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Specifications OFFICE COPY Lt \-} - 0V)- 10, „, ,VECTOR. E ri G i t'1 E E R S EW EU Project Number: U2350-003-171 I s November 17,2017 OEC 2017 Acorn Consulting Inc. 1a 5200 SW Meadows Rd,Suite 150 ���,-� Lake Oswego,OR 97035 104'G, ATTENTION: Gregg Saunders REFERENCE: POR Metzger 7337 SW Kable Lane,Tigard,OR 97224 Rigorous Structural Analysis of Existing Monopole for Proposed Equipment Modifications Dear Mr. Saunders: Per your request,we have analyzed the existing monopole for the proposed antenna and equipment modifications at the above-referenced site.It is our understanding that the proposed antenna modifications include the removal of(6) existing RRUs,and the addition of(12)new RRUs, DOCUMENTATION: The following documentation was provided by the client for this analysis: • Construction drawings prepared by your office(dated: 10/30/17 Rev 0) • Original structural calculations prepared by Sabre Industries (project number: 133549,dated: 11/25/15) • Pictures of the existing monopole provided by your office DESIGN CRITERIA: Our analysis uses the following codes,parameters,and appurtenances: • Code: Oregon Structural Specialty Code,2014 Edition(2012 IBC)and the TIA-222-G design standard for antenna supporting structures • Wind parameters: o Basic Wind Speed: 120 mph(3-second gust)per the ASCE 7-10 standard o Wind Exposure:C o Risk Category/Structure Class:II o Topographic Category: 1 (Crest Height=0 ft) • Ice parameters: o 1.25"nominal ice thickness per the TIA-222-G standard o 30 mph concurrent wind speed(3-second gust) • Seismic Parameters: o Seismic Importance Factor,I= 1 o Risk Category/Structure Class:II o Mapped Spectral Response Accelerations: Ss=0,968g Si =0.420g o Site Class:D o Spectral Response Coefficients: SDs=0.718g Sol =0.442g o Seismic Design Category:D o Basic Seismic-Force-Resisting-System:Telecommunication Tower: Steel Pole 651 W. Galena Park Blvd., STE 101 /Draper, UT 84020/T(801)990-1775/ F (801) 990-1776/www.vectorse.com POR Metzger U2350-017-171 o Seismic Base Shear,V=9.2 k o Seismic Response Coefficient,Cs=0.466 o Response Modification Factor,R= 1.5 o Analysis Procedure:Equivalent lateral force APPURTENANCES: • Attached to top of pole: o (1)5/8"x 4'-O"long lightning rod • Loading Centered @ 100'-0"A.G.L.: o (3)Andrew SBNHH-1.D45C(95.9"x18.0"x7.0")Panel antennas o (3)Ericsson RRUS 22212 B5(16.5"x13.5"x12.6") o (3)Ericsson RRUS 22212 B13 (16.5"x13.5"x12.6") o (3)Ericsson RRU32 B2 units(27.6"x12.5"x7.4") o (3)Ericsson RRU32 B66A units(27.6"x12.5"x7.4") o (3)Raycap RRFDC-3315-PF-48 OVPs(28.9"x15.7"x10.3") o (1) 12'-0"Low profile platform(Max EPA=27.02 ft^2, 1,385 lb no ice) MATERIALS: We understand the existing monopole, anchor bolts, base plate, & foundation consist of the following materials, member sizes,dimensions,etc.: • Monopole: 18-sided,ASTM A572 Grade 65, 99'-0"overall length,composed of(2) sections with a 5'-0"long lap splice: o Upper section: 50'-9"long x 16.00"top O.D.x 35.15"bottom O.D.x 3/8"wall thickness o Lower section:53'-3"long x 32.52"top O.D.x 52.61"bottom O.D.x 3/8"wall thickness • Round Base Plate Welded to Base Pole: o Dimensions: 65"diameter x 2"thick o Material:ASTM A572 GR.50 • Anchor Bolts: o (16)2-1/4"diameter x 7'-0"long on 59.25"diameter bolt circle o Material:ASTM A615 Gr.75 • Pier Foundation: o 7'-0"diameter x 25'-5"deep drilled pier(does not include 6"extension above finished grade) o (36)#8 vertical reinforcing bars CONCLUSIONS: As shown on the attached tnxTower analysis and calculations, the overall rating for the proposed loading configuration is stressed to 31 of capacity for the pole structure.The base plate and anchor bolts are stressed to 32.0% and 28.8%o'capacity, respectively. The pier foundation has also been found to be acceptable as shown n the attached calculations. Therefore, we conclude that the existing monopole, base plate, anchor bolts, and foundation are adequate to support the proposed loading configuration. LIMITATIONS: The recommendations above are provided based upon calculations prepared by our office and information provided by the client. A representative from Vector has not visited the site; thus no observations have been made of the structural integrity, materials used, or quality of work of any portions of the structure. The scope of this structural analysis includes the base pole and foundation; structural verification of the new or existing antenna mount(s) to support the proposed loading to be verified by others. The analysis and conclusions described above are also based on the assumption that the tower and its foundation were properly designed and installed in accordance with the above referenced documents. Vector Structural Engineering makes no claim as to the correctness of the original design or the current condition of the structure. The structure and foundation are assumed to be in good condition, free of damage or deterioration. The contractor shall notify Vector immediately should any damage, deterioration, 651 W. Galena Park Blvd., STE 101 /Draper, UT 84020/T(801)990-1775/F(801) 990-1776/www.vectorse.com POR Metzger U2350-017-171 or discrepancies between the as-built condition of the existing structure and the assumed condition described in this report be found. We hope this meets your needs. If you have any further questions regarding this matter, please call this office at your convenience. Very truly yours, VECTOR STRUCTURAL ENGINEERING,LLC Yf 11, /�. �a:';1/4 00 I Need 781 "PE OREGON 00 16 25 Roger T.Alworth,S.E. F/? AL 11/17/17 Principal EXPIRES 12/31/2017 RTA/taj Enclosures 651 W. Galena Park Blvd., STE 101 /Draper, UT 84020 I T(801)990-17751 F(801) 990-1776/www.vectorse.com i.__ -.-...----I 100.0 ftYil n 1 � � DESIGNED APPURTENANCE LOADING I TYPE ELEVATION TYPE ELEVATION I 1 'I Llgh4ting Rotl 5/8x4' 102 (2)RRU-2212 813(18 57(13.6"x12.6", 100 - .._-----------621ba) (4)AndrewSBNHH•1D45C 100 HI I'' (95.9"x18.0'7(7.0")w/nip (2)RRU-2212 813(16.5"x13.5"x12.6", 100 1IIf; (4)Andrew SBNHH-1D45C 100 8211as) (95.9'7(18.0'7(7.0")w/mp _ Raycap RRFDC-331.5-PF48 -_.,.100 'i IIII, (4)Andrew SBNHH-1 D45C 100 .(25.Ept17:34XtQ 5) ! ! ! 1 !11!SII (95.9"x18.0'7(7.0")w/mp Raycap RRFDC-3315-PF48 100 { 1 (2)Ericsson RRUS-32 82 100 25.66x17.34x10.25) (27.8"x12.5'7(7.4")54 lbs Raycap RRFDC-3315-PF48 100 it (2)Ericsson RRUS-32 82 100 (25.86x17.34x10.25) (27.8'7(12.5"x7.41 54 lbs (1)12 LP PLATFORM W/HR(Max. 100 II I I II (2)Ericsson RRUS-32 82 100 -EPA=27.02 ft^2) (27.6"x12.5'7(7.4")54 lbs 1,11 i,- 1 (2)RRU-2212 B13(16.5'7(13.5"x12.6", 100 !I I 82Ibs) _ I !1 s 0 8 S N 1 ,Id 11 GRADE ' Fy MATERIAL Su TRENGTH py r Fu 1 A572.65 65 80� 'I ``I TOWER DESIGN NOTES I1. Tower is located in Washington County,Oregon. I 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 120 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 30 mph basic wind with 1.25 in ice.Ice is considered to I increase in thickness with height. I 5. Deflections are based upon a 60 mph wind. 1 I I II 6. Tower Risk Category II. Ii I "I 7. Topographic Category 1 with Crest Height of 0,00 ft i!,ili; 8. TOWER RATING:31.2°% I''1'IIi 48.38 111r__ I 0 a 11 III,I S I11 I II 11 1 II1 !� II I I A g 2 r0 N N V o 7 sl 'I! I 1 I! ALL REACTIONS ARE FACTORED 1j j AXIAL �— 50112 lb 1 SHEAR r \ MOMENT 19841b 149222 lb-ft 30 mph WIND-1.2500 in ICE I AXIAL 1 II 23529 lb ,II'Il' !I SHEAR MOMENT 177501b w 1372776 lb-ft I!I I I 1 1.0 ft ILL._..J REACTIONS-120 mph WIND / z 1, iti1I 14. 2I8 3 Vector Structural Engineering,LLCob:POR Metzger _ VECTOR 651 W Galena Park Blvd. Ste. 101 Proisct:02350-017-171 Eni. 'E E°a Draper,Utah 84020 giant:ACOM Consulting,Inc.Drewn byajones Mp'd: Phone:(801)990-1775 de:TIA-222-G Date:11/16/17 scala:NTS FAX:(801)990-1776 Path:- W ate.-----.*,——' µ---Dwg No.E-1 inxTower Job Page POR Metzger 1 of 21 Vector Structural Engineering, Project Date LLC U2350-017-171 15:27:49 11/16/17 651 W Galena Park Blvd.Ste. 101 Draper, Utah 84020 Client Designed by Phone:(801)990-1775 ACOM Consulting, Inc. FAX:(801)990-1776 tjones Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Washington County,Oregon. ASCE 7-10 Wind Data is used. Basic wind speed of 120 mph. Risk Category II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 1.2500 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50°F. Deflections calculated using a wind speed of 60 mph. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads, feed line supports,and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned '/ Calculate Redundant Bracing Forces Consider Moments-Diagonals '/ Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification J Use Clear Spans For Wind Area SR Leg Bolts Resist Compression V Use Code Stress Ratios '/ Use Clear Spans For KL/r 1� All Leg Panels Have Same Allowable J Use Code Safety Factors-Guys ) Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice V Bypass Mast Stability Checks Consider Feed Line Torque Always Use Max Kz -V Use Azimuth Dish Coefficients Include Angle Block Shear Cheek Use Special Wind Profile 'V Project Wind Area of Appurt. Use TIA-222-G Bracing Resist.Exemption V Include Bolts In Member Capacity ') Autocalc Torque Arm Areas Use TIA-222-G Tension Splice Exemption V Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) Ni Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius in LI 100.00-49.25 50.75 5.00 18 16.0000 .35.1531 0.3750 1.5000 A572-65 L2 49,25:,),00,,_ 53.25 (65 ksi) 18 32.5161 52.6127 0.3750 1.5000 A572-65 Job Page - tnxTower POR Metzger 2 of 21 Project Date Vector Structural Engineering, U2350-017-171 15:27:49 11/16/17 LLC 651 W Galena Park Blvd.Ste. 101 Draper, Utah 84020 Client Designed by Phone;(801)990-1775 ACOM Consulting, Inc. tjones FAX:(801)990-1776 .m Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ,ft ft Sides in in in in (65 ksi) Tapered Pole Properties Section Ti;Dia, Area 1 r C I/C J It/Q w wit in in2 in4 in in in' in4 in l in Ll 16.2468 18.5977 573.6351 5.5469 8.1280 70.5752 1148.0250 9.3006 2.1560 5.749 35.6954 41.3946 6325,4758 12.3462 17.8578 354.2141 12659.2748 20.7013 5.5269 14.739 L2 34.9338 38.2559 4992.9550 11.4101 16.5182 302.2704 9992.4798 19.1316 5.0628 13.501 53.4243 62.1759 21435.2089 18.5444 26.7273 801.9983 42898.6227 31.0939 8.5998 22.933 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in L1 1 1 1 100.00-49.25 L2 49.25-1.00 1 1 1 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft AVA7-50(1-5/8 LOW C No Inside Pole 100.00-1.00 24 No Ice 0.00 0.72 DENSI.FOAM) 1/2"Ice 0.00 0.72 1"Ice 0.00 0.72 2"Ice 0.00 0.72 Feed Line/Linear Appurtenances Section Areas Tower Tower Fcice�_� „AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft .. f'..._- .f� .R' ft2 lb LI 100.00-49.25 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.0000.000 0.00 C 0.000 0.000 0.000 0.000 876.96 L2 49.25-1.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 833.76 Feed Line/Linear Appurtenances Section Areas -With Ice I . • tnYTower Job Page POR Metzger 3 of 21 Vector Structural Engineering, Project -Date LLC U2350-017-171 15:27:49 11/16/17 651 W Galena Park Blvd.Ste.101 Draper, Utah 84020 Client Designed by Phone:(801)990-1775 ACOM Consulting, Inc. FAX:(801)990-1776 tjones Tower- Tower Face Ice � IR AFCAI � GAA. Weight Section Elevation or Thickness In Face Out Face ft Leg in ft' ft' _ ftz .)t lb LI 100.00-49.25 A 2.702 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 876.96 L2 49.25-1.00 A 2.427 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 w ,tea _ , C 0.000 0.000 0.000 0.000 833.76 Shielding Factor Ka Tower Feed Line Description Feed Line 1K, Ka Section Record No. Segment Elev. No Ice Ice Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft o ft fil fg lb ft ft Lightning Rod 5/8x4' C None 0.0000 102.00 No Ice 0.25 0.25 10.00 1/2"Ice 0.78 0.78 20.00 1"Ice 1.31 1.31 30.00 2"Ice 2.37 2.37 50.00 (4)Andrew SBNHH-1D45C A From Face 3.00 0.0000 100.00 No Ice 15.89 9.47 109.20 (95.9"x18.0"x7.0")w/nip 0.00 1/2"Ice 16.51 10.88 216.03 0.00 1"Ice 17.14 12.15 332.97 2"Ice 18.41 14.36 601.18 (4)Andrew SBNHH-1D45C B From Face 3.00 0.0000 100.00 No Ice 15.89 9.47 109.20 (95.9"x18.0"x7.0")w/nip 0.00 1/2"Ice 16.51 10.88 216.03 0.00 1"Ice 17.14 12.15 332.97 2"Ice 18.41 14.36 601.18 (4)Andrew SBNHH-1D45C C From Face 3.00 0.0000 100.00 No Ice 15.89 9.47 109.20 (95.9"x18.0"x7.0")w/mp 0.00 1/2"Ice 16.51 10.88 216.03 0.00 1"Ice 17.14 12.15 332.97 2"Ice 18.41 14.36 601.18 (2)Ericsson RRUS-32 B2 A From Face 3.00 0.0000 100.00 No Ice 2.88 1.78 54.00 (27.6"x12.5"x7.4")54 lbs 0.00 1/2"Ice 3.10 1.97 76.37 0.00 1"Ice 3.34 2.17 102.01 2"Ice 3.83 2.59 163.89 (2)Ericsson RRUS-32 B2 B From Face 3.00 0.0000 100.00 No Ice 2.88 1.78 54.00 (27.6"x12.5"x7.4")54 lbs 0.00 1/2"Ice 3.10 1.97 76.37 0.00 1"Ice 3.34 2.17 102.01 2"Ice 3.83 2.59 163.89 (2)Ericsson RRUS-32 B2 C From Face 3.00 0.0000 100.00 No Ice 2.88 1.78 54.00 (27.6"x12.5"x7.4")54 lbs 0.00 1/2"Ice 3.10 1.97 76.37 0.00 1"Ice 3.34 2.17 102.01 2"Ice 3.83 2.59 163.89 (2)RRU-2212 B13 A From Face 3.00 0.0000 100.00 No Ice 1.86 1.73 82.00 (16.5"x13.5"x12.6",821bs) 0.00 1/2"Ice 2.03 1.90 102.88 0.00 1"Ice 2.20 2.07 126.72 2"Ice 2.58 2.44 184.04 (2)RRU-2212 B13 B From Face 3.00 0.0000 100.00 No Ice 1.86 1.73 82.00 • Job Page tiixTower POR Metzger 4 of 21 Vector Structural Engineering, Project Date LLC U2350-017-171 15:27:49 11116117 651 W Galena Park Blvd.Ste.101 , Draper,Utah 84020 Client Designed by Phone:(801)990-1775 ACOM Consulting, Inc. tjones FAX:(801)990-1776 Description Face Offset Offsets: Azimuth Placrment CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 , lh .ft (16.5"x13 5"x12.6",821bs) 0.00 1/2"Ice 2.03 1.90 102.88 0.00 1"Ice 2.20 2.07 126.72 2"Ice 2.58 2.44 184.04 (2)RRU-2212 B13 C From Face 3.00 0.0000 100.00 No Ice 1.86 1.73 82.00 (16.5"x13.5"x12.6",821bs) 0.00 1/2"Ice 2.03 1.90 102.88 0.00 1"Ice 2.20 2.07 126.72 2"Ice 2.58 2.44 184.04 Raycap RRFDC-3315-PF-48 A From Face 3.00 0.0000 100.00 No Ice 3.71 2.19 32.00 (25.66x17.34x10.25) 0.00 1/2"Ice 3.95 2.39 62.46 0.00 1"Ice 4.20 2.61 96.57 2"Ice 4.72 3.05 176.50 Raycap RRFDC-3315-PF-48 B From Face 3.00 0.0000 100.00 No Ice 3.71 2.19 32.00 (25.66x17.34x10.25) 0.00 1/2"Ice 3.95 2.39 62.46 0.00 1"Ice 4.20 2.61 96.57 2"Ice 4.72 3.05 176.50 Raycap RRFDC-3315-PF-48 C From Face 3.00 0.0000 100.00 No Ice 3.71 2.19 32.00 (25.66x17.34x10.25) 0.00 1/2"Ice 3.95 2.39 62.46 0.00 1"Ice 4.20 2.61 96.57 2"Ice 4.72 3.05 176.50 (1)12' LP PLATFORM C None 0.0000 100.00 No Ice 27.02 27.02 1385.00 WIHR(Max.EPA=27.02 1/2"Ice 32.84 32.84 1811.00 ft"2) 1"Ice 38.66 38.66 2237.00 2"Ice 50.30 50.30 3089.00 Tower Pressures - No Ice Gm=L100 Section z Kz qz A0 F Ap A5 Ak, Leg CAAA CAAA Elevation -_ a % In Out c Face Face ft ft psf ft2 e ff ft2 ff f ft2 Li 71.90 1.181 41 109.836 A 0.000 109.836 109.836 100.00 0.000 0.000 100.00-49.25 B 0.000 109.836 100.00 0.000 0.000 C 0.000 109.836 100.00 0.000 0.000 L2 49.25-1.00 24.56 0.942 33 177.637 A 0.000 177.637 177.637 100.00 0.000 0.000 B 0.000 177.637 100.00 0.000 0.000 C 0.000 177.637 100.00 0.000 0.000 Tower Pressure - With Ice GH=1.100 Section z .Kz az tz AG F A Ag A1,,5 Leg CAAA CAA.A Elevation a °l0 In Out c Face Face ft h psi in ft2 e ff If ,ft2 ft' 112 tJob Page ux ower POR Metzger 5 of 21 Vector Structural Engineering, Project Date LLC U2350-017-171 15:27:49 11/16/17 651 W Galena Park Blvd.Ste.101 Draper, Utah 84020 Client Designed by Phone:(801)990-1775 ACOM Consulting, Inc. FAX•(801)990-1776 tjones Section z Kz qz tz Au F AF AR Aug Leg CAA CAA Elevation a °'6 In Out e Face Face ft ft Psi in 11-1 e ft' ft" ftz ft' JF LI 100.00-49.25 71.90 1.181 3 2.7025 132.694 A 0.000 132.694 132.694 100.00 0.000 0.000 B 0.000 132.694 I00.00 0.000 0.000 C 0.000 132.694 100.00 0.000 0.000 L2 49.25-1.00 24.56 0.942 2 2,4273 199.369 A 0.000 199.369 199.369 100.00 0.000 0.000 B 0.000 199.369 100.00 0.000 0.000 C 0.000 199.369 100.00 0.000 0.000 Tower Pressure - Service GH=1.100 Section z Kz q A0 F AF AR Ae, Leg C.AAA CAA Elevation a % In Out c Face Face ft ft psf .ft` e ft' fta ftp ft' ft' LI 71.90 1.181 9 109.836 A 0.000 109.836 109.836 100.00 0.000 0.000 100.00-49.25 B 0.000 109.836 100.00 0.000 0.000 C 0.000 109.836 100.00 0.000 0.000 L2 49.25-1.00 24.56 0.942 7 177.637 A 0.000 177.637 177.637 100.00 0.000 0.000 B 0.000 177.637 100.00 0.000 0.000 C 0.000 177.637 100.00 0.000 0.000 Tower Forces - No Ice - Wind Normal To Face Section Add Self F e CF q,, DF DR AP F w Ctrl. Elevation Weight Weight a Face c psf ft lb lb e ft' lb plf L1 876.96 5180.09 A 1 0.65 41 1 I 109.836 3235.26 63.75 C 100.00-49.25 B 1 0.65 1 1 109.836 C 1 0.65 1 1 109.836 L2 49.25-1.00 833.76 9099.06 A 1 0.65 33 1 1 177.637 4129.15 85.58 C B 1 0.65 1 1 177.637 C 1 0.65 1 I 177.637 Sum Weight: 1710.72 14279.14 OTM 326663.17 7364.41 lb-ft Tower Forces - No Ice - Wind 60 To Face Section Add Self F e CF q, DF DR AE F w Ctrl. Elevation Weight Weight a Face, c psf ft lb lb e ft1 lb plf LI 876.96 5180.09 A 1 0.65 41 1 I 109.836 3235.26 63.75 C 100.00-49.25 B 1 0.65 1 1 109.836 C 1 0.65 1 1 109.836 L2 49.25-1.00 833.76 9099.06 A 1 0.65 33 I 1 177.637 4129.15 85.58 C Job Page tnxTower POR Metzger 6 of 21 Vector Structural Engineering, Project Date LLC.' U2350-017-171 15:27:49 11/16/17 651 W Galena Park Blvd.Ste.101 Draper, Utah 84020 Client Designed by Phone:(801)990-1775 ACOM Consulting, Inc. tjones FAX:(801)990-1776 Section Add Self F e CF qz DF DR AR F w Ctrl, Elevation Weight Weight a Face c psf ft lb lb e ft2 lb pif B 1 0.65 1 1 177.637 C 1 0.65 1 1 177.637 Sum Weight: 1710.72 14279.14 OTM 326663.17 7364,41 lb-ft Tower Forces - No Ice - Wind 90 To Face Section Add Self F e CF Lig DF DR AR F w Ctrl. Elevation Weight Weight a Face psf f lb lb e f lb plf LI 876.96 5180.09 A 1 0.65 41 1 1 109.836 3235.26 63.75 C 100.00-49.25 B 1 0.65 1 1 109.836 C 1 0.65 1 1 109.836 L2 49.25-1.00 833.76 9099.06 A 1 0.65 33 1 I 177.637 4129.15 85.58 C B 1 0.65 1 l 177.637 C 1 0.65 1 1 177.637 Sum Weight: 1710.72 14279.14 OTM 326663.17 7364.41 lb-fl Tower Forces - With Ice - Wind Normal To Face Section Add Self F e CF q, DF DR AF F w Ctrl, Elevation Weight Weight a Face c psf ft lb lb e ft2 lb plf Ll 876.96 9967.41 A 1 1.2 3 1 1 132.694 450.99 8.89 C 100.00-49.25 B 1 1.2 1 1 132.694 C 1 1.2 1 _-1-- 132.694 L2 49.25-1.00 833.76 15739.40 A 1 1.2 2 1 1 199.369 534.73 11.08 C B 1 1.2 1 1 1.99.369 C 1 1.2 1 1 199.369 Sum Weight: 1710.72 25706.80 OTM 44573.21 985.72 lb-fl Tower Forces - With Ice - Wind 60 To Face Section Add Self F e CF qh DF DR Ae, F w Ctrl. Elevation Weight Weight a Face c psf ft lb lb e ft' lb plf Ll 876.96 9967.41 A 1 1.2 3 1 1 132.694 450.99 8.89 C 100.00-49.25 B 1 1.2 1 1 132.694 C 1 1.2 1 1 132.694 . in.xl oWej' Job Page POR Metzger 7 of 21 Vector Structural Engineering, Project Date LLC 02350-017-171 15:27:49 11/16/17 651 W Galena Park Blvd.Ste.101 Draper, Utah 84020 Client Designed by Phone:(801)990-1775 ACOM Consulting, Inc. FAX:(801)990-1776 tjones Section Add Self F e CF q, DF DR AR F w Ctrl. Elevation Weight Weight a Face c psf ft lb lb e ft' lb plf L2 49.25-1.00 833.76 15739.40 A 1 1.2 2 1 1 199.369 534.73 11.08 C B 1 1.2 1 1 199.369 C 1 1.2 1 1 199.369 Sum Weight: 1710.72 25706.80 OTM 44573.21 985.72 lb-ft Tower Forces - With Ice - Wind 90 To Face Section Add Self F e CF q, DF DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft lb lb e ft' lb plf LI 876.96 9967.41 A 1 1.2 3 1 1 132.694 450.99 8.89 C 100.00-49.25 B 1 1.2 1 1 132.694 C 1 1.2 1 1 132.694 L2 49.25-1.00 833.76 15739.40 A 1 1.2 2 1 1 199.369 534.73 11.08 C B 1 1.2 1 1 199.369 C 1 1.2 1 1 199.369 Sum Weight: 1710.72 25706.80 OTM 44573.21 985.72 lb-ft Tower Forces - Service - Wind Normal To Face Section Add Self F e CF q, DF DR AF F w Ctrl. Elevation Weight Weight a Face c psf, ft lb lbft e ' lb plf LI 876.96 5180.09 A 1 0.65 9 I 1 109.836 723.68 14.26 C 100.00-49.25 B 1 0.65 1 1 109.836 C 1 0.65 1 1 109.836 L2 49.25-1.00 833.76 9099.06 A 1 0.65 7 1 I 177.637 923.63 19.14 C B 1 0.65 1 I 177.637 C 1 0.65 1 1 177.637 Sum Weight: 1710.72 14279.14 OTM 73069.39 1647.30 lb-ft Tower Forces - Service - Wind 60 To Face Section Add Self F e CF qs DF DR AF F w Ctrl. Elevation Weight Weight a Face c psf ft lb lb e ft' lb plf LI 876.96 5180.09 A 1 0.65 9 1 1 109.836 723.68 14.26 C 100.00-49.25 B 1 0.65 1 I 109.836 Job ob Page 8 of 21 POR Metzger Vector Structural Engineering, Project Date LLC U2350-017-171 15:27:49 11/16/17 651 W Galena Park Blvd.Ste.101 Draper, Utah 84020 Client Designed by Phone:(801)990-1775 ACOM Consulting, Inc. tjanes FAX:(801)990-1776 Section Add Self F e Cr q, DF DR AE F n, Ctrl. Elevation Weight Weight a Face c Psi' ft lb lb e f lb plf C 1 0.65 1 1 109.836 L2 49.25-1.00 833.76 9099.06 A 1 0.65 7 1 1 177.637 923.63 19.14 C B 1 0.65 1 1 177.637 C 1 0.65 1 1 177.637 Sum Weight: 1710.72 14279.14 OTM 73069.39 1647.30 lb-ft Tower Forces - Service - Wind 90 To Face Section Add Self F e Cr q= DF DE AE F w Ctrl. Elevation Weight Weight a Face c psf ft lb lb e ,ft' lb plf Ll876.96 5180.09 A 1 0.65 9 1 1 109.836 723.68 14.26 C 100.00-49.25 B 1 0.65 1 1 109.836 C 1 0.65 1 1 109.836 L2 49.25-1.00 833.76 9099.06 A 1 0.65 7 1 1 177.637 923.63 19.14 C B 1 0.65 1 1 177.637 C 1 0.65 1 1 177.637 Sum Weight: 1710.72 14279.14 OTM 73069.39 1647.30 lb-ft Force Totals Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning X Z Moments,M, Moments,M lb lb lb lb-ft lb fi lb-ft Leg Weight 14279.14 Bracing Weight 0.00 Total Member Self-Weight 14279.14 0.00 0.00 Total Weight 19607.26 0.00 0.00 Wind 0 deg-No Ice 0.00 -17750.171354877.50 0.00 0.00 Wind 30 deg-No Ice 8875.09 -15372.10 -1173358.33 -677438.75 0.00 Wind 60 deg-No Ice 15372.10 -8875.09 -677438.75 -1173358.33 0.00 Wind 90 deg-No Ice 17750.17 0.00 0.00 1354877.50 0.00 Wind 120 deg-No Ice 15372.10 8875.09 677438.75 1173358.33 0.00 Wind 150 deg-No Ice 8875.09 15372.10 1173358.33 -677438.75 0.00 Wind 180 deg-No Ice 0.00 17750.17 1354877.50 0.00 0.00 Wind 210 deg-No Ice -8875.09 15372.10 1173358.33 677438.75 0.00 Wind 240 deg-No Ice -15372.1075 88 677438.75 1173358.330.00 Wind 270 deg-No Ice -17750.17 0.00 0.00 1354877.50 0.00 Wind 300 deg-No Ice -15372.10 -8875.09 -677438.75 1173358.33 0.00 Wind 330 deg-No Ice -8875.09 -15372.10 -1173358.33 677438.75 0.00 Member Ice 11427.66 Total Weight Ice 45502.05 0.00 0.00 Wind 0 deg-Ice 0.00 -1985.78 -143599.41 0.00 0.00 Wind 30 deg-Ice 992.89 -1719.74 -124360.74 -71799.71 0.00 Wind 60 deg-Ice 1719.74 -992.89 -71799.71 -124360.74 0.00 T tnx ower• Job Page POR Metzger 9 of 21 Project Date Vector Structural Engineering, LLC U2350-017-171 15:27:49 11/16/17 651 W Galena Park Blvd.Ste.101 Draper, Utah 84020 Client Phone:(801)990-1775 Designed by FAX:(801)990..1776 ACOM Consulting, Inc. tjones Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning X Z Moments,Mx Moments,M� Ih lb lb lb- lb-ft Zb-ft Wind 90 deg-Ice 1985.78 0.00 0.00 -143599.41 0.00 Wind 120 deg-Ice 1719.74 992.89 71799.71 -124360.74 0.00 Wind 150 deg-Ice 992.89 1719.74 124360.74 -71799.71 0.00 Wind 180 deg-Ice 0.00 1985.78 143599.41 0.00 0.00 Wind 210 deg-Ice -992.89 1719.74 124360.74 71799.71 0.00 Wind 240 deg-Ice -1719.74 992.89 71799.71 124360.74 0.00 Wind 270 deg-Ice -1985.78 0.00 0.00 143599.41 0.00 Wind 300 deg-Ice -1719.74 -992.89 -71799.71 124360,74 0.00 Wind 330 deg-Ice -992.89 -1719.74 -124360.74 71799.71 0.00 Total Weight 19607 26 fix; s 'fA � �... 0.00 0.00 Wind 0 deg-Service 0.00 -3970.43 -303064.70 0.00 0.00 Wind 30 deg-Service 1985.22 -3438.50 -262461.73 -151532.35 0.00 Wind 60 deg-Service 3438.50 -1985.22 -151532.35 -262461.73 0.00 Wind 90 deg-Service 3970.430.00 0.00 -303064.70 0.00 Wind 120 deg-Service 3438.50 1985.22 151532.35 -262461.73 0.00 Wind 150 deg-Service 1985.22 3438.50 262461.73 -151532.35 0.00 Wind 180 deg-Service 0.00 3970.43 303064.70 0.00 0.00 Wind 210 deg-Service -1985.22 3438.50 262461.73 151532.35 0.00 Wind 240 deg-Service -3438.50 1985.22 151532.35 262461.73 0.00 Wind 270 deg-Service -3970.43 0.00 0.00 303064.70 0.00 Wind 300 deg-Service -3438.50 -1985.22 -151532.35 262461.73 0.00 Wind 330 deg-Service -1985.22 -3438.50 -262461.73 151532.35 0.00 Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg-No Ice 3 0.9 Dead+1.0 Wind 0 deg-No Ice 4 1.2 Dead+1.0 Wind 30 deg-No Ice 5 0.9 Dead+1.0 Wind 30 deg-No Ice 6 1.2 Dead+1.0 Wind 60 deg-No Ice 7 0.9 Dead+1.0 Wind 60 deg-No Ice 8 1.2 Dead+1.0 Wind 90 deg-No Ice 9 0.9 Dead+1.0 Wind 90 deg-No Ice 10 1.2 Dead+1.0 Wind 120 deg-No Ice 11 0.9 Dead+1.0 Wind 120 deg-No Ice 12 1.2 Dead+1.0 Wind 150 deg-No Ice 13 0.9 Dead+1.0 Wind 150 deg-No Ice 14 1.2 Dead+1.0 Wind 180 deg-No Ice 15 0.9 Dead+1.0 Wind 180 deg-No Ice 16 1.2 Dead+I.0 Wind 210 deg-No Ice 17 0.9 Dead+1.0 Wind 210 deg-No Ice 18 1.2 Dead+1.0 Wind 240 deg-No Ice 19 0.9 Dead+1.0 Wind 240 deg-No Ice 20 1.2 Dead+1.0 Wind 270 deg-No Ice 21 0.9 Dead+1.0 Wind 270 deg-No Ice 22 1.2 bead+I.0 Wind 300 deg-No Ice 23 0.9 Dead+1.0 Wind 300 deg-No Ice 24 1.2 Dead+I.O Wind 330 deg-No Ice 25 0.9 Dead+1.0 Wind 330 deg-No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp Job Page tnxi owerPOR Metzger 10 of 21 Project Date Vector Structural Engineering, U2350-017-171 15:27:49 11/16/17 LLC 651 W Galena Park Blvd.Ste.101 _ - Draper,Utah 84020 Client Designed by Phone:(801)990-1775 ACOM Consulting, Inc. tjortes FAX:f801)990-1776 = Comb. _„_--,„,�„�...,-,..,.�.... Description No. 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. lb lb ft Ib-ft LI 100-49.25 Pole Max Tension 33 0.05 0.00 1.78 Max.Compression 26 -29466.23 0.00 0.00 Max.Mx 8 -10398.55 -543336.89 0.00 Max.My 2 -10398.55 0.00 543336.89 Max.Vy 8 13434.86 -543336.89 0.00 Max.Vx 2 -13434.86 0.00 543336.89 Max.Torque 4 -0.00 1,2 49.25-1 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -50111.62 0.00 0.00 Max.Mx 8 -23521.43 -1372775.8 0.00 8 T ax. •y - i.:: ... - Max.Vy 8 17759.61 -1372775.8 0.00 8 Max.Vx 2 -17759.61 0.00 1372775.88 Max.Torque 4 -0.01 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load lb lb lb Comb. Pole Max.Vert 26 50111.62 0.00 0.00 Max.1.1, 21 17646.54 17750.02 0.00 Max.Hz 3 17646.54 0.00 17750.02 Max.Mx 2 1372775.88 0.00 17749.96 Max.Mz 8 1372775.88 -17749.96 0.00 Max.Torsion 12 0.01 -8874.98 -15371.91 ... Job Pa e tnxTower e POR Metzger 11 of 21 Vector Structural Engineering, Project Date LLC U2350-017-171 15:27:49 11/16/17 651 W Galena Park Blvd.Ste.101 Draper,Utah 84020 Client Designed by Phone:(801)990.1775 ACOM Consulting, Inc. FAX:(801)990-1776 tjones Location Condition Gay. Vertical Horizontal,X Horizontal,Z Load lb lb lb Comb. Min.Vert 3 17646.54 0.00 17750.02 Min.Hx 9 17646.54 -17750.02 0.00 Min.Hz 15 17646.54 0.00 -17750.02 Min.Mx 14 -1372775.88 0.00 -17749.96 Min.Mx 20 -1372775.88 17749.96 0.00 Min.Torsion 4 -0.01 -8874.98 15371.91 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M, Moment,M, lb lb lb lb-ft lb ft lbf Dead Only 19607.26 0.00 0.00 0.00 0.00 0.00 1.2 Dead+1.0 Wind 0 deg-No 23528.71 0.00 -17749.96 -1372775.88 0.00 0.00 Ice 0.9 Dead+1.0 Wind 0 deg-No 17646.54 0.00 -17750.02 -136815835 0.00 0.00 Ice 1.2 Dead+1.0 Wind 30 deg-No 23528.71 8874.98 -15371.91 -1188858.86 -686388.08 0.01 Ice 0.9 Dead+1.0 Wind 30 deg-No 17646.54 8875.01 -15371.97 -1184859.96 -684079.29 0.01 Ice 1.2 Dead+1.0 Wind 60 deg-No 23528.71 15371.91 -8874.98 -686388.08 -1188858.86 -0.01 Ice 0.9 Dead+1.0 Wind 60 deg-No 17646.54 15371.97 -8875.01 -684079.29 -1184859.96 -0.01 Ice 1.2 Dead+1.0 Wind 90 deg-No 23528.71 17749.96 0.00 0.00 -1372775.88 0.00 Ice 0.9 Dead+1.0 Wind 90 deg-No 17646.54 17750.02 0.00 0.00 -1368158.35 0.00 Ice 1.2 bead+1.0 Wind 120 deg- 23528.71 15371.91 8874.98 686388.08 -1188858.86 0.01 No Ice 0.9 Dead+1.0 Wind 120 deg- 17646.54 15371.97 8875.01 684079.29 -1184859.96 0.01 No Ice 1.2 Dead+1.0 Wind 150 deg- 23528.71 8874.98 15371.91 1188858.86 -686388.08 -0.01 No Ice 0.9 Dead+1,0 Wind 150 deg- 17646.54 8875.01 15371.97 1184859.96 -684079.29 -0.01 No Ice 1.2 Dead+1,0 Wind 180 deg- 23528.71 0.00 17749.96 1372775.88 0.00 0.00 No Ice 0.9 Dead+1.0 Wind 180 deg- 17646.54 0.00 17750.02 1368158.35 0.00 0.00 No Ice 1.2 Dead+1.0 Wind 210 deg- 23528.71 -8874.98 15371.91 1188858.86 686388.08 0.01 No Ice 0.9 Dead+1,0 Wind 210 deg- 17646.54 -8875.01 15371.97 1184859.96 684079.29 0.01 No Ice 1.2 bead+1.0 Wind 240 deg- 23528.71 -15371.91 8874.98 686388.08 1188858.86 -0.01 No Ice 0.9 Dead+1.0 Wind 240 deg- 17646.54 -15371.97 8875.01 684079.29 1184859.96 -0.01 No Ice 1.2 Dead+1.0 Wind 270 deg- 23528.71 -17749.96 0.00 0.00 1372775.88 0.00 No Ice 0.9 Dead+1.0 Wind 270 deg- 17646.54 -17750.02 0.00 0.00 1368158.35 0.00 No Ice 1.2 Dead+1.0 Wind 300 deg- 23528.71 -15371.91 -8874.98 -686388.08 1188858.86 0.01 No Ice 0.9 Dead+1.0 Wind 300 deg- 17646.54 -15371.97 -8875.01 -684079.29 1184859.96 0.01 No Ice P- _ _._ ._. - __ Page . 1 tnxower Job POR Metzger 12 of 21 Vector Structural Engineering, Project Date LLC 02350-017-171 15:27:49 11/16/17 651 W Galena Park Blvd.Ste.101 Draper,Utah 84020 Client Designed by Phone:(801)990-1775 ACOM Consulting, Inc. tjones FALaw 990-1776 f Load Vertical ;,hear., Shear,, Overturning Overturning Torque Combination Moment,Mx Moment,M lb lb lb lb ft lb-ft lb-fl 1.2 Dead+1.0 Wind 330 deg- 23528.71 -8874.98 -15371.91 -1188858.86 686388.08 -0.01 No Ice 0.9 Dead+1.0 Wind 330 deg- 17646.54 -8875.01 -15371.97 -1184859.96 684079.29 -0.01 No Ice 1.2 Dead+1.0 Ice+1.0 Temp 50111.62 0.00 0.00 0.00 0.00 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 50111.60 0.00 -1983.67 -149222.11 0.00 0.00 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 deg+1,0 50111.60 991.83 -1717.91 -129230.14 -74611.06 0.00 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 deg+1.0 50111.60 1717.91 -991.83 -74611.06 -129230.14 -0.00 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+1.0 50111.60 1983.67 0.00 0.00 -149222.11 0.00 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 50111.60 1717.91 991.83 74611.06 -129230.14 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 50111.60 991.83 1717.91 129230.14 -74611.06 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 50111.60 0.00 1983.67 149222.11 0.00 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 50111.60 -991.83 1717.91 129230.14 74611.06 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 50111.60 -1717.91 991.83 74611.06 129230.14 -0.00 deg+1.0Ice+1,0 Temp 1.2 bead+1.0 Wind 270 50111.60 -1983.67 0.00 0.00 149222.11 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 50111.60 -1717.91 -991.83 -74611.06 129230.14 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 50111.60 -991.83 -1717.91 -129230.14 74611.06 -0.00 deg+I.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 19607.26 0.00 -3970.19 -306433.74 0.00 0.00 Dead+Wind 30 deg-Service 19607.26 1985.09 -3438.28 -265379.41 -153216.88 0.00 Dead+Wind 60 deg-Service 19607.26 3438.28 -1985.09 -153216.88 -265379.41 -0.00 Dead+Wind 90 deg-Service 19607.26 3970.19 0.00 0.00 -306433.74 0.00 Dead+Wind 120 deg-Service 19607.26 3438.28 1985.09 153216.88 -265379.41 0.00 Dead+Wind 150 deg-Service 19607.26 1985.09 3438.28 265379.41 -153216.88 -0.00 Dead+Wind 180 deg-Service 19607.26 0.00 3970.19 306433.74 0.00 0.00 Dead+Wind 210 deg-Service 19607.26 -1985.09 3438.28 265379.41 153216.88 0.00 Dead+Wind 240 deg-Service 19607.26 -3438.28 1985.09 153216.88 265379.41 -0.00 ` Dead+Wind 270 deg-Service 19607.26 -3970.19 0.00 0.00 306433.74 0.00 Dead+Wind 300 deg-Service 19607.26- 3438.2& - -1985.09 -- 153216.82 265379.41 0.00 _ Dead+Wind 330 deg-Service 19607.26 -1985.09 -3438.28 -265379.41 153216.88 -0.00 Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. lb lb lb lb lb lb 1 0.00 -19607.26 0.00 0.00 19607.26 0.00 0.000% 2 0.00 -23528.72 -17750.17 0.00 23528.71 17749.96 0.001% 3 0.00 -17646.54 -17750.17 0.00 17646.54 17750.02 0.001% 4 8875.09 -23528.72 -15372.10 -8874.98 23528.71 15371.91 0.001% 5 8875.09 -17646.54 -15372.10 -8875.01 17646.54 15371.97 0.001% 6 15372.10 -23528.72 -8875.09 -15371.91 23528.71 8874.98 0.001% 7 15372.10 -17646.54 -8875.09 -15371.97 17646.54 8875.01 0.001% 8 17750.17 -23528.72 0.00 -17749.96 23528.71 0.00 0.001% 9 17750.17 -17646.54 0.00 -17750.02 17646.54 0.00 0.001% 10 15372.10 -23528.72 8875.09 -15371.91 23528.71 -8874.98 0.001% II 15372.10 -17646.54 8875.09 -15371.97 17646.54 -8875.01 0.001% Job Page to C To ver POR Metzger 13 of 21 Vector Structural Engineering, Project Date LLC 02350-017-171 15:27:49 11/16/17 651 W Galena Park Blvd.Ste.101 Draper,Utah 84020 Client Designed by Phone:(801)990-1775 ACOM Consulting, Inc. FAX:(801)990-1776 tjones Sum of Applied Forces Sum ofReaetions Load PX PY PZ .PX PY PZ %Error Comb. lb lb lb lb lb lb 12 8875.09 -23528.72 15372.10 -8874.98 23528.71 -15371.91 0.001% 13 8875.09 -17646.54 15372.10 -8875.01 17646.54 -15371.97 0.001% 14 0.00 -23528.72 17750.17 0.00 23528.71 -17749.96 0.001% 15 0.00 -17646.54 17750.17 0.00 17646.54 -17750.02 0.001% 16 -8875.09 -23528.72 15372.10 8874.98 23528.71 -15371.91 0.001% 17 -8875.09 -17646.54 15372.10 8875.01 17646.54 -15371.97 0.001% 18 -15372.10 -23528.72 8875.09 15371.91 23528.71 -8874.98 0.001% 19 -15372.10 -17646.54 8875.09 15371.97 17646.54 -8875.01 0.001% 20 -17750.17 -23528.72 0.00 17749.96 23528.71 0.00 0.001% 21 -17750.17 -17646.54 0.00 17750.02 17646.54 0.00 0.001% 22 -15372.10 -23528.72 -8875.09 15371.91 23528.71 8874.98 0.001% 23 -15372.10 -17646.54 -8875.09 15371.97 17646.54 8875.01 0.001% 24 -8875.09 -23528.72 -15372.10 8874.98 23528.71 15371.91 0.001% 25 -8875.09 -17646.54 -15372.10 8875.01 17646.54 15371.97 0.001% 26 0.00 -50111.62 0.00 0.00 50111.62 0.00 0.000% 27 0.00 -50111.62 -1985.78 0.00 50111.60 1983.67 0.004% 28 992.89 -50111.62 -1719.74 -991.83 50111.60 1717.91 0.004% 29 1719.74 -50111.62 -992.89 -1717.91 50111.60 991.83 0.004% 30 1985.78 -50111.62 0.00 -1983.67 50111.60 0.00 0.004% 31 1719.74 -50111.62 992.89 -1717.91 50111.60 -991.83 0.004% 32 992.89 -50111.62 1719.74 -991.83 50111.60 -1717.91 0.004% 33 0.00 -50111.62 1985.78 0.00 50111.60 -1983.67 0.004% 34 -992.89 -50111.62 1719.74 991.83 50111.60 -1717.91 0.004% 35 -1719.74 -50111.62 992.89 1717.91 50111.60 -991.83 0.004% 36 -1985.78 -50111.62 0.00 1983.67 50111.60 0.00 0.004% 37 -1719.74 -50111.62 -992.89 1717.91 50111.60 991.83 0.004% 38 -992.89 -50111.62 -1719.74 991.83 50111.60 1717.91 0.004% 39 0.00 -19607.26 -3970.43 0.00 19607.26 3970.19 0.001% 40 1985.22 -19607.26 -3438.50 -1985.09 19607.26 3438.28 0.001% 41 3438.50 -19607.26 -1985.22 -3438.28 19607.26 1985.09 0.001% 42 3970.43 -19607.26 0.00 -3970.19 19607.26 0.00 0.001% 43 3438.50 -19607.26 1985.22 -3438.28 19607.26 -1985.09 0.001% 44 1985.22 -19607.26 3438.50 -1985.09 19607.26 -3438.28 0.001% 45 0.00 -19607.26 3970.43 0.00 19607.26 -3970.19 0.001% 46 -1985.22 -19607.26 3438.50 1985.09 19607.26 -3438.28 0.001% 47 -3438.50 -19607.26 1985.22 3438.28 19607.26 -1985.09 0.001% 48 -3970.43 -19607.26 0.00 3970.19 19607.26 0.00 0.001% 49 -3438.50 -19607.26 -1985.22 3438.28 19607.26 1985.09 0.001% 50 -1985.22 -19607.26 -3438.50 1985.09 19607.26 3438.28 0.001% Non-Linear Convergence Results Load Converged? Number Displacement Force w Combination of Cycles Tolerance Tolerance 1 Yes 6 0.00000001 0.00000001 2 Yes 9 0.00000001 0.00004489 3 Yes 9 0.00000001 0.00003725 4 Yes 9 0.00000001 0.00008749 5 Yes 9 0.00000001 0.00007128 6 Yes 9 0.00000001 0.00008749 7 Yes 9 0.00000001 0.00007128 8 Yes 9 0.00000001 0.00004489 9 Yes 9 0.00000001 0.00003725 10 Yes 9 0.00000001 0.00008749 11 Yes 9 0.00000001 0.00007128 12 Yes 9 0.00000001 0.00008749 Job Page • MX Tower POR Metzger 14 of 21 Vector Structural Engineering, Project Date LLQ U2350-017-171 15:27:49 11/16/17 651 W Galena Park Blvd.Ste. 101 Draper, Utah 84020 Client Designed by Phone:(801)990-1775 ACOM Consulting, Inc. tones FAX:(801)990-1776 13 Yes 9 0.00000001 0.00007128 14 Yes 9 0.00000001 0.00004489 15 Yes 9 0.00000001 0.00003725 16 Yes 9 0.00000001 0.00008749 17 Yes 9 0.00000001 0.00007128 18 Yes 9 0.00000001 0.00008749 19 Yes 9 0.00000001 0.00007128 20 Yes 9 0.00000001 0.00004489 21 Yes 9 0.00000001 0.00003725 22 Yes 9 0.00000001 0.00008749 23 Yes 9 0.00000001 0.00007128 24 Yes 9 0.00000001 0.00008749 25 Yes 9 0.00000001 0.00007128 26 Yes 6 0.00000001 0.00000001 27 Yes 7 0.00000001 0.00007348 28 Yes 7 0.00000001 0.00007433 29 Yes 7 0.00000001 0.00007433 30 Yes 7 0.00000001 0.00007348 31 Yes 7 0.00000001 0.00007433 32 Yes 7 0.00000001 0.00007433 33 Yes 7 0.00000001 0.00007348 34 Yes 7 0.00000001 0.00007433 35 Yes 7 0.00000001 0.00007433 36 Yes 7 0.00000001 0.00007348 37 Yes 7 0.00000001 0.00007433 38 Yes 7 0.00000001 0.00007433 39 Yes 8 0.00000001 0.00006981 40 Yes 8 0.00000001 0.00006697 41 Yes 8 0.00000001 0.00006697 42 Yes 8 0.00000001 0.00006981 43 Yes 8 0.00000001 0.00006697 44 Yes 8 0.00000001 0.00006697 45 Yes 8 0.00000001 0.00006981 46 Yes 8 0.00000001 0.00006697 47 Yes 8 0.00000001 0.00006697 48 Yes 8 0.00000001 0.00006981 49 Yes 8 0.00000001 0.00006697 50 Yes 8 0.00000001 0.00006697 Maximum-Tower Deflections - Service0 Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load in Comb. 0 0 Ll 100-49.25 5.503 39 0.5589 0.0000 L2 54.25-1 1.429 39 0.2655 0.0000 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb, in 0 102.00 Lightning Rod 5/8x4' 39 5.503 0.5589 0.0000 58276 100.00 (4)Andrew SBNHH-1D45C 39 5.503 0.5589 0.0000 58276 95.9"x18.0"x7.0" w!m}� tnxTower Job Page POR Metzger 15 of 21 Vector Structural Engineering, Project Date LLC U2350-017-171 15:27:49 11/16/17 651 W Galena Park Blvd.Ste.101 Draper, Utah 84020 Client Designed by Phone:(801)990-1775 ACOM Consulting, Inc. ��A)I (801)990-1776 tjones 1111•11111 Ili. Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load fi in Comb. 0 0 LI 100 49.25 24.657 2 2.5048 0.0000 L2 54.25-1 6.406 2 1.1898 0.0000 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection TiltTSvist Radius of Load Curvature ft Comb. in 0 o ft 102.00 Lightning Rod 5/8x4' 2 24.657 2.5048 0.0000 13032 100.00 (4)Andrew SBNHH-1D45C 2 24.657 2.5048 0.0000 13032 (959 x180 x70)w/imp Compression Checks Pole Design Data ._. . �. Section Elevation Size L I,,, Kl/r A P„ �f'„ Ratio No. Pv ft ft ft in'" lb lb (i)P,, Ll 100-97.5921 TP35.15.3.1x16x0.375 50.75 0.00 0.0 19.6793 -4116.99 1462070.00 0.003 97.5921 - 20.7609 -4365.40 1542430.00 0.003 95.1842 95.1842- 21.8425 -4627.87 1622790.00 0.003 92.7763 92.7763- 22.9242 -4903.49 1703150.00 0.003 90.3684 90.3684- 24.0058 -5191.62 1783510.00 0.003 87.9605 87.9605- 25.0874 -5491.74 1863870.00 0.003 85.5526 85.5526- 26.1691 -5803.51 1944230.00 0.003 83.1447 83.1447- 27.2507 -6126.65 2024590.00 0.003 80.7368 80.7368- 28.3323 -6460.96 2104950.00 0.003 78.3289 78.3289- 29.4140 -6806.29 2185310.00 0.003 75.9211 75.9211- 30.4956 -7162.53 2265670.00 0.003 73.5132 73.5132- 31.5772 -7529.59 2346030.00 0.003 71.1053 71.1053- 32.6588 -7907.41 2426390.00 0.003 Job Page tnxTower POR Metzger 16 of 21 Vector Structural Engineering, Project Date LLC 1J2350-017-171 15:27:49 11/16/17 651 W Galena Park Blvd.Ste.101 Draper, Utah 84020 Client Designed by Phone:801)990-1775 ACOM Consulting, Inc. tjanes FAX:(801)990-1776 Section Elevation -� -��- Size L- L Kl r ,. 'l/r A P„ �P„ Ratio No. P, .ft ft ft in2 lb lb gyp„ 68.6974 68.6974- 33.7405 -8295.95 2506750.00 0.003 66.2895 66.2895- 34.8221 -8695.17 2587110.00 0.003 63.8816 63.8816- 35.9037 -9105.05 2667470.00 0.003 61.4737 61.4737- 36.9854 -9525.58 2747830.00 0.003 59.0658 59.0658- 38.0670 -9956.75 2828190.00 0.004 56.6579 56.6579- 39.1486 -10398.50 2908550.00 0.004 54.25 54.25-49.25 41.3946 -6159.76 3075410.00 0.002 L2 54.25-49.25 TP52.6127x32.5161x0.375 53.25 0.00 0.0 40.5019 -5976.71 3009090.00 0.002 49.25- 41.6427 -12628.90 3093840.00 0.004 46.7105 46.7105- 41.6427 -12890.10 3093840.00 0.004 44.1711 44.1711 - 42.7834 -13400.40 3178590.00 0.004 41.6316 41.6316- 45.0649 -14178.00 3340520.00 0.004 39.0921 39.0921- 46.2056 -14718.00 3403080.00 0.004 36.5526 36.5526- 47.3464 -15269.80 3464550.00 0.004 34.0132 34.0132- 48.4871 -15833.50 3524940.00 0.004 31.4737 31.4737- 49.6278 -16409.00 3584240.00 0.005 28.9342 28.9342- 50.7686 -16996.30 3642450.00 0.005 26.3947 26.3947- 51.9093 -17595.50 3699580.00 0.005 23.8553 23.8553- 53.0500 -18206.60 3755620.00 0.005 21.3158 21.31.58- 54.1908 -18829.40 3810570.00 0.005 18.7763 18.7763- 55.3315 -19464.10 3864440.00 0.005 16.2368 16.2368- 56.4722 -20110.70 3917220.00 0.005 13.6974 13.6974- 57.6130 -20769.10 3968920.00 0.005 11.1579 11.1579- 58.7537 -21439.40 4019530.00 0.005 8.61842 8.61842- 59.8944 -22121.60 4069050.00 0.005 6,07895 6.07895- 61.0352 -22815.60 4117490.00 0.006 3.53947 3.53947-1 62.1759 -23521.40 4164840.00 0.006 Pole Bending Design Data »� • • Job Page », a t/Z. lm {U ® �Z' POR Metzger 17 of 21 Vector Structural Engineering, Pfoject Date LLC U2350-017-171 15:27:49 11116/17 651 W Galena Park Blvd.Ste.101 Draper, Utah 84020 Client Designed by Phone:(801)990-1775 ACOM Consulting, Inc.FAX::(801)990-1776 tjones Section Elevation Size MMx Q+M. Ratio M,,,, i�1„ Ratio No. M y M ft lb ft 117:1i AMM lb ft lb ft � � 4)M„Y LI 100-97.5921 TP35.1531x16x0.375 25604.17 489883.33 0.052 0.00 489883.33 0.000 97.5921- 51466.00 545844.17 0.094 0.00 545844.17 0.000 95.1842 95.1842- 77618.83 604832.50 0.128 0.00 604832.50 0.000 92.7763 92.7763- 104071.67 666847.50 0.156 0.00 666847.50 0.000 90.3684 90.3684- 130832.50 731890.00 0.179 0.00 731890.00 0.000 87.9605 87.9605- 157911.67 799959.17 0.197 0.00 799959.17 0.000 85.5526 85.5526- 185319.17 871058.33 0.213 0.00 871058.33 0.000 83.1447 83.1447- 213063.33 945175.00 0.225 0.00 945175.00 0.000 80.7368 80.7368- 241155.00 1022325.00 0.236 0.00 1022325.00 0.000 78.3289 78.3289- 269603.33 1102500.00 0.245 0.00 1102500.00 0.000 75.9211 75.9211- 298418.33 1185708.33 0.252 0.00 1185708.33 0.000 73.5132 73.5132- 327610.83 1271941.67 0.258 0.00 1271941.67 0.000 71.1053 71.1053- 357189.17 1361191.67 0.262 0.00 1361191.67 0.000 68.6974 68.6974- 387164.17 1453483.33 0.266 0.00 1453483.33 0.000 66.2895 66.2895- 417545.83 1548791.67 0.270 0.00 1548791.67 0.000 63.8816 63.8816- 448344.17 1647125.00 0.272 0.00 1647125.00 0.000 61.4737 61.4737- 479568.33 1748491.67 0.274 0.00 1748491.67 0.000 59.0658 59.0658- 511230.00 1852883.33 0.276 0.00 1852883.33 0.000 56.6579 56.6579- 543337.50 1960300.00 0.277 0.00 1960300.00 0.000 54.25 54.25-49.25 316120.83 2193025.00 0.144 0.00 2193025.00 0.000 L2 54.25-49.25 TP52.6127x32.5161x0.375 295432.50 2098966.67 0.141 0.00 2098966.67 0.000 49.25- 647000.00 2219533.33 0.292 0.00 2219533.33 0.000 46.7105 46.7105- 646999.17 2219533.33 0.292 0.00 2219533.33 0.000 44.1711 44.1711- 682945.00 2343458.33 0.291 0.00 2343458.33 0.000 41.6316 41.6316- 756344.17 2595533.33 0.291 0.00 2595533.33 0.000 39.0921 39.0921- 793801.67 2711725.00 0.293 0.00 2711725.00 0.000 36.5526 36.5526- 831769.17 2829516.67 0.294 0.00 2829516.67 0.000 34.0132 34.0132- 870250.00 2948850.00 0.295 0.00 2948850.00 0.000 31.4737 31.4737- 909241.67 3069641.67 0.296 0.00 3069641.67 0.000 28.9342 28.9342- 948750.00 3191841.67 0.297 0.00 3191841.67 0.000 26.3947 26.3947- 988775.00 3315383.33 0.298 0.00 3315383.33 0.000 23.8553 23.8553- 1029325.00 3440191.67 0.299 0.00 3440191.67 0.000 POR Metzger . ., ..rx.... Page tnx folder Job 18 of 21 Vector Structural Engineering, Project Date LLC 02350-017-171 15:27:49 11/16/17 651 W Galena Park Blvd.Ste.101 Draper,Utak 84020 Client Designed by Phone:(801)990-1775 ACOM Consulting, Inc. tjones FAX::(801)990-1776 131.11.404101M.1.5.64.5. winswomws.analmeamveuramser Section Elevation tl- Size ti +M, Ratio M„), i;" - Ratio No. M M,,, ft lb-ft loft 7,74.7 lb-ft lb-ft tfM, 21.3158 21.3158- 1070400.00 3566216.67 0300 0.00 3566216.67 0.000 18.7763 18.7763- 1112000.00 3693383.33 0.301 0.00 3693383.33 0.000 16.2368 16.2368- 1154125.00 3821633.33 0.302 0.00 3821633.33 0.000 13.6974 13.6974- 1196783.33 3950891.67 0.303 0.00 3950891.67 0.000 11.1579 11.1579- 1239975.00 4081108.33 0.304 0.00 4081108.33 0.000 8.61842 8.61842- 1283708.33 421220833 0305 0.00 4212208.33 0.000 6.07895 6.07895- 1327975.00 4344125.00 0.306 0.00 4344125.00 0.000 3.53947 3.53947-1 1372775.00 4476808.33 0.307 0.00 4476808.33 0.000 Pole Shear Design Data Section Elevation Size Actual 4)V„ Ratio Actual 4,T„ Ratio No. V„ V„ T T„ ft lb lbTy„ lb-ft lb-ft 4T„ Ll 100-97.5921 TP35.1531x16x0.375 10682.20 731036.00 0.015 0.00 980966.67 0.000 97.5921- 10802.20 771216.00 0.014 0.00 1093025.00 0.000 95.1842 95.1842- 10925.50 811396.00 0.013 0.00 1211141.67 0.000 92.7763 92.7763- 11052.50 851576.00 0.013 0.00 1335325.00 0.000 90.3684 90.3684- 1118120 891756.00 0.013 0.00 1465566.67 0.000 87.9605 87.9605- 11317.70 931936.00 0.012 0.00 1601875.00 0.000 85.5526 85.5526- 11456.20 972115.00 0.012 0.00 1744241.67 0.000 83.1447 83.1447- ___ ...___ [1598.60 1012300.00 0.011 0.00 1892666.67 0.008-------- 80.7368 .000 - 80.7368 80.7368- 11745.10 1052480.00 0.011 0.00 2047158.33 0.000 78.3289 78.3289- 11895.60 1092650.00 0.011 0.00 2207700.00 0.000 75.9211 75.9211- 12050.20 1132830.00 0.011 0.00 2374316.67 0.000 73.5132 73.5132- 12208.90 1173010.00 0.010 0.00 2546983.33 0.000 71.1053 71.1053- 12371.70 1213190.00 0.010 0.00 2725716.67 0.000 68.6974 68.6974- 12538.70 1253370.00 0.010 0.00 2910516.67 0.000 66.2895 66.2895- 12709.70 1293550.00 0.010 0.00 3101366.67 0.000 63.8816 63.8816- 12884.90 1333730.00 0.010 0.00 3298283.33 0.000 61.4737 61.4737- 13064.30 1373910.00 0.010 0.00 3501266.67 0.000 59.0658 59.0658- 13247.70 1414090.00 0.009 0.00 3710300.00 0.000 • Job Page MX if iitver POR Metzger 19 of 21 Y Vector Structural Engineering, Project Date LLC 02350-017-171 15:27:49 11/16/17 651 W Galena Park Blvd.Ste.101 Draper, Utah 84020 Client Designed by Phone:(801)990-1775 ACOM Consulting, Inc. FAX.:(801)990-1776 tjones Section Elevation Size Actual OV„ Ratio Actual 4>T„ Ratio No. V„ V Tu T„ ft lb lb �V„ lb ft lb ft or„ 56.6579 56.6579- 13435.40 1454270.00 0.009 0.00 3925400.00 0.000 54.25 54.25-49.25 7267.52 1537710.00 0.005 0.00 4391416.67 0.000 L2 54.25-49.25 TP52.6127x32.5161x0.375 6600.77 1504550.00 0.004 0.00 4203066.67 0.000 49.25- 14064.80 1546920.00 0.009 0.00 4444491.67 0.000 46.7105 46.7105- 14261.50 1589300.00 0.009 0.00 4444491.67 0.000 44.1711 44.1711- 14459.60 1631670.00 0.009 0.00 4692650.00 0.000 41.6316 41.6316- 14659.00 1670260.00 0.009 0.01 5197408.33 0.000 39.0921 39.0921- 14859.00 1701540.00 0.009 0.01 5430083.33 0.000 36.5526 36.5526- 15060.00 1732270.00 0.009 0.01 5665958.00 0.000 34.0132 34.0132- 15262.00 1762470.00 0.009 0.01 5904908.00 0.000 31.4737 31.4737- 15465.00 1792120.00 0.009 0.01 6146791.33 0.000 28.9342 28.9342- 15668.90 1821220.00 0.009 0.01 6391491.33 0.000 26.3947 26.3947- 15873.80 1849790.00 0.009 0.01 6638866.67 0.000 23.8553 23.8553- 16079.60 1877810.00 0.009 0.01 6888800.00 0.000 21.3158 21.3158- 16286.40 1905290.00 0.009 0.01 7141150.00 0.000 18.7763 18.7763- 16494.10 1932220.00 0.009 0.01 7395800.00 0.000 16.2368 16.2368- 16702.80 1958610.00 0.009 0.01 7652608.00 0.000 13.6974 13.6974- 16912.30 1984460.00 0.009 0.01 7911450.00 0.000 11.1579 11.1579- 17122.80 2009760.00 0.009 0.01 8172200.00 0.000 8.61842 8.61842- 17334.20 2034530.00 0.009 0.01 8434750.00 0.000 6.07895 6.07895- 17546.40 2058750.00 0.009 0.01 8698916.67 0.000 3.53947 3.53947.1 17759.60 2082420.00 0.009 0.01 8964583.33 0.000 Pole Interaction Design Data 1 Section' Elevation Ratio Ratio Ratio Ratio- Ratio Comb. Allow, Criteria No. P„ M,. M,,, V„ T„ Stress Stress ® ftOP, OA, OA, OK, 41T, Ratio Ratio Ll 100-97.5921 0.003 0.052 0.000 0.015 0.000 0.055 1.000 4.8.2 ✓ V 97.5921- 0.003 0.094 0.000 0.014 0.000 0.097 1.000 95.1842 ./ 4.8.2 95.1842- 0.003 0.128 0.000 0.013 0.000 0.131 1.000 92.7763 4.8.2 Job Page tnxTower POR Metzger 20 of 21 Vector Structural Engineering, Project Date LLC U2350-017-171 15:27:49 11/16/17 651 W Galena Park Blvd,Ste.101 Draper,Utah 84020 Client Designed by Phone:(801)990-1775 ACOM Consulting, Inc. tones FAX•(809 990-1776 Section Elevation Ratio Ratio 'Lilo Ratio Ratio Comb. Allow. Criteria No. P. M. M,a, V„ T„ Stress Stress ft OP, 4>m,,. Wr 4W„ 4,7; Ratio Ratio 92.7763- 0.003 0,156 0.000 0.013 0.000 0.159 1.000 4.8.2 90.3684 V 90.3684- 0.003 0.179 0.000 0.013 0.000 0.182 1.000 4.8.2 V 87.9605 V 87.9605- 0.003 0.197 0.000 0.012 0.000 0.200 1.000 4.8.2 85.5526 V 85.5526- 0.003 0.213 0.000 0.012 0.000 0,216 1.000 4.8.2 V 83.1447 V 83.1447- 0.003 0,225 0.000 0.011 0.000 0,229 1.000 482 V 80.7368 V 80.7368- 0.003 0.236 0.000 0.011 0.000 0.239 1.000 4.8/ a/' 78.3289 V 78.3289- 0.003 0.245 0.000 0.011 0.000 0.248 1.000 482 V 75.9211 V 75.9211- 0.003 0.252 0.000 0.011 0.000 0.255 1.000 4.8/ ✓ 73.5132 V 73.5132- 0.003 0.258 0.000 0.010 0.000 0.261 1.000 482 V 71.1053 71.1053- 0.003 0,262 0.000 0.010 0.000 0.266 1.000 4.82 V 68.6974 V 68.6974- 0.003 0.266 0.000 0.010 0.000 0.270 1.000 4.8.2 V 66.2895 V 66.2895- 0.003 0.270 0.000 0.010 0.000 0.273 1.000 4.8.2 V 63.8816 V 63.8816- 0.003 0.272 0.000 0.010 0.000 0.276 1.000 4.8.2 V 61.4737 V 61.4737- 0.003 0.274 0.000 0.010 0.000 0.278 1.000 4.8.2 V 59.0658 V 59.0658- 0.004 0.276 0.000 0.009 0.000 0.280 1.000 4.8.2 V 56.6579 V 56.6579- 0.004 0,277 0.000 0.009 0.000 0.281 1.000 4.8.2 V 54.25 ✓ 54.25-49.25 0.002 0.144 0.000 0.005 0.000 0.146 1.000 4.8.2 V V ,/ L2 54.25-49.25 0.002 0.141 0.000 0.004 - 0.000 0.143 1.000 4.8.2 y Y 49.25- 0.004 0.292 0.000 0.009 0.000 0.296 1.000 4.8.2 V 46.7105 46.7105- 0.004 0,292 0.000 0.009 0.000 0.296 1.000 4.8.2 V 44.1711 V 44.1711- 0.004 0.291 0.000 0.009 0.000 0.296 1.000 4.8/ ✓ 41.6316 41.6316- 0.004 0.291 0.000 0.009 0.000 0.296 1.000 4.8.2 V 39.0921 V 39.0921- 0.004 0.293 0.000 0.009 0.000 0.297 1.000 4.8.2 36.5526 V 36.5526- 0.004 0.294 0.000 0.009 0.000 0.298 1.000 4.8/ V 34.0132 V 34.0132- 0.004 0,295 0.000 0.009 0.000 0.300 1.000 4.8.2 V 31.4737 31.4737- 0.005 0.296 0.000 0.009 0.000 0.301 1.000 4.8.2 V 28.9342 V Page nxTowe " POR Metzger 21 of 21 Vector Structural Engineering, Project Date LLC 02350-017-171 15:27:49 11/16/17 651 W Galena Park Blvd.Ste.101 Draper, Utah 84020 Client Designed by Phone:(801)990-1775 ACOM Consulting, Inc. FAXJob (801)990-1776 tjones Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M M,,,, V T„ Stress Stress ft OA, OM. oM„}. 4W, on Ratio Ratio 28.9342- 0.005 0,297 0.000 0.009 0.000 0.302 1.000 4.8.2 V 26.3947 . 26.3947- 0.005 0.298 0.000 0.009 0.000 0.303 1.000 4.8.2 V 23.8553 + 23.8553- 0.005 0.299 0.000 0.009 0.000 0..3304 1.000 21.3158 4.8.2 V 21.3158- 0.005 0.300 0.000 0.009 0.000 0.305 1.000 18.7763 V 4.8.2 V 18.7763- 0.005 0.301 0.000 0.009 0.000 0.306 1.000 16.2368 V 4.8.2 V 16.2368- 0.005 0.302 0.000 0.009 0.000 0.307 1.000 4.8.2 V 13.6974 V 13.6974- 0.005 0.303 0.000 0.009 0.000 0.308 1.000 4.8.2 V 11.1579 V j 11.1579- 0.005 0.304 0.000 0.009 0.000 0.309 1.000 482 8.61842 V 8.61842- 0.005 0.305 0.000 0.009 0.000 0.310 1.000 4.8.2 6.07895 V 6.07895- 0.006 0,306 0.000 0.009 0.000 0.311 1.000 4.8.2 V 3.53947 V 3.53947-1 0.006 0,307 0.000 0.009 0.000 0.312 1.000 4.8.2 V V Section Capacity Table Section Elevation Component Size Critical P aP„rt„w % Pass No. ft Type Element lb lb Capacity Fail Ll 100-49.25 Pole TP35.1531x16x0.375 1 -10398.50 2908550.00 28.1 Pass L2 49.25-1 Pole TP52.6127x32.5161x0.375 2 -23521.40 4164840.00 31.2 Pass Summary Pole(L2) 31.2 Pass RATING= 31.2 Pass Program Version 7.0.7.0-7/18/2016 File://vectordc.vector.local/projects$/2017 Projects/U2350 ACOM Consulting,Tnc/U2350-017-171 POR Metzger- Monopole SA/ENG/Tower/POR Metzger.eri TIA-222-G - 120 mph/30 mph 1.2500 in Ice Exposure C Maximum Values Vx Vz Mx Mz Global Mast Shear(Ib) Global Mast Moment(lb-ft) 0 y20000 0 500000 1e+006 1.600.0 5000 10000 15000 8+006 1 1100.00 -- — — 1 , i , , 1 1 I I } 1 I l , \ � • 1 C w iI � ii is492 , , �} 1 9.26 d , W \ , i I , i, i , l' b 1 \� 100 �� , ,. 1.00 0 6000 10000 15000 20000 0 500000 1e+006 1.6e+006 Vector Structural Engineering,LLCob:MDR Metzger )VECTOR 651 W Galena Park Blvd.Ste. 101 Pr°J"ctU2350-0_17-171_ e Draper, Utah 84020 C'l1e"t'ACOMConsulting,Inc.D' ^bY'tjones MP'd' Phone:(801)990-1775 c'°de-TIA-222-G Date_11/16/17 Scale' NT FAX:(801)990-1776 Path: �� pe Dwg No.E TIA-222-G -Service - 60 mph Maximum Values Deflection (in) Tilt(deg) Twist(deg) 0 50.5 1 0 10 0 100A l 0E, 0.1 1 1 ,/ � I I i 1 ' '1 i - - 100.04 1 I I 1 1 I 1 I 1 1 1 1 1 1 1 1 I 1 1 1 1 1 'I 1 I I ! 1 i 1 I 1 !Ii 1 I 1 I i 1 111i 1 I I 1 / 1 1 1 1 : 11 /1 1111 11 l 1 ' I I 1 1 1 1 1 1 1 1 ! 11 ; 1111 I I I ! I' I ! I i ' I 1 ,11 II IIII Ir VIII ! 1 i 1 I , 1 ! 1 II ' /, I I 1I I I I " 11 /1 , 1 I 1 /1 I i '1 ! ! ' . 1 ' 1 : ! ' 1 1 I I I ' 1 1 1 1 1 ' 1 1 1 ! 1 I 1 1 11 FII : ' ' ! I i 1 1 I I II , 11111 , 1111 11F 11 i I I II I I : I I I I F ' 1 I 1 1 1 I I , II I 1 1 1 1 I 1111 ! + 1 1 1 1 I ! I C i , ft 11 1 1 1 1 1 I I I 1 1 1 1 0 1 1 1 1 1 1 1 : 11 ':! 11 . 11!, 4925 i..--'I--i H -I--+ !---!- --I 1 '+19.25 Qf 1 Ii 1 I 1 1 I 1 W I , 1 � ! , J 1 1111 : 1 �' 1 1 1 1 l I t ; i li , 111 11111 1 it 1 1111 , 1 111111f 1f111 rn11 1 1 II 1111 li ill 1 11 1 - 1 1 1 , 1 1 I 1 1 l i ' il , 11 1111 1111 I 1111 1 it 1 1 1 1 1 1 1 I 1 1 1 ! 1 1 1 1 1 1111 T111 1111 ! III 1I ' I I i 1j 1 1 1 1 I 1 I I Ill ; liFI , , 1111 ' 111 il it - 1 I � /1 1 1 1 1 1 1 1 111 , 11 1 I I I ! I I 1 I 11 1 11 , ! 1 1 1 1 1 , 1 lir 1 1 ! !, 1 !, ! 1 1 1 1 ' ii 1 1 1 1, 1 ; : !, I 1 I _—.- -__ 1 1 1 1 I1Ao 0 5 10 0 0.5 1 0 0.05 0.1 Vector Structural Engineering,LLC°b'POR Metter )VECTOR 651 W Galena Park Blvd.Ste. 101 Proiect:U2350-017^971 _ E `1'E`,.= Draper, Utah 84020Dlent:ACOM Consulting,Inc.Drawn by"tions apt,'d: Phone:(801)990-1775 code'TIA-222-G Date:11/16f17 Scale: NTS FAX:(801)990-1776 Pam; _,--.m....mm.m.._. .,-® . —.. Dwg No.E-5 EJOB NO.: U2350-017-171 fl IP i :179 "1 Ir E R S ,.. 111o,VPROJECT: POR METZGER Seismic Base Shear Calculations: Reactions From Wind: V,(kips): 17.8 Wt(kips): 19.6 Seismic Parameters: Per International Building Code, 2012 Edition,ASCE 7-10 Structure Height 100 Risk category/Structure class= II Fa 1.113 Seismic Design Category= D Fy= 1.580 Is = 1.00 SMs= 1.077 Site Class= D SM,= 0.664 R= 1.50 Sps= 0.718 S5= 0.968 Spt= 0.442 St= 0.420 Seismic Base Shear: Cs(MIN)= 0.03 0.03 CS(MiN)= 0.8 x Si I(R/ Is)= (if Si >=0.6) Cs(MAx)= Sp1 I(Ta X(R/ Is))= 0.47 Ta= Ctxhnx= 0.63 s Cs= S0s/ (R/I5 )= 0.466 V= CS x W= 9.20 kips Total Seismic Shear(Vu): 9.2 Kips Total Wind Shear: 17.8 Kips Base Shear From Wind Loadina Governs Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material TIA Rev G Site Data Reactions Project#: U2350-017-171 Mu: 1373 ft-kips Site Name: POR Metzger Axial, Pu: 50.1 kips Shear,Vu: 17.8 kips Pole Manufacturer:] Other Anchor Rod Data No stiffeners,Criteria: AISC LRFD <-Only Applcable to Unstiffened Cases Qty: 16 Diam: 2.25 in Rod Material: A615-J Anchor Rod Results Rigid Strength (Fu): 100 ksi Max Rod(Cu+Vu/(1): 74.9 Kips AISC LRFD Yield(Fy): 75 ksi Allowable Axial, Q>*Fu*Anet: 260.0 Kips w*Tn Bolt Circle: 59.25 in Anchor Rod Stress Ratio: 28.8% Pass Plate Data Diam: 65 in Base Plate Results Flexural Check Rigid Thick: 2 in Base Plate Stress: 14.4 ksi AISC LRFD Grade: 50 ksi Allowable Plate Stress: 45.0 ksi (1)*Fy Single-Rod B-eff: 10.44 in Base Plate Stress Ratio: 32.0% PP,s',s Y.L.Length: 27.25 Stiffener Data(Welding at both sides) a ir+ Config: 0 Stiffener Results Weld Type: Fillet Horizontal Weld : n/a Groove Depth: 0.25 <-- Disregard Vertical Weld: n/a Groove Angle: 45 <--Disregard Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a Fillet H.Weld: 0.25 in Plate Tension+Shear,ft/Ft+(fv/Fv)^2: n/a Fillet V.Weld: 0.3125 in Plate Comp. (AISC Bracket): n/a Width: 5 in Height: 18 in Pole Results Thick: 0.75 in Pole Punching Shear Check: n/a Notch: 0.5 in Grade: 36 ksi Weld str.: 70 ksi Note: images below are for illustration only and may not reflect actual bolt quantity,etc. Pole Data Diam: 52.6126 in Thick: 0.375 in Grade: 65 ksi #of Sides: 18 "0"IF Round Fu 80 ksi Reiff.Fillet Weld 0.25 -"0"if None • *0=none,1 =every bolt,2=every 2 bolts,3=2 per bolt **Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.2 -Circular Base G 1.2, Effective October 26, 2009 Analysis Date: 11/16/2017 JOB NO.: U2350-017-171 e n ta ! n 5 E R PROJECT: POR METZGER Label: Ports at 96 ft A.G.L. Geometry Input 141 Pole Diameter 17.70 in Pole Thickness 0.375 in Pole Yield Strength 65 ksi Effective Reinforcing Rims? No Rim Yield Strength 50 ksi #ofPorts 3 Port 1 Port 2 Port 3 Azimuth (0) 0 120 240 Height(in) 12 12 12 Width (in) 8 8 8 Depth (in) 3 3 3 Thickness (in) 0.5 0.5 0.5 Projection (in) 0.5 0.5 0.5 Port Weight(lbs) 19 Comoosite Section Properties Original w/ports A 2_0 12 inJ lxx 766 414 in4 lyy 766 414 in4 Sm\n 87 44 in3 Port Check Pole unity at port location from tower model: 10% (optional) Rim Fy Reduction: 100Y6 (rims not considered in section properties) JOB NO.: U2350-017-171 E CI 3 I fl E E R $ PROJECT: POR METZGER Label: Ports at 93 ft A.G.L. I I Geometry Input Pole Diameter 18.83 in Pole Thickness 0.375 in Pole Yield Strength 65 ksi Effective Reinforcing Rims? No Rim Yield Strength 50 ksi #of Ports 1 Port 1 Azimuth (°) 0 Height(in) 12 Width (in) 8 Depth (in) 3 Thickness (in) 0.5 Projection (in) 0.5 Port Weight(lbs) 6 Composite Section Properties Original w/ports A 22 18 in2 lxx 926 660 in4 lyy 926 885 in4 Smin 98 67 in3 Port Check Pole unity at port location from tower model: 16% (optional) Rim Fy Reduction: 100% (rims not considered in section properties) Result: 24% . . ,, JOB NO.: U2350-017-171 ECTOR r E 6 1 Gi I S f E E N PROJECT: POR METZGER Label: Ports at 83 ft A.G.L. (-1 Geometry Input Pole Diameter 22.60 in Pole Thickness 0.375 in / ''`, Pole Yield Strength 65 ksi Effective Reinforcing Rims? No Rim Yield Strength 50 ksi #of Ports 3 Port 1 Port 2 Port 3 Azimuth (°) 0 120 240 Height(in) 12 12 12 Width (in) 8 8 8 Depth (in) 3 3 3 Thickness (in) 0.5 0.5 0.5 Projection (in) 0.5 0.5 0.5 Port Weight(lbs) 20 Composite Section Properties Original w/ports A 26 17 in2 lxx 1618 1047 in4 lyy 1618 1047 in4 Smin 143 89 in3 Port Check Pole unity at port location from tower model: 23% (optional) Rim Fy Reduction: 100% (rims not considered in section properties) Result: 37% JOB NO.: U2350-017-171 PROJECT: POR METZGER Label: Ports at 78 ft A.G.L. Geometry Input Pole Diameter 24.49 in Pole Thickness 0.375 in Pole Yield Strength 65 ksi Effective Reinforcing Rims? No Rim Yield Strength 50 ksi #of Ports 1 Port 1 Azimuth (°) 0 Height(in) 12 Width (in) 8 Depth (in) 3 Thickness(in) 0.5 Projection (in) 0.5 Port Weight(lbs) 5 Composite Section Properties Original w/ports A 28 25 in2 lxx 2066 1590 in4 lyy 2066 1993 in4 Smin 169 125 in3 Port Check Pole unity at port location from tower model: 25% (optional) Rim Fy Reduction: 100% (rims not considered in section properties) Result: 34% \WECTOR JOB NO.: U2350-017-171 f"1 st I 41 E E R 8 PROJECT: POR METZGER Label: Ports at 8 ft A.G.L. \� r 1 Geometry Input ( J Pole Diameter 50.37 in Pole Thickness 0.375 in Pole Yield Strength 65 ksi Effective Reinforcing Rims? No - Rim Yield Strength 50 ksi #of Ports 1 Port 1 Azimuth (°) 0 Height(in) 25.5 Width (in) 10.5 Depth (in) 4 Thickness (in) 0.75 Projection (in) 0.5 Port Weight(lbs) 26 Composite Section Properties Original w/ ports A _ 59 _ 54 in2 lxx 18405 15479 in4 lyy 18405 17830 in4 Smin 731 603 in3 Port Check Pole unity at port location from tower model: 31% (optional) Rim Fy Reduction: 100% (rims not considered in section properties) Result: 38% JOB NO.: U2350-017-171 E t'1 O I n t L ii ,E PROJECT: POR METZGER I Label: Ports at 4 ft A.G.L. Geometry Input Pole Diameter 51.88 in Pole Thickness 0.375 in Pole Yield Strength 65 ksi Effective Reinforcing Rims? No I I Rim Yield Strength 50 ksi #of Ports 2 Port 1 Port 2 Azimuth (0) 0 180 Height(in) 25.5 25.5 Width (in) 10.5 10.5 Depth (in) 4 4 Thickness (in) 0.75 0.75 Projection (in) 0.5 0.5 Port Weight(lbs) 64 Composite Section Properties Original w/ports A 61 53 in2 lxx 20123 14829 in4 lyy 20123 19916 in4 Smin 776 561 in3 Port Check Pole unity at port location from tower model: 31% (optional) Rim Fy Reduction: 100% (rims not considered in section properties) Result: 43% . . JOB NO.: U2350-017-171 . , n PROJECT: POR METZGER Anchorage Embedment Design MIN TOP ANCHOR ROO COVER NiN7Mil' "" --J Vertical Bar Size: #8 7 . Conc. Comp. Strength: 4000 psi - n 1 i Pier Diameter: 7 ft Pier Depth: 26 ft I Top of Pier Elevation: 6 inches i Concrete Volume 37.8 yards 1 I Side Conc.Cover: 4 inches I Top Conc.Cover: 3 inches 8 i I Bolt Circle Dia.: 59.25 inches g Horizontal Tie Size: #5 #Anchor Rods: 16 Anchor Rod Dia: 2.25 inches .,. N— ail 1 Alit(bar loc.factor): 1.0 ACI 12.2.4a VERT r I tv,(epoxy coating factor): 1.0 ACI 12.2.4b J1 vs(bar size factor): 1.0 ACI 12.2.4.c X(concrete type factor): 1.0 ACI 12.2.4.d MIN SIDE COVER ,e, /, BOLT CIRCLE DIA Bar Diameter: 1.0 in PER DIAMETER / f' Horiz. Tie Diameter: 0.6 in Min.CIr Dist. Btwn Anchor&Vert: 5.6 in —-- Required Lap Length + Max distance between Req'd Lap Length: 37.0 —Aer1-2.2.2 Ail anchor and rod + 0.5*Bar diameter+ Min. Required Embedment Depth: 47.2 in 0.5*Anchor diameter +Top cover \'' ,VECTOR JOB NO.: 02350-017-171 • E n I n E ER s PROJECT: POR METZGER Drilled Pier Design Design Methodology: ( LRFD Design Loads: For ASD methodology,input ASD loads. Design Loads: For LRFD methodology,input LRFD loads divided by cpr=0.75" Max.Shear,V= 23.7 k Max.Down, Pdown= 66.8 k Max. Moment, M= 1,830.4 k-ft Max.Uplift, Pupae(opt'l)= 0.0 k Pier Properties: Pier Shape Round Pier Diameter, b: 7.0 ft Volume of Concrete: 1020 ft3 Min.Pier Diameter,bm;n(opt'l): ft Volume of Concrete: 37.8 yd' Top of Pier Elevation: 0.50 ft Weight of Concrete: 153.0 k Pier Depth,d: 26.0 ft Min. Pier Depth,dm;n(WI): ft Max.Pier Depth,dmax(opt'l): ft Soil Properties: Allow.Bearing Pressure: 1,500 psf Optional Parameters for Uplift: Factor of Safety: 2 1/3 increase for short term loads? No Skin Friction: psf Factor of Safety: Lateral Bearing,S: pcf Top Length to Ignore: ft Factor of Safety: 1/3 increase for short Max.Lateral Bearing(opt'l): psf term loads? Top Depth to Ignore: ft Combine w/Bearing: 1/3 increase for short term loads? 1/2"deflection at t/o pier allowed: Check Bearing: Bearing Capacity: 115.5 k Bearing capacity OK. Check Lateral Bearing: Per IBC 1807.3.2 See LPILE output,below. Lateral Pile Deflection(inches) -0.4 -0.2 0 0.2 0.4 0.6 0.8 1 1.2 1111 111111111 11111 11 ( 1111 111111 11 Soft Clay — r r r r r r r r r Sand - r r r r r r r o — r v Load Case 1 -- r r r r o Load Case 2 A Load Case 3 Sand — r r r' r r r r r O r qdy — r -• r r r r r • • 00 cw Sand N - r r r r r r r ---• N - r r r r r r r A - -r r r r r r r y � � i Shear Force(kips) -160 -140 -120 -100 -80 -60 -40 -20 0 20 .0 _1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11111111 I I T I- 1 1 1 1 1 1 1 ., 1 1 ; 1 1 1 1 — I Soft Clay N — r r 1 1 r r 1 1 _ _ - - I r r 7 1 r r -- -j _ Sand b — r r 7 1 ------- oo — r r 7 1 -- r o — r v Load Case l 1 1 r r PLoadCase2 A Load Case 3 r _ r , .i Sand fst r r 1 1 r - C — 1 111 r r 7 1 r r :° — r r 1 r r ° — r r 7 1 r g r r 7 - I r Sand Pi r r 1 r - V- N - r r 1 - r r _ r r 7 1 r Bending Moment(in-kips) 0 2000 4000 6000 8000 1E04 1.2E04 1.4E04 1.6E04 1.8E04 2E04 co 1ii1 ; 11i1 iTiiIII - it I - - Soft Clay N — 7 7 It r 1 r 7 ' it - a — 7 T ... r 7 -'-_._'- 1 I I _ Sand I 00 _ 7 7 - _ rr - I .. 1 - I 2 - 7 v Load Case l -- ,. 7 a Load Case 2 ' A Load Case 3 • .r — i Sand 1 Ir r - Mn /yea P� - r .�. - r r 7 r 7 ' _ „r„ .fir — 7 r 7 7 00ow• _ N T r1 r 7 Sand 1 1 N _ .. • N 7 r 7 7 - N - 7 T r 1 7 - -- N 7 7 V 1 r 7 1 I I - 1 1 I pile.lp90 pile.lp90 Date and Time of Analysis LPile for Windows, Version 2016-09.009 Date: November 16, 2017 Time: 15:22:29 Analysis of Individual Piles and Drilled Shafts Subjected to Lateral Loading Using the p-y Method 0 1985-2016 by Ensoft, Inc. All Rights Reserved Problem Title This copy of LPile is being used by: Trevor Jones Vector Structural Engineering Serial Number of Security Device: 151268600 This copy of LPile is licensed for exclusive use by: Client: ACOM Consulting VECTOR STRUCTURAL ENGINEERING, S Use of this program by any entity other than VECTOR STRUCTURAL ENGINEERING, S is a violation of the software license agreement. Engineer: TAJ Files Used for Analysis Description: foundation for monopole Path to file locations: \\vectordc.vector.local\projectsfl2017 Projects\U2350 ACOM Consulting, Inc\U2350-017-171 POR Metzger - Monopole SA\ENG\L-pile\ Name of input data file: pile.lp9d Program Options and Settings Name of output report file: pile.lp90 Computational Options: Name of plot output file: - Use unfactored loads in computations (conventional analysis) pile.lp9p Engineering Units Used for Data Input and Computations: - US Customary System Units (pounds, feet, inches) Name of runtime message file: pile.lp9r 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 Page 1 Page 2 I pile.lp90 pile.lp90 Loading Type and Number of Cycles of Loading: Section 1 is a round drilled shaft, bored pile, or CIDH pile - Static loading specified Length of section = 26.500000 ft Shaft Diameter = 84.000000 in - Use of p-y modification factors for p-y curves not selected Shear capacity of section = 0.0000 lbs - 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 Ground Slope and Pile Batter Angles Output Options: - Output files use decimal points to denote decimal symbols. Ground Slope Angle = 0.000 degrees - Values of pile-head deflection, bending moment, shear force, and = 0.000 radians soil reaction are printed for full length of pile. - Printing Increment (nodal spacing of output points) = 1 Pile Batter Angle = 0.000 degrees - No p-y curves to be computed and reported for user-specified depths = 0.000 radians - Print using wide report formats Soil and Rock Layering Information Pile Structural Properties and Geometry The soil profile is modelled using 6 layers Layer 1 is soft clay, p-y criteria by Matlock, 1970 Number of pile sections defined = 1 Total length of pile = 26.500 ft Distance from top of pile to top of layer = 0.500000 ft Depth of ground surface below top of pile = 0.5080 ft Distance from top of pile to bottom of layer = 2.500000 ft Effective unit weight at top of layer = 110.074000 pcf Pile diameters used for p-y curve computations are defined using 2 points. Effective unit weight at bottom of layer = 110.074000 pcf Undrained cohesion at top of layer = 14.400000 psf p-y curves are computed using pile diameter values int rpolated with depth over Undrained cohesion at bottom of layer = 14.400000 psf the length of the pile. A summary of values of pile di ter vs. depth follows. Epsilon-50 at top of layer = 0.100000 Epsilon-50 at bottom of layer = 0.100000 Depth Below Pile Point Pile Head Diameter No. feet inches Layer 2 is sand, p-y criteria by Reese et al., 1974 1 0.000 84.0000 Distance from top of pile to top of layer = 2.500000 ft 2 26.500 84.0000 Distance from top of pile to bottom of layer = 7.500000 ft Effective unit weight at top of layer = 110.074000 pcf Effective unit weight at bottom of layer 110.874000 pcf Input Structural Properties for Pile Sections: Friction angle at top of layer = 30.000000 deg. Friction angle at bottom of layer = 30.000000 deg. Subgrade k at top of layer = 9.600000 pci Pile Section No. 1: Subgrade k at bottom of layer = 9.600000 pci Page 3 Page 4 pile.lp90 pile.lp90 Layer 3 is sand, p-y criteria by Reese et al., 1974 (Depth of the lowest soil layer extends 30.000 ft below the pile tip) Distance from top of pile to top of layer = 7.500000 ft Distance from top of pile to bottom of layer = 15.500000 ft Effective unit weight at top of layer = 47.520000 pcf Effective unit weight at bottom of layer = 47.520000 pcf Summary of Input Soil Properties Friction angle at top of layer = 30.000000 deg. Friction angle at bottom of layer = 30.000000 deg. Subgrade k at top of layer = 16.000000 pci Layer Soil Type Layer Effective Undrained Angle of Subgrade k at bottom of layer = 16.000000 pci E50 Layer Name Depth Unit wt. Cohesion Friction or kpy Layer 4 is sand, p-y criteria by Reese et al., 1974 Num. (p-y Curve Type) ft pcf psf deg. krm pci Distance from top of pile to top of layer = 15.500800 ft Distance from top of pile to bottom of layer = 25.500000 ft Effective unit weight at top of layer = 47.520000 pcf 1 Soft 0.5000 110.0740 14.4000 Effective unit weight at bottom of layer = 47.520000 pcf 8.10000 -- Friction angle at top of layer = 30.000000 deg. Clay 2.5000 110.0740 14.4000 Friction angle at bottom of layer = 30.000000 deg. 0.10000 -- Subgrade k at top of layer = 57.000000 pci 2 Sand 2.5000 110.0740 30.0000 Subgrade k at bottom of layer = 57.000000 pci -- 9.6800 (Reese, et al.) 7.5000 110.0740 -- 30.0000 -- 9.6000 Layer 5 is sand, p-y criteria by Reese et al., 1974 3 Sand 7.5000 47.5200 -- 30.0000 -- 16.0000 Distance from top of pile to top of layer = 25.500000 ft (Reese, et al.) 15.5008 47.5200 -- 30.0000 Distance from top of pile to bottom of layer = 35.500000 ft -- 16.0000 Effective unit weight at top of layer = 47.520800 pcf 4 Sand 15.5000 47.5208 -- 30.0000 Effective unit weight at bottom of layer = 47.520080 pcf -- 57.0800 Friction angle at top of layer = 30.000080 deg. (Reese, et al.) 25.5800 47.5200 -- 30.0000 Friction angle at bottom of layer = 30.800880 deg. -- 57.0000 Subgrade k at top of layer = 128.600000 pci 5 Sand 25.5000 47.5200 -- 30.0000 Subgrade k at bottom of layer = 128.600000 pci -- 128 6000 (Reese, et al.) 35.5000 47.5280 -- 30.0000 -- 128.6080 Layer 6 is sand, p-y criteria by Reese et al., 1974 6 Sand 35.5008 47.5200 -- 30.0000 -- 130.0000 Distance from top of pile to top of layer = 35.500000 ft (Reese, et al.) 56.5000 47.5200 -- 30.0000 Distance from top of pile to bottom of layer 56.500000 ft -- 130.0080 Effective unit weight at top of layer = 47.520800 pcf Effective unit weight at bottom of layer = 47.520000 pcf Friction angle at top of layer = 30.000000 deg. Friction angle at bottom of layer = 30.800000 deg. Static Loading Type Subgrade k at top of layer = 130.800000 pci Subgrade k at bottom of layer = 130.880000 pci Page,5 Page 6 I 4 IIMINIMIIIMMIMIIMil pile.lp90 pile.lp90 Static loading criteria were used when computing p-y curves for all analyses. Length of Section = 26.500000 ft Shaft Diameter 84.000000 in Concrete Cover Thickness = 3.625000 in Number of Reinforcing Bars = 36 bars Yield Stress of Reinforcing Bars = 60000. psi Pile-head Loading and Pile-head Fixity Conditions Modulus of Elasticity of Reinforcing Bars 29000800. psi Gross Area of Shaft = 5542. sq. in. Total Area of Reinforcing Steel = 28.440000 sq. in. Number of loads specified = 3 Area Ratio of Steel Reinforcement 0.51 percent Edge-to-Edge Bar Spacing = 5.602048 in Load Load Condition Condition Axial Thrust Maximum Concrete Aggregate Size = 0.750000 in Compute Top y Ratio of Bar Spacing to Aggregate Size 7.47 No. Type 1 2 Force, lbs Offset of Center of Rebar Cage from Center of Pile = 0.0000 in vs. Pile Length Axial Structural Capacities: 1 1 V = 19897. lbs M = 18457640. in-lbs 66815. Yes Nom. Axial Structural Capacity = 0.85 Fc Ac + Fy As = 20451.720 kips 2 1 V = 8954. lbs M = 8305938. in-lbs 41760. Tensile Load for Cracking of Concrete = -2388.199 kips Yes Nominal Axial Tensile Capacity = -1706.400 kips 3 1 V = 7940. lbs M = 7354410. in-lbs 39215. Yes Reinforcing Bar Dimensions and Positions Used in Computations: V = shear force applied normal to pile axis M = bending moment applied to pile head Bar Bar Diam. Bar Area X Y y = lateral deflection normal to pile axis Number inches sq. in. inches inches S = pile slope relative to original pile batter angle 8 = rotational stiffness applied to pile head 1 1.000000 0.790000 37.875000 0.00000 Values of top y vs. pile lengths can be computed only for load types with 2 1.000000 0.790000 37.299594 6.576925 specified shear loading (Load Types 1, 2, and 3). 3 1.000000 0.790000 35.590858 12.954013 Thrust force is assumed to be acting axially for all pile batter angles. 4 1.000000 0.790000 32.800712 18.937500 5 1.000000 0.790000 29.013933 24.345581 6 1.000000 0.790000 24.345581 29.013933 7 1.000000 0.790000 18.937500 32.800712 8 1.000000 0.790000 12.954013 35.590858 Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness 9 1.000000 0.790000 6.576925 37.299594 10 1.000000 0.790000 0.00000 37.875000 11 1.000000 0.790000 -6.576925 37.299594 Axial thrust force values were determined from pile-head loading conditions 12 1.000000 0.790000 -12.954013 35.590858 13 1.000000 0.790000 -18.937500 32.800712 Number of Pile Sections Analyzed = 1 14 1.000000 0.790000 -24.345581 29.013933 15 1.000000 0.790000 -29.013933 24.345581 Pile Section No. 1: 16 1.000000 0.790000 -32.800712 18.937500 17 1.000000 0.790000 -35.590858 12.954013 18 1.000000 8.790000 -37.299594 6.576925 Dimensions and Properties of Drilled Shaft (Bored Pile : 19 1.000000 0.790000 -37.875000 0.00000 20 1.000000 0.790000 -37.299594 -6.576925 21 1.000000 0.790000 -35.590858 -12.954013 Page 7 Page 8 . pile.lp90 pile.lp90 22 1.000000 0.790000 -32.800712 -18.937500 23 1.000000 0.790000 -29.013933 -24.345581 C = concrete in section has cracked in tension. 24 1.000000 0.790000 -24.345581 -29.013933 Y = stress in reinforcing steel has reached yield stress. 25 1.000000 0.790000 -18.937500 -32.800712 T = ACI 318 criteria for tension-controlled section met, tensile strain in 26 1..000000 0.790000 -12.954013 -35.590858 reinforcement exceeds 0.005 while simultaneously compressive strain in 27 1.000000 0.790000 -6.576925 -37.299594 concrete more than 0.003. See ACI 318, Section 10.3.4. 28 1.000000 0.790000 0.00000 -37.875000 Z = depth of tensile zone in concrete section is less than 10 percent of 29 1.000000 0.790000 6.576925 -37.299594 section depth. 30 1.000000 0.790000 12.954013 -35.590858 31 1.000000 0.790000 18.937500 -32.800712 Bending Stiffness (EI) = Computed Bending Moment / Curvature. 32 1.000000 0.790000 24.345581 -29.013933 Position of neutral axis is measured from edge of compression side of pile. 33 1.000000 0.790000 29.013933 -24.345581 Compressive stresses and strains are positive in sign. 34 1.000000 0.790000 32.800712 -18.937580 Tensile stresses and strains are negative in sign. 35 1.000000 0.790000 35.590858 -12.954013 36 1.000000 0.790000 37.299594 -6.576925 Axial Thrust Force = 39.215 kips NOTE: The positions of the above rebars were computed by LPile Bending Bending Bending Depth to Max Comp Max Tens Max Conc Max Steel Run Minimum spacing between any two bars not equal to zero = 5.602 inches Curvature Moment Stiffness N Axis Strain Strain between bars 30 and 31. Stress Stress Msg rad/in. in-kip kip-int in in/in in/in Ratio of bar spacing to maximum aggregate size = 7.47 ksi ksi 1 Concrete Properties: 3.12500E-07 3389. 1.08462E+10 47.1987566 0.00001475 -0.00001150 0.0617587 0.4239325 6.25000E-07 6764. 1.08224E+18 44.6068158 0.00002788 -0.00002462 Compressive Strength of Concrete = 4000. psi 0.1162700 0.8008860 Modulus of Elasticity of Concrete = 3604997. psi 9.37500E-07 10123. 1.07983E+10 43.7428766 0.00004101 -0.00003774 Modulus of Rupture of Concrete = -474.341649 psi 0.1704015 1.1778407 Compression Strain at Peak Stress = 0.001886 0.00000125 13468. 1.07742E+10 43.3109310 0.00005414 -0.00005086 Tensile Strain at Fracture of Concrete = -0.0001154 0.2241533 1.5547963 Maximum Coarse Aggregate Size = 0.750000 in 0.00000156 16797. 1.07499E+10 43.0517821 0.00006727 -0.00006398 0.2775253 1.9317526 0.00000188 20111. 1.07257E+10 42.8790309 0.00008040 -0.00007710 Number of Axial Thrust Force Values Determined from Pile-head Loadings = 3 0.3305175 2.3087098 0.00000219 23409. 1.07015E+10 42.7556500 0.00009353 -0.80009022 Number Axial Thrust Force 0.3831299 2.6856678 kips 0.00000250 26693. 1.86772E+10 42.6631256 0.0001067 -0.0001033 0.4353625 3.0626266 1 39.215 0.00000281 26693. 9490859889. 19.5225956 0.00005491 -0.0001813 2 41.760 0.2246164 -5.2246820 C 3 66.815 0.00000313 26693. 8541773900. 19.2395791 0.00006012 -0.0002024 0.2455400 -5.8308506 C 0.00000344 26693. 7765249000. 19.0086979 0.00006534 -0.0002234 Definitions of Run Messages and Notes: 0.2664149 -6.4369517 C 8.00008375 26693. 7118144916. 18.8123681 0.00007055 -0.0002445 i Page 9 Page 10 1. i j i 1 pile.lp90 pile.lp90 0.2871715 -7.0434800 C 0.7672523 -21.6056340 C 0.00000406 26693. 6570595307. 18.6417986 0.00007573 -0.0002655 0.00001156 26693. 2308587540. 17.3383779 0.0002005 -0.0007708 0.3077967 -7.6505318 C 0.7866326 -22.2116441 C 0.00000438 26693. 6101267071. 18.4961451 0.00008092 -0.0002866 0.00001188 26693. 2247835237. 17.3220622 0.0002057 -0.0007918 0.3283742 -8.2575141 C i 0.8059645 -22.8175775 C 0.00000469 26693. 5694515933. 18.3704255 0.00088611 -0.0003076 0.00001219 26693. 2190198436. 17.3068006 0.0002109 -0.0008128 0.3489039 -8.8644265 C 0.8252482 -23.4234341 C 0.00000500 26693. 5338608687. 18.2609034 0.00009130 -0.0003287 1 0.00001281 26693. 2083359488. 17.2791339 0.0002214 -0.0008549 0.3693858 -9.4712690 C 0.8636703 -24.6349155 C 0.00000531 26693. 5024572882. 18.1647214 0.00009650 -0.0003497 0.00001344 26693. 1986459046. 17.2548362 0.0002319 -0.0008969 0.3898199 -10.0780414 C 0.9018984 -25.8460872 C 0.00000563 26693. 4745429944. 18.0796572 0.0001017 -0.0003708 0.00001406 25693. 1898171978. 17.2334624 0.0002423 -0.0009389 0.4102060 -10.6847434 C 0.9399319 -27.0569473 C 0.00000594 26693. 4495670474. 18.0007931 0.0001069 -0.0003919 0.00001469 26693. 1817398702. 17.2143201 0.0002528 -0.0009809 0.4304689 -11.2919197 C 0.9777529 -28.2676317 C 0.00000625 26693. 4270886950. 17.9292219 0.0001121 -0.0004129 0.00001531 26693. 1743219163. 17.1967444 0.0002633 -0.0010229 0.4506596 -11.8992035 C 1.0153389 -29.4783144 C 0.00000656 26693. 4067511381. 17.86485261 0.0001172 -0.0004340 0.00001594 26693. 1674857627. 17.1812699 0.0002738 -0.0010649 0.4708031 -12.5064140 C 1.0527316 -30.6886634 C 0.00000688 26693. 3882624500. 17.8067043 0.0001224 -0.0084551 0.00001656 26693. 1611655453. 17.1676628 0.0002843 -0.0011069 0.4908994 -13.1135508 C 1.0899306 -31.8986760 C 0.00000719 26693. 3713814739. 17.7539662 0.0001276 -0.0004761 0.00001719 25693. 1553049800. 17.1557231 0.0002949 -0.0011489 0.5109484 -13.7206139 C 1.1269352 -33.1083508 C 0.00000750 26693. 3559072458. 17.7059631 0.0001328 -0.0004972 0.00801781 26693. 1498556825. 17.1452791 0.0003054 -0.0011908 0.5309500 -14.3276030 C 1.1637448 -34.3176857 C 0.00000781 26693. 3416709560. 17.6621275 0.0001380 -0.0005183 0.00001844 26693. 1447758288. 17.1361825 0.0003159 -0.0012328 0.5509042 -14.9345180 C 1.2003590 -35.5266788 C 0.00000813 26693. 3285297654. 17.6219794 0.0001432 -0.0005393 0.00001906 26693. 1400290803. 17.1283044 0.0003265 -0.0012747 0.5708109 -15.5413586 C 1.2367771 -36.7353281 C 0.00000844 26693. 3163619963. 17.5851098 0.0001484 -0.0005604 0.00001969 27019. 1372377018. 17.1215321 0.0003371 -0.0013167 0.5906700 -16.1481247 C 1 1 1.2729985 -37.9436316 C 0.08000875 26693. 3050633536. 17.5511683I0.0001536 -0.0005814 0.00002031 27836. 1370401015. 17.1157671 0.0003477 -0.0013586 0.6104816 -16.7548160 C 1.3090227 -39.1515872 C 0.00000906 26693. 2945439276. 17.5198526 0.0001588 -0.0006025 0.00002094 28653. 1368517494. 17.1109227 0.0003583 -0.0014005 0.6302455 -17.3614325 C 1.3448490 -40.3591929 C 0.00000938 26693. 2847257967. 17.4909008 0.0001640 -0.0006235 0.00002156 29470. 1366718287. 17.1069220 0.0003689 -0.0014424 0.6499616 -17.9679738 C 1.3804769 -41.5664466 C 0.00000969 26693. 2755410935. 17.4640849 0.8001692 -0.0006446 0.00002219 30286. 1364996145. 17.1036970 0.0003795 -0.0014843 0.6696299 -18.5744399 C 1.4159058 -42.7733462 C 0.00001000 26693. 2669304344. 17.4392054'. 0.0001744 -0.0006656 0.00002281 31101. 1363344613. 17.1011872 0.0003901 -0.0015261 0.6892504 -19.1808304 C 1.4511351 -43.9798895 C 0.00001031 26693. 2588416333. 17.4160868 0.0001796 -0.0006866 0.00002344 31916. 1361757920. 17.0993386 0.0004008 -0.0015680 0.7088229 -19.7871453 C 1.4861641 -45.1860745 C I 0.00001063 26693. 2512286441. 17.3945744' 0.0001848 -0.0007077 0.00002406 32731. 1360238897. 17.0981028 0.8004114 -0.0016098 0.7283475 -20.3933842 C 1.5289922 -46.3918988 C 0.00001094 26693. 2440506828. 17.3745311 0.0001900 -0.0007287 0.00002469 33544. 1358758895. 17.0974362 0.0004221 -0.0016517 0.7478240 -20.9995474 C 1.5556189 -47.5973605 C 0.00001125 26693. 2372714972. 17.3558352 0.0001953 -8.0007497 0.00002531 34358. 1357337726. 17.0972997 0.0004328 -0.0016935 Page 11 Page 12 ! pile.lp90 I pile.lp90 1.5900435 -48.8024571 C 2.6177969 -60.0000000 CY 0.00002594 35170. 1355963600. 17.0976581 0.0004435 -0.0017353 0.00005219 53950. 1033777186. 15.9006495 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0.00003344 44803. 1339905311. 17.1216621 0.0005725 -0.0022362 i 0.00008219 58379. 710320636. 14.2122959 0.0011681 -0.0057357 2.0179111 -60.0000000 CY 3.3630361 -60.0000000 CY 0.00003406 45444. 1334136415. 17.1056094 0.0005827 -0.0022786 0.00008469 58591. 691847785. 14.1029384 0.0011943 -0.0059194 2.0473330 -60.0000000 CY 3.4050036 -60.0000000 CY 0.00003469 45996. 1325996955. 17.0789861 0.0005924 -0.00232130.00008719 58801. 67442,x 131. 14.0886279 0.0012207 -0.0061031 2.0753972 -60.0000000 CY 3.4456478 -60.0000000 CY 0.00003531 46522. 1317436442. 17.0504325 0.0006021 -0.0023642 0.00008969 59011. 657958874. 13.9047820 0.0012471 -0.0062867 2.1029621 -60.0000000 CY I 3.4849582 -60.0000000 CY 0.00003594 47016. 1308270909. 17.0189604 0.0006116 -0.0024071 0.00009219 59216. 642340584. 13.8101136 0.0012731 -0.0064706 2.1299205 -60.0000000 CY 3.5222798 -60.0000000 CY 0.00003656 47451. 1297795991. 16.9811889 0.0006209 -0.0024504 0.00009469 59407. 627396660. 13.7146859 0.0012986 -0.0066551 2.1559095 -60.0000000 CY 3.5574291 -60.0000000 CY !i 0.00003719 47874. 1287370585. 16.9435091 8.0006301 -0.0024937 0.00009719 59556. 612791137. 13.6169068 0.0013234 -0.0068404 2.1815914 -60.0000000 CY 3.5902781 -60.0000000 CY 0.00003969 49349. 1243441106. 16.7791555 0.0006659 -0.0026678 0.00009969 59683. 598697587. 13.5204963 0.0013478 -0.0070259 2.2797042 -60.0000000 CY 3.6214008 -60.0000800 CY 0.00004219 50599. 1199373057. 16.6096646 0.0007007 -0.0028430 0.0001022 59807. 585271017. 13.4290935 0.0013723 -0.0072115 2.3722878 -60.0000000 CY 3.6513315 -60.0000000 CY 0.00004469 51598. 1154646514. 16.4308226 8.0007343 -0.0030195 0.0081047 59931. 572478995. 13.3426456 0.0013968 -0.0073969 2.4589816 -60.0000000 CY 3.6801038 -60.0000000 CY 0.00004719 52504. 1112662286. 16.2525861 0.0007669 -0.0031968 0.0001072 60055. 560277034. 13.2608106 0.0014214 -0.0075824 2.5410865 -68.0000000 CY 3.7077087 -60.0000000 CY 8.00004969 53228. 1071259461. 16.0668641 0.0007983 -8.0033754 0.0001097 60177. 548624781. 13.1832783 0.8014460 -0.0077677 Page 13 Page 14 i ' ' I pile.lp90 pile.lp90 3.7341368 -60.0000000 CY j 3.9870725 60.0000000 CYT 0.0801122 60299. 537485167. 13.1097659 0.0014708 -0.0079530 0.0003472 63254. 182190279. 10.3464773 0.0035922 -0.0255716 3.7593787 -60.0000000 CY 3.9680549 60.0000000 CYT 0.0001147 60420. 526824811. 13.0400155 0.0014955 -0.0081382 I 0.0003622 63273. 174697336. 10.2783021 0.0037227 -0.0267011 3.7834249 -60.0000000 CY i 3.9776043 60.0000000 CYT 0.0001172 60537. 516579437. 12.9683402 0.0015197 -0.0083240 0.0003772 63282. 167772647. 10.2264750 0.0038573 -0.0278265 3.8056690 -60.0000000 CY 3.9912115 60.0000000 CYT 0.0001197 60651. 506742647. 12.8979305 0.0015437 -0.0085100 3.8265254 -60.0000000 CY 0.0001222 60764. 497298120. 12.8307824 0.0015678 -0.0086960 Axial Thrust Force = 41.760 kips 3.8462368 -60.0000000 CY 0.0091247 60872. 488196984. 12.7659960 0.0015918 -0.0088820 Bending Bending Bending Depth to Max Comp Max Tens 3.8647276 -60.0000000 CY Max Conc Max Steel Run 0.0001272 60979. 479441282. 12.7040469 0.8016158 -0.0090680 Curvature Moment Stiffness N Axis Strain Strain 3.8820612 -60.0000000 CY Stress Stress Msg 0.0001297 61046. 470719432. 12.6361610 0.0016388 -0.0092550 i rad/in. in-kip kip-int in in/in in/in 3.8974750 -60.0000000 CY ksi ksi 0.0001322 61113. 462323477. 12.571287: 0.0016618 -0.0094420 3.9118469 -60.0000000 CY 0.0001347 61180. 454234566. 12.509243 0.0016848 -0.0096289 i 3.12500E-07 3389. 1.08461E+10 47.5361623 0.00001486 -0.00001139 3.9251668 -60.0000080 CY 0.0622025 0.4269902 0.0001372 61245. 446436308. 12.449890 0.0017080 -0.0098158 6.25000E-07 6764. 1.08224E+10 44.7759959 0.00002798 -0.00802452 3.9374277 -60.0000000 CY 0.1167119 0.8039524 0.0091522 61624. 404924686. 12.1378540.0018472 -0.0109365 ! 9.37500E-07 10123. 1.07983E+10 43.8559860 0.00004111 -0.00003764 3.9880824 -60.0000000 CY 0.1708416 1.1809159 0.0001672 61959. 370597918. 11.864359 0.0019836 -0.0120682 0.00000125 13468. 1.07741E+10 43.3960068 0.00005425 -0.00005075 3.9915088 -60.0000000 CY 0.2245915 1.5578803 0.0001822 62262. 341745648. 11.64581, 0.0021217 -0.0131820 0.00000156 16797. 1.07499E+10 43.1200391 0.00006738 -0.00006387 3.9981519 -60.0000000 CY 0.2779616 1.9348455 0.0001972 62430. 316601353. 11.441646' 0.0022561 -0.0143076 0.00000188 20111. 1.07257E+10 42.9360765 8.00008051 -0.00007699 3.9978022 60.0000090 CY 0.3304519 2.3118116 0.0002122 62572. 294889491. 11.262053 0.0023897 -0.0154341 0.00000219 23409. 1.07014E+10 42.8046882 0.00009364 -0.00009011 3.9836936 60.0000000 CY 0.3835625 2.6887786 0.0002272 62694. 275958753. 11.097388 0.8025212 -0.0165626 0.00000250 26693. 1.06772E+10 42.7061590 0.0001068 -0.0001032 3.9987747 60.0000000 CY 0.4357932 3.0657465 0.0002422 62808. 259336765. 10.9606516 0.0026545 -0.0176892 j 0.00000281 26693. 9490845409. 19.7102420 0.00005544 -0.0001808 3.9823703 60.0000000 CY 0.2267906 -5.2093771 C 0.0002572 62916. 244629773. 10.8453816 8.0027893 -0.0188145 9.00800313 26693. 8541760868. 19.4085846 0.09006065 -0.0002018 3.9946254 60.0000000 CY ! 0.2477098 -5.8155345 C 0.0002722 63018. 231524952. 10.7475256 0.0829253 -0.0199384 I 0.00000344 26693. 7765237153. 19.1624521 0.00006587 -0.0002229 3.9968013 60.0000000 CY 0.2685803 -6.4216243 C 0.0002872 63102. 219723584. 10.6608643 0.0030617 -0.0210621 0.00000375 26693. 7118134057. 18.9579645 0.00007109 -0.0002439 3.9742272 60.0000000 CYT 0.2894022 -7.0276463 C 0.0003022 63166. 209029074. 10.5791412 0.0031969 -0.0221869 0.00000406 26693. 6570585283. 18.7792342 0.00007629 -0,0002650 3.9917830 60.0000000 CYT 0.3100714 -7.6343402 C 0.0003172 63212. 199289117. 10.5063495 8.0033325 -0.0233113 0.00000438 26693. 6101257763. 18.6238637 0.00008148 -0.0002860 3.9995858 60.0000000 CYTi 0.3306443 -8.2413098 C 0.0003322 63234. 190357240. 10.4224570 0.0034622 -0.0244415 0.00000469 26693. 5694507245. 18.4897231 0.00008667 -0.0003071 Page 15 Page 16 1 - - - - pile,lp90 pile.lp90 0.3511694 -8.8482095 C 0.8275257 -23.4059505 C 0.00000500 26693. 5338600543. 18.3728327 0.00009186 -0.0003281 0.00001281 26693. 2083356309. 17.3262710 0.0002220 -0.0008543 0.3716468 -9.4550392 C 0.8659380 -24.6174011 C 0.00000531 26693. 5024565216. 18.2701496 0.00009706 -0.0003492 0.00001344 26693. 1986456016. 17.2998603 0.0002325 -0.0008963 0.3920762 -10.0617988 C 0.9041562 -25.8285419 C 0.00000563 26693. 4745422704. 18.1793069 0.0001023 -0.0003702 0.00001406 26693. 1898169082. 17.2765617 0.0002430 -0.0009383 0.4124577 -10.6684880 C 0.9421798 -27.0393709 C 0.00000594 26693. 4495663615. 18.0984360 0.0001075 -0.0003913 0.00001469 26693. 1817395929. 17.2559820 0.0002534 -0.0009803 0.4327912 -11.2751068 C 0.9800083 -28.2498864 C 0.00000625 26693. 4270880434. 18.0241234 0.0001127 -0.0004123 0.00001531 26693. 1743216 504. 17.2377919 0.0082640 -0.0010223 0.4530288 -11.8820026 C 1.0176412 -24,4600867 C 0.00000656 26693. 4067505175. 17.9553111 0.0001178 -0.0004334 0.00001594 26693. 1674855072. 17.2217141 0.0002745 -0.0010643 0.4731676 -12.4891986 C i 1.0550778 -30.6699707 C 0.00000688 26693. 3882618576. 17.8931238 0.0001230 -0.0004545 I 0.00001656 26693. 1611652994. 17.2067554 0.0002850 -0.0011063 0.4932591 -13.0963209 C 1.0922724 -31.8798990 C 0.00000719 26693. 3713809073. 17.8366983 0.0001282 -0.0004755 0.00001719 26693. 1553047431. 17.1934667 0.0002955 -0.0011482 0.5133034 -13.7033694 C 1.1292665 -33.0895380 C 0.00000758 26693. 3559067028. 17.7853152 0.0001334 -0.0004966 1.16606561 26693. 1448554538. 17.1817689 0.0803061 -0.0011902 0.5333002 -14.3103439 C 1.1660656 -34.2988365 C 0.00000781 26693. 3416704347. 17.7383702 0.0001386 -0.0005177 10,00001844 26693. 1447756079. 17.1715039 0.0003166 -0.0012322 0.5532496 -14.9172442 C 1.2026692 -35.5077930 C 0.00000813 26693. 3285292642. 17.6953521 0.0001438 -0.0005387 0.00001906 26693. 1400288667. 17.1625343 0.0003272 -0.0012741 0.5731515 -15.5240701 C 1.2390767 -36.7164054 C 0.00000844 26693. 3163615136. 17.6558252 0.0001490 -0.0005598 0.00001969 27082. 1375618378. 17.1547405 0.0003377 -0.0013168 0.5930059 -16.1308215 C 1.2752875 -37.9246717 C 0.00000875 26693. 3050628881. 17.6194164 0.0001542 -0.0005808 j 0.00002031 27900. 1373540228. 17.1480172 0.0003483 -0.0013579 0.6128126 -16.7374981 C I 1.3113010 -39.1325899 C 0.00000906 26693. 2945434782. 17.5858037 0.0001594 -0.0006019 0.00002094 28717. 1371560646. 17.1422720 0.0003589 -0.0013998 0.6325717 -17.3440997 C 1.3471166 -40.3401580 C 0.00000938 26693. 2847253623. 17.5547083 0.0001646 -0.0006229 i 0.00002156 29534. 1369670933. 17.1374232 0.0003695 -0.0014417 0.6522838 -17.9506261 C 1.3827337 -41.5473738 C 0.00000969 26693. 2755406732. 17.5258873 0.0001698 -0.0006440 i 0.00002219 30349. 1367863370. 17.1333983 0.0003801 -0.0014836 0.6719465 -18.5570773 C 1.4181517 -42.7542352 C 0.00001000 26693. 2669300271. 17.4991280 0.0001750 -0.0006650 0.00002281 31165. 1366131083, 17.1301329 0.0003908 -0.0015255 0.6915621 -19.1634528 C 1.4533781 -43.9607402 C 0.00001031 26693. 2588412384. 17.4742438 0.0001802 -0.00068600.00002344 31980. 1364467931. 17.1275693 0.0004014 -0.0015673 I i 0.7111298 -19.7697527 C 1.4883882 -45.1668864 C 0.00001063 26693. 2512282608. 17.4510698 0.0001854 -0.0007071 F 0.00002406 32794. 1362868407. 17.1256560 0.0004121 -0.0016092 0.7306495 -20.3759766 C ! 1.5232054 -46.3726719 C 0.00001094 26693. 2440503105. 17.4294600 0.0001906 -0.0007281 I 0.00002469 33608. 1361327563. 17.1243466 0.0004228 -0.0016510 F 0.7501211 -20.9821244 C ! 1.5578210 -47.5780943 C 0.00001125 26693. 2372711352. 17.4092847 0.0001959 -0.0007491 ! 0_00002531 34421. 1359840938. 17.1235995 0.0004334 -0.0016928 0.7695446 -21.5881958 C 1.5922345 -48.7831514 C 0.00001156 26693. 2308584018. 17.3904282 0.0002011 -0.0007702 0.00002594 35234. 1358404499. 17.1233770 0.0804441 -0.0017346 I � 0.7889199 -22.1941911 C 1.6264452 -49.9878411 C 0.00001188 26693. 2247831807. 17.3727870 0.0002063 -0.0007912 0.00002656 36046. 1357014593. 17.1236450 0.0004548 -0.0017764 0.8082470 -22.8001092 C 1.6604525 -51.1921609 C 0.00001219 26693. 2190195094. 17.3562681 0.0002115 -0.0008122 0.00002719 36857. 1355667899. 17.1243726 0.0004656 -0.0018182 Page 17 Page 18 INIMII I I i I pile.lp90 pile.1p90 1.6942557 -52.3961086 C 2.8323731 -60.0000000 CY � 0.00002781 37668. 1354361396. 17.1255318 0.0004763 -0.0018599 i 0.00005969 55612. 931722075. 15.4266589 0.0009208 -0.0040930 1.7278542 -53.5996820 C I 2.8969016 -60.0000000 CY 0.00002844 38479. 1353092328. 17.1270968 0.0004871 -0.0019017 0.00006219 56091. 901958859. 15.2774013 0.0009501 -0.0042737 1.7612473 -54.8028785 C 2.9588902 -60.0000000 CY 0.00002906 39288. 1351858171. 17.1290444 0.0004978 -0.0019434 0.00006469 56448. 872627523. 15.1224983 0.0009782 -0.0044555 1.7944344 -56.0056954 C 3.0167507 -60.0000000 CY 0.00002969 40098. 1350656617. 17.1313532 0.0005086 -0.0019852 0.00006719 56787. 845196057. 14.9775745 0.0010063 -0.0046374 1.8274148 -57.2081318 C 3.0727445 -60.0000000 CY 0.00003031 40906. 1349485544. 17.1340036 0.0005194 -0.0020269 0.00006969 57124. 819713858. 14.8441106 0.0010344 -0.0048193 1.8601879 -58.4101837 C 3.1272435 -60.0000000 CY 0.00003094 41714. 1348343003. 17.1369777 0.0005302 -0.0020686 1 0.00007219 57460. 795978159. 14.7209261 0.0010627 -0.0050011 1.8927528 -59.6118491 C 3.1802356 -60.0000000 CY 0.00003156 42522. 1347227196. 17.1402589 0.0005410 -0.0021103 0.00007469 57782. 773647659. 14.5970883 0.0010902 -0.0051835 1.9251091 -60.0000000 CY 3.2303319 -60.0000000 CY 0.00003219 43329. 1346136464. 17.143832 0.0005518 -0.0021519 0.00007719 58034. 751859508. 14.4687872 0.0011168 -0.0053669 1.9572559 -60.0000000 CY 3.2771124 -60.0000000 CY 0.00003281 44135. 1345053639. 17.147616 0.0005627 -0.0021936 0.00007969 58247. 730947533. 14.3428861 0.0011429 -0.0055508 1.9891860 -60.0000000 CY 3.3216402 -60.0000000 CY 0.00003344 44869. 1341862313. 17.142482 0.0005732 -0.0022355 0.00008219 58460. 711296212. 14.2254532 0.0011692 -0.0057346 2.0199891 -60.0000009 CY 3.3648650 -60.0000000 CY 0.00003406 45510. 1336062210. 17.126113 0.0005834 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49420. 1245233260. 16.797696 0.0006667 -0.0026671 I 0.00009969 59765. 599520339. 13.5330230 0.0013491 -0.0070247 2.2817502 -60.0000000 CY L 3.6230284 -60.0000000 CY 0.00004219 50671. 1201098790. 16.6274314 0.0007015 -0.0028423 0.0001022 59889. 586073029. 13.4413483 0.0013735 -0.0072102 2.3743150 -60.0000000 CY 3.6528978 -60.0000000 CY 0.00004469 51671. 1156273378. 16.4476707 0.0007350 -0.0030187 0.0001047 60013. 573261251. 13.3546421 0.0013981 -0.0073957 2.4609629 -60.0000000 CY 3.6816083 -60.0000000 CY 0.00004719 52579. 1114250432. 16.2700767 0.0007677 -0.0031960 0.0001072 60137. 561040451. 13.2725615 0.0014227 -0.0075811 !, 2.5431998 -60.0000000 CY 3.7091509 -60.0000000 CY 0.00004969 53303. 1072766359. 16.0835466 0.0007992 -0.0033746 i 0.0001097 60259. 549370133. 13.1947954 0.0014473 -0.0077664 2.6198627 -60.0000000 CY 3.7355163 -60.0000000 CY 0.00005219 54025. 1035210232. 15.9166000 0.0008306 -0.0035531 0.0001122 60381. 538213410. 13.1210603 0.0014720 -0.0079517 2.6946699 -60.0000000 CY 3.7606950 -60.0000000 CY 0.00005469 54600. 998394992. 15.7460299 0.0008611 -0.0037326 i 0.0001147 60502. 527536610. 13.0510977 0.0014968 -0.0081370 2.7649600 -60.0000000 CY 3.7846774 -60.0000000 CY 0.00005719 55110. 963664721. 15.5832620 0.0008912 -0.0039126 0.0001172 60619. 517283348. 12.9805009 0.0015212 -0.0083226 Page 19 Page 20 • pile.lp90 ! pile.lp90 3.8069989 -60.0000000 CY !! 3.9920415 60.0000000 CYT 0.0001197 60733. 507431356. 12.9098780 0.0015452 -0.0085086 3.8277861 -60.0000000 CY 0.0001222 60846. 497973220. 12.8425543 0.0015692 -0.0086946 Axial Thrust Force = 66.815 kips 3.8474305 -60.0000000 CY 0.0001247 60954. 488858031. 12.7775718 0.0015932 -0.0088805 Bending Bending Bending Depth to Max Comp Max Tens 3.8658510 -60.0000000 CY Max Conc Max Steel Run 0.0001272 61062. 480095959. 12.7156450 0.0016173 -0.0090665 Curvature Moment Stiffness N Axis Strain Strain 3.8831330 -60.0000000 CY ' Stress Stress Msg 0.0001297 61130. 471363199. 12.6476321 0.0016402 -0.0092535 ! rad/in_ in-kip kip-int in in/in in/in 3.8984826 -60.0000000 CY ksi ksi 0.0001322 61197. 462954614. 12.5825748 0.0016633 -0.0094405 3.9127837 -60.0000000 CY 0.0001347 61263. 454853564. 12.5203544 0.0016863 -0.0096274 3.12500E-07 3389. 1.08445E+10 50.8580444 0.00001589 -0.00001036 3.9260324 -60.0000000 CY 0.0665696 0.4570948 0.0001372 61329. 447043579. 12.4608319 0.0017095 -0.0098143 6.25000E-07 6763. 1.08216E+10 46.4415877 0.00002903 -0.00002347 , 3.9382213 -60.0000000 CY 0.1210608 0.8341413 0.0001522 61708. 405476334. 12.1493612 0.0018490 -0.0109348 9.37500E-07 10123. 1.07977E+18 44.9695460 0.00004216 -0.00003659 3.9884844 -60.0000000 CY 0.1751724 1.2111908 0.0001672 62043. 371097527. 11.8750948 0.0019854 -0.0120584 j 0.00000125 13467. 1.07737E+10 44.2335735 0.00005529 -0.00004971 3.9909461 -60.0000000 CY 0.2289041 1.5882420 0.0001822 62346. 342207816. 11.6562546 0.0021236 -0.0131801 0.00000156 16796. 1.07496E+10 43.7920237 0.00006843 -0.00006282 3.9975555 -60.0000000 CY 0.2822560 1.9652948 0.0001972 62514. 317027251. 11.4514897 0.0022581 -0.0143057 0.00000188 20110. 1.07254E+10 43.4976833 0.00008156 -0.00007594 3.9979909 50.0000000 CY 0.3352280 2.3423490 0.0002122 62657. 295288627. 11.2731801 0.0023920 -0.0154317 0.00000219 23409. 1.07012E+10 43.2874628 0.00009469 -0.00008906 3.9843266 60.0000000 CY 0.3878200 2.7194047 0.0002272 62779. 276330467. 11.1079785 0.0025236 -0.0165602 0.00000250 26692. 1.06770E+10 43.1298170 0.0001078 -0.0001022 3.9989468 60.0000000 CY 0.4400322 3.0964617 0.0002422 62892. 259684096. 10.9708408 0.0026570 -0.0176867 0.00000281 29961. 1.06528E+10 43.0072208 0.0001210 -0.0001153 3.9815967 60.0000000 CY 0.4918645 3.4735202 0.0002572 63000. 244956079. 10.8551429 0.0027918 -0.0188119 0.80000313 29961. 9587484966. 20.9869948 0.00006558 -0.0001969 3.9950086 60.0000000 CY 0.2679440 -5.6724911 C 0.0002722 63102. 231832092. 10.7569999 0.0029279 -0.0199358 0.00000344 29961. 8715895423. 20.6285641 0.00007091 -0.0002178 3.9959928 60.0000000 CY i 0.2891962 -6.2754713 C 0.0002872 63186. 220016135. 10.6701982 0.0030643 -0.0210594 ` 0.00000375 29961. 7989570805. 20.3177765 0.00007619 -0.0002388 3.9751317 60.0000000 CYT 1 0.3102029 -6.8797668 C 0.0003022 63250. 209306624. 10.5881335 0.0031996 -0.0221841 0.00000406 29961. 7374988435. 20.0532828 0.00008147 -0.0002598 3.9922971 60.0000000 CYT 0.3311249 -7.4842414 C 0.0003172 63296. 199554028. 10.5153866 0.0033353 -0.0233084 I 0.00000438 29961. 6848203547. 19.8271059 0.00008674 -0.0002808 3.9997003 60.0000000 CYT 0.3519968 -8.0886484 C 0.0003322 63319. 190612764. 10.4338653 0.0034660 -0.0244378 0.00000469 29961. 6391656644. 19.6258382 0.00009200 -0.0003018 3.9858844 60.0000000 CYT 0.3727099 -8.6937689 C 0.0003472 63339. 182434500. 10.3575219 0.0035960 -0.0255677 0.00000500 29961. 5992178104. 19.4461677 0.00009723 -0.0003228 3.9668527 60.0000000 CYT 0.3932922 -9.2994057 C 0.0003622 63358. 174931181. 10.2890209 0.0037266 -0.0266972 I 0.00000531 29961. 5639697039. 19.2880816 0.0001025 -0.0003438 3.9788194 60.0000000 CYT 0.4138256 -9.9049737 C 0.0003772 63365. 167994547. 10.2378186 0.0038616 -0.0278222 0.00000563 29961. 5326380536. 19.1479835 0.0001077 -0.0003648 Page 21 Page 22 pile.lp90 pile.lp90 0.4343098 -10.5104727 C 0.9642983 -26.8660784 C 0.00000594 29961. 5046044719. 19.0230341 0.0001129 -0.0003858 0.00001469 29961. 2039890418. 17.6635587 0.0002594 -0.0009743 0.4547449 -11.1159026 C 1.0020286 -28.0762842 C 0.00000625 29961. 4793742483. 18.9109619 0.0001182 -0.0004068 0.00001531 29961. 1956629585. 17.6294347 0.0002700 -0.0010163 0.4751308 -11.7212631 C 1.0395627 -29.2861728 C 0.00000656 29961. 4565469031. 18.8049447 0.0001234 -0.0004278 0.00001594 29961. 1879899013. 17.5986770 0.0002805 -0.0010583 0.4953376 -12.3275027 C 1.0769003 -30.4957427 C 0.00000688 29961. 4357947712. 18.7083727 0.0001286 -0.0004489 0.00001656 29961. 1808959427. 17.5709080 0.0002910 -0.0011002 0.5154810 -12.9337807 C 1.1140408 -31.7049920 C 0.00000719 29961. 4168471724. 18.6205416 0.0001338 -0.0004699 i0.00001719 29961. 1743179085. 17.5458052 0.0003016 -0.0011422 0.5355762 -13.5399871 C 1.1509836 -32.9139189 C 0.00000750 29961. 3994785402. 18.5403594 0.0001391 -0.0004909 0.00001781 29961. 1682014906. 17.5230913 0.0003121 -0.0011841 0.5556229 -14.1461218 C 1.1877281 -34.1225218 C 0.00000781 29961. 3834993986. 18.4669092 0.0001443 -0.0005120 0.00001844 29961. 1624997452. 17.5025269 0.0003227 -0.0012260 0.5756212 -14.7521846 C 1.2242739 -35.3307989 C 0.00000813 29961. 3687494218. 18.3994149 0.0001495 -0.0005330 0.00001906 29961. 1571718847. 17.4839036 0.0003333 -0.0012680 0.5955710 -15.3581753 C 1.2606203 -36.5387482 C 0.00000844 29961. 3550920358. 18.337215 0.0001547 -0.0005540 0.00001969 29961. 1521823010. 17.4670399 0.0003439 -0.0013099 0.6154723 -15.9640938 C 1.2967668 -37.7463681 C 0.00000875 29961. 3424101773. 18.279744 0.0001599 -0.0005751 0.00002031 29961. 1474997687. 17.4517764 0.0003545 -0.0013518 0.6353249 -16.5699399 C 1.3327128 -38.9536566 C 0.00000906 29961. 3306029299. 18.22651271 0.0001652 -0.0005961 0.00002094 29961. 1430967905. 17.4379730 0.0003651 -0.0013936 0.6551289 -17.1757134 C1.3684576 -40.1606125 C 0.00000938 29961. 3195828322. 18.1770977 0.0001704 -0.0006171 0.00002156 30160. 1398715310. 17.4255055 0.0003757 -0.0014355 0.6748840 -17.7814140 C 1.4040009 -41.3672327 C 0.00000969 29961. 3092737086. 18.1311304 0.0001756 -0.0006381 0.00002219 30975. 1396068572. 17.4142642 0.0003864 -0.0014774 0.6945904 -18.3870418 C 1.4393419 -42.5735160 C 0.00001000 29961. 2996089052. 18.088288 0.0001809 -0.0006591 0.00002281 31790. 1393542895. 17.4041511 0.0003970 -0.0015192 0.7142479 -18.9925964 C 1.4744801 -43.7794603 C 0.00001031 29961. 2905298474. 18.047616 0.0001861 -0.0006801 0.00002344 32605. 1391128480. 17.3950788 0-0004077 -0.0015611 0-7338300 -19.5982783 C 1.5094149 -44.9850639 C 0.00001063 29961. 2819848519. 18.008062 0.0001913 -0.0007012 0.00002406 33418. 1388816543. 17.3869690 0.0004184 -0.0016029 0.7533017 -20.2043533 C 1.5441456 -46.1903246 C 0.00001094 29961. 2739281419. 17.971009 0.0001966 -0.0007222 0.00002469 34232. 1386599191. 17.3797515 0.0004291 -0.0016447 0.7727253 -20.8103517 C 1.5786717 -47.3952406 C 0.00001125 29961. 2663190268. 17.9362505 0.0002018 -0.0007432 0.00002531 35044. 1384469308. 17.3733627 0.0004398 -0.0016865 0.7921007 -21.4162732 C 1.6129926 -48.5998098 C 0.00001156 29961. 2591212153. 17.9036000 0.0002070 -0.0007642 i 0.00002594 35857. 1382420462. 17.3677455 0.0004505 -0.0017283 0.8114277 -22.0221178 C ` 1.6471076 -49.8040302 C 0.00001188 29961. 2523022359. 17.8728921 0.0002122 -0.0007853 0.00002656 36668. 1380446828. 17.3628481 0.8004612 -0.0017700 0.8307065 -22.6278853 C 1.6810161 -51.0078998 C 0.00001219 29961. 2458329478. 17.8439779 0.0002175 -0.0008063 0.00002719 37479. 1378543114. 17.3586235 0.0004719 -0.0018118 8.8499368 -23.2335753 C 1 1.7147176 -52.2114165 C 0.00001281 29961. 2338410967. 17.7910081 0.0002279 -0.0008483 i0.00002781 38290. 1376704502. 17.3550289 0.0004827 -0.0018536 0.8882519 -24.4447223 C 1.7482113 -53.4145782 C 0.80001344 29961. 2229647666. 17.7437666 0.0002384 -0.0008903 0.00002844 39099. 1374926597. 17.3520253 0.0004934 -0.0018953 0.9263726 -25.6555572 C 1.7814966 -54.6173829 C 0.00001406 29961. 2130552215. 17.7014935 0.0002489 -0.0009323 I 0.00002906 39909. 1373205382. 17.3495771 0.0005042 -0.0019370 Page 23 Page 24 � I I 9Z aged SZ aged £998800'0- SL09T00'0 LSZTZ68'Z1 'L89E9E56tr '99LI9 LbZI000•0 I917VV00'0- 9L86000"0 ZLOEL9Z'SI '6LL61741788 '62LS 691790000.0 AJ 0000000'09- L5L68S8•£ AJ 0000000'09- L59L8L5'Z £089800.0- 17E8SI00.0 80L8856•ZT '6L0TT9405 'L59T9 ZZZI000'0 I S179Z1700'0- £656000'0 TEZ85ZV"ST "0LEI@Z1716 'ZS89S 6290000.0 AJ 0000000'09- 25265£8'£ AJ 0000000"09- V69L9I6•Z 91761,800'0- Z655100"0 ESEZLZ8'EI 'SVIVOZVIS "t4' I9 L6IT000'0 017801700.0- L6Z6000"0 SZSL9L5'ST -6TLELEbtr6 "L9E95 69650000'0 AJ 0000000'09- 5900618•£ I AJ 0000000'09- EZVST58"1 560E800'0- ZVEST00.0 6ZSZZ60'EI "9ES6STVZS 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AJ 0000000.09- E096E0Z"Z 6928900'0- 69££100.0 LL6ESSL'EI 'TZVL68IZ9 'TVV09 61L50000"0 8581,200.0- 5[£9000'0 OZISVSI-LT "OSZT65L0£T "92984 61[£0000.0 A7 0000000.09- ZVVI9L4'£ AJ 0000000'09- 8Z0tr8L1'Z LIb9900'O- OZIET00.0 SE0E9S8"EL "59ZSiL9E9 'Z6Z09 69160000'0 SZVVZ00'0- L8Z9000"0 V8LV56i•LT '80EZLE8TET "EOZ8V 959E0000'0 AJ 0000000'09- E0TZeVS"£ AJ 0000000'09- ELBEZST'Z E85V900'0- SS8ZTO0'0 TV804V6"ET '8EZ1LLTS9 '58009 6TZ60000'0 tr66EZ00'0- 4619000"0 06IVVEZ•LT -VEOVV68ZEI •6SLLV V65E0000'0 AJ 0000000'09- 1698Z@S"£ I AJ 0000000"89- 8181521'2 8VLZ900"0- 0652100'0 VS9TLE0•VT '8889Z9L99 -8L865 69680000.0 995EZOO"0- L609000"0 6SZLS9Z"LI 'SESZVTBEET 'ESZLV 1E5E0000'0 AJ 0000000'09 Z8LIV917'E I AJ 0000000.09- 176VVL60'2 Zt60900"0- SZEZT00"0 IE8E9ET'4T '06@LLEV89 '69965 61L80000'0 8EIEZ00"0- 6665000'0 9L0L56Z"LT •6Z09VOLVET "92[94 6917E0000"0 AJ 0000000'09- 98Vi4ZV'£ AJ 0000000'09- 5880690"Z 9L06500"0- T9OZt00'0 LZLZZVZ'1T "68Vb@IZOL '65465 591780000'0 ZILZZ00'0- 0065000"0 ZTL9TZE•LT '64Z686VSE1 '1ST9tr 906£0000.0 AJ 0088000.09- 606LZ8£'E i AJ 0000000'09- Z9496E0-Z 6EZLS00"0- 86L1T80.8 SSEVSSE'VT '61V8680ZL '6VZ6S 61280000'0 68ZZZ00'0- 86L5000'8 9L866EE"L1 "IS6E60I9EI "ZlSSV 1,1,££0800'0 A7 8000088.09- L51T@bE'E AJ 0000000.09- 1509800'Z Z0V5500'8- 9E5i100'0 E8V59Lb'tI "ZZV6S804L 'LE065 696L8000'0 TL8100-0- 1695000-0 E£060VE'LI 'ZVOZ88E9EI 'ZSLV4 ISZ£0800-0 AJ 0000000.09- SE£T95Z'£ AJ 0000000.89- 996L916.1 E95ES00'0- VLZII@8.0 5SLE909'Vt 'E90I0IZ9L 'SZ885 6TLL0000"0 SSVIZ00"0- £855000.0 69I9VVE'LT '4T80EE59EI 'LV6EV 6TZE0000"0 AJ 0000000.09- 6LVZ6VZ"£ A7 00@0@08'@9- I5LLtrtr6'T EELTS00'0- 5881100.0 OILOVEL•VT •LE0660V8L 'Z9S85 69VL0000.0 ( 8E0TZ00"0- VLV5000.0 Z9ZLVVE'LI 'ZLT81899ET 'OVtE4 951£0000'0 AJ 0000000'89 2962861"£ J EL86VZV-65- EtbSZT6'I 91661700'0- IZLOI00"0 E656IS8-VT 'EV90E9908 '6ZZ85 6LZL0000.0 TZ90Z00"0- 99E5000'0 LZSZStE'Lt '55594E89EI 'EEEZV V60E0000"8 AJ 0000000'09- 66Z8S4i•£ J 92£9£22'85 8960088'1 66081,00"0- 6E170100'0 9L6E6L6"VT '9EE65LOE8 'V68L5 69690000.0 4OZ0Z00'0- 8SZS088'0 46TZ9VE'LI "E098T669E1 -9ZSI4 1E0E0000'0 AJ 0080008'09- 517£8168'£ J ZZT6TZO'L5- 96EVLV8"T 08Z9V00.0- LSIOt@8'0 68VVLTI"ST '999£99958 'LSSLS 61L90000'0 L8L6100"0- OST5008"0 8IS9LVE"LT "LLILESTLEI '8ILOV 69520008'0 AJ 0000000'09- T6VE9E0"E o6dt•aTtd J Z8Z8618'55- 6ZLSVT8-I 06dT•aTTd I I. pile.lp90 pile.1p90 3.8767155 -60.0000000 CY 0.0001272 61873. 486468654. 12.8283465 0.0016316 -0.0090521 Moment values interpolated at maximum compressive strain = 0.003 3.8932935 -60.0000000 CY or maximum developed moment if pile fails at smaller strains. 0.0001297 61952. 477699141. 12.7611874 0.0016550 -0.0092388 3.9081890 -60.0000000 CY Load Axial Thrust Nominal Mom. Cap. Max. Comp. 0.0001322 62018. 469166209. 12.6943104 0.0016780 -0.0094257 No. kips in-kip Strain 3.9217884 -60.0000000 CY --- I 0.0001347 62084. 460945655. 12.6303525 0.0017012 -0.0096126 I 1 39.215 63064.019 0.00300000 3.9343302 -60.0000000 CYI 2 41.760 63146.223 0.00300000 i 0.0001372 62149. 453020222. 12.5691540 0.0017243 -0.0097994 3 66.815 63954.271 0.00300000 3.9458057 -60.0000000 CY 0.0001522 62527. 410856971. 12.2527927 0.0018647 -0.0109190 Note that the values of moment capacity in the table above are not 3.9917879 -60.0000000 CY factored by a strength reduction factor (phi-factor). 0.0001672 62865. 376013889. 11.98153501 0.0020032 -0.0120406 3.9901161 -60.0000000 CY In ACI 318, the value of the strength reduction factor depends on whether 0.0001822 63173. 346746805. 11.75933451 0.0021424 -0.0131613 the transverse reinforcing steel bars are tied hoops (0.65) or spirals (0.70). 3.9916676 -60.0000000 CY 0.0001972 63340. 321218490. 11.5491757 0.0022774 -0.0142864 The above values should be multiplied by the appropriate strength reduction 3.9994047 60.0000000 CY factor to compute ultimate moment capacity according to ACI 318, Section 0.0002122 63486. 299196756. 11.3767364 0.0024140 -0.0154097 ( 9.3.2.2 or the value required by the design standard being followed. 3.9896174 60.0000000 CY 0.0002272 63610. 279987996. 11.213326 0.0025475 -0.0165362 The following table presents factored moment capacities and corresponding 3.9999499 60.0000000 CY bending stiffnesses computed for common resistance factor values used for 0.0002422 63720. 263101937. 11.07217 0.0026815 -0.0176622 reinforced concrete sections. 3.9837580 60.0000000 CY 0.0002572 63825. 248166892. 10.952257 0.0028168 -0.0187870 Axial Resist. Nominal Ult. (Fac) Ult. (Fac) Bend. Stiff. 3.9980492 60.0000000 CY Load Factor Moment Cap Ax. Thrust Moment Cap at Ult Mom 0.0002722 63924. 234854555. 10.85122 0.0029536 -0.0199102 No. for Moment in-kips kips in-kips kip-inA2 3.9879518 60.0000000 CY 0.0002872 64013. 222895102. 10.763105 0.0030910 -0.0210327 1 0.65 63064. 25.489750 40992. 1.3472E+09 3.9832540 60.0000000 CYT 2 0.65 63146. 27.144000 41045. 1.3493E+09 0.0003022 64074. 212034152. 10.678435 0.0032269 -0.0221569 3 0.65 63954. 43.429750 41570. 1.3698E+09 3.9965387 60.0000000 CYT 0.0003172 64122. 202159265. 10.605895 0.0033641 -0.0232797 1 0.70 63064. 27.450500 44145. 1.3428E+09 3.9961185 60.0000000 CYT 2 0.70 63146. 29.232000 44202. 1.3448E+09 0.0003322 64150. 193113862. 10.5368961 0.0035002 -0.0244035 I 3 0.70 63954. 46.770500 44768. 1.3638E+09 3.9751538 60.0000000 CYT 0.0003472 64173. 184837568. 10.4681340 0.0036344 -0.0255293 1 0.75 63064. 29.411250 47298. 1.3015E+09 3.9755381 60.0000000 CYT 2 0.75 63146. 31.320000 47360. 1.3036E+09 0.0003622 64186. 177217603. 10.4019396 0.0037675 -0.0266563 3 0.75 63954. 50.111250 47966. 1.3240E+09 3.9895609 60.0000000 CYT 0.0003772 64189. 170177039. 10.3519181 0.0039046 -0.0277791 3.9981009 60.0000000 CYT Layering Correction Equivalent Depths of Soil 8 Rock Layers Summary of Results for Nominal (Unfactored) Moment Capacity for Section 1 Top of Equivalent Page 27 Page 28 T • pile.lp90 Layer Top Depth Same Layer Layer is F@ f1 pile.lp90 Layer Below Below Type As Rock or Integral IntegralY Y 3.6 1.04431.0.88 0+@7 19837. -0.00484 0.00 1.07E+13 L No. Pile Head Grnd Surf Layer is Below for Layer for Layer -11.306534.133 8 8.1.3250 1.0289 1.88E+07 19797. 8.90483 0.00 1.87E+13 ft ft Above Rock Layer lbs lbs -13.8317 42.7501 0.00 1.5900 1.0135 1.88E+87 19753. -0.00483 0.00 1.07E+13 1 0.5000 0.00 N.A. No 0.00 1579. -13.7625 43.1809 0.00 2 2.5000 0.7227 No No 1579. 153775. 1.8550 0.9982 1.89E+87 19709. -0.80482 0.00 1.07E+13 3 7.5000 5.7227 Yes No 155354. 514909. -13.6927 43.6221 8.00 4 15.5000 13.7227 Yes No 670263. 877629. 2.1200 0.9829 1.90E+07 19666. -0.80482 0.00 1.07E+13 5 25.5000 23.7227 Yes No 1547892. 100775. -13.6223 44.0743 0.00 6 35.5000 35.0000 No No 1648666. N.A. 2.3850 0.9676 1.90E+87 19623. -0.00481 0.00 1.07E+13 Notes: The F0 integral of Layer n+1 -13.5513 44.5378 0.00 eg y equals the sum of the F0 and F1 integrals I 2.6500 0.9523 1.91E+07 19226. -0.00488 0.00 1.07E+13 for Layer n. Layering correction equivalent depths are computed only -235.8594 787.6224 0.00 for soil types with both shallow-depth and deep-depth expressions for 2.9150 0.9370 1.92E+07 18437. -8.00480 0,00 1.07E+13 peak lateral load transfer. These soil types are soft and stiff clays, -260.6828 884.7014 0.00 non-liquefied sands, and cemented c-phi soil. 3.1800 0.9218 1.92E+07 17570. -0.00479 0.00 1.07E+13 -284.5797 981.7805 0.00 3.4450 0.9065 1.93E+07 16628. -0.00479 0.00 1.07E+13 -387.5516 1079. 0.00 3.7100 8.8913 1.93E+07 15615. -0.00478 0.00 1.07E+13 -329.6003 1176. 0.80 Computed Values of Pile Loading and Deflection 3.9750 0.8761 1.94E+07 14534. -8.00478 0.00 1.07E+13 for Lateral Loading for Load Case Number 1 -350.7274 1273. 0.00 4.2400 0.8609 1.94E+07 13386. -0.00477 0.00 1.07E+13 Pile-head conditions are Shear and Moment (Loading Type 1) -370.9347 1370. 0.08 4.5050 0.8458 1.95E+07 12176. -0.00476 0.00 1.07E+13 -390.2237 1467. 0.00 Shear force at pile head = 19897.8 lbs 4.7700 0.8306 1.95E+87 10906. -0.00476 0.00 1.07E+13 Applied moment at pile head = 18457640.0 in-lbs -408.5963 1564. 0.00 Axial thrust load on pile head = 66815.0 lbs 5.0358 8.8155 1.95E+87 9579. -0.08475 0.00 1.07E+13 -426.0540 1661. 0.00 Depth Deflect. Bending Shear Slope Total Bending Soil 5.3000 0.8084 1.96E+07 8197. -0.00475 0.00 1.87E+13 Res. Soil Spr. Distrib. 442.5487 1758. 0.08 X y Moment Force S Stress Stiffness p 5.5650 0.7853 1.96E+87 6765. -0.00474 0.00 1.07E+13 Es*h Lat. Load -458.2319 1855. 0.00 feet inches in-lbs lbs radians psi* in-lb^2 5.8300 0.7703 1.96E+07 5285. -8.00473 0.00 1.07E+13 lb/inch lb/inch lb/inch 472.9555 1953. 0.00 6.0950 0.7552 1.96E+07 3759. -0.00473 0.00 1.07E+13 -486.7711 2050. 0.00 0.00 1.1059 1.85E+87 19897. -0.00486 0.00 1.07E+13 6.3600 0.7402 1.96E+97 2190. -0.00472 0.00 1.87E+13 0.00 0.88 0.00 -499.6804 2147. 0.80 0.2650 1.8985 1.85E+07 19897. -0.08485 0.00 1.07E+13 6.6250 0.7252 1.96E+87 582.0447 -8.08472 0.00 1.07E+13 0.00 0.00 0.00 -511.6851 2244. 0.00 0.5300 1.0751 1.86E+07 19889. -0.00485 0.00 1.07E+13 6.8900 0.7102 1.96E+07 -1063. -0.00471 0.00 1.07E+13 5.8395 14.9067 0.90 -522.7870 2341. 0.00 0.7950 1.0596 1.87E+07 19868. -0.00484 0.00 1.07E+13 7.1550 0.6952 1.96E+07 -2741. -0.00471 0.00 1.07E+13 8.1886 24.5739 9.09 -532.9876 2438. 0.00 Page 29 Page 30 pile_1p90 pile.lp90 7.4200 0.6803 1.96E+07 -4451. -0.00470 0.00 1.07E+13 13.7800 0.3267 1.66E+07 -75513. -0.00457 0.00 1.08E+13 -542.2887 2535. 0.00 -833.0635 8108. 0.00 7.6850 0.6653 1.96E+07 -6773. -0.00469 0.00 1.07E+13 14.0450 0.3122 1.63E+07 -78128. -0.00456 0.00 1.08E+13 -917.8201 4387. 0.00 -811.9291 8270. 0.00 7.9500 0.6504 1.96E+07 -9711. -0.00469 0.00 1.07E+13 14.3100 0.2977 1.61E+07 -80675. -0.00456 0.00 1.08E+13 -930.3321 4549. 0.00 -789.3580 8432. 0.00 8.2150 0.6355 1.95E+07 -12687. -0.00468 0.00 1.07E+13 14.5750 0.2832 1.58E+07 -83146. -0.00455 8.00 1.08E+13 -941.3534 4710. 0.00 -765.3519 8594. 0.00 8.4800 0.6206 1.95E+07 -15696. -0.00468 0.00 1.07E+13 14.8400 0.2687 1.56E+87 -85540. -0.00455 0.00 1.08E+13 -950.8866 4872. 0.00 -739.9125 8755. 0.00 8.7450 0.6058 1.94E+07 -18733. -0.00467 0.00 1.07E+13 15.1050 0.2543 1.53E+07 -87850. -0.00454 0.00 1.08E+13 -958.9346 5034. 0.00 1 -713.0412 8917. 0.00 9.0100 0.5909 1.94E+07 -21792. -0.00467 0.00 1.07E+13 15.3700 0.2398 1.50E+87 -90073. -0.00454 0.00 1.08E+13 -965.5001 5196. 0.00 -684.7397 9079. 0.00 9.2750 0.5761 1.93E+07 -24871. -0.00466 0.00 1.07E+13 15.6350 0.2254 1.47E+07 -94871. -0.00454 0.00 1.08E+13 -970.5857 5358. 0.00 -2333. 32920. 0.00 9.5400 0.5613 1.92E+07 -27963. -0.00465 0.00 1.07E+13 15.9000 0.2110 1.44E+07 -102115. -0.00453 0.00 1.08E+13 -974.1941 5519. 0.00 -2222. 33497. 0.00 9.8050 0.5465 1.91E+07 -31064. -0.00465 0.00 1.07E+13 16.1650 0.1966 1.41E+07 -108998. -0.00453 0.00 1.08E+13 -976.3280 5681. 0.80 -2106. 34073. 0.00 10.0700 0.5317 1.90E+07 -34170. -0.00464 0.00 1.07E+13 16.4300 0.1822 1.37E+07 -115504. -0.00452 0.00 1.08E+13 -976.9900 5843. 0.00 -1985. 34650. 0.08 10.3350 0.5170 1.89E+07 -37276. -0.00464 0.00 1.07E+13 16.6950 0.1678 1.33E+07 -121616. -0.00452 0.00 1.08E+13 -976.1827 6005. 0.00 -1859. 35226. 0.00 10.6000 0.5022 1.88E+07 -40376. -0.00463 0.00 1.07E+13 16.9600 0.1535 1.29E+07 -127319. -0.00452 0.00 1.08E+13 -973.9085 6167. 0.00 -1728. 35802. 0.00 10.8650 0.4875 1.87E+07 -43467. -0.00463 0.00 1.07E+13 17.2250 0.1391 1.25E+07 -132596. -0.00451 0.00 1.08E+13 -970.1699 6328. 0.00 -1591. 36379. 0.00 11.1300 0.4728 1.85E+07 -46544. -0.00462 0.00 1.07E+13 17.4900 0.1248 1.21E+07 -137432. -0.00451 0.00 1.08E+13 -964.9695 6490. 0.00 -1450. 36955. 0.00 11.3950 0.4581 1.84E+07 -49602. -0.00461 0.00 1.07E+13 17.7550 0.1104 1.17E+07 -141810. -0.00450 0.00 1.08E+13 -958.3095 6652. 0.00 -1303. 37532. 0.00 11.6600 0.4435 1.82E+07 -52637. -0.00461 0.80 1.07E+13 18.0200 0.09611 1.12E+07 -145713. -0.00450 0.00 1.08E+13 -950.1924 6814. 0.00 -1152. 38108. 0.00 11.9250 0.4288 1.80E+07 -55643. -0.00460 0.88 1.07E+13 18.2850 0.08181 1.07E+07 -149127. -0.00450 0.00 1.08E+13 -940.6205 6976. 0.00 -995.1800 38685. 8.00 12.1900 0.4142 1.79E+07 -58617. -0.00460 0.00 1.07E+13 18.5500 0.06751 1.03E+07 -152035. -0.00449 0.00 1.08E+13 -929.5960 7137. 0.00 -833:4871 39261. 0.00 12.4550 0.3996 1.77E+07 -61553. -0.00459 0.00 1.07E+13 18.8150 0.05322 9763840. -154420. -0.00449 0.00 1.08E+13 -917.1211 7299. 0.00 -666.7312 39837. 0.00 12.7200 0.3850 1.75E+07 -64447. -0.00459 0.00 1.07E+13 19.0800 0.03894 9270367. -156267. -0.00449 0.00 1.08E+13 -903.1979 7461. 0.00 -494.9119 40414. 0.00 12.9858 0.3704 1.73E+07 -67295. -0.00458 0.00 1.07E+13 19.3450 0.02467 8771890. -157560. -0.00449 0.00 1.08E+13 -887.8286 7623. 0.00 -318.0280 40990. 0.00 13.2500 0.3558 1.70E+07 -70092. -0.00458 0.00 1.07E+13 19.6100 0.01841 8270195. -158282. -0.00448 0.00 1.08E+13 -871.0151 7785. 0.00 -136.0782 41567. 0.80 13.5150 0.3413 1.68E+07 -72832. -0.00457, 0.00 1.07E+13 19.8750 -0.00384 7767124. -158417. -0.00448 0.00 1.08E+13 -852.7594 7946. 0.00 50.9393 42143. 0.00 Page 31 Page 32 • pile.lp90 pile.1p90 20.1480 -0.01809 7264568. -157950. -0.00448 8.00 1.08E+13 26.5000 -8.3589 0.00 0.00 -0.00446 0.00 1.08E+13 243.0267 42719. 0.00 2980. 13202. 0.00 20.4050 -0.03233 6764468. -156863. -0.00448 0.00 1.08E+13 440.1864 43296. 0.00 '' This analysis computed pile response using nonlinear moment-curvature rela- 20.6700 -0.04656 6268820. -155142. -0.00448 0.00 1.08E+13 tionships. Values of total stress due to combined axial and bending stresses 642.4213 43872. 0.00 are computed only for elastic sections only and do not equal the actual 20.9350 -0.06079 5779668. -152769. -0.00447 0.00 1.08E+13 stresses in concrete and steel. Stresses in concrete and steel may be inter- 849.7344 44449. 0.00 polated from the output for nonlinear bending properties relative to the 21.2000 -0.07502 5299108. -149729. -0.00447 0.08 1.88E+13 magnitude of bending moment developed in the pile. 1062. 45025. 0.00 p 21.4650 -0.08923 4829288. -146006. -0.00447 0.00 1.88E+13 1280. 45601. 0.00 Output Summary for Load Case No. 1: 21.7300 -0.1034 4372408. -141583. -0.00447 0.00 1.08E+13 1502. 46178. 0.00 Pile-head deflection 1.10593001 inches 21.9950 -0.1177 3930719. -136444. -0.00447 0.00 1.08E+13 Computed slope P at pile head = -0.00485959 radians 1730. 46754. 9.00 Maximum bending moment = 19637487. inch-lbs 22.2608 -0.1319 3506522. -130573. -0.00447 0.00 1.08E+13 Maximum shear force -158417. lbs 1963. 47331. 0.00 Depth of maximum bending moment = 6.89000000 feet below pile head 22.5250 -0.1461 3102171. -124028. -0.00447 0.00 1.08E+13 Depth of maximum shear force = 19.87500000 feet below pile head 2154. 46896. 0.00 Number of iterations = 12 22.7900 -0.1603 2719603. -117081. -0.00446 0.00 1.08E+13 Number of zero deflection points = 1 2215. 43949. 0.00 23.0550 -0.1745 2359432. -109927. -0.00446 0.00 1.08E+13 2285. 41645. 0.00 23.3200 -0.1887 2022365. -102556. -0.00446 0.00 1.08E+13 2351. 39634. 0.00 Pile-head Deflection vs. Pile Length for Load Case 1 23.5850 -0.2028 1709076. -94977. -0.00446 0.00 1.08E+13 2415. 37859. 0.00 23.8500 -0.2170 1420207. -87201. -0.00446 0.00 1.08E+13 Boundary Condition Type 1, Shear and Moment i 2476. 36279. 0.00 24.1150 -0.2312 1156376. -79233. -0.00446 0.00 1.08E+13 Shear = 19897. lbs 2535. 34860. 0.00 Moment = 18457640. in-lbs 24.3800 -0.2454 918178. -71083. -0.00446 0.00 1.08E+13 Axial Load = 66815. lbs 2591. 33577. 0.00 24.6450 -0.2596 706185. -62756. -0.00446 0.00 1.08E+13 2646. 32410. 0.00 Pile Pile Head Maximum Maximum 24.9100 -0.2738 520947. -54258. -0.00446 0.00 1.08E+13 Length Deflection Moment Shear 2698. 31342. 0.00 feet inches In-lbs lbs 25.1750 -0.2880 362997. -45596. -0.00446 0.00 1.08E+13 2749. 38368. 0.00 26.50000 1.10593001 19637487. -158417. 25.4400 -0.3022 232850. -36775. -0.00446 0.00 1.98E+13 25.17500 1.34535946 19548281. -163071. 2799. 29452. 0.00 23.85000 1.67664462 19495749. -168675. 25.7050 -0.3163 131003. -27800. -0.00446 0.00 1.88E+13 22.52500 2.11392048 19448937. -172656. 2846. 28610. 0.00 21.28800 2.64973848 19378104. -175721. i 25.4700 -0.3305 57937. -18676. -0.00446 0.00 1.08E+13 19.87500 3.40560747 19348440. -186628. 2892. 27825. 0.00 18.55000 4.69762037 19326042. -193186. 26.2350 -0.3447 14120. -9408. -0.80446 0.00 1.08E+13 17.22500 6.56232995 19334005. -209443. 2937. 27092. 0.00 15.90000 10.52937988 19428829. -243429. Page 33 Page 34 pile.1p90 pile.lp90 -122.7756 1079. 0.00 3.7100 0.3560 8692017. 7146. -0.00185 0.00 1.68E+13 -131.6464 1176. 0.00 Computed Values of Pile Loading and Deflection 3.9750 0.3501 8714321. 6714. -0.00185 0.00 1.08E+13 for Lateral Loading for Load Case Number 2 I -140.1610 1273. 0.00 4.2400 0.3443 8735208. 6255. -0.00184 0.00 1.08E+13 -148.3201 1370. 0.00 Pile-head conditions are Shear and Moment (Loading Type 1) ! 4.5050 0.3384 8754595. 5771. -0.00184 0.00 1.08E+13 -156.1246 1467. 0.00 -. Shear force at pile head = 8954.0 lbs 4.7700 0.3325 8772402. 5263. -0.00184 0.00 1.08E+13 8305938.0 in-lbs ( -163.5752 1564. 0.00 Appliedxmoment at pile head = Axial thrust load on pile head = 41760.0 lbs 5.0350 0.3267 8788555. 4731. -0.00184 0.00 1.08E+13 -170.6726 1661. 0.00 Depth Deflect. Bending Shear Slope Total Bending Soil 5.3000 0.3209 8802981. 4178. -0.00183 0.00 1.08E+13 Res. Soil Spr. Distrib. -177.4176 1758. 0.00 X y Moment Force S Stress Stiffness P 5.5650 0.3150 8815614. 3604. -0.00183 9.80 1.08E+13 Es*h Lat. Load -183.8110 1855. 0.00 feet inches in-lbs lbs radians psi* in-lb^2 5.8300 0.3092 8826387. 3009. -0.00183 0.00 1.08E+13 lb/inch lb/inch lb/inch -189.8535 1953. 0.00 I 6.0950 0.3034 8835239. 2397. -0.00183 0.00 1.98E+13 -195.5459 2050. 0.00 0.00 0_4391 8305938. 8954. -0.00189 0.00 1.08E+13 6.3600 0.2976 8842114. 1766. -0.00182 0.00 1.08E+13 0.00 0.00 0.00 -200.8890 2147. 0.00 0.2650 0.4332 8334662. 8954. -0.00188 0.00 1.08E+13 6.6250 0.2918 8846958. 1120. -0.00182 0.00 1.08E+13 0.00 0.00 0.00 -205.8834 2244. 0.00 0.5300 0.4272 8363385. 8948. -0.00188 0.00 1.08E+13 6.8900 0.2860 8849718. 457.4441 -0.00182 0.00 1.08E+13 -3.7049 27.5805 0.00 -210.5301 2341. 0.00 0.7950 0.4212 8392071. 8933. -0.00188 0.00 1.08E+13 7.1550 0.2802 8850350. -218.8779 -0.00182 0.00 1.08E+13 -6.0208 45.4559 0.00 -214.8297 2438. 0-00 1.0600 0.4152 8420696. 8910. -0.00188 0.00 1.08E+13 7.4200 0.2744 8848809. -908.3221 -0.00181 0.00 1.08E+13 8.3143 63.6040 4.90 -218.7830 2535. 0.00 1.3250 0.4093 8449236. 8880. -0.00187', 0.00 1.08E+13 7.6850 0.2687 8845055. -1846. -0.00181 0.00 1.08E+13 ,. -10.1725 79.0387 0.00 -370.6512 4387. 0.00 1.5900 0.4033 8477673. 8848. -0.00187 0.00 1.88E+13 7.9500 0.2629 8837552. -3033. -0.00181 0.00 1.08E+13 -10.1229 79.8143 0.00 -376.0894 4549. 0.00 1.8550 0.3974 8506007. 8816. -0.00187 0.00 1.08E+13 8.2150 0.2572 8826246. -4237. -0.00181 0.08 1.08E+13 -10.0730 80.0031 3.20 -380.9543 4710. 0.00 2.1200 0.3914 8534239. 8784. -0.00187 0.00 1.08E+13 8.4800 0.2514 8811088_ -5455. -0.00180 0.00 1.88E+13 -10.0226 81.4209 0.00 -385.2470 4872. 0.00 2.3850 0.3855 8562370. 8752. -0.00186 0.00 1.08E+13 8.7450 0.2457 8792033. -6686. -0.00180 0.00 1.08E+13 -9.9717 82.2533 0.00 -388.9688 5034. 0.00 2.6500 0.3796 8590399. 8587. -0.00186 0.00 1.08E+13 j 9.0100 0.2400 8769044. -7928. -0.00180 0.00 1.08E+13 -94.0188 787.6224 0.00 -392.1209 5196. 0.00 2.9150 0.3737 8617477. 8272. -0.00186 0.00 1.08E+13 9.2750 0.2343 8742090. -9179. -0.00180 0.00 1.08E+13 -103.9186 884.7014 3.00 -394.7045 5358. 0.00 3.1800 0.3678 8643503. 7926. -0.00186 0.00 1.08E+13 9.5400 0.2286 8711144. -10437. -0.00179 0.00 1_08E+13 -113.5479 981.7805 0.00 -396.7209 5519. 0.00 3.4450 0.3619 8668381. 7551. -0.00185 0.00 1.08E+13 I 9.8050 0.2229 8676186. -11701. -0.00179 0.00 1.08E+13 Page 35 Page 36 j � r pile.lp90 I pile.1p90 -398.1712 5681. 0.00 I -947.5195 34073. 0,00 10.0700 0.2172 8637201. -12969. -0.00179 0.00 1.08E+13 16.4300 0.08292 6510982. -47711. -0.00173 0.00 1.08E+13 -399.0566 5843. 0.00 -903.4649 34650. 0.00 19.3350 0.2115 8594180. -14238. -0.00179 0.00 1.08E+13 I 16.6950 0,07741 6354924. -50511. -0.00173 0.00 1.08E+13 -399.3784 6005. 0.00 I -857.4787 35226. 0.00 10.6000 0.2058 8547120. -15508. -0.00178 0.00 1.08E+13 16.9600 0.07191 6190194. -53161. -0,00173 0.00 1.08E+13 -399.1376 6167. 0.00 -809.5625 35802. 0.00 10.8650 0.2002 8496024. -16776. -0.00178 0.00 1.08E+13 { 17.2250 0.06641 6017278. -55656. -0.00173 0.00 1.08E+13 -398.3353 6328. 0.00 -759.7179 36379. 0.00 11.1300 0.1945 8440899. -18040. -0.00178 9.00 1,08E+13 17.4900 0.06092 5836679. -57990. -0.00173 0.00 1.88E+13 -396.9728 6490. 0.00 -797,9469 36955. 0.00 11.3950 0.1889 8381760. -19300. -0.00178 0,00 1.08E+13 j 17.7550 0.05543 5648920. -60156. -0.00172 0,00 1-08E+13 -395.0511 6652. 0.00 -654.2479 37532. 0.00 11.6600 0.1832 8318625. -20552. -0,00177 0.00 1.08E+13 18.0200 0.04995 5454545. -62148. -0.00172 0.00 1.98E+13 -392.5713 6814. 0.00 -598.6245 38108. 0.00 11.9250 0.1776 8251521. -21795. -0.00177 0.00 1.08E+13 18.2850 0.04448 5254117. -63960. -0.00172 0.00 1.08E+13 -389.5345 6976. 0.00 -541.0764 38685. 0.00 12.1900 0.1720 8180476. -23028. -0.00177 0.00 1.08E+13 18.5500 0.03901 5048217. -65586. -0.00172 0.00 1,08E+13 -385.9416 7137. 9,00 I -481.6042 39261. 0.00 12.4559 0.1663 8105529. -24249. -0,00177 0.00 1.08E+13 18.8150 3354 4837446. -67929. -0.00172 0.00 1.08E+13 -381.7939 7299. 0.00 -420,2080 39839837, 0.00 12.7200 0-1607 8026721. -25456. -0.00176 0.00 1.08E+13 1 19.0800 0.02808 4622426. -68256. -0.00172 0.00 1.08E+13 -377.0921 7461. 0.00 -356.8878 40414. 0.00 12.9850 0.1551 7944098. -26647. -0.00176 0.00 1.08E+13 j 19,4370 0.02263 4403797. -69287. -8-90172 9.00 1.08E+13 -371.8374 7623. 9,00 -291.6437 40990. 9.90 13.2500 0,1495 7857716. -27820. -0.00176 0.00 1,08E+13 19,6190 717 4182218. -70107. -0.00171 0.90 1.08E+13 -366.0307 7785. 0.00 -224.4751 415641567. 0,00 13.5150 0.1439 7767631. -28974. -0.00176 0.00 1.08E+13 19.8750 0.01172 3958370. -70711. -0.00171 0.00 1.08E+13 -359.6729 7946. 0.09 -155.3817 42143. 0.00 13.7800 0.1384 7673909. -30106. -0.00175 0.00 1.08E+13 20.1400 0.00628 3732949. -71092. -0.00171 0.00 1.08E+13 -352.7648 8108. 0.00 -84.3627 42719. 0.00 14.0450 0.1328 7576620_ -31216. -0.00175 0.00 1.08E+13 j 20.4059 8,39E-04 3506676. -71245. -0,00171 0.00 1.98E+13 -345.3075 8270. 9,90 -11.4173 43296. 0.00 14.3100 0.1272 7475838. -32302. -0.00175 0.00 1.08E+13 I 20.6700 -0.00460 3280287. -71162. -0.00171 0.00 1,08E+13 -337-3018 8432. 0,90 63.4556 43872. 9.00 14.5750 0.1217 7371646. -33361. -0.00175 0.00 1.98E+13 20.9350 -0.01003 3054539. -70838. -0.00171 0.00 1.08E+13 -328.7484 8594. 0,99 140.2572 44449, 0.00 14.8400 0.1161 7264128. -34392. -0,00175 0.00 1.08E+13 29,8800 -0.01547 2530010. 79267. 0.00171 0.98 1.08E+13 -319.6481 8755. 0.00 218.9888 45025. 9.00 I 15.1050 0.1106 7153378. -35393. -0.00174 0.00 1.08E+13 ! 21.4650 -0.02090 2608095. -69442. -0.00171 0.00 1-08E+13 -310.0018 8917. 0.00 ! 299.6517 45601. 0.00 15.3700 0.1050 7039492, -36362. -0.00174 0.00 1.08E+13 21.7300 -0.82632 2389010. -68358. -0,00171 0.00 1,08E+13 -299.8102 9079. 0.00 I 382.2477 46178. 0.00 15.6350 0.09948 6922575. -38477. -0.00174 0.00 1.08E+13 I 21.9950 -0.83175 2173791. -67008. -0.00171 0.00 1.98E+13 -1030. 32429. 0.09 466.7783 46754. 0.00 15.9000 0.09395 6795243. -41688. -0.00174 0.00 1.08E+13 22.2600 -0.03717 1963292. -65386. -0.00171 0.00 1.@8E+13 -989.6406 33497. 0.00 553.2454 47331. 0.00 16.1650 0,08843 6657903, -44768. -0.00174 0.00 1.08E+13 22.5250 -0.04259 1758387. -63486. -0.00179 0.00 1.08E+13 Page 37 1 Page 38 I � i I pile.lp90 pile.lp90 641.6508 47907. 0.00 Number of iterations = 7 22.7900 -0.04801 1559971. -61302. -0.00170 0.00 1.08E+13 Number of zero deflection points = 1 731.9965 48483. 0.00 23.0550 -0.05343 1368957. -58828. -0.00170 0.00 1.08E+13 824.2843 49060. 0.00 23.3200 -0.05885 1186278. -56057. -0.00170 0.00 1.08E+13 918.5162 49636. 0.00 Pile-head Deflection vs. Pile Length for Load Case 2 23.5850 -0.06426 1012888. -52983. -0.00170 0.00 1.08E+13 1015. 50213. 0.00 23.8500 -0.06968 849759. -49600. -0.00170 0.00 1.08E+13 Boundary Condition Type 1, Shear and Moment 1113. 50789. 0.00 24.1150 -0.07509 697883. -45902. -0.00170 0.00 1.08E+13 Shear = 8954. lbs 1213. 51365. 0.00 Moment = 8305938. in-lbs 24.3800 -0.08050 558272. -41883. -0.00170 0.00 1.08E+13 Axial Load = 41760. lbs 1315. 51942. 0.00 24.6450 -0.08592 431959. -37536. -0.00170 0.00 1.08E+13 1419. 52518. 0.00 Pile Pile Head Maximum Maximum 24.9100 -0.09133 319993. -32856. -0.00170 0.00 1.08E+13 Length Deflection Moment Shear 1525. 53095. 0.00 feet inches In-lbs lbs 25.1750 -0.09674 223448. -27835. -0.00170 0.00 1.08E+13 1633. 53671. 0.00 26.50000 0.43914809 8850350. -71245. 25.4400 -0.1022 143414. -22496. -0.00170 0.00 1.08E+13 25.17500 0.53030027 8808555. -73729. 1725. 53714. 0.00 23.85000 0.65486782 8781651. -76701. 25.7050 -0.1076 80828. -16972. -0.00170 0.00 1.08E+13 22.52500 0.82026723 8756285. -78996. 1748. 51691. 0.00 21.20000 1.02456738 8720961. -80148. 25.9700 -0.1130 35922. -11378. -0.00170 0.00 1.08E+13 19.87500 1.29181824 8703101. -83478. 1770. 49815. 0.00 18.55000 1.67447617 8686507. -89071. 26.2350 -0.1184 8914. -5719. -0.00170 0.00 1.08E+13 17.22500 2.37097988 8670960. -92086. 1789. 48067. 0.00 15.90000 3.63431890 8662923. -99808. 26.5000 -0.1238 0.00 0.00 -0.00170 0.00 1.08E+13 14.57500 5.10880763 8677814. -110992. 1808. 23216. 0.00 13.25000 7.50341246 8697833. -124771. * 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 Computed Values of Pile Loading and Deflection stresses in concrete and steel. Stresses in concrete and steel may be inter- for Lateral Loading for Load Case Number 3 polated from the output for nonlinear bending properties relative to the magnitude of bending moment developed in the pile. Pile-head conditions are Shear and Moment (Loading Type 1) Output Summary for Load Case No. 2: Shear force at pile head 7940.0 lbs Applied moment at pile head = 7354410.0 in-lbs Pile-head deflection = 0.43914809 inches Axial thrust load on pile head = 39215.0 lbs 11 ! Computed slope at pile head = -0.00188581 radians I Maximum bending moment = 8850350. inch-lbs Depth Deflect. Bending Shear Slope Total Bending Soil Maximum shear force = -71245. lbs Res. Soil Spr. Distrib. Depth of maximum bending moment = 7.15500000 feet below pile head X y Moment Force S Stress Stiffness p Depth of maximum shear force = 20.40500000 feet below pile head Es*h Lat. Load Page 39 Page 40 s I � pile.lp90 I pile.lp90 feet inches in-lbs lbs radians psi" in-1V2 5.8300 0.2716 7815641. 2701. -0.00160 0.00 1.08E+13 lb/inch lb/inch lb/inch -166.7927 1953. 0.00 6.0950 0.2665 7823587. 2163. -0.00160 0.00 1.08E+13 -171.8010 2050. 0.00 0.00 0.3856 7354410. 7940. -0.00165 0.00 1.08E+13 j 6.3600 0.2615 7829796. 1609. -0.00160 0.00 1.08E+13 0.00 0.00 0.00 -176.5031 2147. 0.00 0.2650 0.3803 7379865. 7940. -0.00165 0.00 1.08E+13 6.6250 0.2564 7834220. 1041. -0.00160 0.00 1.08E+13 0.00 0.00 0.00 f -180.8996 2244. 0.00 0.5300 0.3751 7405320. 7934. -0.00165 0.00 1.08E+13 j 6.8900 0.2513 7836814. 459.0774 -0.00159 0.00 1.08E+13 -3.5477 30.0788 0.00 -184.9914 2341. 0.00 0.7950 0.3698 7430739. 7920. -0.00165 0.00 1.08E+13 7.1550 0.2462 7837537. -135.2173 -0.00159 0.00 1.08E+13 -5.7653 49.5729 0.00 -188.7789 2438. 0.00 1.0600 0.3646 7456099. 7898. -0.00164 0.00 1.08E+13 7.4200 0.2412 7836351. -741.0739 -0.00159 0.00 1.08E+13 -7.9616 69.4399 0.00 -192.2630 2535. 0.00 1.3250 0.3594 7481378. 7870. -0.00164 0.00 1.08E+13 7.6850 0.2361 7833221. -1565. -0.00159 0.00 1.08E+13 -9.7410 86.1948 0.00 -325.7403 4387. 0.00 1.5900 0.3542 7506559. 7839. -0.00164 0.00 1.08E+13 7.9500 0.2311 7826796. -2608. -0.00159 0.00 1.08E+13 -9.6936 87.0393 0.00 -330.5388 4549. 0.00 1.8550 0.3489 7531641. 7808. -0.00164 0.00 1.08E+13 8.2150 0.2260 7817028. -3666. -0.00158 0.00 1.08E+13 -9.6459 87.9037 0.00 I -334.8348 4710. 0.00 2.1200 0.3437 7556626. 7777. -0.00164 0.00 1.08E+13 8.4800 0.2210 7803874. -4737. -0.00158 0.00 1.08E+13 -9.5977 88.7886 0.00 -338.6294 4872. 0.00 2.3850 0.3385 7581513. 7747. -0.00163 0.00 1.08E+13 8.7450 0.2160 7787295. -5819. -0.00158 0.00 1.08E+13 -9.5491 89.6949 0.00 -341.9237 5034. 0.00 2.6500 0.3334 7606303. 7600. -0.00163 0.00 1.08E+13 9.0100 0.2110 7767259. -6911. -0.00158 0.00 1.08E+13 -82.5661 787.6224 0.00 -344.7189 5196. 0.00 2.9150 0.3282 7630259. 7324. -0.00163 0.00 1.08E+13 9.2750 0.2060 7743736. -8011. -0.00157 0.00 1.08E+13 -91.3010 884.7014 0.00 -347.0159 5358. 0.00 3.1800 0.3230 7653290. 7020. -0.00163 0.00 1.08E+13 9.5400 0.2010 7716703. -9117. -0.00157 0.00 1.08E+13 -99.7217 981.7805 0.00 ( -348.8158 5519. 0.00 3.4450 0.3178 7675313. 6690. -0.00162 0.00 1.08E+13 9.8050 0.1960 7686144. -10228. -0.00157 0.00 1.08E+13 -107.8288 1079. 0.00 -350.1198 5681. 0.00 3.7100 0.3127 7696245. 6335. -0.00162 0.00 1.08E+13 ` 10.0700 0.1910 7652043. -11343. -0.00157 0.00 1.08E+13 -115.6231 1176. 0.00 -350.9289 5843. 0.00 3.9750 0.3075 7716008. 5955. -0.00162 0.00 1.08E+13 10.3350 0.1860 7614393. -12459. -0.00156 0.00 1.08E+13 -123.1051 1273. 0.00 -351.2440 6005. 0.00 4.2400 0.3024 7734525. 5553. -0.00162 0.00 1.08E+13 10.6000 0.1810 7573191. -13576. -0.00156 0.00 1.08E+13 -130.2755 1370. 0.00 -351.0663 6167. 0.00 4.5050 0.2972 7751725. 5127. -0.00162 0.00 1.08E+13 ( 10.8650 0.1761 7528439. -14691. -0.00156 0.00 1.08E+13 -137.1350 1467. 0.00 -350.3967 6328. 0.00 4.7700 0.2921 7767538. 4681. -0.00161 0.00 1.08E+13 I 11.1300 0.1711 7480143. -15804. -0.00156 0.00 1.08E+13 -143.6843 1564. 0.00 -349.2362 6490. 0.00 5.0350 0.2870 7781897. 4214. -0.00161 0.00 1.08E+13 11.3950 0.1662 7428315. -16912. -0.00156 0.00 1.08E+13 -149.9241 1661. 0.00 I -347.5859 6652. 0.00 5.3000 0.2819 7794740. 3728. -0.00161 0.00 1.08E+13 11.6600 0.1612 7372972. -18014. -0.00155 0.00 1.08E+13 -155.8550 1758. 0.00 -345.4466 6814. 0.00 5.5650 0.2767 7806007. 3223. -0.00161 0.00 1.08E+13 11.9250 0.1563 7314135. -19108. -0.00155 0.00 1.08E+13 -161.4776 1855. 0.00 -342.8193 6976. 0.00 Page 41 Page 42 � I pile.1p90 pile.lp90 12.1900 0.1514 7251831. -20193. -0.00155 0.00 1.08E+13 18.5500 0.03487 4496925. -57838. -0.00151 0.00 1.08E+13 -339.7050 7137. 0.00 -430.5698 39261. 0.00 12.4550 0.1464 7186092. -21268. -0.00155 0.00 1.08E+13 18.8150 0.03009 4311012. -59121. -0.00150 0.00 1.08E+13 -336.1046 7299. 0.00 -376.9160 39837. 0.00 12.7200 0.1415 7116954. -22330. -0.00155 0.00 1.08E+13 19.0800 0.02530 4121288. -60232. -0.00150 0.00 1.08E+13 -332.0188 7461. 0.00 -321.5778 40414. 0.00 12.9850 0.1366 7044458. -23379. -0.00154 0.00 1.08E+13 19.3450 0.02052 3928311. -61164. -0.00150 0.00 1.08E+13 -327.4487 7623. 0.00 -264.5551 40990. 0.00 13.2500 0.1317 6968650. -24412. -0.00154 0.00 1.08E+13 19.6100 0.01575 3732659. -61912. -0.00150 0.00 1.08E+13 -322.3951 7785. 0.00 -205.8476 41567. 0.00 13.5150 0.1268 6889582. -25428. -0.00154 0.00 1.08E+13 19.8750 0.01098 3534926. -62471. -0.00150 0.00 1.08E+13 -316.8587 7946. 0.00 -145.4548 42143. 0.00 13.7800 0.1219 6807310. -26426. -0.00154 0.00 1.08E+13 20.1400 0.00621 3335721. -62834. -0.00150 0.00 1.08E+13 -310.8405 8108. 0.00 -83.3762 42719. 0.00 14.0450 0.1170 6721894. -27405. -0.00153 0.80 1.08E+13 20.4050 0.00144 3135673. -62998. -0.00150 0.00 1.08E+13 -304.3411 8270. 0.00 -19.6110 43296. 0.00 14.3100 0.1121 6633400. -28361. -0.00153 0.00 1.08E+13 20.6700 -0.00332 2935427. -62956. -0.00150 0.00 1.08E+13 -297.3613 8432. 0.00 45.8417 43872. 0.00 14.5750 0.1873 6541898. -29295. -0.00153 0.80 1.08E+13 20.9350 -0.00808 2735644. -62704. -0.00150 0.00 1.08E+13 -289.9020 8594. 0.00 112.9828 44449. 0.00 14.8400 0.1024 6447465. -30204. -0.80153 0.00 1.08E+13 21.2000 -0.01284 2537004. -62235. -0.00150 0.00 1.08E+13 -281.9637 8755. 0.00 181.8136 45025. 0.00 15.1050 0.09755 6350181. -31088. -0.00153 0.00 1.08E+13 21.4650 -0.01760 2340202. -61545. -0.00150 0.00 1.08E+13 -273.5471 8917. 0.00 252.3353 45601. 0.00 15.3700 0.09270 6250130. -31943. -0.00153 0.00 1.08E+13 21.7300 -0.02235 2145951. -60628. -0.00149 0.00 1.08E+13 -264.6530 9079. 0.00 324.5493 46178. 0.00 15.6350 0.08785 6147402. -33810. -0.00152 0.00 1.08E+13 21.9950 -0.02710 1954983. -59478. -0.00149 0.00 1.08E+13 -909.4419 32920. 0.00 398.4570 46754. 0.00 15.9000 0.08301 6035478. -36646. -0.00152 0.00 1.08E+13 22.2600 -0.03185 1768044. -58091. -0.00149 0.00 1.08E+13 -874.3605 33497. 0.00 474.0600 47331. 0.00 16.1650 0.07817 5914711. -39368. -0.00152 0.00 1.08E+13 22.5250 -0.03660 1585899. -56460. -0.00149 0.00 1.08E+13 -837.5842 34073. 0.00 551.3600 47907. 0.00 16.4300 0.07334 5785474. -41971. -0.00152 0.00 1.08E+13 22.7900 -0.04134 1409329. -54581. -0.08149 0.00 1.08E+13 -799.1147 34650. 0.00 630.3586 48483. 0.00 16.6950 0.06851 5648157. -44448. -0.00152 0.00 1.08E+13 23.0550 -0.04609 1239133. -52449. -0.00149 0.00 1.08E+13 -758.9538 35226. 0.00 711.0576 49060. 0.00 16.9600 0.06369 5503164. -46795. -0.00151 0.00 1.08E+13 f 23.3200 -0.05083 1076128. -50056. -0.00149 0.00 1.08E+13 -717.1030 35802. 0.00 793.4588 49636. 0.00 17.2250 0.05888 5350919. -49006. -0.00151 0.00 1.08E+13 23.5850 -0.05558 921147. -47399. -0.80149 0.00 1.08E+13 -673.5635 36379. 0.00 877.5638 50213. 0.00 17.4900 0.05407 5191862. -51876. -0.00151 0.00 1.08E+13 23.8500 -0.06032 775040. -44472. -0.00149 0.08 1.08E+13 -628.3365 36955. 0.00 963.3746 50789. 0.00 17.7550 0.04926 5026452. -53000. -0.00151 0.00 1.08E+13 24.1150 -0.06506 638675. -41270. -0.00149 0.00 1.08E+13 -581.4229 37532. 0.00 1051. 51365. 0.00 18.0200 0.04446 4855162. -54771. -0.00151 0.00 1.08E+13 24.3800 -0.06980 512937. -37786. -0.00149 0.00 1.08E+13 -532.8236 38108. 0.00 f 1140. 51942. 0.00 18.2850 0.03967 4678483. -56386. -0.00151 0.00 1.08E+13 t 24.6450 -0.07454 398729. -34016. -0.00149 0.00 1.08E+13 -482.5398 38685. 0.00 1231. 52518. 0.00 Page 43 Page 44 I � pile.ip90 pile.lp90 24.9100 -0.07928 296969. -29954. -0.00149 0.00 1.08E+13 Length Deflection Moment Shear 1324. 53095. 0.00 feet inches In-lbs lbs 25.1750 -0.08402 208595. -25594. -0.00149 0.00 1.08E+13 1418. 53671. 0.00 26.50000 0.38557084 7837537. -62998. 25.4400 -0.08876 134561. -20932. -0.00149 0.00 1.08E+13 25.17500 0.46575989 7800286. -65222. 1514. 54247. 0.00 23.85000 0.57416552 7776346. -67862. 25.7050 -0.09350 75839. -15915. -0.00149 0.00 1.08E+13 22.52500 0.71871195 7753510. -69895. 1641. 55818. 0.00 21.20000 0.89672659 7722222. -70943. 25.9700 -0.09824 33714. -10666. -0.00149 0.00 1.08E+13 19.87500 1.12773360 7706038. -73796. 1660. 53738. 0.00 18.55000 1.45455180 7691060. -78753. 26.2350 -0.1030 8375. -5359. -0.00149 0.00 1.08E+13 17.22500 2.02465271 7676877. -81810. 1677. 51800. 0.00 15.90000 3.18393442 7667825. -88053. 26.5000 -0.1077 0.00 0.00 -0.00149 0.00 1.08E+13 14.57500 4.51069386 7679726. -98047. 1693. 24994. 0.00 13.25000 6.40893297 7687705. -108796. 11.92500 12.33239522 7777991. -134952. * 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 Summary of Pile-head Responses for Conventional Analyses 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. Definitions of Pile-head Loading Conditions: Load Type 1: Load 1 = Shear, V, lbs, and Load 2 = Moment, M, in-lbs Output Summary for Load Case No. 3: ( 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, A, in-lbs/rad. Pile-head deflection = 0.38557084 inches Load Type 4: Load 1 = Top Deflection, y, inches, and Load 2 = Moment, M, in-lbs Computed slope at pile head = -0.00165285 radians Load Type 5: Load 1 TopDeflection, YP = y, inches, and Load 2 = Slope, S, radians Maximum bending moment = 7837537. inch-lbs Maximum shear force = -62998. lbs Depth of maximum bending moment = 7.15500@00 feet below pile head Load Load Load Axial Pile-head Pile-head Max Depth of maximum shear force = 20.40500000 feet below pile head Shear Max Moment Number of iterations 7 Case Type Pile-head Type Pile-head Loading Deflection Rotation in Number of zero deflection points = 1 Pile in Pile No. 1 Load 1 2 Load 2 lbs inches radians lbs in-lbs Pile-head Deflection vs. Pile Length for Load Case 3 1 V, lb 19897. M, in-Ib 1.85E+07 66815. 1.1059 -0.00486 -158417. 1.96E+07 2 V, lb 8954. M, in-lb 8305938. 41760. 0.4391 -0.00189 Boundary Condition Type 1, Shear and Moment -71245. 8850350. 3 V, lb 7940. M, in-lb 7354410. 39215. 0.3856 -0.00165 Shear 7940. lbs -62998. 7837537. Moment = 7354410. in-lbs Axial Load = 39215. lbs Maximum pile-head deflection = 1.1059300074 inches Maximum pile-head rotation = -0.0048595854 radians = -0.278434 deg. Pile Pile Head Maximum Maximum Page 45 Page 46 i t pile.lp90 The analysis ended normally. 1 Page 47 Title Block Line 1 Project Title: You can change this area Engineer; Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title__Block_Line_ _6_ __ nn'ed'6 NOV 2001.4"PPM — —' 12017 Projects1U2350 ACOM Consulting,Inc\U2350-017-171 POR Metzger-Monopole SA 1ENG\Enercalc\pier.ecf Concrete ENERCALC,INC.1983.2017,BulId:10.17.9.30,Ver 10.17.930 Lic.# KW-06004714 Licensee:VECTOR STRUCTURAL ENGINEERS Description: Pier Code References Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information fc:Concrete 28 day strength = 4.0 ksi Overall Column Height = 26.5 ft E= = 3,605.0 ksi End Fixity Top Free, Bottom Fixed Density = 145.0 pcf Brace condition for deflection(buckling)along columns: 13 = 0.850 X-X(width)axis: fy-Main Rebar = 60.0 ksi Fully braced against buckling along X-X Axis E-Main Rebar - 29,000.0 ksi Y-Y(depth)axis: Allow.Reinforcing Limits ASTM A615 Bars Used Fully braced against buckling along Y-Y Axis Min.Reinf, = 0.50 Max.Reinf. = 8.0 Column Cross Section __ • Column Dimensions: 84.0in Diameter, Column Edge to Rebar Edge Cover=3.625in ,. •»; y* .- i'- Ai ,.. '.I Column Reinforcing: 36-#8 bars .� , cev. Applied Loads _u — Entered loads are factored per load combinations specified IN user. Column self weight included:147,877 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 26.50 ft above base,D=19.60 k BENDING LOADS... Lat.Point Load at 26.50 ft creating Mx-x,W=17.760 k Moment acting about X-X axis,W=1,373.0 k-ft DESIGN SUMMARY Lo _ _ ad Combination +0.90D+W+0.90H Maximum SERVICE Load Reactions.. Location of max.above base 26.322 ft Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum Stress Ratio 0.311 : 1 Top along X-X 17.760 k Bottom along X-X 17.760 k Ratio=(Pu^2+Mu^2)^,5/(PhiP02+PhiMn^2)^.5 Pu= 150.729 k cp *Pn= 506.34 k Mu-x= -1,843.64 k-ft 9 *Mn-x= 6,025.56 k-ft Maximum SERVICE Load Deflections.,. Mu-y= 0.0 k-ft (I)*Mn-y= 0.0 k-ft Along Y-Y 0.1155 in at 26.50 ft above base for load combination: W Only Mu Angle= 180.0 deg Along X-X 0.0 in at 0.0 ft above base Mu at Angle= 1,843.64 k-ft (f)Mn at Angle= 5,924.67 k-ft for load combination: Pn&Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities... General Section Information.c = 0.750 Di =0.850 ® = 0.850 Pnmax:Nominal Max.Compressive Axial Capacity 20,451.7 k p :%Reinforcing 0.5132 % Rebar°°Ok Pnmin:Nominal Min,Tension Axial Capacity k Reinforcing Area 28.440 in^2 cp Pn,max:Usable Compressive Axial Capacity 13,038.0 k Concrete Area 5,541.77 in^2 cp Pn,min:Usable Tension Axial Capacity k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:16 NOV eon.4 15"M 12017 Projects1U2350 ACOM Consulting,Inc1U2350 017171 POR Metzger-Monopole SA\Et4G\Enercaiclpier.ecf C.9j ret4,C0lumn INC.1983-2017 Build:10.17.9.30 Ver. 0.17.9,30 Lic.#_KW-06004714 Licensee:VECTOR STRUCTURAL ENGINEERS Description: Pier Governing Load Combination Results Governing Factored I Moment Dist,from Axial Load Bending Analysis k-ft k Utilization Load Combination IX-X Y-Y base ft Pu (p *Pn 8 x 8x"Mux 8 Y 8y*Muy Alpha (deg) 8 Mu (p Mn Ratio +1.40D+1.60H 26.32 234.4713,037.97 0.000 0.018 +1,200+0.50Lr+1.60L+1.60H 26.32 200.9713,037.97 0.000 0.015 +1.200+1.60L+0.50S+1.60H 26.32 200.9713,037.97 0.000 0.015 +1.200+1.60Lr+0.50L+1.60H 26.32 200.9713,037.97 0.000 0.015 +1.200+1.60Lr+0.50W+1.60H Actual 26.32 200.97 2,028.14 1.000 -921.82 180.000 921.82 9,298.76 0.099 +1,200+0.50L+1.605+1.60H 26.32 200.9713,037.97 0.000 0.015 +1.200+1.605+0,50W+1.60H Actual 26.32 200.97 2,028.14 1.000 -921.82 180.000 921.82 9,298.76 0.099 +1.200+0,50Lr+0,50L+W+1.60H Actual 26.32 200.97 666.77 1.000-1,843.64 180.000 1,843.64 6,318.16 0.292 +1.200+0.500-0.50S+W+1,60H Actual 26.32 200.97 666.77 1.000-1,843.64 180.000 1,843.64 6,318.16 0.292 +1,20D+0.50L+0.20S+E+1.60H 26.32 200.9713,037.97 0.000 0.015 +0.90D+W+0,90H Actual 26.32 150.73 506.34 1.000-1,843.64 180.000 1,843.64 5,924.67 0.311 +0.90D+E+0,90H 26.32 150.7313,037.97 0.000 0.012 Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base Q Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 167.477 +D+L+H 167.477 +D+Lr+H 167.477 +0+S+H 167.477 +D+0,750Lr+0.750L+H 167.477 +D+0.750L+0.750S+H 167.477 +D+0.60W+H 10.656 10.656 167.477 1106.184 823.800 +D+0.70E+H 167.477 +D+0.750Lr+0.750L+0.450W+H 7.992 7.992 167.477 829.638 617.850 +D+0.750L+0.7505+0.450W+H 7.992 7.992 167.477 829.638 617.850 +D+0.750L+0.750S+0.5250E+H 167.477 +0.60D+0.60W+0.60H 10.656 10.656 100.486 1106.184 823.800 +0.60D+0.70E+0.60H 100.486 D Only 167.477 Lr Only L Only S Only W Only 17.760 17.760 1843.640 1373.000 E Only , H Only Maximum MOmP.ntRe-actions-- - - --- - - Note:Only non-zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination @ Base a Top a Base Q Top +D+H k-ft k-ft +D+L+H k-ft k-ft +D+Lr+H k-ft k-ft +D+S+H k-ft k-ft +D+0.750Lr+0.750L+H k-ft k-ft +D+0.750L+0.750S+H k-ft k-ft +D+0.60W+H 1,106.184 823.800 k-ft k-ft +D+0.70E+H k-ft k-ft +D+0.750Lr+0.750L+0.450W+H 829.638 617.850 k-ft k-ft +D+0.750L+0.750S+0,450W+H 829.638 617.850 k-ft k-ft +D+0.750L+0.750S+0.5250E+H k-ft k-ft +0.600+0.60W+0.60H 1,106.184 823.800 k-ft k-ft +0,600+0.70E+0.60H k-ft k-ft D Only k-ft k-ft Lr Only k-ft k-ft L Only k-ft k-ft S Only k-ft k-ft W Only 1,843.640 1,373.000 k-ft k-ft Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID; using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 annted:16 NOV zan,a 5PM Concrete Column 12017 Projects\U2350 ACOM Consulting,In6U2350-017.171 POR Metzger-Monopole SA\ENG\Enercalc\plerect ENERCALC,INC.1983.2017,Subd10,17,9.30,Ver 10,17,9,30 Lic-#-KW-06004714 Licensee`.VECTOR STRUCTURAL ENGINEERS Description: Pier Maximum Moment Reactions Note:Only non-zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination @ Base ©Top @ Base @ Top E Only k-ft k-ft H Only k-ft k-ft Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.069 in 26.500 ft +D+0.70E+H 0.0000 In 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.45OW+H 0.0000 in 0.000 ft 0.052 in 26.500 ft +D+0.750L+0.7505+0,450W+H 0.0000 in 0.000 ft 0.052 in 26.500 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.069 in 26.500 ft +0.60D+0.70E+0.60H 0.0000 In 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.115 in 26.500 ft E Only 0,0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches 7 ... ' Interaction Diagrams Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:16 NOV2017,4 154M Concrete Column 12017Projects1U2350ACOMConsulting,Inc1U2350-017-171 POR Metzger-Monopole SA1ENG1Eneroalclpler.ect ENERCALC,INC.1983-2017,BuIId:10.17.9.30,Ver 10.17.9.30 Lic.#:KW-06004714 Licensee:VECTOR STRUCTURAL ENGINEERS Description: Pier Concrete Column P.M Interaction Diagram, Convent Column P.M Interaction Diagram Ph'•AM,Q Alpha ;k 111 Ph,•Mn®Aipna 5.5) 13,725.0.. 13,725.0 12.352.5 12352.5 10,960.0 10,980.0 9,007.5_..) 9,607.5 6235.0 82310 9,652.5 k 6.662.5 5.490.0_ 5,480.0 • 4,117.5_ - 4.1170, 2.745.0_ 2,7450_1 1,372.5 1,372.5 0,0 1.360.5 2,720.1 4,080 2 5 440.3 6.800 4 6.160.4 9.520.5 10.8800 12.240.7 13,600.7 0.0 1.360 1 2.720 1 4.080 2 5440.3 8.600 4 1160 4 9.520 5 10.580 0 12.240 7 13.600.7 Concrete Column P.M Masc.-eon Diagram Com 6o G0wn:n P.1., D.ag,arc 11.725.0 �"' '@ Planta fA6) P,•,,1n g A:A, t.n, 13,725.0_ 12,352.5 10980.0 10.960.0 9007.5 9.607.5 8235.0 8.235.0 6.662.6 6062.5 5,490.0_ 5,490.0 4,117.5 4.117.5 2,745.0_ 2,745.0 1,372.5 1.372,5 1;0 1,360.1 2.720.1 4.060.2 `1660.3 6.8004 6.1504 9.620.5 10,8806 12240.7 13,000.7 CO 1,360.1 2.7201 4.0802 5.4403 9.0004 8,100.4 9 520 5 10.8806 12,240.7 13.600,7 Title Block Line 1 Project Title: You can change this area Engineer; Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed ''6 NOV 20 7 41150M Concrete Column \2017 ProJects1u2350 ACOM Consulting,Inc1U2350-017.171 POR Metzger-Monopole SA\ENG1Enencelc\pler.ec( ENERCALC,INC.1983-2017,BuNd:10.17.9.30,Ver.10.17.9,30 Lic.#:KW-06004714 Licensee:VECTOR STRUCTURAL ENGINEERS Description: Pier Maximum Moment Reactions Note:Only non-zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination @ Base @ Top @ Base @ Top E Only k-ft k-ft H Only k-ft k-ft Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.069 in 26.500 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.052 in 26.500 ft +D+0.750L+0.7505+0.450W+H 0.0000 in 0.000 ft 0.052 in 26.500 ft +D+0.750L+0.7505+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.069 in 26.500 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.115 in 26.500 ft E Only 0,0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches M •b Y K M sy •N s. .sn . S. .e e S. Interaction Diagrams Title Block Line 1 Project Title: • You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:16NOV 2017,415°M Concrete Column 12017 Projects1U2350 ACOM Consulting,Inc1U2350-017.171 POR Metzger•Monopole SAIENG\Enercalc\plerecf ENERCALC,INC.1983.2017,Build:10.17.9.30,Vec10,17.9,30 Lic.#:KW-06004714 Licensee:VECTOR STRUCTURAL ENGINEERS Description: Pier Concrete Column P.M k4eracnon Diagram Concrete Column P-M Interaction Dragrem Ph!'Mn$Alpha ;loft) Ptn•Mn CA1tn ;X-6) 13125,0_ 13,725.0_. 12.3525_ 12352.5_ 10660.0 10950.0 9607.5_.I 9,907.5.. 9.235.0 5,235.0 6,8623 6992.5 s 5.460.0_ 5,490.0_ 4.117.1 4,117.5 2,745.0_, 2745,0__1 1,372.5 1,372.5 CO 1,380.1 2,7201 4,0802 5.4403 86000 6,1604 9.5205 18880.6 12.240.7 13,600.7 0.0 1,3801 2.7201 40002 5.4403 6.8004 8,1604 8520.5 10590.8 12.240.7 13,600.7 Concrete Coiumn P M Inreractpn Drags am Concrete Cd.:ner P-M Intetacno.,Diagram. PIu'Mn R Alphi j1 61 Pm'Mn Q Alpha ':h 41 117250 13.725 0 • 12.352.6... 12,352.5 10080.0 10,950.0 9,607.5_ 9.607.5_ 9.235.0_ 6235.0 G _ 6.862.5_ a 6.882.5 & • 5,4900 5,490.0- 4,117,5 / 4,117,5_ 2.7450 2,74501 8,372.5-i 1,372.5 II ---1,3601'-1,720-t-"401472—'1440.3-"-613004"-01604-9.9200-108800 12,0+u I-131007 00 1,380.1 2.720.1 4.0802 5.4403 6.8004 8,180.4 9.5205 10,860.6 12.240.7 13,500.7 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block'selection. Title Block Line 6 Printed:16 NOV 2017.4•115PM Concrete Column \2017 Projects1U2350 ACOM Consulting,Inc1U2350.017.171 POR Metzger-Monopole SA\ENG\Enercelclpier.ect ENERCALC,INC.1983.2017,BufId:10.17.9.30,Ver 10,17.9,30 Lic.#:KW-06004714 Licensee:VECTOR STRUCTURAL ENGINEERS Description: Pier Concrete Column P-M kNerxnw,Diegran, Concrete Column P-M tmmxtinn Diagram Phr'Mnt Nona ',85) Ph.•Mor a Mona 1100 13,7250_. 13,725.0 12,352.6._ 12,3528,_, 10,960.0 10.980.0 9.807.5 9.607.5 82359 8235.0 6.662.5 6662.5 g € 5.490,0_, 5490.0 4,117.5_ 4.117.5, • 2.745.0_ 2,745.0_ 1,372.5 1,372.5 li 0.0 1.380 1 2 720 1 4.080 2 5 440.3 8.800.4 9.160 4 9,520.5 10.8808 12.240 7 13.800.7 00 1,380.1 2,720 1 4.080 2 5.440 3 6 800.4 8.180.4 9.520.0 10,840.6 12.240 7 13,6001 COIA:fAte Co ,umP.M Interxtron Diagram Concrete Column P-M Interacl00 Davao, 17,728.0 %"•Mn t 73Ma ik 9) Phr•Mn NMP 13.725.0 12.352.5-_ 10,9600 10.960.0 9807,5_ 9,607.5_. 82350 j 8,235.0 6.862.5 I & 6.862.5 E n` 5490.0_ 6.490.0_ 4,117.5_ 4.117.5_ 2,745.0— 2,745.0 1.372.5 1,372.5 ( 010 i,300.T 2.720.1 4,060.2 5,440.3 6,600.4 6.1604 99205 10.6606 12240.7 138007 04 1.360.1 2,120.1 4.0602 5.440.3 6.8004 8.1004 9.5205 10.8808 12,2407 13.600.7 MUSGS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.4104°N, 122.7518°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Beaverton _ c Beaverton reshi 10 Tigard • Lake Oswego to atin . Sherwood 111 OregonCity USGS-Provided Output Ss = 0.968 g Spa = 1.077 g Sin = 0.718 g = 0.420 g SM: = 0.664 g S°1 = 0.442 g For information on how the SS and S1 values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. Mures=ResPviso Spectru-n Des,eg;Respolse Spectrum rt. i Although this Information Is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. Page 48 of 48 STRUCTURAL DESIGN OREGON .. 51 . ._ 1 t 1 1 1 1 4 /Al i '.1 1 I 0 00,50/ , i COLLW i i 0 ia• i 1 i 1 - A r45....ysi-k 4oru. '4000 I I I i _...1.../. / i / I .,...,7 , 4" ,kef, AIL' ' ; PIM?t '... ..4-. ./ A I I 1 3 1 l' /INALtIA _ - — 1.00:::43 0,,,Ak.1:1411tOf 001011...4013 111. .3.3333.344. - "IPI *. I / I .343``: 1 ctilfr41,! S / fill 1 1 - If cloot - Ilk i , sto 0,• — - - , ....". Irt IL 1 1 ?OAF 2- I I T I - .0 i-. „F 417/ 1 I -Lin - I .4,. . . , I , --11 -1- , i .4. 1 -31-3-.*I--3, i I- LANE3 .- i I at sra4uft 471-r 1 '..r I . - t 1..... _ 1 i s . - ,_ ., i -- I + I ---t iirri-urVi- -- ____,, ..„ ..1 ___ 1 _ I I I 1 1 4 6 4 ;i CO I, I -44:14/111-1": I I I 46R4At Y I ) 1 -- - 1_4 ..,_. --- 1 , .,,1 _ 1 I I It I I I I 1 1 it 0 LY a. b ir it 0 L 7* 1. Ail areas%ith lull exposure to oce.m veinds shall ht designed 135 mph areas. 2. Areas in flood Riser and Multnomah Counties with lull exposure to Columbia Riser Gorge w ,..ind's shutl be desintc, .d 135 mph areas. ',/ 135mph Li 120 mph li i0 mph Foy SI. I tutIci....!hour=l1 t4 urfs FIGURE 1609A ULTIMATE DESIGN WIND SPEED, V .FOR RISK CATEGORY II BUILDINGS AND OTHER STRUCTURES 362 2014 OREGON STRUCTURAL SPECIALTY CODE