THE RIGHT TO INSTALL VARIOUS, Valley,NE 68064(4O2) 359-22O1ORDER NUMBER:DRAWING NUMBERPAGE NUMBER:1OFREVWA505061P1505061-P13MASTECCITY OF RENTON SUBMITTAL DRAWINGSMALL CELL STRUCTURERP7 04/12/21 RP7 04/12/21POLE TOP BRACKETDETAIL 1SEE DETAIL 7DIA. + 0.06"POLE BASE"Y""Z""D""M"POLE BASEDETAIL 2SEE DETAIL 32 PIECE DECORATIVE BASEDECORATIVE BASEDETAIL 34" X10" HANDHOLEDETAIL 43' X 8' BANNER ASSEMBLYDETAIL 5(BY OTHERS)3' X 8' BANNER(VALMONT SCOPE)2" BALL(VALMONT SCOPE)BANNER ARM3'-7 5/8"10' MAXSEE DETAIL 5BANNER4'- 1/2"SEE DETAIL 9LUMINAIREDETAIL 4AASECTION A-ACOVER MTG.CLIP12 GAUGE H.R.M.S.HANDHOLE COVERFOR GROUNDINGWITH FASTENERS0.50" NUT HOLDERSCREWSTAINLESS STEEL(2)-0.25" HEX HEADPOLE TUBE WALL10.50"5.13"0.25"44"BANNER ARM96"BALL CAPSLEEVEBANNER ARMBREAKAWAY ALUMINUM1.25" SCH.80nBANNER WIDTH + 1"W/ NUT AND WASHERS0.25"-20 UNC BOLT1.50"CABLEBREAKAWAY RETAINERSECTION AAAADIVIDER (V-CHANNEL)4" X 10" HANDHOLE4" X 10" HANDHOLEØ23"(2) FAN VENTING & ASSYBASE ASSY2-PIECE ALUMINUM16'-4 7/8"35'-1 7/8"(3) FORMED STEELBRACKETSTYPSIX PLACESBRACKETS WELDED TOOUTSIDE OF POLE SHAFTBOLT CIRCLES VARY PERDESIGN6.00"120°TYP.BANNER ARMS AREOPTIONAL6'-4"44.83' AGL19'-2"8'-0"SYSTEM: V-PRO 32 (VP32)BASE COAT: HOT-DIP GALVANIZED TOASTM A123PRIME COAT: HIGH BUILD EPOXY POWDERFINISH COAT:TGIC POWDERCOLOR: ????SPEC: F-540????POLE AND LUMINAIRE ARM DATAPOLE TUBE POLE BASE CONNECTING BOLTS ANCHOR BOLTBASEDIA.(IN)TOPDIA.(IN)LENGTH(FT)GAUGEORTHICK(IN)ROUND"D"(IN)BOLTCIRCLE"Y"(IN)THK."M"(IN)HOLE"Z"(IN)DIA(IN)QTY.DIA."K"(IN)LENGTH"J"(IN)THREADLENGTHBOTTOM"H"(IN)THREADLENGTHTOP"U"(IN)10.83 5.83 35.75520.00 15.00 1.50 1.38 1.25 6 1.25 42.00 6.00 12.00NOTES:1. PLEASE PROVIDE FINISH COLOR, PAINT CHIP OR RAL# PRIOR TO RELEASE FORPRODUCTION.2. PLEASE VERIFY ALL LOCATIONS AND ORIENTATIONS PRIOR TO RELEASE FORPRODUCTION.3. IF ANY ADDITIONAL HAND HOLES OR WIRE WAYS ARE REQUIRED PLEASEPROVIDE SIZE, LOCATION AND ORIENTATION PRIOR RELEASE FORPRODUCTION.5'-2"LUMINAIRE ARMSEE DETAIL 840.5' AGL41.75' AGL43.00' AGL4'-9.5" AGLBY OTHERSBY OTHERS(6) VENTS WA505061P1505061-P12 3MASTECCITY OF RENTON SUBMITTAL DRAWINGSMALL CELL STRUCTURESHROUD AND CONEDETAIL 7LUMINAIRE (TOP)DETAIL 8 LUMINAIRE ARM 10' MAX BY OTHERSLUMEC DMS55 FIXTUREPOLEPOLEBASE CABINETDETAIL 6"36"1 1/2"1 1/2"20nBOLT CIRCLE"15n"1 1/2n"Ø18(6) 1.50' THRU HOLESLUMINAIRE (BOTTOM)DETAIL 94" X 10" HANDHOLEOPTIONAL BANNER ASSYLUMINAIRE ARM (BOTTOM)LUMINAIRE ARM (TOP) HOLEANCHOR BOLT4" X 10" HANDHOLERADIAL INDEXSMALL END OF POLEHOLE AS VIEWED FROMCLOCKWISE FROM HAND-ALL ANGLES MEASURED45°90° LUMINAIRE ARM BY OTHERSLUMEC DMS55 FIXTURE20.19"18.00"LUMEC DMS55 FIXTUREDETAIL10ARM ISOPTIONALDETAIL11"J""H""U""K"END GALVANIZED AT LEAST 12".(6) HEX NUTS AND (6) WASHERSPER BOLT WITH THREADED(4)-ANCHOR BOLTS WITHANCHOR BOLTANCHOR PLATES18.00"30.00"30.00"14.00"6'-4"POLE TOPCONNECTIOND-2W2T1860VNx WA505061P1505061-P13 3MASTECCITY OF RENTON SUBMITTAL DRAWINGSMALL CELL STRUCTUREFOUNDATION SIZE(S)POLE NO.BOLT CIRCLE"D" (IN)CAISSON DATA (EA) LONGITUDINAL BARS (EA) TRANSVERSE BARS (EA)DIAMETER"D"(FT)LENGTH"L"(FT)CONCRETESTRENGTH(PSI)QUANTITYSIZE SIZEPOLE 15.00 3 10 400012#6 #3GENERAL NOTES:1. REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ASTM A615 GRADE 60OR EQUAL.2. FOUNDATION TO BE CAST AGAINST UNDISTURBED SOIL.3. FOUNDATION TO BE POURED MONOLITHICALLY.4. FOUNDATION DESIGN BASED ON WATER TABLE BEING BELOW THE BOTTOMOF THE PIER. IF WATER TABLE IS ENCOUNTERED AT TIME OF EXCAVATION,CONSULT VALMONT OR A GEOTECH ENGINEER.5. SITE GRADE IS 7H TO 1V OR FLATTER.6. ALL MATERIALS AND CONSTRUCTION SHALL CONFORM TO THEREQUIREMENTS OF THE LATEST ACI, LOCAL, AND STATE CODES.7. ALL METHODS OF CONSTRUCTION AND INSTALLATION ARE THERESPONSIBILITY OF THE CONTRACTOR.8. DESIGN BASED ON 2018 INTERNATIONAL BUILDING CODE CLASS OFMATERIALS NO. 4 IN TABLE 1806.2.9. ANCHOR BOLT INFORMATION CAN BE FOUND IN VALMONT CALCULATIONSDATED 04/06/2021."L"6.00"1/3L6" SPACING2/3L12" SPACING"D"3.00"3.00"BOLT CIRCLE∅1.25"ANCHOR BOLTSCONDUIT TO BEDETERMINED BY OTHERS Valmont Industries, Inc. West Highway 275 P.O. Box 358 Valley, Nebraska 68064-0358 USA (402) 359-2201 Valmont/Microflect Co., Inc. 3575 25th St. SE P.O. Box 12985 Salem, Oregon 97309-0985 USA (800) 547-2151 or (503) 363-9267 Proprietary Information These documents, drawings and/or calculations and all information related to them are the exclusive property and the proprietary information of Valmont Industries, Inc. and are furnished solely upon the conditions that they will be retained in strictest confidence and shall not be duplicated, used or disclosed in whole or in part for any purpose, in any way, without the prior written permission of Valmont Industries, Inc. A Light & Small Cell Structure Proposal for Renton, WA MasTec Valmont Order No.: 505061-P1 Prepared By: Isaac Ward Associate Engineer April 6, 2021 Valmont Industries, Inc. West Highway 275 P.O. Box 358 Valley, Nebraska 68064-0358 USA (402) 359-2201 Valmont/Microflect Co., Inc. 3575 25th St. SE P.O. Box 12985 Salem, Oregon 97309-0985 USA (800) 547-2151 or (503) 363-9267 Proprietary Information These documents, drawings and/or calculations and all information related to them are the exclusive property and the proprietary information of Valmont Industries, Inc. and are furnished solely upon the conditions that they will be retained in strictest confidence and shall not be duplicated, used or disclosed in whole or in part for any purpose, in any way, without the prior written permission of Valmont Industries, Inc. Table Of Contents Renton, WA, P35', small cell, dual arms, struct. base, 115mph AASHTO 15 ........................................... 1 pole reactions to foundation calculations ..................................................................................................25 Foundation Design.....................................................................................................................................30 Base Cabinet FEA Report..........................................................................................................................35 1 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCODANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: Renton, WA, P35', small cell, dual arms, struct. base, 115mph AASHTO 15 Folder: 505061 File: P36DASA15SBase Design Criteria Design Code Ultimate Wind Speed (mph) Mean Recurrence Interval Service Level Wind Speed (mph) AASHTO Ice Included ? Elevation of Foundation Above Surrounding Terrain (ft) Steps Included ? AASHTO-2015 115.0 700 76.0 Yes 3.0000 No Fatigue Category Truck Gust Galloping Natural Wind Gust HMLT Fatigue N/A No No No No Design Summary - Pole Height (ft) Shaft Weight (lb) Ground Line Diameter (in) Top Dia. (in) 35.7500 649 10.83 5.825 Section Characteristics Section - 1 Shape Round Top Dia. (in) 5.825 Base Diameter (in) 10.830 Thickness (in) 0.20920 Length (ft) 35.7500 Weight (lb) 649 Taper (in/ft) 0.14000 Yield Strength (ksi) 55 Material S105 - A595 2 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: Renton, WA, P35', small cell, dual arms, struct. base, 115mph AASHTO 15 Folder: 505061 File: P36DASA15SBase Base Plate Shape Round Material S70 - A36 Diameter (in) 20.000 Thickness (in) 1.50000 Yield Strength (ksi) 36 Base Weld Type SOCKET Anchor Bolts Material S100 - F1554 Bolt diameter (in) 1.25 Bolt circle diameter (in) 15.00 Quantity 6 Yield Strength (ksi) 92 Tensile strength (ksi) 120 3 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: Renton, WA, P35', small cell, dual arms, struct. base, 115mph AASHTO 15 Folder: 505061 File: P36DASA15SBase Description of EPA Loading Description of Load Position of Load Mounting Height ** (ft) Centroid Height ** (ft) Distance To Centroid From Pole (ft) Weight (lb) Effective Projected Area (ft2) SP1 D-2W2T1860VNx Pole 35.7500 38.7500 0.0000 270 9.52 10' arm Pole 33.5000 33.5000 5.0000 100 8.25 fixture Pole 33.5000 33.0000 10.0000 49 1.64 4' arm Pole 15.0000 15.0000 2.0000 40 2.78 fixture Pole 15.0000 14.5000 4.0000 49 1.64 1/2 breakaway banner Pole 24.0000 22.0000 2.0000 25 11.83 1/2 breakaway banner Pole 16.0000 18.0000 2.0000 25 6.86 THE VALUES SHOWN IN THIS TABLE MUST NOT BE EXCEEDED WITHOUT CONSULTING VALMONT. ANY SIZES OR OTHER DIMENSIONS NOT PROVIDED BY THE SPECIFYING AGENCY HAVE BEEN ESTIMATED BY VALMONT. ** THESE HEIGHTS ARE ABOVE BOTTOM OF BASE PLATE OR TRANSFORMER BASE. 4 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: Renton, WA, P35', small cell, dual arms, struct. base, 115mph AASHTO 15 Folder: 505061 File: P36DASA15SBase RESULTS SUMMARY - Pole Maximum Combined Force Interaction In Each Major Component Maximum Reactions Applied To Foundation Strength I Pole (At 0.00 (ft)) Base Plate Anchor Bolts Deflection % (At 35.75 (ft)) Deflection (At 35.75 (ft)) Rotation (At 35.75 (ft)) Extreme I Pole (At 0.00 (ft)) Base Plate Anchor Bolts Deflection % (At 35.75 (ft)) Deflection (At 35.75 (ft)) Rotation (At 35.75 (ft)) Service I Pole (At 0.00 (ft)) Base Plate Anchor Bolts Deflection % (At 35.75 (ft)) Deflection (At 35.75 (ft)) Rotation (At 35.75 (ft)) 0.04 0.01 0.01 0.259 % 1.11 in 0.34 deg 0.61 0.20 0.35 4.302 % 18.45 in 4.20 deg 0.30 0.09 0.17 2.060 % 8.84 in 2.04 deg Bending Moment Torsion Shear Force Axial Force Ice Pole (At 0.00 (ft)) Base Plate Anchor Bolts Deflection % (At 35.75 (ft)) Deflection (At 35.75 (ft)) Rotation (At 35.75 (ft)) 53,626.80 ft- lb 3,812.12 ft-lb 2,005.23 lb 2,178.67 lb 0.34 0.10 0.18 2.329 % 9.99 in 2.36 deg 5 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: Renton, WA, P35', small cell, dual arms, struct. base, 115mph AASHTO 15 Folder: 505061 File: P36DASA15SBase Pole Properties Height (ft) Diameter (in) Wall Thk. (in) Roundness Ratio (%) D/t B/T Moments of Inertia (in4) Plastic Section Modulus (in3) Area (in2) Radius of Gyration (in) 35.7500 5.83 0.20920 100.0 27.84 0.00 14.53 6.59 3.69 1.98 33.5000 6.14 0.20920 100.0 29.35 0.00 17.12 7.35 3.90 2.10 30.7500 6.53 0.20920 100.0 31.19 0.00 20.67 8.34 4.15 2.23 28.2500 6.88 0.20920 100.0 32.86 0.00 24.30 9.29 4.38 2.36 25.7500 7.23 0.20920 100.0 34.54 0.00 28.34 10.29 4.61 2.48 24.0000 7.47 0.20920 100.0 35.71 0.00 31.41 11.02 4.77 2.57 20.7500 7.93 0.20920 100.0 37.88 0.00 37.69 12.44 5.07 2.73 18.3750 8.26 0.20920 100.0 39.47 0.00 42.77 13.54 5.29 2.84 16.0000 8.59 0.20920 100.0 41.06 0.00 48.30 14.68 5.51 2.96 15.7500 8.63 0.20920 100.0 41.23 0.00 48.90 14.80 5.53 2.97 15.0000 8.73 0.20920 100.0 41.73 0.00 50.76 15.18 5.60 3.01 12.8750 9.03 0.20920 100.0 43.15 0.00 56.26 16.25 5.79 3.12 10.7500 9.33 0.20920 100.0 44.57 0.00 62.15 17.37 5.99 3.22 8.2500 9.68 0.20920 100.0 46.25 0.00 69.59 18.73 6.22 3.34 5.7500 10.03 0.20920 100.0 47.92 0.00 77.59 20.14 6.45 3.47 3.2500 10.38 0.20920 100.0 49.59 0.00 86.19 21.60 6.68 3.59 0.7500 10.73 0.20920 100.0 51.27 0.00 95.40 23.11 6.91 3.72 0.0000 10.83 0.20920 100.0 51.77 0.00 98.29 23.58 6.98 3.75 6 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: Renton, WA, P35', small cell, dual arms, struct. base, 115mph AASHTO 15 Folder: 505061 File: P36DASA15SBase Pole: Forces and Moments (Strength I) Section Height* (ft) Forces (lb) Moment (ft-lb) Axial Shear Total 35.75 337.49 2.01 6.05 33.50 561.26 3.09 1,248.13 30.75 609.91 2.87 1,257.00 28.25 656.78 2.67 1,264.47 25.75 706.19 2.53 1,271.39 24.00 773.52 2.38 1,338.22 20.75 843.82 2.17 1,346.32 18.38 897.90 1.97 1,351.64 16.00 985.51 1.98 1,419.10 15.75 991.57 1.92 1,419.60 15.00 1,121.17 1.91 1,765.99 12.88 1,174.39 1.61 1,770.15 10.75 1,229.43 1.29 1,773.66 8.25 1,296.53 0.95 1,776.98 5.75 1,366.15 0.61 1,779.41 3.25 1,438.30 0.27 1,780.98 0.75 1,512.98 0.05 1,781.68 0.00 1,535.87 0.05 1,781.72 * These heights are above the pole base plate. 7 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: Renton, WA, P35', small cell, dual arms, struct. base, 115mph AASHTO 15 Folder: 505061 File: P36DASA15SBase Pole: Resistances (Strength I) Section Height* (ft) Comb. Force Inter. Applied Force Factored Resistance Axial (lb) Shear (lb) Bend. (ft-lb) Torsion (ft-lb) Axial ϕ=0.9 (lb) Shear ϕ=0.9 (lb) Bend. ϕ=0.9 (ft-lb) Torsion ϕ=0.95 (ft-lb) 35.75 0.00 337.49 2.01 6.05 0.00 NA** 54,791.36 27,190.05 27,060.82 33.50 0.04 561.26 3.09 1,248.13 0.00 NA** 57,864.81 30,325.98 30,181.73 30.75 0.04 609.91 2.87 1,257.00 0.00 NA** 61,621.23 34,391.14 34,227.44 28.25 0.03 656.78 2.67 1,264.47 0.00 NA** 65,036.17 38,308.55 38,126.08 25.75 0.03 706.19 2.53 1,271.39 0.00 NA** 68,451.10 42,437.20 42,234.95 24.00 0.03 773.52 2.38 1,338.22 0.00 NA** 70,841.56 45,452.95 45,236.25 20.75 0.03 843.82 2.17 1,346.32 0.00 NA** 75,280.97 50,953.47 51,083.37 18.38 0.03 897.90 1.97 1,351.64 0.00 NA** 78,525.16 54,938.91 55,580.95 16.00 0.03 985.51 1.98 1,419.10 0.00 NA** 81,769.35 59,071.18 60,268.25 15.75 0.03 991.57 1.92 1,419.60 0.00 NA** 82,110.84 59,514.69 60,772.69 15.00 0.04 1,121.17 1.91 1,765.99 0.00 NA** 83,135.32 60,855.00 62,298.61 12.88 0.04 1,174.39 1.61 1,770.15 0.00 NA** 86,038.01 64,732.06 66,724.81 10.75 0.04 1,229.43 1.29 1,773.66 0.00 NA** 88,940.71 68,726.65 71,302.90 8.25 0.04 1,296.53 0.95 1,776.98 0.00 NA** 92,355.64 73,576.65 76,883.35 5.75 0.04 1,366.15 0.61 1,779.41 0.00 NA** 95,770.58 78,589.32 82,674.02 3.25 0.04 1,438.30 0.27 1,780.98 0.00 NA** 99,185.51 83,764.66 88,674.91 0.75 0.04 1,512.98 0.05 1,781.68 0.00 NA** 102,600.45 89,102.67 94,886.03 0.00 0.04 1,535.87 0.05 1,781.72 0.00 NA** 103,624.93 90,735.80 96,790.36 * These heights are above the pole base plate. ** Per 5.12.1 of the 2017 Interim Revisions. 8 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: Renton, WA, P35', small cell, dual arms, struct. base, 115mph AASHTO 15 Folder: 505061 File: P36DASA15SBase Baseplate Analysis (Strength I) - Pole1 - Pole Combined Force Interaction Critical Wind Direction * Alignment of Bend Line Bolt Force: Bolt-To-Bend Line Moment Arm Width of Bending Section Applied Bending Moment Factored Bending Resistance 0.01 0.00 deg 0.00 deg 1,206 lb 2.085 in 16.817 in 209.58 ft-lb 25,541.46 ft-lb Anchor Bolts Analysis (Strength I) - Pole1 - Pole Critical Wind Direct.* (deg) Comb. Force Inter. Applied Stress (psi) Factored Resistance (psi) Axial Shear ϕ F'nt ϕ Fv 0.00 0.01 982.92 0.00 67,500.00 36,000.00 * Per AISC Design Guide 1 * These are directions toward which the wind is flowing 9 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: Renton, WA, P35', small cell, dual arms, struct. base, 115mph AASHTO 15 Folder: 505061 File: P36DASA15SBase Pole Deflection Information: (Strength I) Critical Wind Direction: 0.00 Elevation (ft) Rotation (deg) Slope (in/ft) Deflection (ft) Deflection (in) % of Height (%) 35.7500 0.34 0.07 0.0927 1.11 0.259 33.5000 0.34 0.07 0.0793 0.95 0.222 30.7500 0.29 0.06 0.0641 0.77 0.179 28.2500 0.25 0.05 0.0524 0.63 0.146 25.7500 0.22 0.05 0.0422 0.51 0.118 24.0000 0.19 0.04 0.0359 0.43 0.100 20.7500 0.16 0.03 0.0259 0.31 0.072 18.3750 0.14 0.03 0.0198 0.24 0.055 16.0000 0.12 0.02 0.0146 0.17 0.041 15.7500 0.11 0.02 0.0141 0.17 0.039 15.0000 0.11 0.02 0.0126 0.15 0.035 12.8750 0.09 0.02 0.0090 0.11 0.025 10.7500 0.07 0.01 0.0061 0.07 0.017 8.2500 0.05 0.01 0.0034 0.04 0.010 5.7500 0.03 0.01 0.0016 0.02 0.005 3.2500 0.02 0.00 0.0005 0.01 0.001 0.7500 0.00 0.00 0.0000 0.00 0.000 0.0000 0.00 0.00 0.0000 0.00 0.000 10 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: Renton, WA, P35', small cell, dual arms, struct. base, 115mph AASHTO 15 Folder: 505061 File: P36DASA15SBase EXTREME I LIMIT STATE Wind Velocity 115.0 mph Dead Component Load Factor 1.10 Wind Load Factor 1.00 Gust Factor 1.14 Pole: Wind and Weight Force Data (Extreme I) Elevation at Top of Section (ft) Centroid Above Base (ft) Ecc. From Pole Centerline (ft) Section Projected Area (ft2) Section Drag Coeff. Kz Kd Wind Pressure (psf) Wind Force (lb) ATTCHMT. 1 38.7500 0.0000 9.52 1.00 1.03 0.95 38.42 366 ATTCHMT. 2 33.5000 5.0000 8.25 1.00 1.00 0.95 37.35 308 ATTCHMT. 3 33.0000 10.0000 1.64 1.00 1.00 0.95 37.24 61 ATTCHMT. 4 15.0000 2.0000 2.78 1.00 0.86 0.95 32.18 89 ATTCHMT. 5 14.5000 4.0000 1.64 1.00 0.86 0.95 31.99 52 ATTCHMT. 6 22.0000 2.0000 11.83 1.00 0.92 0.95 34.49 408 ATTCHMT. 7 18.0000 2.0000 6.86 1.00 0.88 0.95 33.24 228 35.7500 34.6151 0.0000 1.12 0.89 1.01 0.95 37.59 38 33.5000 32.1111 0.0000 1.45 0.83 0.99 0.95 37.05 45 30.7500 29.4891 0.0000 1.40 0.77 0.97 0.95 36.45 39 28.2500 26.9897 0.0000 1.47 0.72 0.96 0.95 35.84 38 25.7500 24.8701 0.0000 1.07 0.68 0.94 0.95 35.29 26 24.0000 22.3590 0.0000 2.08 0.64 0.92 0.95 34.59 46 20.7500 19.5544 0.0000 1.60 0.60 0.89 0.95 33.75 33 18.3750 17.1797 0.0000 1.67 0.57 0.87 0.95 32.97 31 16.0000 15.8749 0.0000 0.18 0.56 0.86 0.95 32.51 3 15.7500 15.3742 0.0000 0.54 0.55 0.86 0.95 32.32 10 15.0000 13.9316 0.0000 1.57 0.53 0.86 0.95 31.77 27 12.8750 11.8068 0.0000 1.62 0.51 0.86 0.95 31.39 26 10.7500 9.4923 0.0000 1.98 0.49 0.86 0.95 31.39 30 8.2500 6.9926 0.0000 2.05 0.47 0.86 0.95 31.39 30 5.7500 4.4929 0.0000 2.13 0.45 0.86 0.95 31.39 30 3.2500 1.9931 0.0000 2.20 0.45 0.86 0.95 31.39 31 0.7500 0.3744 0.0000 0.67 0.45 0.86 0.95 31.39 10 11 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: Renton, WA, P35', small cell, dual arms, struct. base, 115mph AASHTO 15 Folder: 505061 File: P36DASA15SBase Pole: Forces and Moments (Extreme I) Section Height* (ft) Forces (lb) Moment (ft-lb) Axial Shear Primary Secondary Total 35.75 269.64 386.34 1,097.23 62.25 1,159.48 33.50 440.91 805.46 3,020.95 108.76 3,129.71 30.75 486.45 851.32 5,206.76 201.34 5,408.11 28.25 531.04 891.16 7,298.56 289.50 7,588.06 25.75 577.78 929.71 9,486.79 379.60 9,866.39 24.00 618.80 1,363.47 10,313.41 441.51 10,754.92 20.75 688.36 1,409.43 14,705.05 561.53 15,266.58 18.38 743.28 1,440.54 18,008.09 647.16 18,655.26 16.00 815.12 1,700.83 21,898.28 731.08 22,629.35 15.75 822.46 1,703.33 22,315.32 739.67 23,054.98 15.00 937.18 1,856.13 23,848.64 763.77 24,612.42 12.88 994.04 1,879.24 27,747.41 839.38 28,586.79 10.75 1,053.92 1,900.55 31,702.27 907.21 32,609.48 8.25 1,125.79 1,925.01 36,425.69 975.03 37,400.72 5.75 1,200.21 1,948.18 41,224.70 1,027.55 42,252.26 3.25 1,277.09 1,970.36 46,098.83 1,062.36 47,161.20 0.75 1,351.62 1,995.83 51,049.30 1,077.05 52,126.36 0.00 1,371.77 2,005.36 52,549.66 1,077.15 53,626.80 * These heights are above the pole base plate. 12 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: Renton, WA, P35', small cell, dual arms, struct. base, 115mph AASHTO 15 Folder: 505061 File: P36DASA15SBase Pole: Resistances (Extreme I) Section Height* (ft) Comb. Force Inter. Applied Force Factored Resistance Axial (lb) Shear (lb) Bend. (ft-lb) Torsion (ft-lb) Axial ϕ=0.9 (lb) Shear ϕ=0.9 (lb) Bend. ϕ=0.9 (ft-lb) Torsion ϕ=0.95 (ft-lb) 35.75 0.04 269.64 386.34 1,159.48 0.00 NA** 54,791.36 27,190.05 27,060.82 33.50 0.10 440.91 805.46 3,129.71 2,144.99 NA** 57,864.81 30,325.98 30,181.73 30.75 0.16 486.45 851.32 5,408.11 2,144.97 NA** 61,621.23 34,391.14 34,227.44 28.25 0.20 531.04 891.16 7,588.06 2,144.96 NA** 65,036.17 38,308.55 38,126.08 25.75 0.24 577.78 929.71 9,866.39 2,144.94 NA** 68,451.10 42,437.20 42,234.95 24.00 0.24 618.80 1,363.47 10,754.92 2,959.56 NA** 70,841.56 45,452.95 45,236.25 20.75 0.30 688.36 1,409.43 15,266.58 2,959.51 NA** 75,280.97 50,953.47 51,083.37 18.38 0.35 743.28 1,440.54 18,655.26 2,959.50 NA** 78,525.16 54,938.91 55,580.95 16.00 0.39 815.12 1,700.83 22,629.35 3,415.15 NA** 81,769.35 59,071.18 60,268.25 15.75 0.40 822.46 1,703.33 23,054.98 3,415.16 NA** 82,110.84 59,514.69 60,772.69 15.00 0.41 937.18 1,856.13 24,612.42 3,803.65 NA** 83,135.32 60,855.00 62,298.61 12.88 0.45 994.04 1,879.24 28,586.79 3,803.64 NA** 86,038.01 64,732.06 66,724.81 10.75 0.49 1,053.92 1,900.55 32,609.48 3,803.65 NA** 88,940.71 68,726.65 71,302.90 8.25 0.52 1,125.79 1,925.01 37,400.72 3,803.64 NA** 92,355.64 73,576.65 76,883.35 5.75 0.55 1,200.21 1,948.18 42,252.26 3,803.64 NA** 95,770.58 78,589.32 82,674.02 3.25 0.58 1,277.09 1,970.36 47,161.20 3,803.64 NA** 99,185.51 83,764.66 88,674.91 0.75 0.61 1,351.62 1,995.83 52,126.36 3,803.64 NA** 102,600.45 89,102.67 94,886.03 0.00 0.61 1,371.77 2,005.36 53,626.80 3,803.64 NA** 103,624.93 90,735.80 96,790.36 * These heights are above the pole base plate. ** Per 5.12.1 of the 2017 Interim Revisions. 13 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: Renton, WA, P35', small cell, dual arms, struct. base, 115mph AASHTO 15 Folder: 505061 File: P36DASA15SBase Baseplate Analysis (Extreme I) - Pole1 - Pole Combined Force Interaction Critical Wind Direction * Alignment of Bend Line Bolt Force: Bolt-To-Bend Line Moment Arm Width of Bending Section Applied Bending Moment Factored Bending Resistance 0.20 0.00 deg 0.00 deg 28,830 lb 2.085 in 16.817 in 5,009.20 ft-lb 25,541.46 ft-lb Anchor Bolts Analysis (Extreme I) - Pole1 - Pole Critical Wind Direct.* (deg) Comb. Force Inter. Applied Stress (psi) Factored Resistance (psi) Axial Shear ϕ F'nt ϕ Fv 0.00 0.35 24,887.92 871.99 67,500.00 36,000.00 * Per AISC Design Guide 1 * These are directions toward which the wind is flowing 14 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: Renton, WA, P35', small cell, dual arms, struct. base, 115mph AASHTO 15 Folder: 505061 File: P36DASA15SBase Pole Deflection Information: (Extreme I) Critical Wind Direction: 90.00 Elevation (ft) Rotation (deg) Slope (in/ft) Deflection (ft) Deflection (in) % of Height (%) 35.7500 4.20 0.88 1.5379 18.45 4.302 33.5000 4.13 0.87 1.3743 16.49 3.844 30.7500 3.96 0.83 1.1798 14.16 3.300 28.2500 3.75 0.79 1.0115 12.14 2.829 25.7500 3.52 0.74 0.8528 10.23 2.385 24.0000 3.34 0.70 0.7481 8.98 2.092 20.7500 2.99 0.63 0.5680 6.82 1.589 18.3750 2.71 0.57 0.4498 5.40 1.258 16.0000 2.40 0.50 0.3437 4.12 0.962 15.7500 2.37 0.50 0.3333 4.00 0.932 15.0000 2.27 0.48 0.3030 3.64 0.847 12.8750 1.97 0.41 0.2242 2.69 0.627 10.7500 1.66 0.35 0.1569 1.88 0.439 8.2500 1.28 0.27 0.0927 1.11 0.259 5.7500 0.89 0.19 0.0451 0.54 0.126 3.2500 0.51 0.11 0.0145 0.17 0.040 0.7500 0.12 0.02 0.0008 0.01 0.002 0.0000 0.00 0.00 0.0000 0.00 0.000 15 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: Renton, WA, P35', small cell, dual arms, struct. base, 115mph AASHTO 15 Folder: 505061 File: P36DASA15SBase SERVICE I LIMIT STATE Wind Velocity 76.0 mph Dead Component Load Factor 1.00 Wind Load Factor 1.00 Gust Factor 1.14 Pole: Wind and Weight Force Data (Service I) Elevation at Top of Section (ft) Centroid Above Base (ft) Ecc. From Pole Centerline (ft) Section Projected Area (ft2) Section Drag Coeff. Kz Kd Wind Pressure (psf) Wind Force (lb) ATTCHMT. 1 38.7500 0.0000 9.52 1.00 1.03 0.95 16.78 160 ATTCHMT. 2 33.5000 5.0000 8.25 1.00 1.00 0.95 16.31 135 ATTCHMT. 3 33.0000 10.0000 1.64 1.00 1.00 0.95 16.26 27 ATTCHMT. 4 15.0000 2.0000 2.78 1.00 0.86 0.95 14.06 39 ATTCHMT. 5 14.5000 4.0000 1.64 1.00 0.86 0.95 13.97 23 ATTCHMT. 6 22.0000 2.0000 11.83 1.00 0.92 0.95 15.06 178 ATTCHMT. 7 18.0000 2.0000 6.86 1.00 0.88 0.95 14.52 100 35.7500 34.6151 0.0000 1.12 1.10 1.01 0.95 16.42 20 33.5000 32.1111 0.0000 1.45 1.06 0.99 0.95 16.18 25 30.7500 29.4891 0.0000 1.40 0.99 0.97 0.95 15.92 22 28.2500 26.9897 0.0000 1.47 0.92 0.96 0.95 15.65 21 25.7500 24.8701 0.0000 1.07 0.88 0.94 0.95 15.41 14 24.0000 22.3590 0.0000 2.08 0.82 0.92 0.95 15.11 26 20.7500 19.5544 0.0000 1.60 0.77 0.89 0.95 14.74 18 18.3750 17.1797 0.0000 1.67 0.73 0.87 0.95 14.40 18 16.0000 15.8749 0.0000 0.18 0.71 0.86 0.95 14.20 2 15.7500 15.3742 0.0000 0.54 0.71 0.86 0.95 14.12 5 15.0000 13.9316 0.0000 1.57 0.68 0.86 0.95 13.88 15 12.8750 11.8068 0.0000 1.62 0.66 0.86 0.95 13.71 15 10.7500 9.4923 0.0000 1.98 0.63 0.86 0.95 13.71 17 8.2500 6.9926 0.0000 2.05 0.60 0.86 0.95 13.71 17 5.7500 4.4929 0.0000 2.13 0.57 0.86 0.95 13.71 17 3.2500 1.9931 0.0000 2.20 0.55 0.86 0.95 13.71 16 0.7500 0.3744 0.0000 0.67 0.53 0.86 0.95 13.71 5 16 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: Renton, WA, P35', small cell, dual arms, struct. base, 115mph AASHTO 15 Folder: 505061 File: P36DASA15SBase Pole: Forces and Moments (Service I) Section Height* (ft) Forces (lb) Moment (ft-lb) Axial Shear Primary Secondary Total 35.75 264.19 169.17 479.21 28.49 507.70 33.50 437.80 356.38 1,838.07 49.61 1,887.68 30.75 477.38 381.79 2,810.77 92.95 2,903.72 28.25 515.66 403.92 3,753.66 133.41 3,887.08 25.75 555.93 425.36 4,750.54 174.36 4,924.90 24.00 606.08 618.10 5,173.24 201.79 5,375.03 20.75 664.04 643.76 7,172.02 256.38 7,428.40 18.38 708.92 661.27 8,685.17 295.01 8,980.18 16.00 777.98 778.84 10,490.09 332.77 10,822.87 15.75 783.27 780.31 10,681.18 336.63 11,017.81 15.00 887.16 848.19 11,521.69 347.52 11,869.21 12.88 931.94 861.49 13,306.95 381.33 13,688.28 10.75 978.48 873.97 15,123.62 411.57 15,535.19 8.25 1,034.96 888.37 17,300.42 441.77 17,742.19 5.75 1,093.54 902.22 19,519.55 465.24 19,984.79 3.25 1,154.20 915.53 21,780.56 481.03 22,261.59 0.75 1,215.88 929.65 24,083.00 488.21 24,571.22 0.00 1,234.20 934.57 24,781.77 488.53 25,270.30 * These heights are above the pole base plate. 17 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: Renton, WA, P35', small cell, dual arms, struct. base, 115mph AASHTO 15 Folder: 505061 File: P36DASA15SBase Pole: Resistances (Service I) Section Height* (ft) Comb. Force Inter. Applied Force Factored Resistance Axial (lb) Shear (lb) Bend. (ft-lb) Torsion (ft-lb) Axial ϕ=0.9 (lb) Shear ϕ=0.9 (lb) Bend. ϕ=0.9 (ft-lb) Torsion ϕ=0.95 (ft-lb) 35.75 0.02 264.19 169.17 507.70 0.00 NA** 54,791.36 27,190.05 27,060.82 33.50 0.06 437.80 356.38 1,887.68 938.89 NA** 57,864.81 30,325.98 30,181.73 30.75 0.09 477.38 381.79 2,903.72 938.88 NA** 61,621.23 34,391.14 34,227.44 28.25 0.10 515.66 403.92 3,887.08 938.88 NA** 65,036.17 38,308.55 38,126.08 25.75 0.12 555.93 425.36 4,924.90 938.88 NA** 68,451.10 42,437.20 42,234.95 24.00 0.12 606.08 618.10 5,375.03 1,295.12 NA** 70,841.56 45,452.95 45,236.25 20.75 0.15 664.04 643.76 7,428.40 1,295.11 NA** 75,280.97 50,953.47 51,083.37 18.38 0.17 708.92 661.27 8,980.18 1,295.11 NA** 78,525.16 54,938.91 55,580.95 16.00 0.19 777.98 778.84 10,822.87 1,494.27 NA** 81,769.35 59,071.18 60,268.25 15.75 0.19 783.27 780.31 11,017.81 1,494.27 NA** 82,110.84 59,514.69 60,772.69 15.00 0.20 887.16 848.19 11,869.21 1,664.04 NA** 83,135.32 60,855.00 62,298.61 12.88 0.22 931.94 861.49 13,688.28 1,664.04 NA** 86,038.01 64,732.06 66,724.81 10.75 0.24 978.48 873.97 15,535.19 1,664.04 NA** 88,940.71 68,726.65 71,302.90 8.25 0.26 1,034.96 888.37 17,742.19 1,664.04 NA** 92,355.64 73,576.65 76,883.35 5.75 0.27 1,093.54 902.22 19,984.79 1,664.04 NA** 95,770.58 78,589.32 82,674.02 3.25 0.28 1,154.20 915.53 22,261.59 1,664.04 NA** 99,185.51 83,764.66 88,674.91 0.75 0.30 1,215.88 929.65 24,571.22 1,664.04 NA** 102,600.45 89,102.67 94,886.03 0.00 0.30 1,234.20 934.57 25,270.30 1,664.04 NA** 103,624.93 90,735.80 96,790.36 * These heights are above the pole base plate. ** Per 5.12.1 of the 2017 Interim Revisions. 18 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: Renton, WA, P35', small cell, dual arms, struct. base, 115mph AASHTO 15 Folder: 505061 File: P36DASA15SBase Baseplate Analysis (Service I) - Pole1 - Pole Combined Force Interaction Critical Wind Direction * Alignment of Bend Line Bolt Force: Bolt-To-Bend Line Moment Arm Width of Bending Section Applied Bending Moment Factored Bending Resistance 0.09 0.00 deg 0.00 deg 13,683 lb 2.085 in 16.817 in 2,377.47 ft-lb 25,541.46 ft-lb Anchor Bolts Analysis (Service I) - Pole1 - Pole Critical Wind Direct.* (deg) Comb. Force Inter. Applied Stress (psi) Factored Resistance (psi) Axial Shear ϕ F'nt ϕ Fv 0.00 0.17 11,763.55 383.39 67,500.00 36,000.00 * Per AISC Design Guide 1 * These are directions toward which the wind is flowing 19 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: Renton, WA, P35', small cell, dual arms, struct. base, 115mph AASHTO 15 Folder: 505061 File: P36DASA15SBase Pole Deflection Information: (Service I) Critical Wind Direction: 90.00 Elevation (ft) Rotation (deg) Slope (in/ft) Deflection (ft) Deflection (in) % of Height (%) 35.7500 2.04 0.43 0.7363 8.84 2.060 33.5000 2.01 0.42 0.6568 7.88 1.837 30.7500 1.91 0.40 0.5626 6.75 1.574 28.2500 1.80 0.38 0.4815 5.78 1.347 25.7500 1.68 0.35 0.4054 4.86 1.134 24.0000 1.60 0.33 0.3553 4.26 0.994 20.7500 1.42 0.30 0.2694 3.23 0.754 18.3750 1.29 0.27 0.2131 2.56 0.596 16.0000 1.14 0.24 0.1627 1.95 0.455 15.7500 1.13 0.24 0.1578 1.89 0.441 15.0000 1.08 0.23 0.1433 1.72 0.401 12.8750 0.93 0.20 0.1060 1.27 0.297 10.7500 0.78 0.16 0.0741 0.89 0.207 8.2500 0.60 0.13 0.0438 0.53 0.122 5.7500 0.42 0.09 0.0213 0.26 0.060 3.2500 0.24 0.05 0.0068 0.08 0.019 0.7500 0.05 0.01 0.0004 0.00 0.001 0.0000 0.00 0.00 0.0000 0.00 0.000 20 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: Renton, WA, P35', small cell, dual arms, struct. base, 115mph AASHTO 15 Folder: 505061 File: P36DASA15SBase ICE LIMIT STATE Wind Velocity 76.0 mph Dead Component Load Factor 1.10 Wind Load Factor 1.00 Gust Factor 1.14 Pole: Wind and Weight Force Data (Ice) Elevation at Top of Section (ft) Centroid Above Base (ft) Ecc. From Pole Centerline (ft) Section Projected Area (ft2) Section Drag Coeff. Kz Kd Wind Pressure (psf) Wind Force (lb) ATTCHMT. 1 38.7500 0.0000 9.52 1.00 1.03 0.95 16.78 160 ATTCHMT. 2 33.5000 5.0000 8.25 1.00 1.00 0.95 16.31 135 ATTCHMT. 3 33.0000 10.0000 1.64 1.00 1.00 0.95 16.26 27 ATTCHMT. 4 15.0000 2.0000 2.78 1.00 0.86 0.95 14.06 39 ATTCHMT. 5 14.5000 4.0000 1.64 1.00 0.86 0.95 13.97 23 ATTCHMT. 6 22.0000 2.0000 11.83 1.00 0.92 0.95 15.06 178 ATTCHMT. 7 18.0000 2.0000 6.86 1.00 0.88 0.95 14.52 100 35.7500 34.6151 0.0000 1.12 1.10 1.01 0.95 16.42 20 33.5000 32.1111 0.0000 1.45 1.06 0.99 0.95 16.18 25 30.7500 29.4891 0.0000 1.40 0.99 0.97 0.95 15.92 22 28.2500 26.9897 0.0000 1.47 0.92 0.96 0.95 15.65 21 25.7500 24.8701 0.0000 1.07 0.88 0.94 0.95 15.41 14 24.0000 22.3590 0.0000 2.08 0.82 0.92 0.95 15.11 26 20.7500 19.5544 0.0000 1.60 0.77 0.89 0.95 14.74 18 18.3750 17.1797 0.0000 1.67 0.73 0.87 0.95 14.40 18 16.0000 15.8749 0.0000 0.18 0.71 0.86 0.95 14.20 2 15.7500 15.3742 0.0000 0.54 0.71 0.86 0.95 14.12 5 15.0000 13.9316 0.0000 1.57 0.68 0.86 0.95 13.88 15 12.8750 11.8068 0.0000 1.62 0.66 0.86 0.95 13.71 15 10.7500 9.4923 0.0000 1.98 0.63 0.86 0.95 13.71 17 8.2500 6.9926 0.0000 2.05 0.60 0.86 0.95 13.71 17 5.7500 4.4929 0.0000 2.13 0.57 0.86 0.95 13.71 17 3.2500 1.9931 0.0000 2.20 0.55 0.86 0.95 13.71 16 0.7500 0.3744 0.0000 0.67 0.53 0.86 0.95 13.71 5 21 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: Renton, WA, P35', small cell, dual arms, struct. base, 115mph AASHTO 15 Folder: 505061 File: P36DASA15SBase Pole: Forces and Moments (Ice) Section Height* (ft) Forces (lb) Moment (ft-lb) Axial Shear Primary Secondary Total 35.75 415.76 176.92 479.21 51.87 531.09 33.50 748.48 371.07 2,698.05 89.68 2,787.73 30.75 807.22 396.35 3,670.75 174.72 3,845.47 28.25 863.96 418.21 4,613.64 252.64 4,866.28 25.75 923.63 439.46 5,610.52 330.34 5,940.86 24.00 1,146.03 636.22 6,350.53 372.63 6,723.15 20.75 1,231.73 660.70 8,349.31 487.75 8,837.06 18.38 1,297.95 676.92 9,862.46 567.41 10,429.88 16.00 1,481.90 796.07 11,853.49 647.28 12,500.77 15.75 1,489.62 797.08 12,044.58 655.45 12,700.03 15.00 1,667.99 865.04 13,072.67 678.61 13,751.28 12.88 1,733.82 876.15 14,857.93 748.73 15,606.66 10.75 1,802.13 886.04 16,674.60 810.55 17,485.15 8.25 1,885.07 897.50 18,851.40 871.43 19,722.84 5.75 1,971.05 908.23 21,070.53 918.11 21,988.65 3.25 2,060.06 918.24 23,331.54 949.19 24,280.72 0.75 2,150.96 930.13 25,633.98 963.27 26,597.26 0.00 2,178.18 935.06 26,332.75 963.96 27,296.70 * These heights are above the pole base plate. 22 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: Renton, WA, P35', small cell, dual arms, struct. base, 115mph AASHTO 15 Folder: 505061 File: P36DASA15SBase Pole: Resistances (Ice) Section Height* (ft) Comb. Force Inter. Applied Force Factored Resistance Axial (lb) Shear (lb) Bend. (ft-lb) Torsion (ft-lb) Axial ϕ=0.9 (lb) Shear ϕ=0.9 (lb) Bend. ϕ=0.9 (ft-lb) Torsion ϕ=0.95 (ft-lb) 35.75 0.02 415.76 176.92 531.09 0.00 NA** 54,791.36 27,190.05 27,060.82 33.50 0.09 748.48 371.07 2,787.73 938.63 NA** 57,864.81 30,325.98 30,181.73 30.75 0.11 807.22 396.35 3,845.47 938.63 NA** 61,621.23 34,391.14 34,227.44 28.25 0.13 863.96 418.21 4,866.28 938.63 NA** 65,036.17 38,308.55 38,126.08 25.75 0.14 923.63 439.46 5,940.86 938.63 NA** 68,451.10 42,437.20 42,234.95 24.00 0.15 1,146.03 636.22 6,723.15 1,294.82 NA** 70,841.56 45,452.95 45,236.25 20.75 0.18 1,231.73 660.70 8,837.06 1,294.81 NA** 75,280.97 50,953.47 51,083.37 18.38 0.20 1,297.95 676.92 10,429.88 1,294.81 NA** 78,525.16 54,938.91 55,580.95 16.00 0.23 1,481.90 796.07 12,500.77 1,493.95 NA** 81,769.35 59,071.18 60,268.25 15.75 0.23 1,489.62 797.08 12,700.03 1,493.96 NA** 82,110.84 59,514.69 60,772.69 15.00 0.24 1,667.99 865.04 13,751.28 1,663.73 NA** 83,135.32 60,855.00 62,298.61 12.88 0.26 1,733.82 876.15 15,606.66 1,663.73 NA** 86,038.01 64,732.06 66,724.81 10.75 0.28 1,802.13 886.04 17,485.15 1,663.73 NA** 88,940.71 68,726.65 71,302.90 8.25 0.29 1,885.07 897.50 19,722.84 1,663.73 NA** 92,355.64 73,576.65 76,883.35 5.75 0.31 1,971.05 908.23 21,988.65 1,663.73 NA** 95,770.58 78,589.32 82,674.02 3.25 0.32 2,060.06 918.24 24,280.72 1,663.73 NA** 99,185.51 83,764.66 88,674.91 0.75 0.33 2,150.96 930.13 26,597.26 1,663.72 NA** 102,600.45 89,102.67 94,886.03 0.00 0.34 2,178.18 935.06 27,296.70 1,663.72 NA** 103,624.93 90,735.80 96,790.36 * These heights are above the pole base plate. ** Per 5.12.1 of the 2017 Interim Revisions. 23 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: Renton, WA, P35', small cell, dual arms, struct. base, 115mph AASHTO 15 Folder: 505061 File: P36DASA15SBase Baseplate Analysis (Ice) - Pole1 - Pole Combined Force Interaction Critical Wind Direction * Alignment of Bend Line Bolt Force: Bolt-To-Bend Line Moment Arm Width of Bending Section Applied Bending Moment Factored Bending Resistance 0.10 0.00 deg 0.00 deg 14,921 lb 2.085 in 16.817 in 2,592.59 ft-lb 25,541.46 ft-lb Anchor Bolts Analysis (Ice) - Pole1 - Pole Critical Wind Direct.* (deg) Comb. Force Inter. Applied Stress (psi) Factored Resistance (psi) Axial Shear ϕ F'nt ϕ Fv 0.00 0.18 12,772.44 383.39 67,500.00 36,000.00 * Per AISC Design Guide 1 * These are directions toward which the wind is flowing 24 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: Renton, WA, P35', small cell, dual arms, struct. base, 115mph AASHTO 15 Folder: 505061 File: P36DASA15SBase Pole Deflection Information: (Ice) Critical Wind Direction: 90.00 Elevation (ft) Rotation (deg) Slope (in/ft) Deflection (ft) Deflection (in) % of Height (%) 35.7500 2.36 0.50 0.8327 9.99 2.329 33.5000 2.33 0.49 0.7405 8.89 2.071 30.7500 2.20 0.46 0.6316 7.58 1.767 28.2500 2.06 0.43 0.5387 6.46 1.507 25.7500 1.91 0.40 0.4520 5.42 1.264 24.0000 1.81 0.38 0.3951 4.74 1.105 20.7500 1.60 0.34 0.2983 3.58 0.834 18.3750 1.44 0.30 0.2352 2.82 0.658 16.0000 1.27 0.27 0.1790 2.15 0.501 15.7500 1.25 0.26 0.1735 2.08 0.485 15.0000 1.20 0.25 0.1575 1.89 0.441 12.8750 1.03 0.22 0.1161 1.39 0.325 10.7500 0.86 0.18 0.0810 0.97 0.226 8.2500 0.66 0.14 0.0477 0.57 0.133 5.7500 0.46 0.10 0.0231 0.28 0.065 3.2500 0.26 0.05 0.0074 0.09 0.021 0.7500 0.06 0.01 0.0004 0.00 0.001 0.0000 0.00 0.00 0.0000 0.00 0.000 25 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: pole reactions to foundation calculations Folder: 505061 File: P36DASA15SBaseFND Design Criteria Design Code Ultimate Wind Speed (mph) Mean Recurrence Interval Service Level Wind Speed (mph) AASHTO Ice Included ? Elevation of Foundation Above Surrounding Terrain (ft) Steps Included ? AASHTO-2015 115.0 700 76.0 Yes No Fatigue Category Truck Gust Galloping Natural Wind Gust HMLT Fatigue N/A No No No No Design Summary - Pole Height (ft) Shaft Weight (lb) Ground Line Diameter (in) Top Dia. (in) 38.7500 864 18.50 5.825 Section Joints Joint 1 Height (ft) 3.0000 Type Step Flg. Jt. Overlap Length (in) 0.000 Section Characteristics Section - 1 Section - 2 Shape Round Round Top Dia. (in) 18.080 5.825 Base Diameter (in) 18.500 10.830 Thickness (in) 0.37500 0.20920 Length (ft) 3.0000 35.7500 Weight (lb) 215 649 Taper (in/ft) 0.14000 0.14000 Yield Strength (ksi) 55 55 Material S220 - A572 S220 - A572 26 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: pole reactions to foundation calculations Folder: 505061 File: P36DASA15SBaseFND Base Plate Shape Round Material S70 - A36 Diameter (in) 20.000 Thickness (in) 1.50000 Yield Strength (ksi) 36 Base Weld Type SOCKET Anchor Bolts Material S100 - F1554 Bolt diameter (in) 1.25 Bolt circle diameter (in) 15.00 Quantity 4 Yield Strength (ksi) 92 Tensile strength (ksi) 120 27 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: pole reactions to foundation calculations Folder: 505061 File: P36DASA15SBaseFND Description of EPA Loading Description of Load Position of Load Mounting Height ** (ft) Centroid Height ** (ft) Distance To Centroid From Pole (ft) Weight (lb) Effective Projected Area (ft2) SP1 D-2W2T1860VNx Pole 38.7500 41.7500 0.0000 270 9.52 10' arm Pole 36.5000 36.5000 5.0000 100 8.25 fixture Pole 36.5000 36.0000 10.0000 49 1.64 4' arm Pole 18.0000 18.0000 2.0000 40 2.78 fixture Pole 18.0000 17.5000 4.0000 49 1.64 1/2 breakaway banner Pole 27.0000 25.0000 2.0000 25 11.83 1/2 breakaway banner Pole 19.0000 21.0000 2.0000 25 6.86 THE VALUES SHOWN IN THIS TABLE MUST NOT BE EXCEEDED WITHOUT CONSULTING VALMONT. ANY SIZES OR OTHER DIMENSIONS NOT PROVIDED BY THE SPECIFYING AGENCY HAVE BEEN ESTIMATED BY VALMONT. ** THESE HEIGHTS ARE ABOVE BOTTOM OF BASE PLATE OR TRANSFORMER BASE. 28 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: pole reactions to foundation calculations Folder: 505061 File: P36DASA15SBaseFND RESULTS SUMMARY - Pole Maximum Combined Force Interaction In Each Major Component Maximum Reactions Applied To Foundation Strength I Pole (At 3.00 (ft)) Base Plate Anchor Bolts Deflection % (At 38.75 (ft)) Deflection (At 38.75 (ft)) Rotation (At 38.75 (ft)) Extreme I Pole (At 3.00 (ft)) Base Plate Anchor Bolts Deflection % (At 38.75 (ft)) Deflection (At 38.75 (ft)) Rotation (At 38.75 (ft)) Service I Pole (At 3.00 (ft)) Base Plate Anchor Bolts Deflection % (At 38.75 (ft)) Deflection (At 38.75 (ft)) Rotation (At 38.75 (ft)) 0.04 NaN 0.02 0.242 % 1.13 in 0.34 deg 0.61 NaN 0.58 4.067 % 18.91 in 4.26 deg 0.30 NaN 0.28 1.946 % 9.05 in 2.07 deg Bending Moment Torsion Shear Force Axial Force Ice Pole (At 3.00 (ft)) Base Plate Anchor Bolts Deflection % (At 38.75 (ft)) Deflection (At 38.75 (ft)) Rotation (At 38.75 (ft)) 59,767.28 ft- lb 3,812.12 ft-lb 2,069.83 lb 2,467.48 lb 0.34 NaN 0.30 2.200 % 10.23 in 2.39 deg The base cabinet design is addressed in the FEA reports. 29 ANALYSIS OF VALMONT INDUSTRIES LIGHTING STRUCTURE IN ACCORDANCE WITH AASHTO-2015 RQMTS. (FINAL DEFLECTED POSITION) BY: IW708044 04/06/2021 VERSION: 23.4.59.4 SUBJECT: pole reactions to foundation calculations Folder: 505061 File: P36DASA15SBaseFND Pole Deflection Information: (Extreme I) Critical Wind Direction: 90.00 Elevation (ft) Rotation (deg) Slope (in/ft) Deflection (ft) Deflection (in) % of Height (%) 38.7500 4.26 0.89 1.5759 18.91 4.067 36.5000 4.19 0.88 1.4099 16.92 3.639 33.7500 4.02 0.84 1.2127 14.55 3.129 31.2500 3.81 0.80 1.0417 12.50 2.688 28.7500 3.58 0.75 0.8804 10.57 2.272 27.0000 3.40 0.71 0.7739 9.29 1.997 23.7500 3.05 0.64 0.5906 7.09 1.524 21.3750 2.77 0.58 0.4699 5.64 1.213 19.0000 2.46 0.52 0.3614 4.34 0.933 18.7500 2.43 0.51 0.3507 4.21 0.905 18.0000 2.33 0.49 0.3196 3.84 0.825 15.8750 2.03 0.42 0.2387 2.86 0.616 13.7500 1.71 0.36 0.1692 2.03 0.437 11.2500 1.34 0.28 0.1025 1.23 0.265 8.7500 0.95 0.20 0.0524 0.63 0.135 6.2500 0.56 0.12 0.0193 0.23 0.050 3.7500 0.17 0.04 0.0030 0.04 0.008 3.0000 0.06 0.01 0.0015 0.02 0.004 3.0000 0.06 0.01 0.0015 0.02 0.004 0.0000 0.00 0.00 0.0000 0.00 0.000 30 Valmont Industries, Inc. Foundation Design Filename :C:\impax\project\FdnData\505061FDN.lfn Title :Mastec-Renton Engineer :IW708044 Date :4/6/2021 12:00:00 AM Foundation Summary Depth Required by Torsion : 1.92 (ft) Depth Required by Layered Broms : 7.50 (ft) Depth Required Overall : 7.50 (ft) Depth Overage : 2.00 (ft) Total Depth Provided : 10.00 (ft) 31 Valmont Industries, Inc. Foundation Design Filename :C:\impax\project\FdnData\505061FDN.lfn Title :Mastec-Renton Engineer :IW708044 Date :4/6/2021 12:00:00 AM Skin Friction - (Torsional Analysis) Reactions at Top of Foundation M = Moment : 59767 (ft-lbs) Torsion : 3812 (ft-lbs) P = Shear : 2070 (lbs) Axial : 2467 (lbs) TO := Torsion Overload = 1.33 Foundation Properties b = Foundation Diameter : 3.00 (ft) Elevation of Foundation top : 0.50 (ft) Calculation of Required Depth by Soil Layer Soil Layer : 1 Soil Type : Cohesive Soil Description : Material Class 4 u := Friction factor : 0.25 w := Effective unit weight : 105 (pcf) c := Cohesion : 750 (psf) d := Required Layer Depth : 1.92 (ft) Torsional Strength provided : 0.5 * pi * d * u * c * b^2 Torsional Strength provided : 5081 (ft-lbs) Total Depth Required : 1.92 (ft) Total torsional strength provided : 5081 (ft-lbs) Total torsional strength required : 5081 (ft-lbs) 32 Valmont Industries, Inc. Foundation Design Filename :C:\impax\project\FdnData\505061FDN.lfn Title :Mastec-Renton Engineer :IW708044 Date :4/6/2021 12:00:00 AM Modified Brohms - (Shear and Bending Analysis) Reactions at Top of Foundation Overload Unfactored Reactions Factors Factored Reactions Moment : 59767 (ft-lbs) 1.50 Moment : 89651 (ft-lbs) Torsion : 3812 (ft-lbs) 1.33 Torsion : 5081 (ft-lbs) Shear : 2070 (lbs) 1.33 Shear : 2760 (lbs) Axial : 2467 (lbs) 1.33 Axial : 3289 (lbs) Foundation Properties Foundation Diameter : 3.00 (ft) Elevation of Foundation top : 0.50 (ft) Pier Length : 8.00 (ft) Pier Depth in Soil : 7.50 (ft) Soil Properties Layer Soil Type Thickness Top Depth Density Cohesion Kp Phi (ft) (ft) (pcf) (psf) (deg) 1 Cohesive 15.00 0.00 105.0 750.0 2 Cohesive 15.00 15.00 105.0 750.0 Soil Properties / Forces Layer Thickness Overburdeon Pressure Lateral Resistance Soil Force (ft) Top(psf) Bot(psf) Top(lb/ft) Bot(lb/ft) (lbs) 1 3.90 0 410 9000 9000 35130 1 3.60 410 788 -9000 -9000 -32370 Shear and Moments along foundation length Distance below top Shear Moment of foundation (ft) (lbs) (ft-kips) 0.00 2760 116001 0.80 60 116424 1.60 -7140 113592 2.40 -14340 105000 3.20 -21540 90648 4.00 -28740 70536 4.80 -28800 46080 5.60 -21600 25920 6.40 -14400 11520 7.20 -7200 2880 8.00 0 0 Total Depth Required : 7.50 (ft) 33 Valmont Industries, Inc. Foundation Design Filename :C:\impax\project\FdnData\505061FDN.lfn Title :Mastec-Renton Engineer :IW708044 Date :4/6/2021 12:00:00 AM Reactions at Top of Foundation M = Moment : 59767 (ft-lbs) Torsion : 3812 (ft-lbs) P = Shear : 2070 (lbs) Axial : 2467 (lbs) VO := Shear Overload = 1.33 TO := Torsion Overload = 1.33 Steel Properties Variables As = Min. required longitudinal reinforcing steel (in2) p = Min. longitudinal reinforcing steel ratio ----- ACI 318-99 Concrete Moment Check ----- Per Section 15.8.2.1 Steel Properties p = 0.005 As = 5.09 (in2) ----- AASHTO 1994 Concrete Moment Check ----- Steel Properties p = 0.005 As = 5.09 (in2) Per AASHTO 8.17.2.1.3 the maximum spacing of longitudinal bars must be less thatn 12 inches in the pattern ----- IBC 2000 Concrete Moment Check ----- Section 1809.1.2.1 Cat 0 p = 0.0025 pg.444 Steel Properties p = 0.0025 As = 2.54 (in2) ----- Round Section with Circular Core Method Concrete Moment Check ----- Steel Properties LF = 1.50 Load Factor As = 3.86 (in2) phiV = 0.75 phiA = 0.65 Assuming tension controls (eccentricity>balanced) condtion use the the Whitney-Hognestad formula. DpRt = Depth to Rotation (ft) DpRt = 3.9033 Ecc = (Depth to Rotation) + Mx / Vy (ft) m = 60000 / (0.85 * fc) phiA = 0.650 rf_ratio = Reinforcment Ratio var1 = ((0.85 * Ecc / B) - 0.38)^2 var2 = rf_ratio * m * (B - 8 in) / (2.5 * B) var3 = ((0.85 * Ecc / B) - 0.38) r_ra = (phiA * 0.85 * fc * B^2 *((var1 + var2)^0.5 - var3)) - (Axial * LF) Use a reinforcement ratio that will result in r_ra equaling approximately 0: rf_ratio = 0.0038 r_ra = 3.817 As = 3.86 (in2) SUMMARY OF LONGITUDINAL REINFORCEMENT AASHTO 3.17.1.2 Steel Increase DESIGN AREA STEEL Method 1 ACI As1 = 5.089in2 As1_total= As1 * 1.0 As1_total= 5.089in2 Method 2 AASH As2 = 5.089in2 As2_total= As2 * 1.0 As2_total= 5.089in2 Method 3 IBC As3 = 2.545in2 As3_total= As3 * 1.0 As3_total= 2.545in2 Method 4 Whit As4 = 3.858in2 As4_total= As4 * 1.3 As4_total= 5.131in2 circumf = PI * (B - 12 in) circumf = 75.398 in 34 Use : 12 #6 Bars Area Provided : 5.28 (in2) > Required Area Req. Long. Spacing = circumf/(# bars) Req. Long. Spacing = 7.85in < 12in OK Concrete Properties B = Foundation Diameter : 3.00 (ft) fc = Concrete Strength : 4000 (psi) Concrete Design Shear Strength Vu = Vy * VO (lbs) Vu = 2759.93 phiV = Concrete Shear Phi factor phiV = 0.75 Cvr = Cover (in) LDia = Longitudinal bar diameter (in) SDia = Stirrup diameter (in) Phi * Vc = phiV * 2 * (fc)^0.5 * (B - (Cvr + LDia / 2 + SDia)) * B Phi * Vc = 97334.91 (psi) Phi * Vc > Vu OK Concrete Design Torsion Strength Tu = Mt * TO (lbs) Tu = 5081.40 X2y = 0.1875 * PI * B^2 X2y = 27482.6525336035 Ct = ((B - (Cvr + LDia / 2 + SDia)) * B) / X2Y Phi * Tc = (0.8 * (fc)^0.5 * * X2Y) / (1 + (0.4 * Vu) / (Ct * Tu))^0.5 Phi * Tc = 1254079.17 (psi) Phi * Tc > Tu OK FEA –Static Structural Report Renton Base Analysis Performed By: Megan Verch Revised: October 26, 2020 STRUCTURAL SETUPS 2 | April 6, 2021 | Valmont Structures •ASTM A500 Grade C Structural Steel for outer shell and ribbing components. •A36 material assumed for top plate connection. •Materials evaluated up to 98% of yield stresses. •Standard y-direction Earth Gravity assumed. •Fixed supports at surfaces as shown. •Moment and shear reaction forces of pole applied through pole connection plate and in direction of door openings/worst-case buckling conditions. •Bonded connections assumed through pole base plate and top plate of base. •Axial loading applied at top centroid of base profile to simulate pole/shrouding weight. Renton Base 3 | April 6, 2021 | Valmont Structures IMPAX Data for Reactions 4 | April 6, 2021 | Valmont Structures Base Cabinet RESULTS 5 | April 6, 2021 | Valmont Structures Renton Base –FEA Results 6 | April 6, 2021 | Valmont Structures •0.068” deflection at top of base. •Maximum stress experienced in structure is less than 98% yield factors.