Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
CENTURY WIRELESS TELECOMMUNICATIONS FACILITY - FDP - FDP180022 - SUBMITTAL DOCUMENTS - ROUND 1 -
Stealth Framing Design & Analysis FOR Century AS17-00434H-01R0 620 Horsetooth Road Fort Collins, CO 90526 September 17, 2018 Prepared For Stealth® Concealment Solutions 3034-A Ashley Phosphate Road North Charleston, SC 29418 Prepared By Maser Consulting P.A. 2000 Midlantic Drive, Suite 100 Mount Laurel, NJ 08054 856.797.0412 ___________________________ Petros E. Tsoukalas, P.E. Geographic Discipline Leader Colorado License No. PE.0054043 MC Project No. 18937102A P E T R O S E . T S O U K A L A S PE.0054043 09/17/2018 Page 2 of 4 Prepared by PMA Checked by SMS Objective: The objective of this report is to structurally evaluate the proposed concealment panels, framing, tower and foundation with respect to the local building codes and standards to support the final loading. Introduction: Maser Consulting P.A. has utilized information provided by STEALTH® Concealment Solutions and completed a structural evaluation on the proposed three-sided tower and framing system with proposed concealment panels. The proposed STEALTH® Concealment assembly and framing system shall be connected to the proposed three-sided tower. The proposed concealment assembly is intended to conceal the proposed antennas at a centerline of approximately 50’-0” above ground level with additional future loading at 38-0” and 26’-0” AGL. This report is a review of the three-sided tower and framing system with proposed concealment panels. These calculations apply to the design shown in the corresponding Final Engineering Drawings for the above referenced location. Codes, Standards and Loading: Maser Consulting P.A. utilized the following codes and standards: • The 2015 International Building Code with local amendments • Structural Standard for Antenna Supporting Structures and Antennas ANSI/TIA-222-G o Basic Wind Speed – 100 mph (3 Second Gust) o Exposure Category - B o Structural Class – II • Specification for Structural Steel Buildings ANSI/AISC 360-10, American Institute of Steel Construction (AISC) • Building Code Requirements for Structural Concrete – ACI 318-14 Analysis Approach & Assumptions: The analysis approach used in this structural analysis is based on the premise that if the proposed STEALTH® Concealment assembly, framing system, and tower are structurally adequate to support the proposed loading per the aforementioned codes and standards, or if the increase in the forces in the support structure is deemed to be negligible or acceptable, then the proposed tower can be installed as intended. 09/17/2018 Page 3 of 4 Prepared by PMA Checked by SMS Site Specific Design Parameters: The following design parameters for STEALTH® tower have been utilized in this report: • All FRP structural shapes shall be Bedford FRP series 1525 produced using the pultrusion process. • Structural steel angles and channel members shall be constructed of A36 steel. • Structural steel rectangular and square tube members shall be constructed of A500 Grade B 46 KSI. • Structural steel pipe and round tube members shall be constructed of A500 Grade B 42 KSI. • Structural steel wide flange members shall be constructed of A992 steel. The following design parameters for anchor bolts have been utilized in this report: • Use six (4) 1-1/2” ø A572-50 threaded rods • Apply at least 2,000 psi non-shrink grout between baseplate and top of foundation The following design parameters for foundation have been utilized in this report: • Concrete 28-day Compressive Strength: 4,000 psi • Rebar Yield Strength: 60 ksi • Rebar Size: #10 • Number of Rebars: 14 • Tie Rebar Size: #3 • Clear cover thickness: 3 in • Foundation Extension: 6 in • Foundation Depth: 18 ft General Notes: • The typical notes and details shall apply in all cases unless specifically detailed elsewhere. Where no detail is shown, the construction shall be as shown for other similar work and as required by the building code. • The connection of the members shown in these calculations to the existing structure shall be analyzed under separate cover. • The contractor shall be responsible for compliance with local construction safety orders. Approval of shop drawings by the architect or structural engineer shall not be construed as accepting his responsibility. • All structural framing members shall be adequately shored and braced during erection and until full lateral and vertical support is provided by adjoining members. • It is the responsibility of the client to ensure that the information provided to Maser Consulting P.A. and used in the performance of our engineering services is correct and complete. In the absence of information to the contrary, we assume that the original design, material production, fabrication, and erection of the existing structure was performed in accordance with accepted industry design standards and in accordance with all applicable codes. Further, it is assumed that the existing structure and appurtenances have been properly maintained in accordance with all applicable codes and manufacturer’s specifications and no structural defects and/or deterioration to the structural members has occurred. 09/17/2018 Page 4 of 4 Prepared by PMA Checked by SMS • Prior to the installation of the proposed design, the contractor shall verify that the dimensions, conditions and elevations are proper. If any deficiencies are noted the contractor shall notify the engineer of the conditions prior to installation of any hardware for additional evaluation. Calculations: The calculations are found in Appendix A of this report. Conclusion: Maser Consulting P.A. has determined the proposed STEALTH® three-sided tower, framing system with proposed concealment panels, and proposed foundation have ADEQUATE structural capacity to support the loading per the aforementioned codes and standards. Additionally, Maser Consulting P.A. has determined the proper attachment for the screen wall panels to be as described below. Therefore, the proposed STEALTH® concealment framing system can be installed as intended. Based on the loading analysis completed per the design criteria listed, the panels shall be attached as follows: • Fasten the ESSV Panel to the FRP Frame with #14 stainless steel screws or 3/8” Ø isoplast bolts @ 12” O.C. The conclusions reached by Maser Consulting P.A. in this report are only valid for the STEALTH® structure listed in this report. Any change to the installation will require a revision to this structural analysis. We appreciate the opportunity to be of service on this project. If you should have any questions or require any additional information, please do not hesitate to call our office. Sincerely, Maser Consulting P.A. \\maserconsulting.com\luj\Projects\2018\18937000A\18937102A\Structural\Rev 0\Word\AS17-00434H-01.Century.Stealth Framing Analysis.Rev 0.docx Petros E. Tsoukalas, P.E. Geographic Discipline Leader Pete Albano, E.I.T. Assistant Project Manager APPENDIX A Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Structural Analysis Stealth Tower Analysis Page 1 Date: 9/17/2018 12:28 PM 7-05 Stealth Framing System Analysis.xmcd Maser Project No. 18937102A Site Information: Location: Fort Collins, CO ANSI/TIA-222-G Reference Structure Class: O_Category := (Table 2-1, P. 39) Design Wind Load: Equipment Centerline: z55 := ft V := 100 mph Basic Wind Speed: (Per Building Code Amendments) Kd Wind Directionality Factor: := (Table 2-2, P. 39) Exposure Category: Exp := (Section 2.6.5.1, p. 12) Topographic Category: Topo := (Section 2.6.6.2, p. 13) Gh Gust Effect Factor: := 1.0 (Section 2.6.9, p. 16) Kzt Topographic Factor: := 1.0 (Table 2-3, P. 39) Importance Factor: I1 := Terrain Exposure Constants: α 7.0 if Exp = "B" 9.5 if Exp = "C" 11.5 if Exp = "D" := Zg 1200 if Exp = "B" 900 if Exp = "C" 700 if Exp = "D" := Kzmin 0.70 if Exp = "B" 0.85 if Exp = "C" 1.03 if Exp = "D" := Velocity Pressure Coefficient: Kz (z ) Kz max 2.01 z Zg 2 α Kzmin , z 15 zZg if Kz max 2.01 15 Zg 2 α Kzmin Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Structural Analysis Stealth Tower Analysis Page 2 Date: 9/17/2018 12:28 PM 7-05 Stealth Framing System Analysis.xmcd Maser Project No. 18937102A qz 0.00256 Kz (z ) Kzt Kd V2 Velocity Pressure: := psf I = 18.127 psf Force Coefficient: Cf_square ( hw , ) 1.3 h w if 1.0 1.3 0.1 6.0 h w - 1.0 + h w > 1.0 h w if 7 1.4 0.6 18 h w - 7 + h w > 7 h w if 25 2.0 otherwise := Table 2-8, P. 42 Square Members (Wind Normal to Face) Table 2-8, P. 42 Cf_round (hd , ) 0.7 h d if 1.0 0.7 0.1 Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Structural Analysis Stealth Tower Analysis Page 3 Date: 9/17/2018 12:28 PM 7-05 Stealth Framing System Analysis.xmcd Maser Project No. 18937102A Proposed Screen Wall Wind Loading on Stealth Panels : Upper Panel: Equipment Centerline: z50 := ft Velocity Pressure: qz 0.00256 Kz (z ) Kzt Kd V2 := psf I =psf17.64 Upper Panel Dimensions: Height: h := 10 ft Width: w := 12 ft Force Coefficient: Cf := 1.81 Figure 29.4-1 Wind Load: FScr.force qz Gh Cf := = 31.9 psf (Section 2.6.9.2, P. 20) Middle Panel: Equipment Centerline: z38 := ft Velocity Pressure: qz 0.00256 Kz (z ) Kzt Kd V2 := psf I =psf16.31 Middle Panel Dimensions: Height: h := 10 ft Width: w := 12 ft Force Coefficient: Cf := 1.81 Figure 29.4-1 Wind Load: FScr.force qz Gh Cf := = 29.5 psf (Section 2.6.9.2, P. 20) Lower Panel: Equipment Centerline: z26 := ft Velocity Pressure: qz 0.00256 Kz (z ) Kzt Kd V2 := psf I = 15.232 psf Lower Panel Dimensions: Height: h := 10 ft Width: w := 12 ft Force Coefficient: Cf := 1.81 Figure 29.4-1 Wind Load: FScr.force qz Gh Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Structural Analysis Stealth Tower Analysis Page 4 Date: 9/17/2018 12:28 PM 7-05 Stealth Framing System Analysis.xmcd Maser Project No. 18937102A Bending Check for proposed Panel: The ESSV skin in flexure can take up to 50psi WLmax :50psi= Wind load Per Sq. In.: WL FScr.force := =191psi0.< WLmax =50psi OK! Stainless Steel Bolt Dia: db 1 4 := in No of Bolts for each side: n := 12 tw Web Thickness: := .375in Shear Planes: Single Shear A .196in2 Net Tensile area of bolt: := Factor of Safety: Ω := 2 Fn.t :75ksi= Tensile Stress Fn.v Shear Stress := 10.5ksi Wind Load distributed on lower half of the panel is Panel Width: wpanel := 12ft hpanel := 10ft WLd FScr.force wpanel hpanel 2n := =lbf137.8496 RA WLd := =lbf137.85 (Reaction) Panel Dead Load Calculations: DLp DLpanel wpanel hpanel 2n := =lbf7.5 Dead Load from panel Rd DLp := =lbf7.5 (Reaction) Design Tensile Force per Bolt: Pboltt RA := (Force at the bolt Connection) Pboltd Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Structural Analysis Stealth Tower Analysis Page 5 Date: 9/17/2018 12:28 PM 7-05 Stealth Framing System Analysis.xmcd Maser Project No. 18937102A Bearing Stress of FRP Material Allowable Bearing Stress (Compressive stress Corsswise): F b 15000psi := Ω =7500psi Material Bearing Stress: fb Pboltd db tw := () =80psi Bearing_Check "Ok" fb Fb if "Not Ok" otherwise := = "Ok" Combined Tension And Shear Check Stainless Steel Bolts Required Tensile Stress of Bolt frv Pboltt A := frv =ksi 0.703 AISC Eq. J3-b Rn.t Fn.t Bolt Nominal Tensile Strength := A = 14.7 kip AISC Eq. J3-1 Tensile Strength of bolt ASDRnt Rn.t := Ω =lbf7350 Tension Check Check "OK" ASDRnt Pboltt if "NOT GOOD" otherwise := = "OK" Tension Ratio Ratiot Pboltt ASDRnt := = 1.9 % Required Shear Stress of Bolt frt Pboltd A := frt =ksi 0.038 Nominal Shear Reduced Fntv Fn.v.r 1.3 Fn.v Ω Fn.v Fn.t Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Structural Analysis Stealth Tower Analysis Page 6 Date: 9/17/2018 12:28 PM 7-05 Stealth Framing System Analysis.xmcd Maser Project No. 18937102A Beam Information: Beam Size: W12X26 depth: dbeam :in= 12.5 Flange Width: bf := 6.4 in Flange Thickness: tf :in= .380 Steel Yield Stress (ksi): Fy_beam := 50 ksi Steel Ultimate Stress (ksi): Fu_beam := 65 ksi Determine Number of Bolts in Top and Bottom Flange Splice Plate: Design Moment: Mn := 76.722 kip ft = 76.722 kip ft Compression Force at Top Flange: Fcomp Mn dbeam := =kip73.653 Bolt Diameter: dbolt 5 8 := in Design Bolt Shear Capacity: Vbolt :kip= 12.4 (Table 7-1 D 7-22) Number of Bolts Required: nCeil Fcomp Vbolt , 2 := = 6 (Per Side Of Connection) Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Structural Analysis Stealth Tower Analysis Page 7 Date: 9/17/2018 12:28 PM 7-05 Stealth Framing System Analysis.xmcd Maser Project No. 18937102A Bolts Arrangement and Flange Splice Plate Size: Plate Dimensions: Bolt Edge Distance: Edgebolt := 1.75 in (Table J3.4 16.1-123) Edgebolt := 1.75 in (Design Value) Bolt Spacing: S3in3 := = in (Table J3.4 16.1-123) Bolt column spacing: Spacebolt_column := 3.5in (Design Value) Bolt row spacing: Spacebolt_row :3in= (Design Value) Number of Bolts per column: nbolt_column := 2 Number of Bolts per row: nbolt_row := 2 Diameter of Bolt: dbolt = 0.625 in Thickness of Plate: tp :in= .5 Width of Plate: bp min nbolt_row (- 1 ) Spacebolt_row 2 Edgebolt + bf , := = 6.4 in bp := 6.75 in (Design Value) Length: lp nbolt_column (- 1 ) S 2 Edgebolt + := 2 = 13 in lp := 6in (Design Value) Steel Yield Stress (ksi): Fy := 36 ksi Steel Ultimate Stress (ksi): Fu := 58 ksi Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Structural Analysis Stealth Tower Analysis Page 8 Date: 9/17/2018 12:28 PM 7-05 Stealth Framing System Analysis.xmcd Maser Project No. 18937102A Determine Thickness of Top Flange Splice Plate: Radius of Gyration (in): ry tp 12 := = 0.144 in Cross Sectional Area (in2 ): Ag bp tp 3.375 in2 := = Steel Modulus of Elasticity (ksi): Es :29000ksi= Effective Length Factor: k1 := Spacing Between Middle Bolts Between Beams (in): Lb := S3 = in Compression Resistance Factor (LRFD): ϕc := 0.90 Stability Parameter: λ k Lb ry := = 20.785 Elastic Critical Buckling Stress (ksi): Fe π2 E s λ2 := =ksi662.5 Flexural Buckling Stress (ksi): Fcr 0.658 Fy Fe Fy λ 4.71 Es Fy if 0.877Fe λ 4.71 Es Fy if > := =ksi35.191 Reduced Nominal Compression Strength (kips): ϕPn ϕc F cr A := g =kip106.891 Ultimate Compressive Load (kips): Pu Fcomp := =kip73.653 AxialCapacityCheck "OK" Pu ϕPn if "No Good" otherwise := = "OK" Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Structural Analysis Stealth Tower Analysis Page 9 Date: 9/17/2018 12:28 PM 7-05 Stealth Framing System Analysis.xmcd Maser Project No. 18937102A Check Tensile Capacity of Bottom Flange Splice Plate and I-Beam Flange: I-Beam Flange: Rupture of Gross Section: Strength Reduction Factor: ϕ := 0.90 Gross Area: Ag bf tf 2.432 in2 := = Design Strength: Pd ϕ Ag Fy_beam := = 109.44 kip Ultimate Tensile Load (kips): Ftens Fcomp := =kip73.653 Pu Ftens := =kip73.653 TensileCapacityCheck "OK" Pu Pd if "No Good" otherwise := = "OK" Pu Pd = 67.3 % Rupture of Net Section: Strength Reduction Factor: ϕ := 0.75 U := 1.0 Gross Area: Ae bf tf nbolt_row dbolt 1in 8 + tf - U 1.862 in2 := = Design Strength: Pd ϕ Ae Fu_beam := =kip90.772 Ultimate Tensile Load (kips): Ftens Fcomp := =kip73.653 Pu Ftens := =kip73.653 Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Structural Analysis Stealth Tower Analysis Page 10 Date: 9/17/2018 12:28 PM 7-05 Stealth Framing System Analysis.xmcd Maser Project No. 18937102A Bottom Splice Plate: Yield of Gross Section: Strength Reduction Factor: ϕ := 0.90 Gross Area: Ag bp tp 3.375 in2 := = Design Strength: Pd ϕ Ag Fy := = 109.35 kip Ultimate Tensile Load (kips): Ftens Fcomp := =kip73.653 Pu Ftens := =kip73.653 TensileCapacityCheck "OK" Pu Pd if "No Good" otherwise := = "OK" Pu Pd = 67.355 % Rupture of Net Section: Strength Reduction Factor: ϕ := 0.75 U := 1.0 Gross Area: Ae bp tp nbolt_row dbolt 1in 8 + tp - U 2.625 in2 := = Design Strength: Pd ϕ Ae Fu := = 114.188 kip Ultimate Tensile Load (kips): Ftens Fcomp := =kip73.653 Pu Ftens := =kip73.653 TensileCapacityCheck "OK" Pu Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Structural Analysis Stealth Tower Analysis Page 11 Date: 9/17/2018 12:28 PM 7-05 Stealth Framing System Analysis.xmcd Maser Project No. 18937102A Determine Block Shear of Bottom Flange Splice Plate: Specified minimium tensile strength: Fu Fu := Fy Fy := Gross area subject to shear: Agv nbolt_row Edgebolt nbolt_column (- 1 ) Spacebolt_column + tp := Agv 5.25 in2 = (AISC 14th Edition 16.1-129) Gross area subject to tension: Agt nbolt_row (- 1 ) Spacebolt_row tp := Agt 1.5 in2 = (AISC 14th Edition 16.1-129) Net area subject to shear: Anv Agv nbolt_row dbolt 1 8 + in nbolt_column (- 0.5 ) tp := - Anv 4.125 in2 = (AISC 14th Edition 16.1-129) Net area subject to tension: Ant Agt nbolt_row (- 1 ) dbolt 1 8 + in tp := - Ant 1.125 in2 = (AISC 14th Edition 16.1-129) Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Structural Analysis Stealth Tower Analysis Page 12 Date: 9/17/2018 12:28 PM 7-05 Stealth Framing System Analysis.xmcd Maser Project No. 18937102A Determine Number of Bolts in Web Splice Plate: Design Shear: Vn := 15.118 kip =kip15.118 Bolt Diameter: dbolt 5 8 := in Design Bolt Shear Capacity: Vbolt :kip= 24.9 (Table 7-1 D 7-22) Min. Number of Bolts Required: nmin Ceil Vn Vbolt , 3 := = 3 (Per Side Of Connection) Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Structural Analysis Stealth Tower Analysis Page 13 Date: 9/17/2018 12:28 PM 7-05 Stealth Framing System Analysis.xmcd Maser Project No. 18937102A RISA 3D Model: Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Structural Analysis Stealth Tower Analysis Page 14 Date: 9/17/2018 12:28 PM 7-05 Stealth Framing System Analysis.xmcd Maser Project No. 18937102A RISA 3D Rendering: Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Structural Analysis Stealth Tower Analysis Page 15 Date: 9/17/2018 12:28 PM 7-05 Stealth Framing System Analysis.xmcd Maser Project No. 18937102A RISA 3D Critical Loading: Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Structural Analysis Stealth Tower Analysis Page 16 Date: 9/17/2018 12:28 PM 7-05 Stealth Framing System Analysis.xmcd Maser Project No. 18937102A LRFD Members Code Check in Bending: Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Structural Analysis Stealth Tower Analysis Page 17 Date: 9/17/2018 12:28 PM 7-05 Stealth Framing System Analysis.xmcd Maser Project No. 18937102A Company : Maser Consulting P.A. Sept 17, 2018 Designer : Job Number : 18937091 Checked By:_____ Model Name : Mount analysis Member Primary Data Label I Joint J Joint K Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 1 M1 N1 N3 main legs Beam SquareTube A500 Gr. ... Typical 2 M2 N3 N10 main legs Beam SquareTube A500 Gr. ... Typical 3 M3 N9 N15 RIGID None None RIGID Typical 4 M8 N2 N10A RIGID None None RIGID Typical 5 M9 N16 N18 main legs Beam SquareTube A500 Gr. ... Typical 6 M10 N18 N24 main legs Beam SquareTube A500 Gr. ... Typical 7 M11 N23 N30 RIGID None None RIGID Typical 8 M16 N17 N25 RIGID None None RIGID Typical 9 M17 N25 N10A bottom horizon... Beam Wide Flange A992 Typical 10 M22 N15 N30 horizontals WF Beam Wide Flange A992 Typical 11 M27 N35 N40 270 angle girt Beam Single Angle FRP_1 Typical 12 M32 N45 N50 180 angle girt Beam Single Angle FRP_1 Typical 13 M33 N40 N30 RIGID None None RIGID Typical 14 M34 N100 N75 RIGID None None RIGID Typical 15 M35 N99 N74 RIGID None None RIGID Typical 16 M36 N98 N73 RIGID None None RIGID Typical 17 M37 N97 N72 RIGID None None RIGID Typical 18 M38 N96 N71 RIGID None None RIGID Typical 19 M39 N50 N30 RIGID None None RIGID Typical 20 M40 N125 N75 RIGID None None RIGID Typical 21 M41 N124 N74 RIGID None None RIGID Typical 22 M42 N123 N73 RIGID None None RIGID Typical 23 M43 N122 N72 RIGID None None RIGID Typical 24 M44 N121 N71 RIGID None None RIGID Typical 25 M45 N45 N15 RIGID None None RIGID Typical 26 M46 N35 N15 RIGID None None RIGID Typical 27 M27A N7 N44 RIGID None None RIGID Typical 28 M28 N22 N46 RIGID None None RIGID Typical 29 M29 N44 N46 horizontals WF Beam Wide Flange A992 Typical 30 M30 N47 N48 270 angle girt Beam Single Angle FRP_1 Typical 31 M31 N49 N50A 180 angle girt Beam Single Angle FRP_1 Typical 32 M32A N48 N46 RIGID None None RIGID Typical 33 M33A N60 N55 RIGID None None RIGID Typical 34 M34A N59 N54 RIGID None None RIGID Typical 35 M35A N58 N53 RIGID None None RIGID Typical 36 M36A N57 N52 RIGID None None RIGID Typical 37 M37A N56 N51 RIGID None None RIGID Typical 38 M38A N50A N46 RIGID None None RIGID Typical 39 M39A N65 N55 RIGID None None RIGID Typical 40 M40A N64 N54 RIGID None None RIGID Typical 41 M41A N63 N53 RIGID None None RIGID Typical 42 M42A N62 N52 RIGID None None RIGID Typical 43 M43A N61 N51 RIGID None None RIGID Typical 44 M44A N49 N44 RIGID None None RIGID Typical 45 M45A N47 N44 RIGID None None RIGID Typical 46 M46A N6 N66 RIGID None None RIGID Typical 47 M47 N21 N68 RIGID None None RIGID Typical 48 M48 N66 N68 horizontals WF Beam Wide Flange A992 Typical 49 M49 N69 N70 270 angle girt Beam Single Angle FRP_1 Typical 50 M50 N71A N72A 180 angle girt Beam Single Angle FRP_1 Typical 51 M51 N70 N68 RIGID None None RIGID Typical 52 M52 N82 N77 RIGID None None RIGID Typical 53 M53 N81 N76 RIGID None None RIGID Typical 54 M54 N80 N75A RIGID None None RIGID Typical Company : Maser Consulting P.A. Sept 17, 2018 Designer : Job Number : 18937091 Checked By:_____ Model Name : Mount analysis Member Primary Data (Continued) Label I Joint J Joint K Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 57 M57 N72A N68 RIGID None None RIGID Typical 58 M58 N87 N77 RIGID None None RIGID Typical 59 M59 N86 N76 RIGID None None RIGID Typical 60 M60 N85 N75A RIGID None None RIGID Typical 61 M61 N84 N74A RIGID None None RIGID Typical 62 M62 N83 N73A RIGID None None RIGID Typical 63 M63 N71A N66 RIGID None None RIGID Typical 64 M64 N69 N66 RIGID None None RIGID Typical 65 M65 N5 N86A RIGID None None RIGID Typical 66 M66 N20 N88 RIGID None None RIGID Typical 67 M67 N86A N88 horizontals WF Beam Wide Flange A992 Typical 68 M68 N89 N90 270 angle girt Beam Single Angle FRP_1 Typical 69 M69 N91 N92 180 angle girt Beam Single Angle FRP_1 Typical 70 M70 N90 N88 RIGID None None RIGID Typical 71 M71 N102 N97A RIGID None None RIGID Typical 72 M72 N101 N96A RIGID None None RIGID Typical 73 M73 N100A N95 RIGID None None RIGID Typical 74 M74 N99A N94 RIGID None None RIGID Typical 75 M75 N98A N93 RIGID None None RIGID Typical 76 M76 N92 N88 RIGID None None RIGID Typical 77 M77 N107 N97A RIGID None None RIGID Typical 78 M78 N106 N96A RIGID None None RIGID Typical 79 M79 N105 N95 RIGID None None RIGID Typical 80 M80 N104 N94 RIGID None None RIGID Typical 81 M81 N103 N93 RIGID None None RIGID Typical 82 M82 N91 N86A RIGID None None RIGID Typical 83 M83 N89 N86A RIGID None None RIGID Typical 84 M84 N4 N107A RIGID None None RIGID Typical 85 M85 N19 N109 RIGID None None RIGID Typical 86 M86 N107A N109 horizontals WF Beam Wide Flange A992 Typical 87 M87 N110 N111 270 angle girt Beam Single Angle FRP_1 Typical 88 M88 N112 N113 180 angle girt Beam Single Angle FRP_1 Typical 89 M89 N111 N109 RIGID None None RIGID Typical 90 M90 N123A N118 RIGID None None RIGID Typical 91 M91 N122A N117 RIGID None None RIGID Typical 92 M92 N121A N116 RIGID None None RIGID Typical 93 M93 N120 N115 RIGID None None RIGID Typical 94 M94 N119 N114 RIGID None None RIGID Typical 95 M95 N113 N109 RIGID None None RIGID Typical 96 M96 N128 N118 RIGID None None RIGID Typical 97 M97 N127 N117 RIGID None None RIGID Typical 98 M98 N126 N116 RIGID None None RIGID Typical 99 M99 N125A N115 RIGID None None RIGID Typical 100 M100 N124A N114 RIGID None None RIGID Typical 101 M101 N112 N107A RIGID None None RIGID Typical 102 M102 N110 N107A RIGID None None RIGID Typical 103 M103 N128A N127A angle girt Beam Single Angle FRP_1 Typical 104 M105 N128A N25 RIGID None None RIGID Typical 105 M106 N131 N136 RIGID None None RIGID Typical 106 M107 N132 N137 RIGID None None RIGID Typical 107 M108 N133 N138 RIGID None None RIGID Typical 108 M109 N134 N139 RIGID None None RIGID Typical 109 M110 N135 N140 RIGID None None RIGID Typical 110 M111 N10A N127A RIGID None None RIGID Typical Company : Maser Consulting P.A. Sept 17, 2018 Designer : Job Number : 18937091 Checked By:_____ Model Name : Mount analysis Member Primary Data (Continued) Label I Joint J Joint K Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 114 M122 N158 N164 main legs Beam SquareTube A500 Gr. ... Typical 115 M123 N163 N166 RIGID None None RIGID Typical 116 M124 N157 N165 RIGID None None RIGID Typical 117 M125 N165 N154 bottom horizon... Beam Wide Flange A992 Typical 118 M126 N155 N166 horizontals WF Beam Wide Flange A992 Typical 119 M127 N167 N168 angle girt Beam Single Angle FRP_1 Typical 120 M128 N169 N170 90 angle girt Beam Single Angle FRP_1 Typical 121 M129 N168 N166 RIGID None None RIGID Typical 122 M130 N180 N175 RIGID None None RIGID Typical 123 M131 N179 N174 RIGID None None RIGID Typical 124 M132 N178 N173 RIGID None None RIGID Typical 125 M133 N177 N172 RIGID None None RIGID Typical 126 M134 N176 N171 RIGID None None RIGID Typical 127 M135 N170 N166 RIGID None None RIGID Typical 128 M136 N185 N175 RIGID None None RIGID Typical 129 M137 N184 N174 RIGID None None RIGID Typical 130 M138 N183 N173 RIGID None None RIGID Typical 131 M139 N182 N172 RIGID None None RIGID Typical 132 M140 N181 N171 RIGID None None RIGID Typical 133 M141 N169 N155 RIGID None None RIGID Typical 134 M142 N167 N155 RIGID None None RIGID Typical 135 M143 N7 N186 RIGID None None RIGID Typical 136 M144 N162 N187 RIGID None None RIGID Typical 137 M145 N186 N187 horizontals WF Beam Wide Flange A992 Typical 138 M146 N188 N189 angle girt Beam Single Angle FRP_1 Typical 139 M147 N190 N191 90 angle girt Beam Single Angle FRP_1 Typical 140 M148 N189 N187 RIGID None None RIGID Typical 141 M149 N201 N196 RIGID None None RIGID Typical 142 M150 N200 N195 RIGID None None RIGID Typical 143 M151 N199 N194 RIGID None None RIGID Typical 144 M152 N198 N193 RIGID None None RIGID Typical 145 M153 N197 N192 RIGID None None RIGID Typical 146 M154 N191 N187 RIGID None None RIGID Typical 147 M155 N206 N196 RIGID None None RIGID Typical 148 M156 N205 N195 RIGID None None RIGID Typical 149 M157 N204 N194 RIGID None None RIGID Typical 150 M158 N203 N193 RIGID None None RIGID Typical 151 M159 N202 N192 RIGID None None RIGID Typical 152 M160 N190 N186 RIGID None None RIGID Typical 153 M161 N188 N186 RIGID None None RIGID Typical 154 M162 N6 N207 RIGID None None RIGID Typical 155 M163 N161 N208 RIGID None None RIGID Typical 156 M164 N207 N208 horizontals WF Beam Wide Flange A992 Typical 157 M165 N209 N210 angle girt Beam Single Angle FRP_1 Typical 158 M166 N211 N212 90 angle girt Beam Single Angle FRP_1 Typical 159 M167 N210 N208 RIGID None None RIGID Typical 160 M168 N222 N217 RIGID None None RIGID Typical 161 M169 N221 N216 RIGID None None RIGID Typical 162 M170 N220 N215 RIGID None None RIGID Typical 163 M171 N219 N214 RIGID None None RIGID Typical 164 M172 N218 N213 RIGID None None RIGID Typical 165 M173 N212 N208 RIGID None None RIGID Typical 166 M174 N227 N217 RIGID None None RIGID Typical 167 M175 N226 N216 RIGID None None RIGID Typical Company : Maser Consulting P.A. Sept 17, 2018 Designer : Job Number : 18937091 Checked By:_____ Model Name : Mount analysis Member Primary Data (Continued) Label I Joint J Joint K Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 171 M179 N211 N207 RIGID None None RIGID Typical 172 M180 N209 N207 RIGID None None RIGID Typical 173 M181 N5 N228 RIGID None None RIGID Typical 174 M182 N160 N229 RIGID None None RIGID Typical 175 M183 N228 N229 horizontals WF Beam Wide Flange A992 Typical 176 M184 N230 N231 angle girt Beam Single Angle FRP_1 Typical 177 M185 N232 N233 90 angle girt Beam Single Angle FRP_1 Typical 178 M186 N231 N229 RIGID None None RIGID Typical 179 M187 N243 N238 RIGID None None RIGID Typical 180 M188 N242 N237 RIGID None None RIGID Typical 181 M189 N241 N236 RIGID None None RIGID Typical 182 M190 N240 N235 RIGID None None RIGID Typical 183 M191 N239 N234 RIGID None None RIGID Typical 184 M192 N233 N229 RIGID None None RIGID Typical 185 M193 N248 N238 RIGID None None RIGID Typical 186 M194 N247 N237 RIGID None None RIGID Typical 187 M195 N246 N236 RIGID None None RIGID Typical 188 M196 N245 N235 RIGID None None RIGID Typical 189 M197 N244 N234 RIGID None None RIGID Typical 190 M198 N232 N228 RIGID None None RIGID Typical 191 M199 N230 N228 RIGID None None RIGID Typical 192 M200 N4 N249 RIGID None None RIGID Typical 193 M201 N159 N250 RIGID None None RIGID Typical 194 M202 N249 N250 horizontals WF Beam Wide Flange A992 Typical 195 M203 N251 N252 angle girt Beam Single Angle FRP_1 Typical 196 M204 N253 N254 90 angle girt Beam Single Angle FRP_1 Typical 197 M205 N252 N250 RIGID None None RIGID Typical 198 M206 N264 N259 RIGID None None RIGID Typical 199 M207 N263 N258 RIGID None None RIGID Typical 200 M208 N262 N257 RIGID None None RIGID Typical 201 M209 N261 N256 RIGID None None RIGID Typical 202 M210 N260 N255 RIGID None None RIGID Typical 203 M211 N254 N250 RIGID None None RIGID Typical 204 M212 N269 N259 RIGID None None RIGID Typical 205 M213 N268 N258 RIGID None None RIGID Typical 206 M214 N267 N257 RIGID None None RIGID Typical 207 M215 N266 N256 RIGID None None RIGID Typical 208 M216 N265 N255 RIGID None None RIGID Typical 209 M217 N253 N249 RIGID None None RIGID Typical 210 M218 N251 N249 RIGID None None RIGID Typical 211 M219 N271 N270 270 angle girt Beam Single Angle FRP_1 Typical 212 M221 N271 N165 RIGID None None RIGID Typical 213 M222 N274 N279 RIGID None None RIGID Typical 214 M223 N275 N280 RIGID None None RIGID Typical 215 M224 N276 N281 RIGID None None RIGID Typical 216 M225 N277 N282 RIGID None None RIGID Typical 217 M226 N278 N283 RIGID None None RIGID Typical 218 M227 N154 N270 RIGID None None RIGID Typical 219 M235 N163 N287A RIGID None None RIGID Typical 220 M236 N157 N286A RIGID None None RIGID Typical 221 M239 N23 N298 RIGID None None RIGID Typical 222 M240 N17 N297 RIGID None None RIGID Typical 223 M241 N297 N286A bottom horizon... Beam Wide Flange A992 Typical 224 M242 N287A N298 horizontals WF Beam Wide Flange A992 Typical Company : Maser Consulting P.A. Sept 17, 2018 Designer : Job Number : 18937091 Checked By:_____ Model Name : Mount analysis Member Primary Data (Continued) Label I Joint J Joint K Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 228 M246 N312 N307 RIGID None None RIGID Typical 229 M247 N311 N306 RIGID None None RIGID Typical 230 M248 N310 N305 RIGID None None RIGID Typical 231 M249 N309 N304 RIGID None None RIGID Typical 232 M250 N308 N303 RIGID None None RIGID Typical 233 M251 N302 N298 RIGID None None RIGID Typical 234 M252 N317 N307 RIGID None None RIGID Typical 235 M253 N316 N306 RIGID None None RIGID Typical 236 M254 N315 N305 RIGID None None RIGID Typical 237 M255 N314 N304 RIGID None None RIGID Typical 238 M256 N313 N303 RIGID None None RIGID Typical 239 M257 N301 N287A RIGID None None RIGID Typical 240 M258 N299 N287A RIGID None None RIGID Typical 241 M259 N162 N318 RIGID None None RIGID Typical 242 M260 N22 N319 RIGID None None RIGID Typical 243 M261 N318 N319 horizontals WF Beam Wide Flange A992 Typical 244 M262 N320 N321 angle girt Beam Single Angle FRP_1 Typical 245 M263 N322 N323 angle girt Beam Single Angle FRP_1 Typical 246 M264 N321 N319 RIGID None None RIGID Typical 247 M265 N333 N328 RIGID None None RIGID Typical 248 M266 N332 N327 RIGID None None RIGID Typical 249 M267 N331 N326 RIGID None None RIGID Typical 250 M268 N330 N325 RIGID None None RIGID Typical 251 M269 N329 N324 RIGID None None RIGID Typical 252 M270 N323 N319 RIGID None None RIGID Typical 253 M271 N338 N328 RIGID None None RIGID Typical 254 M272 N337 N327 RIGID None None RIGID Typical 255 M273 N336 N326 RIGID None None RIGID Typical 256 M274 N335 N325 RIGID None None RIGID Typical 257 M275 N334 N324 RIGID None None RIGID Typical 258 M276 N322 N318 RIGID None None RIGID Typical 259 M277 N320 N318 RIGID None None RIGID Typical 260 M278 N161 N339 RIGID None None RIGID Typical 261 M279 N21 N340 RIGID None None RIGID Typical 262 M280 N339 N340 horizontals WF Beam Wide Flange A992 Typical 263 M281 N341 N342 angle girt Beam Single Angle FRP_1 Typical 264 M282 N343 N344 90 angle girt Beam Single Angle FRP_1 Typical 265 M283 N342 N340 RIGID None None RIGID Typical 266 M284 N354 N349 RIGID None None RIGID Typical 267 M285 N353 N348 RIGID None None RIGID Typical 268 M286 N352 N347 RIGID None None RIGID Typical 269 M287 N351 N346 RIGID None None RIGID Typical 270 M288 N350 N345 RIGID None None RIGID Typical 271 M289 N344 N340 RIGID None None RIGID Typical 272 M290 N359 N349 RIGID None None RIGID Typical 273 M291 N358 N348 RIGID None None RIGID Typical 274 M292 N357 N347 RIGID None None RIGID Typical 275 M293 N356 N346 RIGID None None RIGID Typical 276 M294 N355 N345 RIGID None None RIGID Typical 277 M295 N343 N339 RIGID None None RIGID Typical 278 M296 N341 N339 RIGID None None RIGID Typical 279 M297 N160 N360 RIGID None None RIGID Typical 280 M298 N20 N361 RIGID None None RIGID Typical 281 M299 N360 N361 horizontals WF Beam Wide Flange A992 Typical Company : Maser Consulting P.A. Sept 17, 2018 Designer : Job Number : 18937091 Checked By:_____ Model Name : Mount analysis Member Primary Data (Continued) Label I Joint J Joint K Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 285 M303 N375 N370 RIGID None None RIGID Typical 286 M304 N374 N369 RIGID None None RIGID Typical 287 M305 N373 N368 RIGID None None RIGID Typical 288 M306 N372 N367 RIGID None None RIGID Typical 289 M307 N371 N366 RIGID None None RIGID Typical 290 M308 N365 N361 RIGID None None RIGID Typical 291 M309 N380 N370 RIGID None None RIGID Typical 292 M310 N379 N369 RIGID None None RIGID Typical 293 M311 N378 N368 RIGID None None RIGID Typical 294 M312 N377 N367 RIGID None None RIGID Typical 295 M313 N376 N366 RIGID None None RIGID Typical 296 M314 N364 N360 RIGID None None RIGID Typical 297 M315 N362 N360 RIGID None None RIGID Typical 298 M316 N159 N381 RIGID None None RIGID Typical 299 M317 N19 N382 RIGID None None RIGID Typical 300 M318 N381 N382 horizontals WF Beam Wide Flange A992 Typical 301 M319 N383 N384 angle girt Beam Single Angle FRP_1 Typical 302 M320 N385 N386 angle girt Beam Single Angle FRP_1 Typical 303 M321 N384 N382 RIGID None None RIGID Typical 304 M322 N396 N391 RIGID None None RIGID Typical 305 M323 N395 N390 RIGID None None RIGID Typical 306 M324 N394 N389 RIGID None None RIGID Typical 307 M325 N393 N388 RIGID None None RIGID Typical 308 M326 N392 N387 RIGID None None RIGID Typical 309 M327 N386 N382 RIGID None None RIGID Typical 310 M328 N401 N391 RIGID None None RIGID Typical 311 M329 N400 N390 RIGID None None RIGID Typical 312 M330 N399 N389 RIGID None None RIGID Typical 313 M331 N398 N388 RIGID None None RIGID Typical 314 M332 N397 N387 RIGID None None RIGID Typical 315 M333 N385 N381 RIGID None None RIGID Typical 316 M334 N383 N381 RIGID None None RIGID Typical 317 M335 N403 N402 180 angle girt Beam Single Angle FRP_1 Typical 318 M337 N403 N297 RIGID None None RIGID Typical 319 M338 N406 N411 RIGID None None RIGID Typical 320 M339 N407 N412 RIGID None None RIGID Typical 321 M340 N408 N413 RIGID None None RIGID Typical 322 M341 N409 N414 RIGID None None RIGID Typical 323 M342 N410 N415 RIGID None None RIGID Typical 324 M343 N286A N402 RIGID None None RIGID Typical 325 M349A N406A N407A grating chanels Beam Channel A36 Gr.36 Typical 326 M350A N408A N409A grating chanels Beam Channel A36 Gr.36 Typical 327 M351 N410A N411A grating chanels Beam Channel A36 Gr.36 Typical 328 M353 N420A N421 grating chanels Beam Channel A36 Gr.36 Typical 329 M354 N416A N417A grating chanels Beam Channel A36 Gr.36 Typical 330 M355 N418A N419A grating chanels Beam Channel A36 Gr.36 Typical 331 M357 N418B N419B grating chanels Beam Channel A36 Gr.36 Typical Company : Maser Consulting P.A. Sept 17, 2018 Designer : Job Number : 18937091 Checked By:_____ Model Name : Mount analysis Member Distributed Loads (BLC 6 : BLC 1 Transient Area Loads) Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[lb/ft,F] Start Locatio...End Location... 1 M32 Y -7.375 -7.375 0 132 2 M30 Y -7.375 -7.375 0 132 3 M50 Y -7.375 -7.375 0 132 4 M68 Y -7.375 -7.375 0 132 5 M128 Y -7.375 -7.375 0 132 6 M146 Y -7.375 -7.375 0 132 7 M166 Y -7.375 -7.375 0 132 8 M184 Y -7.375 -7.375 0 132 9 M244 Y -7.375 -7.375 0 132 10 M262 Y -7.375 -7.375 0 132 11 M282 Y -7.375 -7.375 0 132 12 M300 Y -7.375 -7.375 0 132 13 M143 Y -1.813 -2.216 0 3.6 14 M143 Y -2.216 -2.712 3.6 7.2 15 M143 Y -2.712 -2.962 7.2 10.8 16 M143 Y -2.962 -3.39 10.8 14.4 17 M143 Y -3.39 -4.335 14.4 18 18 M145 Y -3.577 -2.895 0 7.92 19 M145 Y -2.895 -2.105 7.92 15.84 20 M145 Y -2.105 -1.141 15.84 23.76 21 M145 Y -1.141 -.362 23.76 31.68 22 M145 Y -.362 .022 31.68 39.6 23 M349A Y -9.951 -9.191 0 10.6 24 M349A Y -9.191 -8.003 10.6 21.2 25 M349A Y -8.003 -6.67 21.2 31.8 26 M349A Y -6.67 -5.982 31.8 42.4 27 M349A Y -5.982 -5.659 42.4 53 28 M145 Y -.072 -2.159 26.4 36.96 29 M145 Y -2.159 -3.627 36.96 47.52 30 M145 Y -3.627 -2.413 47.52 58.08 31 M145 Y -2.413 -.849 58.08 68.64 32 M145 Y -.849 -.072 68.64 79.2 33 M350A Y -9.2 -9.321 0 19 34 M350A Y -9.321 -9.242 19 38 35 M350A Y -9.242 -8.247 38 57 36 M350A Y -8.247 -6.334 57 76 37 M350A Y -6.334 -4.221 76 95 38 M145 Y -.026 -2.074 66 76.56 39 M145 Y -2.074 -3.351 76.56 87.12 40 M145 Y -3.351 -2.203 87.12 97.68 41 M145 Y -2.203 -1.058 97.68 108.24 42 M145 Y -1.058 -.026 108.24 118.8 43 M351 Y -7.793 -7.411 0 27.4 44 M351 Y -7.411 -7.364 27.4 54.8 45 M351 Y -7.364 -7.301 54.8 82.2 46 M351 Y -7.301 -5.89 82.2 109.6 47 M351 Y -5.89 -3.485 109.6 137 48 M145 Y -.053 -.053 105.6 110.88 49 M145 Y -.053 -.6 110.88 116.16 50 M145 Y -.6 -1.442 116.16 121.44 51 M145 Y -1.442 -1.205 121.44 126.72 52 M145 Y -1.205 -.142 126.72 132 53 M181 Y -1.813 -2.216 0 3.6 54 M181 Y -2.216 -2.712 3.6 7.2 Company : Maser Consulting P.A. Sept 17, 2018 Designer : Job Number : 18937091 Checked By:_____ Model Name : Mount analysis Member Distributed Loads (BLC 6 : BLC 1 Transient Area Loads) (Continued) Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[lb/ft,F] Start Locatio...End Location... 57 M181 Y -3.39 -4.335 14.4 18 58 M183 Y -3.577 -2.895 0 7.92 59 M183 Y -2.895 -2.105 7.92 15.84 60 M183 Y -2.105 -1.141 15.84 23.76 61 M183 Y -1.141 -.362 23.76 31.68 62 M183 Y -.362 .022 31.68 39.6 63 M354 Y -9.951 -9.191 0 10.6 64 M354 Y -9.191 -8.003 10.6 21.2 65 M354 Y -8.003 -6.67 21.2 31.8 66 M354 Y -6.67 -5.982 31.8 42.4 67 M354 Y -5.982 -5.659 42.4 53 68 M183 Y -.072 -2.159 26.4 36.96 69 M183 Y -2.159 -3.627 36.96 47.52 70 M183 Y -3.627 -2.413 47.52 58.08 71 M183 Y -2.413 -.849 58.08 68.64 72 M183 Y -.849 -.072 68.64 79.2 73 M355 Y -9.2 -9.321 0 19 74 M355 Y -9.321 -9.242 19 38 75 M355 Y -9.242 -8.247 38 57 76 M355 Y -8.247 -6.334 57 76 77 M355 Y -6.334 -4.221 76 95 78 M183 Y -.026 -2.074 66 76.56 79 M183 Y -2.074 -3.351 76.56 87.12 80 M183 Y -3.351 -2.203 87.12 97.68 81 M183 Y -2.203 -1.058 97.68 108.24 82 M183 Y -1.058 -.026 108.24 118.8 83 M353 Y -7.793 -7.411 0 27.4 84 M353 Y -7.411 -7.364 27.4 54.8 85 M353 Y -7.364 -7.301 54.8 82.2 86 M353 Y -7.301 -5.89 82.2 109.6 87 M353 Y -5.89 -3.485 109.6 137 88 M183 Y -.053 -.053 105.6 110.88 89 M183 Y -.053 -.6 110.88 116.16 90 M183 Y -.6 -1.442 116.16 121.44 91 M183 Y -1.442 -1.205 121.44 126.72 92 M183 Y -1.205 -.142 126.72 132 93 M125 Y -.072 -.849 52.8 63.36 94 M125 Y -.849 -2.413 63.36 73.92 95 M125 Y -2.413 -3.627 73.92 84.48 96 M125 Y -3.627 -2.159 84.48 95.04 97 M125 Y -2.159 -.072 95.04 105.6 98 M357 Y -9.951 -9.191 0 10.6 99 M357 Y -9.191 -8.003 10.6 21.2 100 M357 Y -8.003 -6.67 21.2 31.8 101 M357 Y -6.67 -5.982 31.8 42.4 102 M357 Y -5.982 -5.659 42.4 53 103 M358 Y -9.2 -9.321 0 19 104 M358 Y -9.321 -9.242 19 38 105 M358 Y -9.242 -8.247 38 57 106 M358 Y -8.247 -6.334 57 76 107 M358 Y -6.334 -4.221 76 95 108 M125 Y -.026 -1.058 13.2 23.76 109 M125 Y -1.058 -2.203 23.76 34.32 110 M125 Y -2.203 -3.351 34.32 44.88 Company : Maser Consulting P.A. Sept 17, 2018 Designer : Job Number : 18937091 Checked By:_____ Model Name : Mount analysis Member Distributed Loads (BLC 6 : BLC 1 Transient Area Loads) (Continued) Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[lb/ft,F] Start Locatio...End Location... 114 M359 Y -4.589 -4.559 27.4 54.8 115 M359 Y -4.559 -4.496 54.8 82.2 116 M359 Y -4.496 -3.064 82.2 109.6 117 M359 Y -3.064 -.649 109.6 137 118 M120 Y -1.813 -2.216 0 3.6 119 M120 Y -2.216 -2.712 3.6 7.2 120 M120 Y -2.712 -2.962 7.2 10.8 121 M120 Y -2.962 -3.39 10.8 14.4 122 M120 Y -3.39 -4.335 14.4 18 123 M125 Y .022 -.362 92.4 100.32 124 M125 Y -.362 -1.141 100.32 108.24 125 M125 Y -1.141 -2.105 108.24 116.16 126 M125 Y -2.105 -2.895 116.16 124.08 127 M125 Y -2.895 -3.577 124.08 132 Member Distributed Loads (BLC 7 : BLC 2 Transient Area Loads) Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[lb/ft,F] Start Locatio...End Location... 1 M3 X 154.183 154.183 0 12 2 M11 X 164.462 164.462 0 18 3 M32 X 159.79 159.79 0 132 4 M27A X 154.183 154.183 0 12 5 M28 X 164.462 164.462 0 18 6 M30 X 159.79 159.79 0 132 7 M46A X 137.667 137.667 0 12 8 M47 X 128.489 128.489 0 18 9 M50 X 145.176 145.176 0 132 10 M65 X 137.667 137.667 0 12 11 M66 X 128.489 128.489 0 18 12 M68 X 145.176 145.176 0 132 13 M8 X 144.9 144.9 0 18 14 M16 X 144.9 144.9 0 18 15 M84 X 144.9 144.9 0 18 16 M85 X 144.9 144.9 0 18 17 M88 X 124.2 124.2 3 129 18 M103 X 124.2 124.2 3 129 Member Distributed Loads (BLC 8 : BLC 3 Transient Area Loads) Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[lb/ft,F] Start Locatio...End Location... 1 M120 Z 125.487 125.487 0 18 2 M124 Z 125.487 125.487 0 18 3 M200 Z 125.487 125.487 0 18 4 M201 Z 125.487 125.487 0 18 5 M204 Z 107.56 107.56 3 129 6 M219 Z 107.56 107.56 3 129 7 M162 Z 111.275 111.275 0 18 8 M163 Z 111.275 111.275 0 18 9 M164 Z 47.689 47.689 0 6 10 M166 Z 15.716 93.752 0 11 11 M166 Z 93.752 132.771 11 22 12 M166 Z 132.771 132.771 22 33 13 M166 Z 132.771 132.771 33 44 14 M166 Z 132.771 132.771 44 55 15 M166 Z 132.771 132.771 55 66 16 M166 Z 132.771 132.771 66 77 17 M166 Z 132.771 132.771 77 88 18 M166 Z 132.771 132.771 88 99 Company : Maser Consulting P.A. Sept 17, 2018 Designer : Job Number : 18937091 Checked By:_____ Model Name : Mount analysis Member Distributed Loads (BLC 8 : BLC 3 Transient Area Loads) (Continued) Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[lb/ft,F] Start Locatio...End Location... 19 M166 Z 132.771 132.771 99 110 20 M166 Z 132.771 106.759 110 121 21 M166 Z 106.759 54.734 121 132 22 M181 Z 111.275 111.275 0 18 23 M182 Z 143.067 143.067 0 18 24 M183 Z 47.689 47.689 0 6 25 M184 Z 16.8 94.836 0 11 26 M184 Z 94.836 133.855 11 22 27 M184 Z 133.855 133.855 22 33 28 M184 Z 133.855 133.855 33 44 29 M184 Z 133.855 133.855 44 55 30 M184 Z 133.855 133.855 55 66 31 M184 Z 133.855 133.855 66 77 32 M184 Z 133.855 133.855 77 88 33 M184 Z 133.855 133.855 88 99 34 M184 Z 133.855 133.855 99 110 35 M184 Z 133.855 81.83 110 121 36 M184 Z 81.83 -22.219 121 132 37 M119 Z 124.625 124.625 0 18 38 M123 Z 142.428 142.428 0 18 39 M128 Z 61.301 119.567 0 11 40 M128 Z 119.567 148.7 11 22 41 M128 Z 148.7 148.7 22 33 42 M128 Z 148.7 148.7 33 44 43 M128 Z 148.7 148.7 44 55 44 M128 Z 148.7 148.7 55 66 45 M128 Z 148.7 148.7 66 77 46 M128 Z 148.7 148.7 77 88 47 M128 Z 148.7 148.7 88 99 48 M128 Z 148.7 148.7 99 110 49 M128 Z 148.7 105.001 110 121 50 M128 Z 105.001 17.601 121 132 51 M143 Z 142.428 142.428 0 18 52 M144 Z 142.428 142.428 0 18 53 M145 Z 53.411 53.411 0 6 54 M146 Z -24.885 91.648 0 11 55 M146 Z 91.648 149.914 11 22 56 M146 Z 149.914 149.914 22 33 57 M146 Z 149.914 149.914 33 44 58 M146 Z 149.914 149.914 44 55 59 M146 Z 149.914 149.914 55 66 60 M146 Z 149.914 149.914 66 77 61 M146 Z 149.914 149.914 77 88 62 M146 Z 149.914 149.914 88 99 63 M146 Z 149.914 149.914 99 110 64 M146 Z 149.914 106.214 110 121 65 M146 Z 106.214 18.815 121 132 Member Distributed Loads (BLC 9 : BLC 4 Transient Area Loads) Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[lb/ft,F] Start Locatio...End Location... 1 M119 X -71.952 -71.952 0 18 2 M123 X -82.231 -82.231 0 18 3 M128 X -35.392 -69.032 0 11 4 M128 X -69.032 -85.852 11 22 5 M128 X -85.852 -85.852 22 33 Company : Maser Consulting P.A. Sept 17, 2018 Designer : Job Number : 18937091 Checked By:_____ Model Name : Mount analysis Member Distributed Loads (BLC 9 : BLC 4 Transient Area Loads) (Continued) Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[lb/ft,F] Start Locatio...End Location... 7 M128 X -85.852 -85.852 44 55 8 M128 X -85.852 -85.852 55 66 9 M128 X -85.852 -85.852 66 77 10 M128 X -85.852 -85.852 77 88 11 M128 X -85.852 -85.852 88 99 12 M128 X -85.852 -85.852 99 110 13 M128 X -85.852 -60.622 110 121 14 M128 X -60.622 -10.162 121 132 15 M143 X -82.231 -82.231 0 18 16 M144 X -82.231 -82.231 0 18 17 M145 X -30.837 -30.837 0 6 18 M146 X 14.367 -52.913 0 11 19 M146 X -52.913 -86.553 11 22 20 M146 X -86.553 -86.553 22 33 21 M146 X -86.553 -86.553 33 44 22 M146 X -86.553 -86.553 44 55 23 M146 X -86.553 -86.553 55 66 24 M146 X -86.553 -86.553 66 77 25 M146 X -86.553 -86.553 77 88 26 M146 X -86.553 -86.553 88 99 27 M146 X -86.553 -86.553 99 110 28 M146 X -86.553 -61.323 110 121 29 M146 X -61.323 -10.863 121 132 30 M235 X -61.673 -61.673 0 18 31 M239 X -77.092 -77.092 0 12 32 M243 X -30.837 -30.837 0 6 33 M244 X -80.763 -80.763 6 132 34 M259 X -71.952 -71.952 0 18 35 M260 X -71.952 -71.952 0 18 36 M262 X -77.826 -77.826 6 132 37 M278 X -123.347 -123.347 12 18 38 M280 X -30.837 -30.837 0 6 39 M281 X -30.837 -30.837 0 6 40 M162 X -64.244 -64.244 0 18 41 M163 X -64.244 -64.244 0 18 42 M164 X -27.533 -27.533 0 6 43 M166 X -9.073 -54.128 0 11 44 M166 X -54.128 -76.655 11 22 45 M166 X -76.655 -76.655 22 33 46 M166 X -76.655 -76.655 33 44 47 M166 X -76.655 -76.655 44 55 48 M166 X -76.655 -76.655 55 66 49 M166 X -76.655 -76.655 66 77 50 M166 X -76.655 -76.655 77 88 51 M166 X -76.655 -76.655 88 99 52 M166 X -76.655 -76.655 99 110 53 M166 X -76.655 -61.637 110 121 54 M166 X -61.637 -31.601 121 132 55 M181 X -64.244 -64.244 0 18 56 M182 X -82.6 -82.6 0 18 57 M183 X -27.533 -27.533 0 6 58 M184 X -9.699 -54.754 0 11 59 M184 X -54.754 -77.281 11 22 60 M184 X -77.281 -77.281 22 33 Company : Maser Consulting P.A. Sept 17, 2018 Designer : Job Number : 18937091 Checked By:_____ Model Name : Mount analysis Member Distributed Loads (BLC 9 : BLC 4 Transient Area Loads) (Continued) Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[lb/ft,F] Start Locatio...End Location... 64 M184 X -77.281 -77.281 66 77 65 M184 X -77.281 -77.281 77 88 66 M184 X -77.281 -77.281 88 99 67 M184 X -77.281 -77.281 99 110 68 M184 X -77.281 -47.245 110 121 69 M184 X -47.245 12.828 121 132 70 M244 X -27.533 -27.533 0 6 71 M259 X -55.067 -55.067 12 18 72 M263 X -27.533 -27.533 0 6 73 M278 X -55.067 -55.067 0 18 74 M279 X -68.833 -68.833 0 12 75 M282 X -72.111 -72.111 6 132 76 M297 X -64.244 -64.244 0 18 77 M298 X -68.833 -68.833 0 12 78 M300 X -72.111 -72.111 6 132 79 M316 X -55.067 -55.067 12 18 80 M335 X -27.533 -27.533 126 132 81 M120 X -72.45 -72.45 0 18 82 M124 X -72.45 -72.45 0 18 83 M200 X -72.45 -72.45 0 18 84 M201 X -72.45 -72.45 0 18 85 M204 X -62.1 -62.1 3 129 86 M219 X -62.1 -62.1 3 129 87 M236 X -72.45 -72.45 0 18 88 M240 X -72.45 -72.45 0 18 89 M316 X -72.45 -72.45 0 18 90 M317 X -72.45 -72.45 0 18 91 M320 X -62.1 -62.1 3 129 92 M335 X -62.1 -62.1 3 129 Member Distributed Loads (BLC 10 : BLC 5 Transient Area Loads) Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[lb/ft,F] Start Locatio...End Location... 1 M236 Z -125.487 -125.487 0 18 2 M240 Z -125.487 -125.487 0 18 3 M316 Z -125.487 -125.487 0 18 4 M317 Z -125.487 -125.487 0 18 5 M320 Z -107.56 -107.56 3 129 6 M335 Z -107.56 -107.56 3 129 7 M244 Z -47.689 -47.689 0 6 8 M259 Z -95.378 -95.378 12 18 9 M263 Z -47.689 -47.689 0 6 10 M278 Z -95.378 -95.378 0 18 11 M279 Z -119.223 -119.223 0 12 12 M282 Z -124.9 -124.9 6 132 13 M297 Z -111.275 -111.275 0 18 14 M298 Z -119.223 -119.223 0 12 15 M300 Z -124.9 -124.9 6 132 16 M316 Z -95.378 -95.378 12 18 17 M335 Z -47.689 -47.689 126 132 18 M235 Z -106.821 -106.821 0 18 19 M239 Z -133.527 -133.527 0 12 20 M243 Z -53.411 -53.411 0 6 21 M244 Z -139.885 -139.885 6 132 22 M259 Z -124.625 -124.625 0 18 23 M260 Z -124.625 -124.625 0 18 Company : Maser Consulting P.A. Sept 17, 2018 Designer : Job Number : 18937091 Checked By:_____ Model Name : Mount analysis Member Distributed Loads (BLC 10 : BLC 5 Transient Area Loads) (Continued) Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[lb/ft,F] Start Locatio...End Location... 25 M278 Z -213.643 -213.643 12 18 26 M280 Z -53.411 -53.411 0 6 27 M281 Z -53.411 -53.411 0 6 Basic Load Cases BLC Description Category X Grav...Y Grav...Z Grav... Joint Point Distrib... Area(... Surfac... 1 Dead DL -1.05 3 17 2 Wx WL+X 3 3 Wz WL+Z 3 4 Wx- WL-X 6 5 Wz- WL-Z 3 6 BLC 1 Transien... None 127 7 BLC 2 Transien... None 18 8 BLC 3 Transien... None 65 9 BLC 4 Transien... None 92 10 BLC 5 Transien... None 27 Load Combinations Description S...PD...S...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B... Factor B...Fa...B...Fa... 1 1.4D Y... Y DL 1.4 2 1.2D+1.6W1 Y... Y DL 1.2 ... 1.6 3 1.2D+1.6W2 Y... Y DL 1.2 ... 1.6 4 1.2D+1.6W3 Y... Y DL 1.2 ... 1.6 5 1.2D+1.6W4 Y... Y DL 1.2 ... 1.6 6 1.2D+1.6W5 Y... Y DL 1.2 ... 1.... ... 1.... 7 1.2D+1.6W6 Y... Y DL 1.2 ... 1.... ... 1.... 8 1.2D+1.6W7 Y... Y DL 1.2 ... 1.... ... 1.... 9 1.2D+1.6W8 Y... Y DL 1.2 ... 1.... ... 1.... Envelope Joint Reactions Joint X [lb] LC Y [lb] LC Z [lb] LCMX [k-ft]L...MY [k-ft] LC MZ [k-ft] LC 1 N16 max 5552.016 4 40679.078 7 5609.... 5 78.821 5 5.555 2 90.817 2 2 min -5680.201 2 -22669.643 9 -5571.... 3 -79.841 3 -7.109 5 -90.135 4 3 N1 max 5541.432 4 40711.716 8 5554.... 5 79.56 5 13.514 3 88.198 2 4 min -5559.173 2 -22654.361 6 -5612.... 3 -78.998 3 -12.414 9 -89.573 4 5 N156 max 7541.634 4 44884.049 2 4977.... 5 85.973 5 4.35 2 103.254 2 6 min -7395.767 2 -26851.041 4 -4957.... 3 -85.541 3 -3.967 5 -102.28 Company : Maser Consulting P.A. Sept 17, 2018 Designer : Job Number : 18937091 Checked By:_____ Model Name : Mount analysis Envelope AISC 13th(360-05): LRFD Steel Code Checks (Continued) Member Shape Code Check Loc[in] LC Sh... Lo... Dir LC phi*... phi*... phi*... phi*... ... Eqn 10 M30 L4x4x6 .574 0 3 .029 0 y 2 314... 92664 4.398 3.199 3H2-1 11 M31 L4x4x6 .721 132 3 .021 132 y 3 314... 92664 1.521 3.199 3H2-1 12 M48 W6x15 .187 66 2 .100 110 y 6 108... 199... 16.2...38.1......H1-... 13 M49 L4x4x6 .559 132 5 .023 132 z 3 314... 92664 4.398 3.199 3H2-1 14 M50 L4x4x6 .690 0 5 .034 132 z 2 314... 92664 1.521 3.199 3H2-1 15 M67 W6x15 .137 110 5 .091 110 z 2 108... 199... 16.2...38.1......H1-... 16 M68 L4x4x6 .515 0 3 .026 132 y 2 314... 92664 4.398 3.199 3H2-1 17 M69 L4x4x6 .696 132 3 .021 132 y 3 314... 92664 1.521 3.199 3H2-1 18 M86 W6x15 .163 66 2 .086 110 y 6 108... 199... 16.2...38.1......H1-... 19 M87 L4x4x6 .478 132 5 .020 132 z 3 314... 92664 4.398 3.199 3H2-1 20 M88 L4x4x6 .625 0 5 .028 12... z 2 314... 92664 1.521 3.199 3H2-1 21 M103 L4x4x6 .283 132 3 .014 12... z 2 314... 92664 1.521 2.731 ...H2-1 22 M121 HSS16... .413 0 9 .049 25... y 2 668... 890... 348....348.......H1-... 23 M122 HSS16... .144 0 9 .049 0 y 2 671... 890... 348....348.......H1-... 24 M125 W12x26 .665 0 6 .189 22 y 6 194... 344... 30.6...139.5 ...H1-... 25 M126 W6x15 .162 66 3 .107 110 y 6 108... 199... 16.2...38.1......H1-... 26 M127 L4x4x6 .707 132 8 .025 132 y 6 314... 92664 1.521 3.199 3H2-1 27 M128 L4x4x6 .711 0 8 .034 0 y 3 314... 92664 4.398 3.199 3H2-1 28 M145 W6x15 .156 35.75 2 .101 22 y 6 108... 199... 16.2...38.1......H1-... 29 M146 L4x4x6 .739 0 6 .024 110 y 6 314... 92664 1.521 3.199 3H2-1 30 M147 L4x4x6 .804 132 6 .032 110 z 6 314... 92664 4.398 3.199 3H2-1 31 M164 W6x15 .149 66 3 .105 110 y 6 108... 199... 16.2...38.1......H1-... 32 M165 L4x4x6 .750 132 8 .026 132 y 6 314... 92664 1.521 3.199 3H2-1 33 M166 L4x4x6 .706 0 8 .031 22 z 6 314... 92664 4.398 3.199 3H2-1 34 M183 W6x15 .143 35.75 2 .092 22 y 6 108... 199... 16.2...38.1......H1-... 35 M184 L4x4x6 .712 0 6 .024 110 y 6 314... 92664 1.521 3.199 3H2-1 36 M185 L4x4x6 .737 132 6 .029 110 z 6 314... 92664 4.398 3.199 3H2-1 Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Stealth Tower Foundation Design Site Name: Century Site ID: MAS17-00434H-01 Page 1 of 25 Date: 9/17/2018 11:48 AM Maser Project No. 18937102A Site Information: Location: Fort Collins, CO Stealth Tower Leg Reactions (Factored from RISA): Pc Compression: 88kip 44. Pt Tension: 92kip 26. Shear: VF 9.4kip MF Moment: 134.08kip ft Foundation Design for Cohesive Soil: Foundation Dimensions: Pier Diameter: Dpier 5ft Pier Extension: Epier 0.5ft Lgnl 5ft (per Geotechnical Report, neglect top 3 feet) Neglected Soil Depth: Soil Parameters: Soil Layers in total Nsoil 6 i1 Nsoil Soil Layer Soil Depth Soil Unit Weight Concrete Unit Weight Cohesion Ultimate Skin Friction Comp. Ultimate Skin Friction Uplift. Ni 1 2 3 4 5 6 Di 2ft 3ft 1ft 2ft 4ft 6ft γsoili 117pcf 122pcf 122pcf 118pcf 110pcf Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Stealth Tower Foundation Design Site Name: Century Site ID: MAS17-00434H-01 Page 2 of 25 Date: 9/17/2018 11:48 AM Maser Project No. 18937102A Average ultimate cohesion: c 1 Nsoil i cu i Di § © · ¦ ¹ 1 Nsoil i ¦ Di 555.6 psf qult Net Ultimate Bearing Pressure: 0ksf Pier Weight Calculations: Pier area Apier π Dpier 2 4 Apier 19.6 ft 2 Pier perimeter PMpier π Dpier PMpier 15.7 ft Pier volume Vpier Apier Lpier Epier Vpier 363.2 ft 3 Weighted average unit weight of concrete γc 1 Nsoil i γconcretei Di § © · ¦ ¹ 1 Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Stealth Tower Foundation Design Site Name: Century Site ID: MAS17-00434H-01 Page 3 of 25 Date: 9/17/2018 11:48 AM Maser Project No. 18937102A Pier Embedment Check: Defining variables, Dia Dpier 5 ft H MF VF 14.3 ft q VF 9c Dia Required Embedded Length of the Foundation Shaft, L L 1.5Dia q 1 2 4H 6Dia q § ¨ © · ¸ ¹ ª « ¬ º » ¼ L 13.6 ft Check Le >L Checklength "Pass" Lpier if ! L "Fail" Lpier if L Checklength "Pass" Ratioembed L Lpier 75.7 % Pier Compression Check: ϕs_Bear 0.75 ϕs 0.75 Compression Capacity: Pcap 1 Nsoil Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Stealth Tower Foundation Design Site Name: Century Site ID: MAS17-00434H-01 Page 4 of 25 Date: 9/17/2018 11:48 AM Maser Project No. 18937102A Pier Tension Check: ϕs 0.75 Pcap 1 Nsoil i ϕs SK upi π Dpier Di § © · ¦ ¹ ª « « ¬ º » » ¼ 0.9 Wpier 149.4 kip End Tension Force: PF Pt 26.9 kip Uplift Resistance Check: Check "OK" Pcap PF if t "NOT GOOD" otherwise "OK" Check "OK" Usage: Usage PF Pcap Usage 18 % Pier Reinforcement Check: Rebar Size: #10 db Rebar Diameter: 27in 1. Ab 1.27 in 2 Rebar Area: Number of Rebar Required: nrebar 14 Cover thickness: cc 3in Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Stealth Tower Foundation Design Site Name: Century Site ID: MAS17-00434H-01 Page 5 of 25 Date: 9/17/2018 11:48 AM Maser Project No. 18937102A Moment Capacity of Pier: Mcap.n 26231.566kip in 2186 kip ft (per L-Plie Output) ϕs_Bending 0.9 Mcap ϕs_Bending M cap.n 1967.4 kip ft Reinforcement Check: Check "OK" Mcap Mapplied if t "NOT GOOD" otherwise "OK" Check "OK" Usage: Usage Mapplied Mcap Usage 9.7 % Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Stealth Tower Foundation Design Site Name: Century Site ID: MAS17-00434H-01 Page 6 of 25 Date: 9/17/2018 11:48 AM Maser Project No. 18937102A Anchor Design: Use six (4) 1-1/2" ø A572-50 threaded rods as tower anchors Spacing between anchors: a 5in 19. η 0.55 (per TIA-222-G Section 4.9.9) n4 (number of anchors) Pu Pt n 2MF na 48 kip MY 13.514kip ft Vu VF n MY na 2 2 5.3kip Fub 58ksi (for A572-50 Grade) danchor 1.5in (bolt diameter) An π 4 danchor Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Stealth Tower Foundation Design Site Name: Century Site ID: MAS17-00434H-01 Page 7 of 25 Date: 9/17/2018 11:48 AM Maser Project No. 18937102A ================================================================================ LPile for Windows, Version 2016-09.009 Analysis of Individual Piles and Drilled Shafts Subjected to Lateral Loading Using the p-y Method © 1985-2016 by Ensoft, Inc. All Rights Reserved ================================================================================ This copy of LPile is being used by: Maser Consulting Mt. Laurel, NJ Serial Number of Security Device: 239146273 This copy of LPile is licensed for exclusive use by: Maser Consulting P.A., Red Bank, Use of this program by any entity other than Maser Consulting P.A., Red Bank, is a violation of the software license agreement. -------------------------------------------------------------------------------- Files Used for Analysis -------------------------------------------------------------------------------- Path to file locations: \Projects\2018\18937000A\18937102A\Structural\Rev 0\L-Pile\ Name of input data file: Pier Check.lp9d Name of output report file: Pier Check.lp9o Name of plot output file: Pier Check.lp9p Name of runtime message file: Pier Check.lp9r -------------------------------------------------------------------------------- Date and Time of Analysis -------------------------------------------------------------------------------- Date: September 17, 2018 Time: 11:14:50 -------------------------------------------------------------------------------- Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Stealth Tower Foundation Design Site Name: Century Site ID: MAS17-00434H-01 Page 8 of 25 Date: 9/17/2018 11:48 AM Maser Project No. 18937102A Problem Title -------------------------------------------------------------------------------- Project Name: MAS17-00434H-01 Job Number: 18937102A Client: STEALTH CONCEALMENT SOLUTIONS Engineer: DX Description: -------------------------------------------------------------------------------- Program Options and Settings -------------------------------------------------------------------------------- Computational Options: - Use unfactored loads in computations (conventional analysis) Engineering Units Used for Data Input and Computations: - US Customary System Units (pounds, feet, inches) Analysis Control Options: - Maximum number of iterations allowed = 500 - Deflection tolerance for convergence = 1.0000E-05 in - Maximum allowable deflection = 100.0000 in - Number of pile increments = 100 Loading Type and Number of Cycles of Loading: - Static loading specified - Use of p-y modification factors for p-y curves not selected - No distributed lateral loads are entered - Loading by lateral soil movements acting on pile not selected - Input of shear resistance at the pile tip not selected - Computation of pile-head foundation stiffness matrix not selected - Push-over analysis of pile not selected - Buckling analysis of pile not selected Output Options: - Output files use decimal points to denote decimal symbols. - Values of pile-head deflection, bending moment, shear force, and soil reaction are printed for full length of pile. - Printing Increment (nodal spacing of output points) = 1 - No p-y curves to be computed and reported for user-specified depths - Print using wide report formats -------------------------------------------------------------------------------- Pile Structural Properties and Geometry -------------------------------------------------------------------------------- Number of pile sections defined = 1 Total length of pile = 18.500 ft Depth of ground surface below top of pile = 0.5000 ft Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Stealth Tower Foundation Design Site Name: Century Site ID: MAS17-00434H-01 Page 9 of 25 Date: 9/17/2018 11:48 AM Maser Project No. 18937102A Pile diameters used for p-y curve computations are defined using 2 points. p-y curves are computed using pile diameter values interpolated with depth over the length of the pile. A summary of values of pile diameter vs. depth follows. Depth Below Pile Point Pile Head Diameter No. feet inches ----- ------------- ------------- 1 0.000 60.0000 2 18.500 60.0000 Input Structural Properties for Pile Sections: ---------------------------------------------- Pile Section No. 1: Section 1 is a round drilled shaft, bored pile, or CIDH pile Length of section = 18.500000 ft Shaft Diameter = 60.000000 in Shear capacity of section = 0.0000 lbs -------------------------------------------------------------------------------- Ground Slope and Pile Batter Angles -------------------------------------------------------------------------------- Ground Slope Angle = 0.000 degrees = 0.000 radians Pile Batter Angle = 0.000 degrees = 0.000 radians -------------------------------------------------------------------------------- Soil and Rock Layering Information -------------------------------------------------------------------------------- The soil profile is modelled using 6 layers Layer 1 is liquefiable sand, by Rollins et al., 2004 Distance from top of pile to top of layer = 0.500000 ft Distance from top of pile to bottom of layer = 2.500000 ft Effective unit weight at top of layer = 117.000000 pcf Effective unit weight at bottom of layer = 117.000000 pcf Layer 2 is liquefiable sand, by Rollins et al., 2004 Distance from top of pile to top of layer = 2.500000 ft Distance from top of pile to bottom of layer = 5.500000 ft Effective unit weight at top of layer = 122.000000 pcf Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Stealth Tower Foundation Design Site Name: Century Site ID: MAS17-00434H-01 Page 10 of 25 Date: 9/17/2018 11:48 AM Maser Project No. 18937102A Effective unit weight at bottom of layer = 122.000000 pcf Layer 3 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 5.500000 ft Distance from top of pile to bottom of layer = 6.500000 ft Effective unit weight at top of layer = 122.000000 pcf Effective unit weight at bottom of layer = 122.000000 pcf Friction angle at top of layer = 33.000000 deg. Friction angle at bottom of layer = 33.000000 deg. Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for subgrade k will be computed for this layer. Layer 4 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 6.500000 ft Distance from top of pile to bottom of layer = 8.500000 ft Effective unit weight at top of layer = 118.000000 pcf Effective unit weight at bottom of layer = 118.000000 pcf Friction angle at top of layer = 32.000000 deg. Friction angle at bottom of layer = 32.000000 deg. Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for subgrade k will be computed for this layer. Layer 5 is soft clay, p-y criteria by Matlock, 1970 Distance from top of pile to top of layer = 8.500000 ft Distance from top of pile to bottom of layer = 12.500000 ft Effective unit weight at top of layer = 110.000000 pcf Effective unit weight at bottom of layer = 110.000000 pcf Undrained cohesion at top of layer = 1000.000000 psf Undrained cohesion at bottom of layer = 1000.000000 psf Epsilon-50 at top of layer = 0.010000 Epsilon-50 at bottom of layer = 0.010000 Layer 6 is soft clay, p-y criteria by Matlock, 1970 Distance from top of pile to top of layer = 12.500000 ft Distance from top of pile to bottom of layer = 23.500000 ft Effective unit weight at top of layer = 47.600000 pcf Effective unit weight at bottom of layer = 47.600000 pcf Undrained cohesion at top of layer = 1000.000000 psf Undrained cohesion at bottom of layer = 1000.000000 psf Epsilon-50 at top of layer = 0.010000 Epsilon-50 at bottom of layer = 0.010000 (Depth of the lowest soil layer extends 5.000 ft below the pile tip) Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Stealth Tower Foundation Design Site Name: Century Site ID: MAS17-00434H-01 Page 11 of 25 Date: 9/17/2018 11:48 AM Maser Project No. 18937102A -------------------------------------------------------------------------------- Summary of Input Soil Properties -------------------------------------------------------------------------------- Layer Soil Type Layer Effective Undrained Angle of E50 Layer Name Depth Unit Wt. Cohesion Friction or kpy Num. (p-y Curve Type) ft pcf psf deg. krm pci ----- ------------------- ---------- ---------- ---------- ---------- ---------- ---------- 1 Liquefied 0.5000 117.0000 -- -- -- -- Sand 2.5000 117.0000 -- -- -- -- 2 Liquefied 2.5000 122.0000 -- -- -- -- Sand 5.5000 122.0000 -- -- -- -- 3 Sand 5.5000 122.0000 -- 33.0000 -- default (Reese, et al.) 6.5000 122.0000 -- 33.0000 -- default 4 Sand 6.5000 118.0000 -- 32.0000 -- default (Reese, et al.) 8.5000 118.0000 -- 32.0000 -- default 5 Soft 8.5000 110.0000 1000.0000 -- 0.01000 -- Clay 12.5000 110.0000 1000.0000 -- 0.01000 -- 6 Soft 12.5000 47.6000 1000.0000 -- 0.01000 -- Clay 23.5000 47.6000 1000.0000 -- 0.01000 -- -------------------------------------------------------------------------------- Static Loading Type -------------------------------------------------------------------------------- Static loading criteria were used when computing p-y curves for all analyses. -------------------------------------------------------------------------------- Pile-head Loading and Pile-head Fixity Conditions -------------------------------------------------------------------------------- Number of loads specified = 2 Load Load Condition Condition Axial Thrust Compute Top y No. Type 1 2 Force, lbs vs. Pile Length ----- ---- -------------------- ----------------------- ---------------- --------------- 1 1 V = 9400. lbs M = 1608960. in-lbs 44880. No 2 1 V = 9400. lbs M = 1608960. in-lbs -26920. No V = shear force applied normal to pile axis M = bending moment applied to pile head y = lateral deflection normal to pile axis S = pile slope relative to original pile batter angle R = rotational stiffness applied to pile head Values of top y vs. pile lengths can be computed only for load types with specified shear loading (Load Types 1, 2, and 3). Thrust force is assumed to be acting axially for all pile batter angles. -------------------------------------------------------------------------------- Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Stealth Tower Foundation Design Site Name: Century Site ID: MAS17-00434H-01 Page 12 of 25 Date: 9/17/2018 11:48 AM Maser Project No. 18937102A -------------------------------------------------------------------------------- Axial thrust force values were determined from pile-head loading conditions Number of Pile Sections Analyzed = 1 Pile Section No. 1: ------------------- Dimensions and Properties of Drilled Shaft (Bored Pile): -------------------------------------------------------- Length of Section = 18.500000 ft Shaft Diameter = 60.000000 in Concrete Cover Thickness = 3.000000 in Number of Reinforcing Bars = 14 bars Yield Stress of Reinforcing Bars = 60000. psi Modulus of Elasticity of Reinforcing Bars = 29000000. psi Gross Area of Shaft = 2827. sq. in. Total Area of Reinforcing Steel = 17.780000 sq. in. Area Ratio of Steel Reinforcement = 0.63 percent Edge-to-Edge Bar Spacing = 10.463529 in Maximum Concrete Aggregate Size = 0.750000 in Ratio of Bar Spacing to Aggregate Size = 13.95 Offset of Center of Rebar Cage from Center of Pile = 0.0000 in Axial Structural Capacities: ---------------------------- Nom. Axial Structural Capacity = 0.85 Fc Ac + Fy As = 10619.622 kips Tensile Load for Cracking of Concrete = -1228.049 kips Nominal Axial Tensile Capacity = -1066.800 kips Reinforcing Bar Dimensions and Positions Used in Computations: Bar Bar Diam. Bar Area X Y Number inches sq. in. inches inches ---------- ---------- ---------- ---------- ---------- 1 1.270000 1.270000 26.365000 0.00000 2 1.270000 1.270000 23.754044 11.439345 3 1.270000 1.270000 16.438309 20.612987 4 1.270000 1.270000 5.866764 25.703974 5 1.270000 1.270000 -5.866764 25.703974 6 1.270000 1.270000 -16.438309 20.612987 7 1.270000 1.270000 -23.754044 11.439345 8 1.270000 1.270000 -26.365000 0.00000 9 1.270000 1.270000 -23.754044 -11.439345 10 1.270000 1.270000 -16.438309 -20.612987 11 1.270000 1.270000 -5.866764 -25.703974 12 1.270000 1.270000 5.866764 -25.703974 13 1.270000 1.270000 16.438309 -20.612987 14 1.270000 1.270000 23.754044 -11.439345 NOTE: The positions of the above rebars were computed by LPile Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Stealth Tower Foundation Design Site Name: Century Site ID: MAS17-00434H-01 Page 13 of 25 Date: 9/17/2018 11:48 AM Maser Project No. 18937102A Minimum spacing between any two bars not equal to zero = 10.464 inches between bars 5 and 6. Ratio of bar spacing to maximum aggregate size = 13.95 Concrete Properties: -------------------- Compressive Strength of Concrete = 4000. psi Modulus of Elasticity of Concrete = 3604997. psi Modulus of Rupture of Concrete = -474.341649 psi Compression Strain at Peak Stress = 0.001886 Tensile Strain at Fracture of Concrete = -0.0001154 Maximum Coarse Aggregate Size = 0.750000 in Number of Axial Thrust Force Values Determined from Pile-head Loadings = 2 Number Axial Thrust Force kips ------ ------------------ 1 -26.920 2 44.880 Definitions of Run Messages and Notes: -------------------------------------- C = concrete in section has cracked in tension. Y = stress in reinforcing steel has reached yield stress. T = ACI 318 criteria for tension-controlled section met, tensile strain in reinforcement exceeds 0.005 while simultaneously compressive strain in concrete more than 0.003. See ACI 318, Section 10.3.4. Z = depth of tensile zone in concrete section is less than 10 percent of section depth. Bending Stiffness (EI) = Computed Bending Moment / Curvature. Position of neutral axis is measured from edge of compression side of pile. Compressive stresses and strains are positive in sign. Tensile stresses and strains are negative in sign. Axial Thrust Force = -26.920 kips Bending Bending Bending Depth to Max Comp Max Tens Max Conc Max Steel Run Curvature Moment Stiffness N Axis Strain Strain Stress Stress Msg rad/in. in-kip kip-in2 in in/in in/in ksi ksi ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- --- 4.16667E-07 1185. 2845043288. 24.7888182 0.00001033 -0.00001467 0.0431585 -0.4218434 8.33333E-07 2366. 2839258039. 27.3874266 0.00002282 -0.00002718 0.0951625 -0.7808872 0.00000125 3542. 2833325476. 28.2535807 0.00003532 -0.00003968 0.1468223 -1.1399327 0.00000167 4712. 2827355646. 28.6866340 0.00004781 -0.00005219 0.1981380 -1.4989794 0.00000208 5878. 2821370859. 28.9464492 0.00006031 -0.00006469 0.2491094 -1.8580270 0.00000250 7038. 2815378591. 29.1196455 0.00007280 -0.00007720 0.2997368 -2.2170756 Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Stealth Tower Foundation Design Site Name: Century Site ID: MAS17-00434H-01 Page 14 of 25 Date: 9/17/2018 11:48 AM Maser Project No. 18937102A 0.00000292 8194. 2809382043. 29.2433457 0.00008529 -0.00008971 0.3500200 -2.5761253 0.00000333 9345. 2803382818. 29.3361108 0.00009779 -0.0001022 0.3999591 -2.9351759 0.00000375 10490. 2797381808. 29.4082525 0.0001103 -0.0001147 0.4495541 -3.2942275 0.00000417 10490. 2517643627. 9.1967980 0.00003832 -0.0002117 0.1556753 -6.1024702 C 0.00000458 10490. 2288766934. 9.5450427 0.00004375 -0.0002313 0.1776932 -6.6664298 C 0.00000500 10490. 2098036356. 9.8308203 0.00004915 -0.0002508 0.1995563 -7.2310310 C 0.00000542 10490. 1936648944. 10.0629151 0.00005451 -0.0002705 0.2211397 -7.7971588 C 0.00000583 10490. 1798316876. 10.2588943 0.00005984 -0.0002902 0.2425907 -8.3637870 C 0.00000625 10490. 1678429085. 10.4293114 0.00006518 -0.0003098 0.2639952 -8.9303123 C 0.00000667 10490. 1573527267. 10.5742406 0.00007049 -0.0003295 0.2852245 -9.4976468 C 0.00000708 10490. 1480966839. 10.6988554 0.00007578 -0.0003492 0.3062991 -10.0656518 C 0.00000750 10490. 1398690904. 10.8100615 0.00008108 -0.0003689 0.3273271 -10.6335616 C 0.00000792 10490. 1325075593. 10.9099774 0.00008637 -0.0003886 0.3483084 -11.2013760 C 0.00000833 10490. 1258821813. 11.0002979 0.00009167 -0.0004083 0.3692429 -11.7690946 C 0.00000875 10490. 1198877918. 11.0823950 0.00009697 -0.0004280 0.3901306 -12.3367172 C 0.00000917 10490. 1144383467. 11.1540673 0.0001022 -0.0004478 0.4108490 -12.9051271 C 0.00000958 10490. 1094627664. 11.2188978 0.0001075 -0.0004675 0.4314843 -13.4737063 C 0.00001000 10490. 1049018178. 11.2786343 0.0001128 -0.0004872 0.4520725 -14.0421960 C 0.00001042 10490. 1007057451. 11.3338887 0.0001181 -0.0005069 0.4726135 -14.6105961 C 0.00001083 10490. 968324472. 11.3851792 0.0001233 -0.0005267 0.4931071 -15.1789062 C 0.00001125 10490. 932460603. 11.4329470 0.0001286 -0.0005464 0.5135533 -15.7471260 C 0.00001167 10490. 899158438. 11.4775704 0.0001339 -0.0005661 0.5339521 -16.3152553 C 0.00001208 10490. 868152975. 11.5193754 0.0001392 -0.0005858 0.5543034 -16.8832938 C 0.00001250 10490. 839214542. 11.5586446 0.0001445 -0.0006055 0.5746071 -17.4512413 C 0.00001292 10490. 812143105. 11.5956241 0.0001498 -0.0006252 0.5948631 -18.0190974 C 0.00001333 10490. 786763633. 11.6305294 0.0001551 -0.0006449 0.6150713 -18.5868619 C 0.00001375 10490. 762922311. 11.6635496 0.0001604 -0.0006646 0.6352317 -19.1545345 C 0.00001417 10490. 740483420. 11.6948519 0.0001657 -0.0006843 0.6553443 -19.7221150 C 0.00001458 10490. 719326751. 11.7231952 0.0001710 -0.0007040 0.6753306 -20.2901903 C 0.00001500 10490. 699345452. 11.7498879 0.0001762 -0.0007238 0.6952525 -20.8582987 C 0.00001542 10490. 680444223. 11.7753312 0.0001815 -0.0007435 0.7151261 -21.4263206 C 0.00001583 10490. 662537797. 11.7996245 0.0001868 -0.0007632 0.7349512 -21.9942557 C 0.00001625 10490. 645549648. 11.8228566 0.0001921 -0.0007829 0.7547278 -22.5621038 C 0.00001708 10490. 614059421. 11.8664502 0.0002027 -0.0008223 0.7941350 -23.6975377 C 0.00001792 10490. 585498518. 11.9066647 0.0002133 -0.0008617 0.8333472 -24.8326204 C 0.00001875 10490. 559476362. 11.9439544 0.0002239 -0.0009011 0.8723638 -25.9673498 C 0.00001958 10490. 535668857. 11.9786964 0.0002346 -0.0009404 0.9111843 -27.1017236 C 0.00002042 10490. 513804822. 12.0112062 0.0002452 -0.0009798 0.9498080 -28.2357399 C 0.00002125 10490. 493655613. 12.0417500 0.0002559 -0.0010191 0.9882343 -29.3693965 C 0.00002208 10490. 475027099. 12.0705537 0.0002666 -0.0010584 1.0264627 -30.5026912 C 0.00002292 10490. 457753387. 12.0978104 0.0002772 -0.0010978 1.0644925 -31.6356218 C 0.00002375 10490. 441691864. 12.1236862 0.0002879 -0.0011371 1.1023232 -32.7681861 C 0.00002458 10490. 426719259. 12.1483247 0.0002986 -0.0011764 1.1399541 -33.9003818 C 0.00002542 10490. 412728463. 12.1718507 0.0003094 -0.0012156 1.1773846 -35.0322067 C 0.00002625 10490. 399625973. 12.1943730 0.0003201 -0.0012549 1.2146141 -36.1636584 C 0.00002708 10490. 387329789. 12.2159874 0.0003308 -0.0012942 1.2516419 -37.2947348 C 0.00002792 10674. 382346619. 12.2367780 0.0003416 -0.0013334 1.2884675 -38.4254334 C 0.00002875 11003. 382702896. 12.2568193 0.0003524 -0.0013726 1.3250901 -39.5557518 C 0.00002958 11331. 383031071. 12.2761774 0.0003632 -0.0014118 1.3615092 -40.6856877 C Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Stealth Tower Foundation Design Site Name: Century Site ID: MAS17-00434H-01 Page 15 of 25 Date: 9/17/2018 11:48 AM Maser Project No. 18937102A 0.00003625 13952. 384883164. 12.4059544 0.0004497 -0.0017253 1.6446957 -49.7178654 C 0.00003708 14279. 385038547. 12.4203209 0.0004606 -0.0017644 1.6791347 -50.8453548 C 0.00003792 14605. 385180577. 12.4344018 0.0004715 -0.0018035 1.7133621 -51.9724639 C 0.00003875 14931. 385310081. 12.4482176 0.0004824 -0.0018426 1.7473773 -53.0991903 C 0.00003958 15257. 385427817. 12.4617872 0.0004933 -0.0018817 1.7811795 -54.2255316 C 0.00004042 15582. 385534477. 12.4751279 0.0005042 -0.0019208 1.8147681 -55.3514853 C 0.00004125 15907. 385630701. 12.4882557 0.0005151 -0.0019599 1.8481423 -56.4770490 C 0.00004208 16232. 385717074. 12.5011851 0.0005261 -0.0019989 1.8813015 -57.6022202 C 0.00004292 16557. 385794139. 12.5139299 0.0005371 -0.0020379 1.9142450 -58.7269963 C 0.00004375 16881. 385862394. 12.5265026 0.0005480 -0.0020770 1.9469719 -59.8513747 C 0.00004458 17206. 385922300. 12.5389147 0.0005590 -0.0021160 1.9794817 -60.0000000 CY 0.00004542 17530. 385974287. 12.5511773 0.0005700 -0.0021550 2.0117736 -60.0000000 CY 0.00004625 17853. 386018748. 12.5633002 0.0005811 -0.0021939 2.0438468 -60.0000000 CY 0.00004708 18177. 386056054. 12.5752929 0.0005921 -0.0022329 2.0757006 -60.0000000 CY 0.00004792 18479. 385652974. 12.5823194 0.0006029 -0.0022721 2.1066569 -60.0000000 CY 0.00004875 18715. 383907478. 12.5741157 0.0006130 -0.0023120 2.1352466 -60.0000000 CY 0.00004958 18925. 381673312. 12.5601997 0.0006228 -0.0023522 2.1627657 -60.0000000 CY 0.00005292 19756. 373338055. 12.5099264 0.0006620 -0.0025130 2.2709446 -60.0000000 CY 0.00005625 20357. 361903342. 12.4159835 0.0006984 -0.0026766 2.3682883 -60.0000000 CY 0.00005958 20800. 349099013. 12.3003092 0.0007329 -0.0028421 2.4577567 -60.0000000 CY 0.00006292 21241. 337603567. 12.1915455 0.0007671 -0.0030079 2.5438419 -60.0000000 CY 0.00006625 21680. 327244485. 12.0953996 0.0008013 -0.0031737 2.6277306 -60.0000000 CY 0.00006958 22115. 317826248. 12.0095318 0.0008357 -0.0033393 2.7093094 -60.0000000 CY 0.00007292 22356. 306602015. 11.8842692 0.0008666 -0.0035084 2.7803339 -60.0000000 CY 0.00007625 22544. 295661789. 11.7582537 0.0008966 -0.0036784 2.8473174 -60.0000000 CY 0.00007958 22730. 285609229. 11.6393885 0.0009263 -0.0038487 2.9118097 -60.0000000 CY 0.00008292 22913. 276338009. 11.5268476 0.0009558 -0.0040192 2.9738699 -60.0000000 CY 0.00008625 23096. 267775425. 11.4239424 0.0009853 -0.0041897 3.0342764 -60.0000000 CY 0.00008958 23278. 259842283. 11.3296078 0.0010149 -0.0043601 3.0930157 -60.0000000 CY 0.00009292 23459. 252470740. 11.2429316 0.0010447 -0.0045303 3.1500738 -60.0000000 CY 0.00009625 23639. 245602351. 11.1631284 0.0010745 -0.0047005 3.2054366 -60.0000000 CY 0.00009958 23819. 239183625. 11.0886189 0.0011042 -0.0048708 3.2589261 -60.0000000 CY 0.0001029 23996. 233157840. 11.0147318 0.0011336 -0.0050414 3.3097899 -60.0000000 CY 0.0001063 24172. 227497277. 10.9460809 0.0011630 -0.0052120 3.3589538 -60.0000000 CY 0.0001096 24299. 221742606. 10.8676257 0.0011909 -0.0053841 3.4037955 -60.0000000 CY 0.0001129 24364. 215767272. 10.7749584 0.0012167 -0.0055583 3.4436510 -60.0000000 CY 0.0001163 24423. 210088182. 10.6866250 0.0012423 -0.0057327 3.4819539 -60.0000000 CY 0.0001196 24481. 204722759. 10.6037586 0.0012680 -0.0059070 3.5189862 -60.0000000 CY 0.0001229 24540. 199645445. 10.5259188 0.0012938 -0.0060812 3.5547380 -60.0000000 CY 0.0001263 24596. 194816807. 10.4479673 0.0013191 -0.0062559 3.5883843 -60.0000000 CY 0.0001296 24650. 190225540. 10.3720579 0.0013440 -0.0064310 3.6203760 -60.0000000 CY 0.0001329 24704. 185862119. 10.3004325 0.0013691 -0.0066059 3.6511529 -60.0000000 CY 0.0001363 24758. 181709810. 10.2327807 0.0013942 -0.0067808 3.6807055 -60.0000000 CY 0.0001396 24811. 177753456. 10.1688222 0.0014194 -0.0069556 3.7090242 -60.0000000 CY 0.0001429 24865. 173979318. 10.1083028 0.0014446 -0.0071304 3.7360990 -60.0000000 CY 0.0001462 24917. 170374905. 10.0509915 0.0014700 -0.0073050 3.7619199 -60.0000000 CY 0.0001496 24970. 166928841. 9.9966782 0.0014953 -0.0074797 3.7864768 -60.0000000 CY 0.0001529 25022. 163630741. 9.9451710 0.0015208 -0.0076542 3.8097594 -60.0000000 CY 0.0001562 25073. 160470093. 9.8958926 0.0015462 -0.0078288 3.8317025 -60.0000000 CY Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Stealth Tower Foundation Design Site Name: Century Site ID: MAS17-00434H-01 Page 16 of 25 Date: 9/17/2018 11:48 AM Maser Project No. 18937102A 0.0001829 25459. 139185401. 9.5471256 0.0017463 -0.0092287 3.9573315 -60.0000000 CY 0.0002029 25734. 126821783. 9.3606630 0.0018994 -0.0102756 3.9974408 -60.0000000 CY 0.0002229 25956. 116436934. 9.1933632 0.0020494 -0.0113256 3.9984155 -60.0000000 CY 0.0002429 26030. 107157839. 8.9968486 0.0021855 -0.0123895 3.9952265 60.0000000 CY 0.0002629 26079. 99190202. 8.8293751 0.0023214 -0.0134536 3.9872258 60.0000000 CY 0.0002829 26122. 92329989. 8.6910413 0.0024588 -0.0145162 3.9994776 60.0000000 CY 0.0003029 26153. 86337357. 8.5580980 0.0025924 -0.0155826 3.9859593 60.0000000 CY 0.0003229 26182. 81079512. 8.4458445 0.0027273 -0.0166477 3.9989306 60.0000000 CY 0.0003429 26208. 76426409. 8.3513749 0.0028638 -0.0177112 3.9837972 60.0000000 CY 0.0003629 26232. 72280612. 8.2706920 0.0030016 -0.0187734 3.9923809 60.0000000 CYT 0.0003829 26254. 68564151. 8.2010181 0.0031403 -0.0198347 3.9998966 60.0000000 CYT 0.0004029 26274. 65210526. 8.1419967 0.0032805 -0.0208945 3.9797306 60.0000000 CYT 0.0004229 26293. 62170298. 8.0881758 0.0034206 -0.0219544 3.9851265 60.0000000 CYT 0.0004429 26308. 59397873. 8.0317233 0.0035574 -0.0230176 3.9964414 60.0000000 CYT 0.0004629 26323. 56863339. 7.9818474 0.0036949 -0.0240801 3.9989703 60.0000000 CYT 0.0004829 26336. 54535758. 7.9388639 0.0038338 -0.0251412 3.9798831 60.0000000 CYT Axial Thrust Force = 44.880 kips Bending Bending Bending Depth to Max Comp Max Tens Max Conc Max Steel Run Curvature Moment Stiffness N Axis Strain Strain Stress Stress Msg rad/in. in-kip kip-in2 in in/in in/in ksi ksi ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- --- 4.16667E-07 1185. 2844253035. 38.6885865 0.00001612 -0.00000888 0.0675510 0.4638621 8.33333E-07 2366. 2838852185. 34.3558160 0.00002863 -0.00002137 0.1194584 0.8230156 0.00000125 3541. 2833052363. 32.9117096 0.00004114 -0.00003386 0.1710217 1.1821745 0.00000167 4712. 2827149409. 32.1897089 0.00005365 -0.00004635 0.2222405 1.5413359 0.00000208 5878. 2821204866. 31.7565410 0.00006616 -0.00005884 0.2731147 1.9004994 0.00000250 7038. 2815239457. 31.4677870 0.00007867 -0.00007133 0.3236442 2.2596646 0.00000292 8194. 2809262104. 31.2615543 0.00009118 -0.00008382 0.3738292 2.6188315 0.00000333 9344. 2803277276. 31.1068970 0.0001037 -0.00009631 0.4236694 2.9780001 0.00000375 10490. 2797287466. 30.9866233 0.0001162 -0.0001088 0.4731650 3.3371702 0.00000417 10490. 2517558719. 16.4829457 0.00006868 -0.0001813 0.2808663 -5.2220607 C 0.00000458 10490. 2288689745. 16.1695117 0.00007411 -0.0002009 0.3025352 -5.7859274 C 0.00000500 10490. 2097965599. 15.9087885 0.00007954 -0.0002205 0.3241503 -6.3497257 C 0.00000542 10490. 1936583630. 15.6788737 0.00008493 -0.0002401 0.3454979 -6.9149853 C 0.00000583 10490. 1798256228. 15.4818628 0.00009031 -0.0002597 0.3667846 -7.4802349 C 0.00000625 10490. 1678372479. 15.3114994 0.00009570 -0.0002793 0.3880187 -8.0454157 C 0.00000667 10490. 1573474199. 15.1562332 0.0001010 -0.0002990 0.4090246 -8.6117949 C 0.00000708 10490. 1480916894. 15.0190882 0.0001064 -0.0003186 0.4299650 -9.1782039 C 0.00000750 10490. 1398643733. 14.8975023 0.0001117 -0.0003383 0.4508538 -9.7445432 C 0.00000792 10490. 1325030905. 14.7890195 0.0001171 -0.0003579 0.4716910 -10.3108126 C 0.00000833 10490. 1258779359. 14.6912619 0.0001224 -0.0003776 0.4924627 -10.8771117 C 0.00000875 10490. 1198837485. 14.5991047 0.0001277 -0.0003973 0.5130446 -11.4443522 C 0.00000917 10490. 1144344872. 14.5155951 0.0001331 -0.0004169 0.5335756 -12.0115209 C 0.00000958 10490. 1094590747. 14.4396057 0.0001384 -0.0004366 0.5540558 -12.5786179 C 0.00001000 10490. 1048982800. 14.3701970 0.0001437 -0.0004563 0.5744851 -13.1456428 C 0.00001042 10490. 1007023488. 14.3065800 0.0001490 -0.0004760 0.5948633 -13.7125956 C 0.00001083 10490. 968291815. 14.2480869 0.0001544 -0.0004956 0.6151905 -14.2794760 C 0.00001125 10490. 932429155. 14.1941489 0.0001597 -0.0005153 0.6354666 -14.8462839 C 0.00001167 10490. 899128114. 14.1442785 0.0001650 -0.0005350 0.6556914 -15.4130191 C Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Stealth Tower Foundation Design Site Name: Century Site ID: MAS17-00434H-01 Page 17 of 25 Date: 9/17/2018 11:48 AM Maser Project No. 18937102A 0.00001375 10490. 762896582. 13.9348483 0.0001916 -0.0006334 0.7556168 -18.2488542 C 0.00001417 10490. 740458447. 13.9005295 0.0001969 -0.0006531 0.7754295 -18.8159491 C 0.00001458 10490. 719302491. 13.8683520 0.0002022 -0.0006728 0.7951915 -19.3829678 C 0.00001500 10490. 699321866. 13.8381376 0.0002076 -0.0006924 0.8149027 -19.9499101 C 0.00001542 10490. 680421275. 13.8097277 0.0002129 -0.0007121 0.8345631 -20.5167758 C 0.00001583 10490. 662515452. 13.7829803 0.0002182 -0.0007318 0.8541725 -21.0835648 C 0.00001625 10490. 645527877. 13.7577678 0.0002236 -0.0007514 0.8737310 -21.6502769 C 0.00001708 10490. 614038712. 13.7115002 0.0002342 -0.0007908 0.9126947 -22.7834692 C 0.00001792 10490. 585478772. 13.6701335 0.0002449 -0.0008301 0.9514537 -23.9163514 C 0.00001875 10490. 559457493. 13.6330173 0.0002556 -0.0008694 0.9900075 -25.0489218 C 0.00001958 10490. 535650791. 13.5996119 0.0002663 -0.0009087 1.0283554 -26.1811787 C 0.00002042 10490. 513787494. 13.5694656 0.0002770 -0.0009480 1.0664969 -27.3131205 C 0.00002125 10490. 493638965. 13.5421976 0.0002878 -0.0009872 1.1044314 -28.4447457 C 0.00002208 10490. 475011079. 13.5174847 0.0002985 -0.0010265 1.1421585 -29.5760525 C 0.00002292 10490. 457737949. 13.4947783 0.0003093 -0.0010657 1.1796552 -30.7072202 C 0.00002375 10490. 441676968. 13.4732605 0.0003200 -0.0011050 1.2168703 -31.8386668 C 0.00002458 10586. 430618341. 13.4536759 0.0003307 -0.0011443 1.2538792 -32.9697751 C 0.00002542 10915. 429436077. 13.4358370 0.0003415 -0.0011835 1.2906814 -34.1005434 C 0.00002625 11243. 428319887. 13.4195801 0.0003523 -0.0012227 1.3272761 -35.2309696 C 0.00002708 11572. 427263628. 13.4047615 0.0003630 -0.0012620 1.3636629 -36.3610518 C 0.00002792 11900. 426261894. 13.3912550 0.0003738 -0.0013012 1.3998411 -37.4907880 C 0.00002875 12228. 425309862. 13.3789489 0.0003846 -0.0013404 1.4358100 -38.6201771 C 0.00002958 12555. 424403370. 13.3677439 0.0003955 -0.0013795 1.4715691 -39.7492153 C 0.00003042 12883. 423538597. 13.3575521 0.0004063 -0.0014187 1.5071178 -40.8779015 C 0.00003125 13210. 422712164. 13.3482945 0.0004171 -0.0014579 1.5424555 -42.0062336 C 0.00003208 13537. 421921046. 13.3399006 0.0004280 -0.0014970 1.5775814 -43.1342096 C 0.00003292 13863. 421162524. 13.3323070 0.0004389 -0.0015361 1.6124949 -44.2618273 C 0.00003375 14190. 420434146. 13.3254566 0.0004497 -0.0015753 1.6471954 -45.3890846 C 0.00003458 14516. 419733696. 13.3192978 0.0004606 -0.0016144 1.6816823 -46.5159795 C 0.00003542 14842. 419059167. 13.3137839 0.0004715 -0.0016535 1.7159548 -47.6425096 C 0.00003625 15167. 418408735. 13.3088726 0.0004824 -0.0016926 1.7500124 -48.7686728 C 0.00003708 15493. 417780741. 13.3045252 0.0004934 -0.0017316 1.7838544 -49.8944669 C 0.00003792 15818. 417173671. 13.3007066 0.0005043 -0.0017707 1.8174800 -51.0198897 C 0.00003875 16143. 416586141. 13.2973848 0.0005153 -0.0018097 1.8508886 -52.1449388 C 0.00003958 16467. 416016882. 13.2945303 0.0005262 -0.0018488 1.8840795 -53.2696121 C 0.00004042 16792. 415464730. 13.2921162 0.0005372 -0.0018878 1.9170520 -54.3939071 C 0.00004125 17116. 414928617. 13.2901178 0.0005482 -0.0019268 1.9498055 -55.5178215 C 0.00004208 17440. 414407555. 13.2885124 0.0005592 -0.0019658 1.9823391 -56.6413529 C 0.00004292 17763. 413900636. 13.2872789 0.0005702 -0.0020048 2.0146523 -57.7644990 C 0.00004375 18087. 413407019. 13.2863980 0.0005813 -0.0020437 2.0467443 -58.8872574 C 0.00004458 18410. 412925927. 13.2858519 0.0005923 -0.0020827 2.0786143 -60.0000000 CY 0.00004542 18732. 412456637. 13.2856240 0.0006034 -0.0021216 2.1102616 -60.0000000 CY 0.00004625 19055. 411998480. 13.2856990 0.0006145 -0.0021605 2.1416856 -60.0000000 CY 0.00004708 19377. 411550835. 13.2860627 0.0006256 -0.0021994 2.1728854 -60.0000000 CY 0.00004792 19699. 411113121. 13.2867018 0.0006367 -0.0022383 2.2038603 -60.0000000 CY 0.00004875 19997. 410203622. 13.2824331 0.0006475 -0.0022775 2.2338991 -60.0000000 CY 0.00004958 20230. 407998036. 13.2642049 0.0006577 -0.0023173 2.2617302 -60.0000000 CY 0.00005292 21059. 397964239. 13.1783730 0.0006974 -0.0024776 2.3681704 -60.0000000 CY 0.00005625 21764. 386916871. 13.0787571 0.0007357 -0.0026393 2.4677127 -60.0000000 CY Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Stealth Tower Foundation Design Site Name: Century Site ID: MAS17-00434H-01 Page 18 of 25 Date: 9/17/2018 11:48 AM Maser Project No. 18937102A 0.00008292 24419. 294502894. 12.0700697 0.0010008 -0.0039742 3.0683448 -60.0000000 CY 0.00008625 24603. 285251522. 11.9562060 0.0010312 -0.0041438 3.1275755 -60.0000000 CY 0.00008958 24786. 276679851. 11.8517898 0.0010617 -0.0043133 3.1850280 -60.0000000 CY 0.00009292 24968. 268714608. 11.7558152 0.0010923 -0.0044827 3.2406870 -60.0000000 CY 0.00009625 25148. 261282059. 11.6647264 0.0011227 -0.0046523 3.2940754 -60.0000000 CY 0.00009958 25326. 254322501. 11.5763563 0.0011528 -0.0048222 3.3449405 -60.0000000 CY 0.0001029 25503. 247806390. 11.4945836 0.0011830 -0.0049920 3.3940521 -60.0000000 CY 0.0001063 25680. 241691781. 11.4187948 0.0012132 -0.0051618 3.4413940 -60.0000000 CY 0.0001096 25848. 235876995. 11.3463359 0.0012434 -0.0053316 3.4865973 -60.0000000 CY 0.0001129 25956. 229872669. 11.2615678 0.0012716 -0.0055034 3.5271665 -60.0000000 CY 0.0001163 26019. 223817600. 11.1690862 0.0012984 -0.0056766 3.5640217 -60.0000000 CY 0.0001196 26079. 218084084. 11.0804666 0.0013250 -0.0058500 3.5991741 -60.0000000 CY 0.0001229 26136. 212632649. 10.9909844 0.0013510 -0.0060240 3.6319531 -60.0000000 CY 0.0001263 26193. 207466121. 10.9067752 0.0013770 -0.0061980 3.6634192 -60.0000000 CY 0.0001296 26249. 202562473. 10.8274368 0.0014031 -0.0063719 3.6935614 -60.0000000 CY 0.0001329 26304. 197901887. 10.7526075 0.0014292 -0.0065458 3.7223685 -60.0000000 CY 0.0001363 26360. 193466483. 10.6819609 0.0014554 -0.0067196 3.7498293 -60.0000000 CY 0.0001396 26415. 189240088. 10.6152023 0.0014817 -0.0068933 3.7759324 -60.0000000 CY 0.0001429 26469. 185208038. 10.5520642 0.0015081 -0.0070669 3.8006661 -60.0000000 CY 0.0001462 26523. 181354476. 10.4914858 0.0015344 -0.0072406 3.8239123 -60.0000000 CY 0.0001496 26574. 177653837. 10.4288234 0.0015600 -0.0074150 3.8451211 -60.0000000 CY 0.0001529 26625. 174112160. 10.3693596 0.0015856 -0.0075894 3.8650250 -60.0000000 CY 0.0001562 26675. 170719240. 10.3128948 0.0016114 -0.0077636 3.8836128 -60.0000000 CY 0.0001596 26725. 167465724. 10.2592460 0.0016372 -0.0079378 3.9008728 -60.0000000 CY 0.0001629 26774. 164343021. 10.2082453 0.0016631 -0.0081119 3.9167934 -60.0000000 CY 0.0001662 26823. 161343232. 10.1597386 0.0016891 -0.0082859 3.9313628 -60.0000000 CY 0.0001696 26872. 158459077. 10.1135838 0.0017151 -0.0084599 3.9445686 -60.0000000 CY 0.0001729 26920. 155683837. 10.0696502 0.0017412 -0.0086338 3.9563986 -60.0000000 CY 0.0001762 26968. 153011300. 10.0278169 0.0017674 -0.0088076 3.9668403 -60.0000000 CY 0.0001796 27016. 150435714. 9.9879723 0.0017937 -0.0089813 3.9758807 -60.0000000 CY 0.0001829 27063. 147951749. 9.9500128 0.0018200 -0.0091550 3.9835069 -60.0000000 CY 0.0002029 27329. 134683206. 9.7396486 0.0019763 -0.0101987 3.9908479 -60.0000000 CY 0.0002229 27575. 123700191. 9.5752036 0.0021345 -0.0112405 3.9916517 -60.0000000 CY 0.0002429 27690. 113987950. 9.3980246 0.0022829 -0.0122921 3.9898761 60.0000000 CY 0.0002629 27738. 105500124. 9.2221239 0.0024247 -0.0133503 3.9997876 60.0000000 CY 0.0002829 27774. 98170067. 9.0652176 0.0025647 -0.0144103 3.9917922 60.0000000 CY 0.0003029 27807. 91798097. 8.9340025 0.0027063 -0.0154687 3.9993378 60.0000000 CY 0.0003229 27836. 86202862. 8.8249186 0.0028497 -0.0165253 3.9882617 60.0000000 CY 0.0003429 27864. 81254799. 8.7318706 0.0029943 -0.0175807 3.9993743 60.0000000 CY 0.0003629 27885. 76835805. 8.6434775 0.0031369 -0.0186381 3.9833938 60.0000000 CYT 0.0003829 27903. 72869715. 8.5611092 0.0032782 -0.0196968 3.9884284 60.0000000 CYT 0.0004029 27920. 69295039. 8.4889537 0.0034203 -0.0207547 3.9984355 60.0000000 CYT 0.0004229 27936. 66055102. 8.4262988 0.0035636 -0.0218114 3.9912287 60.0000000 CYT 0.0004429 27950. 63104904. 8.3716514 0.0037079 -0.0228671 3.9704353 60.0000000 CYT 0.0004629 27964. 60408407. 8.3230208 0.0038529 -0.0239221 3.9847337 60.0000000 CYT -------------------------------------------------------------------------------- Summary of Results for Nominal (Unfactored) Moment Capacity for Section 1 -------------------------------------------------------------------------------- Moment values interpolated at maximum compressive strain = 0.003 Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Stealth Tower Foundation Design Site Name: Century Site ID: MAS17-00434H-01 Page 19 of 25 Date: 9/17/2018 11:48 AM Maser Project No. 18937102A ---- ---------------- ------------------ ------------ 1 -26.920 26231.566 0.00300000 2 44.880 27864.478 0.00300000 Note that the values of moment capacity in the table above are not factored by a strength reduction factor (phi-factor). In ACI 318, the value of the strength reduction factor depends on whether the transverse reinforcing steel bars are tied hoops (0.65) or spirals (0.70). The above values should be multiplied by the appropriate strength reduction factor to compute ultimate moment capacity according to ACI 318, Section 9.3.2.2 or the value required by the design standard being followed. The following table presents factored moment capacities and corresponding bending stiffnesses computed for common resistance factor values used for reinforced concrete sections. Axial Resist. Nominal Ult. (Fac) Ult. (Fac) Bend. Stiff. Load Factor Moment Cap Ax. Thrust Moment Cap at Ult Mom No. for Moment in-kips kips in-kips kip-in^2 ----- ------------ ------------ ------------ ------------ ------------ 1 0.65 26232. -17.498000 17051. 385893627. 2 0.65 27864. 29.172000 18112. 413369263. 1 0.70 26232. -18.844000 18362. 385809073. 2 0.70 27864. 31.416000 19505. 411376897. 1 0.75 26232. -20.190000 19674. 374161695. 2 0.75 27864. 33.660000 20898. 399907754. -------------------------------------------------------------------------------- Layering Correction Equivalent Depths of Soil & Rock Layers -------------------------------------------------------------------------------- Top of Equivalent Layer Top Depth Same Layer Layer is F0 F1 Layer Below Below Type As Rock or Integral Integral No. Pile Head Grnd Surf Layer is Below for Layer for Layer ft ft Above Rock Layer lbs lbs ----- ---------- ---------- ---------- ---------- ---------- ---------- 1 0.5000 0.00 N.A. No 0.00 8256. 2 2.5000 2.0000 Yes No 8256. 20818. 3 5.5000 3.0615 No No 29074. 36775. 4 6.5000 4.0615 Yes No 65849. 91133. 5 8.5000 8.0765 No No 156982. 103713. 6 12.5000 12.0765 Yes No 260695. N.A. Notes: The F0 integral of Layer n+1 equals the sum of the F0 and F1 integrals for Layer n. Layering correction equivalent depths are computed only for soil types with both shallow-depth and deep-depth expressions for peak lateral load transfer. These soil types are soft and stiff clays, non-liquefied sands, and cemented c-phi soil. Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Stealth Tower Foundation Design Site Name: Century Site ID: MAS17-00434H-01 Page 20 of 25 Date: 9/17/2018 11:48 AM Maser Project No. 18937102A -------------------------------------------------------------------------------- Computed Values of Pile Loading and Deflection for Lateral Loading for Load Case Number 1 -------------------------------------------------------------------------------- Pile-head conditions are Shear and Moment (Loading Type 1) Shear force at pile head = 9400.0 lbs Applied moment at pile head = 1608960.0 in-lbs Axial thrust load on pile head = 44880.0 lbs Depth Deflect. Bending Shear Slope Total Bending Soil Res. Soil Spr. Distrib. X y Moment Force S Stress Stiffness p Es*h Lat. Load feet inches in-lbs lbs radians psi* in-lb^2 lb/inch lb/inch lb/inch ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 0.00 0.2083 1608960. 9400. -0.00143 0.00 2.84E+12 0.00 0.00 0.00 0.1850 0.2051 1629971. 9400. -0.00143 0.00 2.84E+12 0.00 0.00 0.00 0.3700 0.2019 1650981. 9400. -0.00143 0.00 2.84E+12 0.00 0.00 0.00 0.5550 0.1988 1671991. 9400. -0.00143 0.00 2.84E+12 -0.02475 0.2764 0.00 0.7400 0.1956 1693002. 9400. -0.00143 0.00 2.84E+12 -0.02830 0.3212 0.00 0.9250 0.1924 1714011. 9400. -0.00143 0.00 2.84E+12 -0.03220 0.3715 0.00 1.1100 0.1893 1735021. 9400. -0.00142 0.00 2.84E+12 -0.03645 0.4275 0.00 1.2950 0.1861 1756030. 9400. -0.00142 0.00 2.84E+12 -0.04106 0.4898 0.00 1.4800 0.1830 1777039. 9400. -0.00142 0.00 2.84E+12 -0.04605 0.5588 0.00 1.6650 0.1798 1798048. 9399. -0.00142 0.00 2.84E+12 -0.05142 0.6349 0.00 1.8500 0.1766 1819056. 9399. -0.00142 0.00 2.84E+12 -0.05719 0.7187 0.00 2.0350 0.1735 1840063. 9399. -0.00142 0.00 2.84E+12 -0.06336 0.8107 0.00 2.2200 0.1704 1861071. 9399. -0.00142 0.00 2.84E+12 -0.06994 0.9114 0.00 2.4050 0.1672 1882078. 9399. -0.00141 0.00 2.84E+12 -0.07692 1.0212 0.00 2.5900 0.1641 1903084. 9399. -0.00141 0.00 2.84E+12 -0.2628 3.5563 0.00 2.7750 0.1609 1924089. 9398. -0.00141 0.00 2.84E+12 -0.3089 4.2607 0.00 2.9600 0.1578 1945092. 9397. -0.00141 0.00 2.84E+12 -0.3605 5.0707 0.00 3.1450 0.1547 1966093. 9396. -0.00141 0.00 2.84E+12 -0.4179 5.9977 0.00 3.3300 0.1516 1987092. 9395. -0.00141 0.00 2.84E+12 -0.4815 7.0535 0.00 3.5150 0.1484 2008088. 9394. -0.00141 0.00 2.84E+12 -0.5517 8.2509 0.00 3.7000 0.1453 2029082. 9393. -0.00140 0.00 2.84E+12 -0.6286 9.6036 0.00 3.8850 0.1422 2050072. 9391. -0.00140 0.00 2.84E+12 -0.7127 11.1258 0.00 4.0700 0.1391 2071059. 9390. -0.00140 0.00 2.84E+12 -0.8040 12.8329 0.00 4.2550 0.1360 2092041. 9388. -0.00140 0.00 2.84E+12 -0.9029 14.7409 0.00 4.4400 0.1329 2113019. 9386. -0.00140 0.00 2.84E+12 -1.0096 16.8668 0.00 4.6250 0.1298 2133992. 9383. -0.00140 0.00 2.84E+12 -1.1241 19.2285 0.00 4.8100 0.1267 2154959. 9381. -0.00139 0.00 2.84E+12 -1.2466 21.8447 0.00 4.9950 0.1236 2175920. 9378. -0.00139 0.00 2.84E+12 -1.3771 24.7353 0.00 5.1800 0.1205 2196874. 9375. -0.00139 0.00 2.84E+12 -1.5156 27.9207 0.00 5.3650 0.1174 2217820. 9371. -0.00139 0.00 2.84E+12 -1.6620 31.4227 0.00 5.5500 0.1143 2238758. 8584. -0.00139 0.00 2.84E+12 -707.3897 13735. 0.00 5.7350 0.1113 2256209. 7007. -0.00139 0.00 2.84E+12 -713.5691 14238. 0.00 5.9200 0.1082 2270143. 5417. -0.00138 0.00 2.84E+12 -718.3796 14741. 0.00 6.1050 0.1051 2280537. 3819. -0.00138 0.00 2.84E+12 -721.8241 15244. 0.00 6.2900 0.1021 2287373. 2214. -0.00138 0.00 2.84E+12 -723.9054 15747. 0.00 6.4750 0.09899 2290642. 605.9691 -0.00138 0.00 2.84E+12 -724.6264 16251. 0.00 6.6600 0.09593 2290338. -852.6985 -0.00138 0.00 2.84E+12 -589.4885 13641. 0.00 Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Stealth Tower Foundation Design Site Name: Century Site ID: MAS17-00434H-01 Page 21 of 25 Date: 9/17/2018 11:48 AM Maser Project No. 18937102A 7.0300 0.08983 2281024. -3462. -0.00137 0.00 2.84E+12 -585.1441 14461. 0.00 7.2150 0.08679 2272034. -4756. -0.00137 0.00 2.84E+12 -581.3224 14870. 0.00 7.4000 0.08374 2260179. -6041. -0.00137 0.00 2.84E+12 -576.4038 15280. 0.00 7.5850 0.08071 2245483. -7314. -0.00137 0.00 2.84E+12 -570.3904 15690. 0.00 7.7700 0.07767 2227975. -8573. -0.00137 0.00 2.84E+12 -563.2841 16099. 0.00 7.9550 0.07464 2207692. -9814. -0.00136 0.00 2.84E+12 -555.0870 16509. 0.00 8.1400 0.07162 2184672. -11036. -0.00136 0.00 2.84E+12 -545.8008 16919. 0.00 8.3250 0.06860 2158963. -12236. -0.00136 0.00 2.84E+12 -535.4274 17328. 0.00 8.5100 0.06558 2130614. -13219. -0.00136 0.00 2.84E+12 -349.9170 11846. 0.00 8.6950 0.06256 2100541. -13993. -0.00136 0.00 2.84E+12 -347.2772 12323. 0.00 8.8800 0.05955 2068756. -14761. -0.00136 0.00 2.84E+12 -344.3747 12838. 0.00 9.0650 0.05654 2035273. -15522. -0.00135 0.00 2.84E+12 -341.1905 13396. 0.00 9.2500 0.05354 2000109. -16275. -0.00135 0.00 2.84E+12 -337.7027 14003. 0.00 9.4350 0.05054 1963281. -17021. -0.00135 0.00 2.84E+12 -333.8863 14666. 0.00 9.6200 0.04754 1924807. -17757. -0.00135 0.00 2.84E+12 -329.7122 15396. 0.00 9.8050 0.04455 1884707. -18484. -0.00135 0.00 2.84E+12 -325.1469 16203. 0.00 9.9900 0.04156 1843006. -19200. -0.00135 0.00 2.84E+12 -320.1507 17102. 0.00 10.1750 0.03857 1799726. -19905. -0.00134 0.00 2.84E+12 -314.6765 18112. 0.00 10.3600 0.03559 1754895. -20597. -0.00134 0.00 2.84E+12 -308.6673 19256. 0.00 10.5450 0.03261 1708543. -21275. -0.00134 0.00 2.84E+12 -302.0536 20566. 0.00 10.7300 0.02963 1660702. -21937. -0.00134 0.00 2.84E+12 -294.7488 22086. 0.00 10.9150 0.02665 1611408. -22583. -0.00134 0.00 2.84E+12 -286.6430 23876. 0.00 11.1000 0.02368 1560701. -23209. -0.00134 0.00 2.84E+12 -277.5928 26025. 0.00 11.2850 0.02071 1508627. -23814. -0.00134 0.00 2.84E+12 -267.4058 28665. 0.00 11.4700 0.01774 1455234. -24395. -0.00134 0.00 2.84E+12 -255.8133 32008. 0.00 11.6550 0.01478 1400580. -24948. -0.00133 0.00 2.84E+12 -242.4206 36417. 0.00 11.8400 0.01182 1344732. -25468. -0.00133 0.00 2.84E+12 -226.6074 42575. 0.00 12.0250 0.00886 1287766. -25950. -0.00133 0.00 2.84E+12 -207.2967 51964. 0.00 12.2100 0.00590 1229779. -26382. -0.00133 0.00 2.84E+12 -182.2981 68612. 0.00 12.3950 0.00294 1170893. -26746. -0.00133 0.00 2.84E+12 -145.5709 109811. 0.00 12.5800 -1.05E-05 1111290. -26901. -0.00133 0.00 2.84E+12 5.9057 1243862. 0.00 12.7650 -0.00296 1051716. -26731. -0.00133 0.00 2.84E+12 147.6029 110624. 0.00 12.9500 -0.00591 992869. -26360. -0.00133 0.00 2.84E+12 186.7001 70110. 0.00 13.1350 -0.00886 934942. -25914. -0.00133 0.00 2.84E+12 214.6690 53790. 0.00 13.3200 -0.01181 878074. -25413. -0.00133 0.00 2.84E+12 237.3517 44631. 0.00 13.5050 -0.01475 822374. -24864. -0.00133 0.00 2.84E+12 256.8546 38656. 0.00 13.6900 -0.01769 767941. -24275. -0.00133 0.00 2.84E+12 274.2053 34403. 0.00 13.8750 -0.02064 714859. -23648. -0.00132 0.00 2.84E+12 289.9912 31196. 0.00 14.0600 -0.02358 663206. -22988. -0.00132 0.00 2.84E+12 304.5824 28679. 0.00 14.2450 -0.02652 613054. -22297. -0.00132 0.00 2.84E+12 318.2291 26642. 0.00 14.4300 -0.02946 564471. -21576. -0.00132 0.00 2.84E+12 331.1086 24955. 0.00 14.6150 -0.03239 517519. -20828. -0.00132 0.00 2.84E+12 343.3521 23531. 0.00 14.8000 -0.03533 472259. -20052. -0.00132 0.00 2.84E+12 355.0592 22310. 0.00 14.9850 -0.03827 428750. -19252. -0.00132 0.00 2.84E+12 366.3077 21251. 0.00 15.1700 -0.04120 387045. -18426. -0.00132 0.00 2.84E+12 377.1595 20322. 0.00 15.3550 -0.04414 347199. -17578. -0.00132 0.00 2.84E+12 387.6649 19499. 0.00 15.5400 -0.04707 309264. -16706. -0.00132 0.00 2.84E+12 397.8650 18765. 0.00 15.7250 -0.05000 273290. -15811. -0.00132 0.00 2.84E+12 407.7944 18105. 0.00 15.9100 -0.05294 239325. -14895. -0.00132 0.00 2.84E+12 417.4820 17508. 0.00 Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Stealth Tower Foundation Design Site Name: Century Site ID: MAS17-00434H-01 Page 22 of 25 Date: 9/17/2018 11:48 AM Maser Project No. 18937102A 17.3900 -0.07639 45488. -6835. -0.00132 0.00 2.84E+12 488.6364 14201. 0.00 17.5750 -0.07932 31650. -5741. -0.00132 0.00 2.84E+12 496.9425 13908. 0.00 17.7600 -0.08225 20261. -4629. -0.00132 0.00 2.84E+12 505.1503 13634. 0.00 17.9450 -0.08518 11362. -3498. -0.00132 0.00 2.84E+12 513.2667 13377. 0.00 18.1300 -0.08811 4992. -2350. -0.00132 0.00 2.84E+12 521.2982 13134. 0.00 18.3150 -0.09104 1192. -1184. -0.00132 0.00 2.84E+12 529.2506 12905. 0.00 18.5000 -0.09397 0.00 0.00 -0.00132 0.00 2.84E+12 537.1290 6344. 0.00 * This analysis computed pile response using nonlinear moment-curvature rela- tionships. Values of total stress due to combined axial and bending stresses are computed only for elastic sections only and do not equal the actual stresses in concrete and steel. Stresses in concrete and steel may be inter- polated from the output for nonlinear bending properties relative to the magnitude of bending moment developed in the pile. Output Summary for Load Case No. 1: Pile-head deflection = 0.20829404 inches Computed slope at pile head = -0.00143208 radians Maximum bending moment = 2290642. inch-lbs Maximum shear force = -26901. lbs Depth of maximum bending moment = 6.47500000 feet below pile head Depth of maximum shear force = 12.58000000 feet below pile head Number of iterations = 19 Number of zero deflection points = 1 -------------------------------------------------------------------------------- Computed Values of Pile Loading and Deflection for Lateral Loading for Load Case Number 2 -------------------------------------------------------------------------------- Pile-head conditions are Shear and Moment (Loading Type 1) Shear force at pile head = 9400.0 lbs Applied moment at pile head = 1608960.0 in-lbs Axial thrust load on pile head = -26920.0 lbs Depth Deflect. Bending Shear Slope Total Bending Soil Res. Soil Spr. Distrib. X y Moment Force S Stress Stiffness p Es*h Lat. Load feet inches in-lbs lbs radians psi* in-lb^2 lb/inch lb/inch lb/inch ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 0.00 0.2061 1608960. 9400. -0.00142 0.00 2.84E+12 0.00 0.00 0.00 0.1850 0.2029 1629743. 9400. -0.00142 0.00 2.84E+12 0.00 0.00 0.00 0.3700 0.1998 1650527. 9400. -0.00141 0.00 2.84E+12 0.00 0.00 0.00 0.5550 0.1967 1671310. 9400. -0.00141 0.00 2.84E+12 -0.02402 0.2711 0.00 0.7400 0.1935 1692094. 9400. -0.00141 0.00 2.84E+12 -0.02748 0.3153 0.00 0.9250 0.1904 1712877. 9400. -0.00141 0.00 2.84E+12 -0.03129 0.3648 0.00 1.1100 0.1873 1733661. 9400. -0.00141 0.00 2.84E+12 -0.03544 0.4201 0.00 1.2950 0.1841 1754444. 9400. -0.00141 0.00 2.84E+12 -0.03994 0.4815 0.00 1.4800 0.1810 1775227. 9400. -0.00141 0.00 2.84E+12 -0.04482 0.5496 0.00 1.6650 0.1779 1796010. 9399. -0.00140 0.00 2.84E+12 -0.05007 0.6248 0.00 1.8500 0.1748 1816793. 9399. -0.00140 0.00 2.84E+12 -0.05572 0.7076 0.00 2.0350 0.1717 1837576. 9399. -0.00140 0.00 2.84E+12 -0.06175 0.7985 0.00 Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Stealth Tower Foundation Design Site Name: Century Site ID: MAS17-00434H-01 Page 23 of 25 Date: 9/17/2018 11:48 AM Maser Project No. 18937102A 2.2200 0.1686 1858358. 9399. -0.00140 0.00 2.84E+12 -0.06819 0.8980 0.00 2.4050 0.1655 1879140. 9399. -0.00140 0.00 2.84E+12 -0.07503 1.0067 0.00 2.5900 0.1624 1899922. 9399. -0.00140 0.00 2.84E+12 -0.2572 3.5163 0.00 2.7750 0.1593 1920703. 9398. -0.00140 0.00 2.84E+12 -0.3023 4.2147 0.00 2.9600 0.1562 1941482. 9397. -0.00139 0.00 2.84E+12 -0.3530 5.0180 0.00 3.1450 0.1531 1962260. 9396. -0.00139 0.00 2.84E+12 -0.4094 5.9376 0.00 3.3300 0.1500 1983036. 9395. -0.00139 0.00 2.84E+12 -0.4719 6.9854 0.00 3.5150 0.1469 2003809. 9394. -0.00139 0.00 2.84E+12 -0.5408 8.1741 0.00 3.7000 0.1438 2024580. 9393. -0.00139 0.00 2.84E+12 -0.6165 9.5173 0.00 3.8850 0.1407 2045348. 9392. -0.00139 0.00 2.84E+12 -0.6991 11.0292 0.00 4.0700 0.1376 2066113. 9390. -0.00139 0.00 2.84E+12 -0.7890 12.7252 0.00 4.2550 0.1346 2086874. 9388. -0.00138 0.00 2.84E+12 -0.8863 14.6213 0.00 4.4400 0.1315 2107630. 9386. -0.00138 0.00 2.84E+12 -0.9913 16.7344 0.00 4.6250 0.1284 2128382. 9384. -0.00138 0.00 2.84E+12 -1.1040 19.0825 0.00 4.8100 0.1254 2149129. 9381. -0.00138 0.00 2.84E+12 -1.2246 21.6841 0.00 4.9950 0.1223 2169869. 9378. -0.00138 0.00 2.84E+12 -1.3531 24.5592 0.00 5.1800 0.1193 2190603. 9375. -0.00138 0.00 2.84E+12 -1.4896 27.7282 0.00 5.3650 0.1162 2211330. 9372. -0.00137 0.00 2.84E+12 -1.6339 31.2128 0.00 5.5500 0.1132 2232049. 8593. -0.00137 0.00 2.84E+12 -700.1304 13735. 0.00 5.7350 0.1101 2249317. 7031. -0.00137 0.00 2.84E+12 -706.2629 14238. 0.00 5.9200 0.1071 2263105. 5458. -0.00137 0.00 2.84E+12 -711.0419 14741. 0.00 6.1050 0.1040 2273388. 3876. -0.00137 0.00 2.84E+12 -714.4703 15244. 0.00 6.2900 0.1010 2280151. 2288. -0.00136 0.00 2.84E+12 -716.5509 15747. 0.00 6.4750 0.09799 2283382. 695.9673 -0.00136 0.00 2.84E+12 -717.2865 16251. 0.00 6.6600 0.09497 2283078. -747.9464 -0.00136 0.00 2.84E+12 -583.5367 13641. 0.00 6.8450 0.09195 2279898. -2042. -0.00136 0.00 2.84E+12 -581.9519 14051. 0.00 7.0300 0.08893 2273850. -3331. -0.00136 0.00 2.84E+12 -579.2786 14461. 0.00 7.2150 0.08592 2264948. -4612. -0.00136 0.00 2.84E+12 -575.5188 14870. 0.00 7.4000 0.08291 2253209. -5885. -0.00135 0.00 2.84E+12 -570.6746 15280. 0.00 7.5850 0.07991 2238658. -7145. -0.00135 0.00 2.84E+12 -564.7480 15690. 0.00 7.7700 0.07691 2221324. -8391. -0.00135 0.00 2.84E+12 -557.7411 16099. 0.00 7.9550 0.07391 2201241. -9620. -0.00135 0.00 2.84E+12 -549.6557 16509. 0.00 8.1400 0.07092 2178449. -10830. -0.00135 0.00 2.84E+12 -540.4937 16919. 0.00 8.3250 0.06793 2152993. -12019. -0.00135 0.00 2.84E+12 -530.2570 17328. 0.00 8.5100 0.06495 2124925. -12995. -0.00134 0.00 2.84E+12 -348.7872 11922. 0.00 8.6950 0.06197 2095137. -13766. -0.00134 0.00 2.84E+12 -346.1649 12401. 0.00 8.8800 0.05899 2063644. -14531. -0.00134 0.00 2.84E+12 -343.2817 12919. 0.00 9.0650 0.05602 2030458. -15290. -0.00134 0.00 2.84E+12 -340.1186 13479. 0.00 9.2500 0.05305 1995597. -16041. -0.00134 0.00 2.84E+12 -336.6539 14089. 0.00 9.4350 0.05008 1959076. -16784. -0.00134 0.00 2.84E+12 -332.8627 14755. 0.00 9.6200 0.04712 1920915. -17519. -0.00133 0.00 2.84E+12 -328.7165 15488. 0.00 9.8050 0.04416 1881135. -18243. -0.00133 0.00 2.84E+12 -324.1819 16298. 0.00 9.9900 0.04120 1839756. -18957. -0.00133 0.00 2.84E+12 -319.2196 17200. 0.00 10.1750 0.03825 1796805. -19660. -0.00133 0.00 2.84E+12 -313.7830 18213. 0.00 10.3600 0.03530 1752307. -20350. -0.00133 0.00 2.84E+12 -307.8157 19360. 0.00 10.5450 0.03235 1706292. -21026. -0.00133 0.00 2.84E+12 -301.2492 20673. 0.00 10.7300 0.02941 1658792. -21687. -0.00133 0.00 2.84E+12 -293.9978 22195. 0.00 10.9150 0.02646 1609844. -22331. -0.00132 0.00 2.84E+12 -285.9531 23987. 0.00 11.1000 0.02353 1559486. -22955. -0.00132 0.00 2.84E+12 -276.9737 26136. 0.00 Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Stealth Tower Foundation Design Site Name: Century Site ID: MAS17-00434H-01 Page 24 of 25 Date: 9/17/2018 11:48 AM Maser Project No. 18937102A 12.5800 1.07E-04 1112927. -26707. -0.00131 0.00 2.85E+12 -47.3565 986407. 0.00 12.7650 -0.00281 1053442. -26599. -0.00131 0.00 2.85E+12 145.1230 114607. 0.00 12.9500 -0.00573 994672. -26233. -0.00131 0.00 2.85E+12 184.7773 71627. 0.00 13.1350 -0.00864 936813. -25791. -0.00131 0.00 2.85E+12 212.9207 54702. 0.00 13.3200 -0.01155 880003. -25293. -0.00131 0.00 2.85E+12 235.6737 45284. 0.00 13.5050 -0.01446 824354. -24748. -0.00131 0.00 2.85E+12 255.2040 39168. 0.00 13.6900 -0.01737 769964. -24162. -0.00131 0.00 2.85E+12 272.5608 34827. 0.00 13.8750 -0.02028 716917. -23540. -0.00131 0.00 2.85E+12 288.3406 31560. 0.00 14.0600 -0.02319 665290. -22884. -0.00131 0.00 2.85E+12 302.9185 28999. 0.00 14.2450 -0.02610 615157. -22196. -0.00131 0.00 2.85E+12 316.5471 26930. 0.00 14.4300 -0.02900 566584. -21479. -0.00131 0.00 2.85E+12 329.4056 25217. 0.00 14.6150 -0.03190 519634. -20734. -0.00131 0.00 2.85E+12 341.6260 23772. 0.00 14.8000 -0.03481 474369. -19963. -0.00131 0.00 2.85E+12 353.3085 22534. 0.00 14.9850 -0.03771 430844. -19166. -0.00131 0.00 2.85E+12 364.5314 21461. 0.00 15.1700 -0.04061 389116. -18345. -0.00131 0.00 2.85E+12 375.3570 20519. 0.00 15.3550 -0.04351 349238. -17500. -0.00131 0.00 2.85E+12 385.8356 19686. 0.00 15.5400 -0.04641 311261. -16632. -0.00131 0.00 2.85E+12 396.0086 18943. 0.00 15.7250 -0.04931 275236. -15742. -0.00131 0.00 2.85E+12 405.9107 18275. 0.00 15.9100 -0.05221 241212. -14830. -0.00131 0.00 2.85E+12 415.5707 17671. 0.00 16.0950 -0.05511 209235. -13897. -0.00131 0.00 2.85E+12 425.0136 17122. 0.00 16.2800 -0.05801 179354. -12943. -0.00131 0.00 2.85E+12 434.2603 16620. 0.00 16.4650 -0.06090 151612. -11969. -0.00131 0.00 2.85E+12 443.3293 16160. 0.00 16.6500 -0.06380 126056. -10975. -0.00131 0.00 2.85E+12 452.2366 15736. 0.00 16.8350 -0.06670 102728. -9961. -0.00131 0.00 2.85E+12 460.9961 15344. 0.00 17.0200 -0.06960 81672. -8928. -0.00131 0.00 2.85E+12 469.6202 14980. 0.00 17.2050 -0.07249 62931. -7876. -0.00130 0.00 2.85E+12 478.1198 14642. 0.00 17.3900 -0.07539 46546. -6805. -0.00130 0.00 2.85E+12 486.5046 14326. 0.00 17.5750 -0.07829 32559. -5716. -0.00130 0.00 2.85E+12 494.7833 14031. 0.00 17.7600 -0.08118 21010. -4609. -0.00130 0.00 2.85E+12 502.9638 13754. 0.00 17.9450 -0.08408 11940. -3483. -0.00130 0.00 2.85E+12 511.0531 13493. 0.00 18.1300 -0.08698 5389. -2340. -0.00130 0.00 2.85E+12 519.0575 13248. 0.00 18.3150 -0.08987 1396. -1179. -0.00130 0.00 2.85E+12 526.9827 13017. 0.00 18.5000 -0.09277 0.00 0.00 -0.00130 0.00 2.85E+12 534.8342 6399. 0.00 * This analysis computed pile response using nonlinear moment-curvature rela- tionships. Values of total stress due to combined axial and bending stresses are computed only for elastic sections only and do not equal the actual stresses in concrete and steel. Stresses in concrete and steel may be inter- polated from the output for nonlinear bending properties relative to the magnitude of bending moment developed in the pile. Output Summary for Load Case No. 2: Pile-head deflection = 0.20609211 inches Computed slope at pile head = -0.00141660 radians Maximum bending moment = 2283382. inch-lbs Maximum shear force = -26707. lbs Depth of maximum bending moment = 6.47500000 feet below pile head Depth of maximum shear force = 12.58000000 feet below pile head Number of iterations = 22 Number of zero deflection points = 1 -------------------------------------------------------------------------------- Maser Consulting P.A. 2000 Midlantic Drive Suite 100 Mt. Laurel, NJ 08054 Stealth Tower Foundation Design Site Name: Century Site ID: MAS17-00434H-01 Page 25 of 25 Date: 9/17/2018 11:48 AM Maser Project No. 18937102A -------------------------------------------------------------------------------- Definitions of Pile-head Loading Conditions: Load Type 1: Load 1 = Shear, V, lbs, and Load 2 = Moment, M, in-lbs Load Type 2: Load 1 = Shear, V, lbs, and Load 2 = Slope, S, radians Load Type 3: Load 1 = Shear, V, lbs, and Load 2 = Rot. Stiffness, R, in-lbs/rad. Load Type 4: Load 1 = Top Deflection, y, inches, and Load 2 = Moment, M, in-lbs Load Type 5: Load 1 = Top Deflection, y, inches, and Load 2 = Slope, S, radians Load Load Load Axial Pile-head Pile-head Max Shear Max Moment Case Type Pile-head Type Pile-head Loading Deflection Rotation in Pile in Pile No. 1 Load 1 2 Load 2 lbs inches radians lbs in-lbs ---- ----- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 1 V, lb 9400. M, in-lb 1608960. 44880. 0.2083 -0.00143 -26901. 2290642. 2 V, lb 9400. M, in-lb 1608960. -26920. 0.2061 -0.00142 -26707. 2283382. Maximum pile-head deflection = 0.2082940432 inches Maximum pile-head rotation = -0.0014320755 radians = -0.082052 deg. The analysis ended normally. Summary of Pile-head Responses for Conventional Analyses 11.2850 0.02059 1507764. -23559. -0.00132 0.00 2.84E+12 -266.8703 28774. 0.00 11.4700 0.01766 1454726. -24139. -0.00132 0.00 2.84E+12 -255.3786 32109. 0.00 11.6550 0.01473 1400430. -24691. -0.00132 0.00 2.84E+12 -242.1119 36499. 0.00 11.8400 0.01180 1344940. -25211. -0.00132 0.00 2.84E+12 -226.4636 42615. 0.00 12.0250 0.00887 1288335. -25693. -0.00132 0.00 2.84E+12 -207.3858 51896. 0.00 12.2100 0.00595 1230707. -26126. -0.00132 0.00 2.84E+12 -182.7640 68216. 0.00 12.3950 0.00303 1172179. -26492. -0.00132 0.00 2.85E+12 -146.8670 107741. 0.00 16.0950 -0.05587 207418. -13958. -0.00132 0.00 2.84E+12 426.9524 16965. 0.00 16.2800 -0.05880 177615. -13000. -0.00132 0.00 2.84E+12 436.2268 16470. 0.00 16.4650 -0.06173 149962. -12021. -0.00132 0.00 2.84E+12 445.3234 16014. 0.00 16.6500 -0.06466 124504. -11023. -0.00132 0.00 2.84E+12 454.2583 15595. 0.00 16.8350 -0.06760 101284. -10005. -0.00132 0.00 2.84E+12 463.0454 15207. 0.00 17.0200 -0.07053 80347. -8967. -0.00132 0.00 2.84E+12 471.6971 14848. 0.00 17.2050 -0.07346 61734. -7910. -0.00132 0.00 2.84E+12 480.2242 14513. 0.00 6.8450 0.09288 2287130. -2160. -0.00137 0.00 2.84E+12 -587.8668 14051. 0.00 or maximum developed moment if pile fails at smaller strains. Load Axial Thrust Nominal Mom. Cap. Max. Comp. No. kips in-kip Strain 0.00005958 22208. 372714601. 12.9378781 0.0007709 -0.0028041 2.5561767 -60.0000000 CY 0.00006292 22648. 359966319. 12.8078798 0.0008058 -0.0029692 2.6413812 -60.0000000 CY 0.00006625 23086. 348468233. 12.6904064 0.0008407 -0.0031343 2.7239065 -60.0000000 CY 0.00006958 23523. 338050382. 12.5858653 0.0008758 -0.0032992 2.8041167 -60.0000000 CY 0.00007292 23858. 327201247. 12.4684764 0.0009092 -0.0034658 2.8780570 -60.0000000 CY 0.00007625 24049. 315390353. 12.3288568 0.0009401 -0.0036349 2.9442462 -60.0000000 CY 0.00007958 24235. 304519511. 12.1945559 0.0009705 -0.0038045 3.0073512 -60.0000000 CY 0.00001208 10490. 868123696. 14.0979546 0.0001704 -0.0005546 0.6758603 -15.9797167 C 0.00001250 10490. 839186240. 14.0527878 0.0001757 -0.0005743 0.6958752 -16.5471144 C 0.00001292 10490. 812115716. 14.0107363 0.0001810 -0.0005940 0.7158396 -17.1144367 C 0.00001333 10490. 786737100. 13.9715085 0.0001863 -0.0006137 0.7357535 -17.6816833 C 0.0001596 25123. 157427628. 9.8444190 0.0015710 -0.0080040 3.8517476 -60.0000000 CY 0.0001629 25172. 154507716. 9.7954629 0.0015958 -0.0081792 3.8705733 -60.0000000 CY 0.0001662 25221. 151702963. 9.7488773 0.0016208 -0.0083542 3.8881692 -60.0000000 CY 0.0001696 25269. 149006553. 9.7045271 0.0016457 -0.0085293 3.9045249 -60.0000000 CY 0.0001729 25317. 146412194. 9.6622876 0.0016708 -0.0087042 3.9196299 -60.0000000 CY 0.0001762 25365. 143914074. 9.6220439 0.0016959 -0.0088791 3.9334734 -60.0000000 CY 0.0001796 25412. 141506806. 9.5836894 0.0017211 -0.0090539 3.9460443 -60.0000000 CY 0.00003042 11660. 383333410. 12.2949112 0.0003740 -0.0014510 1.3977241 -41.8152387 C 0.00003125 11988. 383612978. 12.3123339 0.0003848 -0.0014902 1.4336556 -42.9450723 C 0.00003208 12316. 383870970. 12.3289708 0.0003956 -0.0015294 1.4693502 -44.0747950 C 0.00003292 12644. 384108620. 12.3451492 0.0004064 -0.0015686 1.5048371 -45.2041512 C 0.00003375 12971. 384327398. 12.3609056 0.0004172 -0.0016078 1.5401158 -46.3331386 C 0.00003458 13298. 384528632. 12.3762725 0.0004280 -0.0016470 1.5751856 -47.4617549 C 0.00003542 13625. 384713523. 12.3912798 0.0004389 -0.0016861 1.6100457 -48.5899980 C 2 0.75 1.3 in 2 (per TIA-222-G Section 4.9.6.1) ϕ 0.8 (per TIA-222-G Section 4.9.9) Rnt Fub An 76.9 kip Interaction Check: Check "OK" 1 Pu Vu η § ¨ © · ¸ ¹ ϕ Rnt if t "NOT GOOD" otherwise "OK" Check "OK" Usage: Usage Pu Vu η § ¨ © · ¸ ¹ ϕ Rnt Usage 93.7 % Max. Applied Moment per L-Pile output: Mapplied 2290642.lbf in 190.9 kip ft i ϕs SK downi π Dpier Di § © · ¦ ¹ ϕs_Bear q ult A pier 114.3 kip End Bearing Force: PF Pc 1.2 Wpier Wpier.s 60.4 kip Bearing Resistance Check: Check "OK" Pcap PF if t "NOT GOOD" otherwise "OK" Check "OK" Usage: Usage PF Pcap Usage 52.9 % Nsoil i ¦ Di 129.2 pcf Pier concrete weight Wpier γc Vpier W pier 46.9 kip Soil Weight Calculations: Weighted average unit weight of soil occupied by pier γs 1 Nsoil i γsoili Di § © · ¦ ¹ 1 Nsoil i ¦ Di 93.5 pcf Soil weight Wpier.s γs Vpier W pier.s 34 kip 47.6pcf γconcretei 150pcf 150pcf 150pcf 150pcf 150pcf 87.6pcf cu i 0psf 0psf 0psf 0psf 1000psf 1000psf SKdown i 0ksf 0ksf 0.9ksf 0.9ksf 0.7ksf 0.7ksf SKup i 0ksf 0ksf 0.7ksf 0.7ksf 0.7ksf 0.7ksf Pier Embedment: Lpier 1 Nsoil i ¦ Di 18 ft 37 M202 W6x15 .132 44 3 .092 110 y 6 108... 199... 16.2...38.1......H1-... 38 M203 L4x4x6 .690 132 8 .024 132 y 6 314... 92664 1.521 3.199 3H2-1 39 M204 L4x4x6 .619 0 8 .027 22 z 6 314... 92664 4.398 3.199 3H2-1 40 M219 L4x4x6 .303 110 6 .011 0 y 3 314... 92664 4.398 3.199 ...H2-1 41 M241 W12x26 .706 0 9 .193 110 y 9 194... 344... 30.6...139.5 ...H1-... 42 M242 W6x15 .179 22 9 .104 22 y 9 108... 199... 16.2...38.1......H1-... 43 M243 L4x4x6 .697 0 7 .022 0 y 9 314... 92664 1.521 3.199 3H2-1 44 M244 L4x4x6 .751 132 7 .039 132 y 5 314... 92664 4.398 3.199 3H2-1 45 M261 W6x15 .136 66 5 .081 110 z 5 108... 199... 16.2...38.1......H1-... 46 M262 L4x4x6 .738 0 7 .032 132 z 5 314... 92664 1.521 3.199 3H2-1 47 M263 L4x4x6 .564 132 9 .023 110 y 9 314... 92664 1.521 3.199 3H2-1 48 M280 W6x15 .165 22 9 .103 22 y 9 108... 199... 16.2...38.1......H1-... 49 M281 L4x4x6 .740 0 7 .024 0 y 9 314... 92664 1.521 3.199 3H2-1 50 M282 L4x4x6 .747 132 7 .033 132 y 5 314... 92664 4.398 3.199 3H2-1 51 M299 W6x15 .130 88 5 .073 110 z 5 108... 199... 16.2...38.1......H1-... 52 M300 L4x4x6 .714 0 7 .029 132 z 8 314... 92664 1.521 3.199 3H2-1 53 M301 L4x4x6 .548 132 9 .023 110 y 9 314... 92664 1.521 3.199 3H2-1 54 M318 W6x15 .120 110 9 .065 22 y 5 108... 199... 16.2...38.1......H1-... 55 M319 L4x4x6 .703 132 9 .021 0 y 9 314... 92664 1.521 3.199 3H2-1 56 M320 L4x4x6 .514 0 7 .026 0 y 9 314... 92664 1.521 3.199 3H2-1 57 M335 L4x4x6 .384 0 9 .012 0 z 5 314... 92664 4.398 3.199 ...H2-1 58 M349A C5x9 .012 25.948 6 .058 0 y 2 457... 85536 1.909 11.8......H1-... 59 M350A C5x9 .038 46.51 8 .047 0 y 2 156... 85536 1.909 10.6......H1-... 60 M351 C5x9 .272 67.073 6 .022 0 y 2 751... 85536 1.909 8.869 ...H1-... 61 M353 C5x9 .123 67.073 6 .021 0 y 2 751... 85536 1.909 8.869 ...H1-... 62 M354 C5x9 .011 25.948 6 .053 0 y 2 457... 85536 1.909 11.8......H1-... 63 M355 C5x9 .034 46.51 9 .043 0 y 2 156... 85536 1.909 10.6......H1-... 64 M357 C5x9 .008 25.948 6 .028 0 y 2 457... 85536 1.909 11.8......H1-... 65 M358 C5x9 .033 46.51 6 .022 0 y 2 156... 85536 1.909 10.6......H1-... 66 M359 C5x9 .116 67.073 6 .009 0 y 9 751... 85536 1.909 8.874 ...H1-... RISA-3D Version 12.0.2 [\...\...\...\...\...\...\18937102A\Structural\Rev 0\RISA\7-05 LRFD with Ice2.r3d] Page 14 4 7 Totals: max18635.082 4 31578.807 1 16141... 5 8 min -18635.1... 2 27067.533 5 -1614... 3 Envelope AISC 13th(360-05): LRFD Steel Code Checks Member Shape Code Check Loc[in] LC Sh... Lo... Dir LC phi*... phi*... phi*... phi*... ... Eqn 1 M1 HSS16... .424 0 8 .060 0 z 3 668... 890... 348....348.......H1-... 2 M2 HSS16... .150 0 8 .058 0 z 3 671... 890... 348....348.......H1-... 3 M9 HSS16... .424 0 7 .048 25... z 5 668... 890... 348....348.......H1-... 4 M10 HSS16... .152 0 7 .048 0 z 5 671... 890... 348....348.......H1-... 5 M17 W12x26 .504 0 5 .142 0 y 3 194... 344... 30.6...139.5 ...H1-... 6 M22 W6x15 .202 66 2 .106 110 z 2 108... 199... 16.2...38.1......H1-... 7 M27 L4x4x6 .574 132 5 .024 132 z 3 314... 92664 4.398 3.199 3H2-1 8 M32 L4x4x6 .649 0 5 .037 0 z 2 314... 92664 1.521 3.199 3H2-1 9 M29 W6x15 .169 110 5 .102 110 z 2 108... 199... 16.2...38.1......H1-... RISA-3D Version 12.0.2 [\...\...\...\...\...\...\18937102A\Structural\Rev 0\RISA\7-05 LRFD with Ice2.r3d] Page 13 24 M262 Z -134.798 -134.798 6 132 RISA-3D Version 12.0.2 [\...\...\...\...\...\...\18937102A\Structural\Rev 0\RISA\7-05 LRFD with Ice2.r3d] Page 12 61 M184 X -77.281 -77.281 33 44 62 M184 X -77.281 -77.281 44 55 63 M184 X -77.281 -77.281 55 66 RISA-3D Version 12.0.2 [\...\...\...\...\...\...\18937102A\Structural\Rev 0\RISA\7-05 LRFD with Ice2.r3d] Page 11 6 M128 X -85.852 -85.852 33 44 RISA-3D Version 12.0.2 [\...\...\...\...\...\...\18937102A\Structural\Rev 0\RISA\7-05 LRFD with Ice2.r3d] Page 10 RISA-3D Version 12.0.2 [\...\...\...\...\...\...\18937102A\Structural\Rev 0\RISA\7-05 LRFD with Ice2.r3d] Page 9 111 M125 Y -3.351 -2.074 44.88 55.44 112 M125 Y -2.074 -.026 55.44 66 113 M359 Y -4.972 -4.589 0 27.4 RISA-3D Version 12.0.2 [\...\...\...\...\...\...\18937102A\Structural\Rev 0\RISA\7-05 LRFD with Ice2.r3d] Page 8 55 M181 Y -2.712 -2.962 7.2 10.8 56 M181 Y -2.962 -3.39 10.8 14.4 RISA-3D Version 12.0.2 [\...\...\...\...\...\...\18937102A\Structural\Rev 0\RISA\7-05 LRFD with Ice2.r3d] Page 7 332 M358 N420B N421A grating chanels Beam Channel A36 Gr.36 Typical 333 M359 N422 N423 grating chanels Beam Channel A36 Gr.36 Typical Joint Loads and Enforced Displacements (BLC 1 : Dead) Joint Label L,D,M Direction Magnitude[(lb,k-ft), (in,rad), (lb*s^2/... 1 N133 L Y -200 2 N276 L Y -200 3 N408 L Y -200 RISA-3D Version 12.0.2 [\...\...\...\...\...\...\18937102A\Structural\Rev 0\RISA\7-05 LRFD with Ice2.r3d] Page 6 282 M300 N362 N363 angle girt Beam Single Angle FRP_1 Typical 283 M301 N364 N365 angle girt Beam Single Angle FRP_1 Typical 284 M302 N363 N361 RIGID None None RIGID Typical RISA-3D Version 12.0.2 [\...\...\...\...\...\...\18937102A\Structural\Rev 0\RISA\7-05 LRFD with Ice2.r3d] Page 5 225 M243 N299 N300 angle girt Beam Single Angle FRP_1 Typical 226 M244 N301 N302 90 angle girt Beam Single Angle FRP_1 Typical 227 M245 N300 N298 RIGID None None RIGID Typical RISA-3D Version 12.0.2 [\...\...\...\...\...\...\18937102A\Structural\Rev 0\RISA\7-05 LRFD with Ice2.r3d] Page 4 168 M176 N225 N215 RIGID None None RIGID Typical 169 M177 N224 N214 RIGID None None RIGID Typical 170 M178 N223 N213 RIGID None None RIGID Typical RISA-3D Version 12.0.2 [\...\...\...\...\...\...\18937102A\Structural\Rev 0\RISA\7-05 LRFD with Ice2.r3d] Page 3 111 M119 N9 N155 RIGID None None RIGID Typical 112 M120 N2 N154 RIGID None None RIGID Typical 113 M121 N156 N158 main legs Beam SquareTube A500 Gr. ... Typical RISA-3D Version 12.0.2 [\...\...\...\...\...\...\18937102A\Structural\Rev 0\RISA\7-05 LRFD with Ice2.r3d] Page 2 55 M55 N79 N74A RIGID None None RIGID Typical 56 M56 N78 N73A RIGID None None RIGID Typical RISA-3D Version 12.0.2 [\...\...\...\...\...\...\18937102A\Structural\Rev 0\RISA\7-05 LRFD with Ice2.r3d] Page 1 Rn1 0.6 Fu Anv 1Fu Ant := + =kip208.8 (AISC 14th Edition 16.1-129) Available Strength: Rn2 0.6 Fy Agv 1Fu Ant := + = 178.65 kip Rn min Rn1 Rn2 Use the lesser of the two := (, ) Strength Reduction Factor: ϕ := 0.75 Appled Reaction: PFtens := =kip73.653 Block Shear: BS ϕ Rn := =kip134 (AISC 14th Edition 16.1-129) Check "OK" BS if P "NOT GOOD" otherwise Shear Check := = "OK" Ratiov P Rn Shear Ratio := = 41.228 % Pd if "No Good" otherwise := = "OK" Pu Pd = 64.502 % TensileCapacityCheck "OK" Pu Pd if "No Good" otherwise := = "OK" Pu Pd = 81.14 % Pu ϕPn = 68.905 % := - (frt ) =ksi13.639 AISC Eq. J3-3a Fn.v Fn.v.r Fn.v.r Fn.v if Fn.v otherwise := = 10.5 ksi Bolt Nominal Shear Strength Rn.v Fn.v := A =kip2.058 Shear Strength of bolt ASDRnv Rn.v := Ω = 1029 lbf Check "OK" ASDRnv Pboltd if "NOT GOOD" otherwise Shear Check := = "OK" Shear Ratio Ratiov Pboltd ASDRnv := = 0.7 % The proposed bolts have been determined to have ADEQUATE structural capacity. Rd := (Force at the bolt Connection) Design Shear Force per Bolt: Cf := = 27.6 psf (Section 2.6.9.2, P. 20) Panel Dead Weight: DLpanel 1.5 lbf ft2 := 6.0 h d - 1.0 + h d > 1.0 h d if 7 0.8 0.4 18 h d - 7 + h d > 7 h d if 25 1.2 otherwise d ft qz psf if 2.5 0.5 h d if 1.0 0.6 0.1 6.0 h d - 1.0 + h d > 1.0 h d if 7 0.7 0.1 18 h d - 7 + h d > 7 h d if 25 0.7 otherwise d ft qz psf if > 2.5 := Round Members (Wind Normal to Face) , if z < 15 Kz min Kz (, 2.01 ) := Kz (z ) = 0.833