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• • • •• • •• • •• • • • • • •••• • • fECEIVED • • •• • •▪ • • • • d1UN•• 21 2015• : : :•• •' : • •• •• • • • • • • • . . . . •• S . . • • •• •• •• • • • • • • . . • •• • .• • • • ••• • • • • • • •• • • TABLE OF CONTENTS • •• • " • •• ' • •• • •• •• • . . • • • .• . ••• • 1) INTRODUCTION ••• ••• • • •• •• 2) ANALYSIS CRITERIA • • Table 1 - Proposed Antenna and Cable Information • ••• "' • Table 2- Existing and Reserved Antenna and ()able frlforfiatibn• • • •• Table 3- Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4- Documents Provided 3.1)Analysis Method 3.2)Assumptions 4) ANALYSIS RESULTS Table 5-Section Capacity(Summary) Table 6—Tower Components vs. Capacity 4.1)Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations tnxTower Report-version 6.1.4.1 • •• •• •• • • • • •• • • • • • • • • • • • • . • • •• •• • • • • . • ••• • • •• • • • • •• •• •• thy 19, 2015 80 Ft Monopole Tower Structural Analysis • CCI BU No 855861 . Project Number CN4-370/6150003,Application 293773, Revision 4 Page 3 • •. . • • ••• • • • • • • •• • • • •• • • • • • • •• ... • • • • • • ••• • • • • • • • • • • 1) INTRODUCTION • • ... • This tower is an 80 ft Monopole tower designed by North American Pole Cornrratjpn in.Noytimber of 1996. The tower was originally designed for a wind speed of 90 mph per TIA/EIA-2;:2-E.: : • • ' ' ' ' • • ... ... •• • • • • • • ... • 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind speed of 93 mph with no ice, 30 mph with 1 inch ice thickness and 60 mph under service loads, exposure category C with topographic category 1 and crest height of 0 feet. Table 1 -Proposed Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 3 Alcatel Lucent 3JR52703AAAA w/pipe mount 84.0 I 3 Alcatel Lucent 9442 RRH2x40-07 80.0 I 4 Andrew E15Z01P03 2 Powerwave LGP21401 80.0 1 I - I L3x3x1/4 Angle Handrails 76.0 76.0 - - - l I 2 1 3/4 3/8 - Table 2 -Existing and Reserved Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 2 Kathrein 742-265 w/pipe mount I! 4 Kathrein 1 800 10121 w/pipe mount 84.0 1_ 3 Kathrein 1 840 10197 w/pipe mount 25 7/8 1 6 I Nokia CS72993.07 1 I - Handrails 12 1 - Platform Mount[LP 101-1] I 1 80.0 i 3 Alcatel Lucent 9442 RRH 700 3 Alcatel Lucent 9442 RRH AWS 80.0 6 Andrew I ETB19G8-12UB AM X CD 16-65-OOT-RET 1 KMW 2 1/4 2 w/pipe mount 1 I Kathrein 800 10766 w/Mount Pipe 1 Powerwave P65-17-XLH-RR w/pipe mount 1 - I Pipe Mount[PM 601-1] 76.0 76.0 1 1 Raycap I DC6-48-60-0-8F J 72.0 72.0 1 ( - I GPS_A 2 1 1/2 1 I 1 I - I Pipe Mount[PM 601-1] tnxTower Report-version 6.1.4.1 I • •. •• •• • • • • •• • • • • • • • . S. • • • • • •• • • • • • •• ••' Ma j{19, 2015 • 80 Ft Monopole Tower Structural Analysis ' • • • • CCl BU No 855861 Project Number CN4-370/6150003,Application 293773, Revision 4 Page 4 . •. • • • 900 • • • • • •• • • • •• . . . . . . . •• Center • • • • • • Mounting Line Number Antenna • ••• •• ••• •••• Number .•Feed of Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) .., •. P• t.. ... . . A 1 i - GF#S . ' 411 . 62.0 62.0 •— • 55. �•� �'. : :1/2 1 1 - r Pipe Mount[PM 401.41 • Notes: 1) Existing equipment that is to remain on the tower. 2) Existing equipment that is to be removed from the tower and has not been considered in this analysis. Table 3 -Design Antenna and Cable Information Center Number Number Feed Mounting Line Antenna Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 3 Celwave PD10041 80.0 80.0 i 12 1-5/8 9 Celwave I PD10201 3) ANALYSIS PROCEDURE Table 4-Documents Provided Document I Remarks Reference Source 4-GEOTECHNICAL REPORTS Redmond &Associates, Project 5680570 CCISITES No. 110.72.G, Dated 11/07/1996 4-TOWER FOUNDATION North American Pole Corporation, 5680558 CCISITES DRAWINGS/DESIGN/SPECS Job No. 95-351, Dated 11/25/1996 4-TOWER MANUFACTURER North American Pole Corporation, 5680552 CCISITES DRAWINGS Job No. 95-351, Dated 11/26/1996 4-TOWER STRUCTURAL Morrison Hershfield, Project No. 4303122 CCISITES ANALYSIS REPORTS VEL-070R1, Dated 06/22/2012 3.1) Analysis Method tnxTower(version 6.1.4.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) The tower and structures were built in accordance with the manufacturer's specifications and applicable ANSI/TIA/EIA standards. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) The foundation was properly designed and constructed for the original design loads. 5) The existing base plate grout was not considered in this analysis. This analysis may be affected if any assumptions are not valid or have been made in error. Morrison Hershfield should be notified to determine the effect on the structural integrity of the tower. tnxTower Report-version 6.1.4.1 • •• •• •• • • • • •• • • • • • • • • • • • • • • • • ••• •• • • • • • • .•• • • •• • • • • • • .0. M�6 9, 2015 80 Ft Monopole Tower Structural Analysis • • CC/BU No 855861 . Project Number CN4-370/6150003,Application 293773, Revision 4 Page 5 . .. • • ... • • • • • • • • 4) ANALYSIS RESULTS • • • • • • •• . . . • . . ... • • • • • • • • • • • • • • Table 5:Section Capacity(Summary) • Section Component Critical 1ST*P_allow D• %•• Elevation(ft) Size I.Ptl�r • . Pass/Fail No. Type Element • •(1� : �aj.a%ity, ..• •• • • , L1 80-40.25 Pole TP28.745x20x0.25 1 • -6.8:1 5150 iii, w �0.i , Pass ••• - -_..-- I L2 I 40.25-20 I Pole TP32.568x27.3467x0.31251 2 -9.97 1 2211.72 I 40.5 I Pass NM 20-0 Pole TP36.211x30.9595x0.3125 3 -14.37 I 2398.24 I 51.7 I Pass .. . _...._ .__......._ ISummaryl Pole(L3) I 51.7 I Pass I Rating= I 51.7 I Pass Table 6-Tower Component Stresses vs. Capacity—LC5 Notes Component Elevation (ft) %Capacity I Pass/Fail 1 Anchor Rods 0 50.0 Pass 1 I Base Plate 0 33.5 Pass 1 I Base Foundation 0 35.7 Pass 1 Base Foundation 0 25.6 Pass Soil Interaction Structure Rating (max from all components) = 51.7% Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 4.1) Recommendations The tower and its foundation have sufficient capacities to carry the existing and proposed loads. No modifications are required at this time. tnxTower Report-version 6.1.4.1 • .. S. .. • . . o e. ••• • • • • • • • • •• • • .. .e • • • ... • • is* • • • • • • • • • • • • • • • • • .e • •• • • • ... • • . .o O O O O O O • 00• • e e e • . ... •• . lo• • • • • • • • • • • .e. • S.. see • • e. .e • • • • • • • ..e oleo e. • • APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 6.1.4.1 • •• •• •• • • • • •.• • • •• •• • • • • • • •• • • • • ••• • •• •• • • CSEIIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION waft 840 10197 w/pipe mount • 8C],e • *�,,1R52703AAAAw/plpeSr1�11Rt 80 840 10197 wl pipe mount • • 00 • • �)vzcid Pal t ;• 90 II+II 840 10197 wl pipe mount • • .i0•• • • •• .2•45201P03• • ao (2)800 10121 wl pipe mount • • 03 • • • (2)Lt3P21401..- • 80 (2)800 10121 w/pipe mount • • •--9447• ••••_ •• _80 RRH2x40-07 80 (2)742-265 wl pipe mount 80 9442 RRH2x40-07 80 . (2)C572993.07 80 9442 RRH2x40-07 80 (2)C572993 07 •••80••• • •C6-48••0-8F••• 76 -- (2)057299107 • 80 • • • •P'iR1 Mrrynl[ v1 6`1-10 76 Platform Mount[LP 101.11 • 80 • ••• ••P•-A•• • • 72 L3x3x1l4 Angle Handrails • •80 • • • t Pi Mint 41)/'61% 72•3JR52703AAAA w/pipe mount • 80• CPS A 62 3JR52703AAAA w/pipe mount 80 f Pipe Mount[PM 601-1] 162 MATERIAL STRENGTH GRADE Fy Fu GRADE I Fy I Fu I A572-65 65 ks1 t„ g r O A N ° < 8 N TOWER DESIGN NOTES 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 93 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 30 mph basic wind with 1.00 in ice.Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0' 8. TOWER RATING:51.7% / , 40.3e • 4 g e X . t0 - g g N G N M 20.09 ALL REACTIONS ARE FACTORED AXIAL 32 K P., SHEAR MOMENT N ° 1 K f f 92 kip-ft O N o ,$ X N TORQUE 0 kip-ft 30 mph WIND-1.0000 in ICE AXIAL 14K SHEA MOMENT 15 K 1 895 kip-ft 0.08 TORQUE 1 kip-ft .o = REACTIONS-93 mph WIND v C o 3 .£ s Y O 6 C g .5 .O E $ i? E t a n Ire Morrison Hershfield Corp lob'CN4-370/6150003 1455 Lincoln Parkway,Suite 500 Pr°1ec1:855861/Pfaffle Atlanta,GA cl1ent.Crown Castle USA Drawn by EMR App'd: NTS Consulting Engineers Phone:770-379-8500 code:TIA-222-G Date:05/19/151•' FAX:770-379-8501 Path: o- � A a eew me w ra Dwg No.E-1 • . •S •S • • • • • • • ••• • • • • • • • • • • • • • • •• • • • • • • .• • • • • • • • • •• °O. May'i'9, 2015• 80 Ft Monopole Tower Structural Analysis • • CC/BU No 855861 Project Number CN4-370/6150003,Application 293773, Revision 4 Page 7 • • •• • • • ••• • • • • • • •• • 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. •;• • • Basic wind speed of 93 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0'. Nominal ice thickness of 1.0000 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 Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals J Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification J Use Clear Spans For Wind Area Ignore Redundant Members in FEA i Use Code Stress Ratios Use Clear Spans For KUr SR Leg Bolts Resist Compression J Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice J Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz J Use Azimuth Dish Coefficients J Consider Feedline Torque Use Special Wind Profile J Project Wind Area of Appurt. Include Angle Block Shear Check Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends J Include Shear-Torsion Interaction Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination Use TIA-222-G Tension Splice Capacity Exemption Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in L1 80'-40'3" 39'9" 4'31/32" 12 20.0000 28.7450 0.2500 1.0000 A572-65 (65 ksi) L2 40'3"-20' 24'3-31/32" 4'6-31/32" 12 27.3467 32.5680 0.3125 1.2500 A572-65 (65 ksi) L3 20'-0' 24'6-31/32" 12 30.9595 36.2110 0.3125 1.2500 A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia. Area I r C I/C J It/Q w w/t in inZ in' in in in3 in' in? in Li 20.7055 15.8988 791.5587 7.0705 10.3600 76.4053 1603.9125 7.8249 4.6900 18.76 • 29.7590 22.9385 2377.3209 10.2012 14.8899 159.6599 4817.0967 11.2896 7.0337 28.135 L2 29.2184 27.2031 2537.6447 9.6782 14.1656 179.1417 5141.9562 13.3886 6.4914 20.773 33.7169 32.4571 4310.2571 11.5475 16.8702 255.4950 8733.7495 15.9744 7.8907 25.25 L3 33.0653 30.8386 3697.0645 10.9716 16.0370 230.5329 7491.2549 15.1778 7.4597 23.871 tnxTower Report-version 6.1.4.1 • •• •• • •• • •. •.•• • • • • • • � ••• • : • • .••• • • • • • • • •• • • • • • ••• Maay1•9, 2015• 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number CN4-370/6150003,Application 293773, Revision 4 Page 8 • •• • • • ••. ••• • • • • •• • . • • • • •• Section Tip Dia. Area I r C 1/C .J•• • It/Q• •• ••4 • w4 • in in2 in° in in in3 'Iri°• ••• in2••• ix ••• • 37.4884 36.1229 5941.8372 12.8517 18.7573 316.7747 12039.773 17.7786 8.8670 28.375 1 ••• ••• • • •• •• • • Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mull• Do i4Jo A$gI Doable Angle Elevation Area Thickness A, Factor • • StitiA Ills: Stithh Syr • (per face) A, • • • Spacing Spacing Diagonals Horizontals ft ft2 in in in L1 80'-40'3" 1 1 1 L2 40'3"-20' 1 1 1 L3 20'-0' 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Secto Component Placement Total Number Start/En Width or Perimete Weight r Type Number Per Row d Diamete r ft Position r plf in in Safety Line 3/8" A Surface Ar 80'-10' 1 1 0.000 0.3750 0.22 (CaAa) 0.000 Climbing Pegs A Surface Ar 80'-10' 1 1 -0.050 0.7050 1.80 (CaAa) 0.050 LDF4-50A(1/2") B Surface Ar 62'-8' 1 1 0.000 0.6300 0.15 (CaAa) 0.000 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft2/ft plf LDF5-50A(7/8") B No Inside Pole 80'-8' 25 No Ice 0.00 0.33 1/2"Ice 0.00 0.33 1"Ice 0.00 0.33 FB-L98-002-XXX(3/8) B No Inside Pole 76'-8' 1 No Ice 0.00 0.06 1/2"Ice 0.00 0.06 1"Ice 0.00 0.06 WR-VG86ST-BRD( B No Inside Pole 76'-8' 2 No Ice 0.00 0.58 3/4) 1/2"Ice 0.00 0.58 1"Ice 0.00 0.58 41k.k LDF4-50A(1/2") B No Inside Pole 72'-8' 2 No Ice 0.00 0.15 1/2"Ice 0.00 0.15 1"Ice 0.00 0.15 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K L1 80'-40'3" A 0.000 0.000 4.293 0.000 0.08 B 0.000 0.000 1.370 0.000 0.38 C 0.000 0.000 0.000 0.000 0.00 L2 40'3"-20' A 0.000 0.000 2.187 0.000 0.04 B 0.000 0.000 1.276 0.000 0.20 C 0.000 0.000 0.000 0.000 0.00 L3 20'-0' A 0.000 0.000 1.080 0.000 0.02 B 0.000 0.000 0.756 0.000 0.12 C 0.000 0.000 0.000 0.000 0.00 tnxTower Report-version 6.1.4.1 • •• •• •• • • • • •• • • • • ••• • • • • • • • •• .• • • • • • • • • • • •.. Mali4A, 2015• 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number CN4-370/6150003,Application 293773, Revision 4 Page 9 • •• • • • ••• • • • • • • •• • Feed Line/Linear Appurtenances Sectbti )\ ea4 »W h !cp. ••• • • . Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Feiss. •Qyt Fa`e • •• •• n ft Leg in ft2 ft2 ft2 • • fte • • • It • • • L1 80'-40'3" A 2.121 0.000 0.000 38.012, .0.060r• •••0.6,• • • B 0.000 0.000 10.595: •:a.o • : :0Z4: i• C 0.000 0.000 0.000 0.000 0.00 L2 40'3"-20' A 1.980 0.000 0.000 19.364 0.000 0.32 B 0.000 0.000 9.864 0.000 0.35 C 0.000 0.000 0.000 0.000 0.00 L3 20'-0' A 1.771 0.000 0.000 9.001 0.000 0.14 B 0.000 0.000 5.509 0.000 0.19 C 0.000 0.000 0.000 0.000 0.00 Feed Line Center of Pressure Section Elevation CPx CPz CPX CPz Ice Ice ft in in in in L1 80'-40'3" -0.0851 -0.1009 -0.4895 -0.5270 L2 40'3"-20' -0.0539 -0.1186 -0.3546 -0.6322 L3 20'-0' -0.0191 -0.0638 -0.1565 -0.3821 Shielding Factor Ka Tower Feed Line Description Feed Line K. K. Section Record No. Segment No Ice Ice Elev. L1 1 Safety Line 3/8" 40.25- 1.0000 1.0000 80.00 L1 2 Climbing Pegs 40.25- 1.0000 1.0000 80.00 L1 12 LDF4-50A(1/2") 40.25- 1.0000 1.0000 62.00 L2 1 Safety Line 3/8" 20.00- 1.0000 1.0000 40.25 L2 2 Climbing Pegs 20.00- 1.0000 1.0000 40.25 L2 12 LDF4-50A(1/2") 20.00- 1.0000 1.0000' 40.251 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft 840 10197 w/pipe mount A From Leg 4.00 0.0000 80' No Ice 5.73 4.39 0.04 -6' 1/2" 6.36 5.98 0.09 4' Ice 7.00 7.58 0,14 1"Ice 840 10197 w/pipe mount B From Leg 4.00 0.0000 80' No Ice 5.73 4.39 0.04 -6' 1/2" 6.36 5.98 0.09 4' Ice 7.00 7.58 0.14 1"Ice 840 10197 w/pipe mount C From Leg 4.00 0.0000 80' No Ice 5.73 4.39 0.04 -6' 1/2" 6.36 5.98 0.09 4' Ice 7.00 7.58 0.14 1"Ice (2)800 10121 w/pipe A From Leg 4.00 0.0000 80' No Ice 5.80 4.72 0.08 mount 0' 1/2" 6.35 5.56 0.13 4' Ice 6.87 6.29 0.18 tnxTower Report-version 6.1.4.1 •• •. •. • • • • • •`• • • • • • • • • • • • • •• •• •• • • • •• • • • • ••• ••• •' May 19, 2015 80 Ft Monopole Tower Structural Analysis • • • • CCI BU No 855861 Project Number CN4-370/6150003,Application 293773, Revision 4 Page 10 • S. • • • ••• • • • • • • •• • • • •• Description Face Offset Offsets: Azimuth plaserueni 9 • S ••Ci AA • CAA; Weight or Type Horz Adjustmen •,,• '„' ••• nt •.•Side Leg Lateral t Vert ft ••fryry i ••• • • h■ • •• ft2 K ft • • • • • • • • • • ft • • • • • ••• ••• •• • • • • 1•'l6Ib • (2)800 10121 w/pipe C From Leg 4.00 0.0000 B0' "' No Ice 5.80 472 0.08 mount 0' 1/2" 6.35 556 0.13 4' Ice 6.87 629 0.18 1"Ice (2)742-265 w/pipe mount B From Leg 4.00 0.0000 80' No Ice 8.10 6.52 0.09 0' 1/2" 8.77 7.82 0.16 4' Ice 9.48 8.97 0.23 1"Ice (2)CS72993.07 A From Leg 4.00 0.0000 80' No Ice 1.43 0.42 0.02 0' 1/2" 1.59 0.54 0.03 4' Ice 1.76 0.66 0.04 1"Ice (2)CS72993.07 B From Leg 4.00 0.0000 80' No Ice 1.43 0.42 0.02 0' 1/2" 1.59 0.54 0.03 4' Ice 1.76 0.66 0.04 1"Ice (2)CS72993.07 C From Leg 4.00 0.0000 80' No Ice 1.43 0.42 0.02 0' 1/2" 1.59 0.54 0.03 4' Ice 1.76 0.66 0.04 1"Ice Platform Mount[LP 101-1] C None 0.0000 80' No Ice 36.21 36.21 1.50 1/2" 42.82 42.82 2.30 Ice 49.43 49.43 3.10 1"Ice L3x3x1/4 Angle Handrails C None 0.0000 80' No Ice 0.00 0.00 0.00 1/2" 0.00 0.00 0.00 Ice 0.00 0.00 0.00 1"Ice 3JR52703AAAA w/pipe A From Leg 4.00 0.0000 80' No Ice 13.11 17.92 0.18 mount 6' 1/2" 13.83 19.60 0.32 4' Ice 14.64 21.30 0.46 1"Ice 3JR52703AAAA w/pipe B From Leg 4.00 0.0000 80' No Ice 13.11 17.92 0.18 mount 6' 1/2" 13.83 19.60 0.32 4' Ice 14.64 21.30 0.46 1"Ice 3JR52703AAAA w/pipe C From Leg 4.00 0.0000 80' No Ice 13.11 17.92 0.18 mount 6' 1/2" 13.83 19.60 0.32 4' Ice 14.64 21.30 0.46 1"Ice (2)E15Z01P03 A From Leg 4.00 0.0000 80' No Ice 1.06 0.45 0.02 0' 1/2" 1.21 0.57 0.02 4' Ice 1.37 0.71 0.03 1"Ice (2)E15Z01P03 B From Leg 4.00 0.0000 80' No Ice 1.06 0.45 0.02 0' 1/2" 1.21 0.57 0.02 4' Ice 1.37 0.71 0.03 1"Ice (2)LGP21401 C From Leg 4.00 0.0000 80' No Ice 1.29 0.23 0.01 0' 1/2" 1.45 0.31 0.02 4' Ice 1.61 0.40 0.03 1"Ice 9442 RRH2x40-07 A From Leg 4.00 0.0000 80' No Ice 2.49 2.21 0.05 0' 1/2" 2.71 2.42 0.07 4' Ice 2.94 2.63 0.10 1"Ice 9442 RRH2x40-07 B From Leg 4.00 0.0000 80' No Ice 2.49 2.21 0.05 0' 1/2" 2.71 2.42 0.07 4' Ice 2.94 2.63 0.10 1"Ice 9442 RRH2x40-07 C From Leg 4.00 0.0000 80' No Ice 2.49 2.21 0.05 0' 1/2" 2.71 2.42 0.07 4' Ice 2.94 2.63 0.10 1"Ice tnxTower Report-version 6.1.4.1 • S. •• •• • • • • •• • ••• • • • ••• • •• • • • •• •• • • •• • • •• ••• • •• •• • • • • • • • • • • :.• May 19, 2015• • •80 Ft Monopole Tower Structural Analysis • • • • CCI BU No 855861 Project Number CN4-370/6150003,Application 293773, Revision 4 Page 11 • •• • • • ••• • • • _ • • • •• • Description Face Offset Offsets: Azimuth Rlaoenient• • • •G•AA• • Cq�4A; • • •• .• • • • • •• • . • • • • • • • • • • • • • • •• • • • • • • ••• • •• • • • • • • • . • •.• :.. May 19, 2015• 80 Ft Monopole Tower Structural Analysis • • CCI BU No 855861 • Project Number CN4-370/6150003,Application 293773, Revision 4 Page 13 • •• • • • ••• • • • • • • •• • . • • .. • r • • • • ••• Tower Mast ReactidttSuhin ai;y • Load Vertical Shear, Shears Overturning Overturning Torque Combination ••4lo91Cgt,M *Moment,A... K K K • -ft• • • • • • ki -ft Dead Only 11.98 0.00 0.00 • • A•110 ••• •• -p.1 T 0.00 1.2 Dead+1.6 Wind 0 deg- 14.37 -0.08 -14.44 0. .: 887.9b : : : : 131. 0.91 No Ice 0.9 Dead+1.6 Wind 0 deg- 10.78 -0.08 -14.44 -884.27 5.34 0.91 No Ice 1.2 Dead+1.6 Wind 30 deg- 14.37 7.17 -12.47 -766.21 -440.62 0.87 No Ice 0.9 Dead+1.6 Wind 30 deg- 10.78 7.17 -12.47 -763.08 -438.78 0.87 No Ice 1.2 Dead+1.6 Wind 60 deg- 14.37 12.50 -7.15 -439.24 -768.54 0.59 No Ice 0.9 Dead+1.6 Wind 60 deg- 10.78 12.50 -7.15 -437.43 -765.37 0.59 No Ice 1.2 Dead+1.6 Wind 90 deg- 14.37 14.48 0.08 5.39 -890.58 0.15 No Ice 0.9 Dead+1.6 Wind 90 deg- 10.78 14.48 0.08 5.40 -886.92 0.16 No Ice 1.2 Dead+1.6 Wind 120 deg 14.37 12.58 7.29 448.54 -774.04 -0.32 -No Ice 0.9 Dead+1.6 Wind 120 deg 10.78 12.58 7.29 446.75 -770.86 -0.32 -No Ice 1.2 Dead+1.6 Wind 150 deg 14.37 7.31 12.55 771.47 -450.16 -0.71 -No Ice 0.9 Dead+1.6 Wind 150 deg 10.78 7.31 12.55 768.38 -448.29 -0.70 -No Ice 1.2 Dead+1.6 Wind 180 deg 14.37 0.08 14.44 887.66 -5.71 -0.90 -No Ice 0.9 Dead+1.6 Wind 180 deg 10.78 0.08 14.44 884.09 -5.64 -0.90 -No Ice 1.2 Dead+1.6 Wind 210 deg 14.37 -7.17 12.47 765.97 440.21 -0.86 -No Ice 0.9 Dead+1.6 Wind 210 deg 10.78 -7.17 12.47 762.89 438.48 -0.86 -No Ice 1.2 Dead+1.6 Wind 240 deg 14.37 -12.50 7.15 439.00 768.13 -0.59 -No Ice 0.9 Dead+1.6 Wind 240 deg 10.78 -12.50 7.15 437.25 765.07 -0.59 -No Ice 1.2 Dead+1.6 Wind 270 deg 14.37 -14.48 -0.08 -5.63 890.16 -0.16 -No Ice 0.9 Dead+1.6 Wind 270 deg 10.78 -14.48 -0.08 -5.58 886.61 -0.16 -No Ice 1.2 Dead+1.6 Wind 300 deg 14.37 -12.58 -7.29 -448.78 773.63 0.31 -No Ice 0.9 Dead+1.6 Wind 300 deg 10.78 -12.58 -7.29 -446.93 770.55 0.31 -No Ice 1.2 Dead+1.6 Wind 330 deg 14.37 -7.31 -12.55 -771.71 449.75 0.70 -No Ice 0.9 Dead+1.6 Wind 330 deg 10.78 -7.31 -12.55 -768.56 447.98 0.70 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 31.68 0.00 0.00 -0.62 -0.61 0.00 1.2 Dead+1.0 Wind 0 31.68 -0.01 -1.40 -91.97 -0.11 0.11 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 31.68 0.69 -1.21 -79.47 -45.83 0.11 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 31.68 1.21 -0.69 -45.84 -79.45 0.08 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 31.68 1.40 0.01 -0.10 -91.95 0.03 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 31.68 1.22 0.71 45.50 -79.99 -0.03 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 31.68 0.71 1.22 78.73 -46.76 -0.08 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 31.68 0.01 1.40 90.70 -1.19 -0.11 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 31.68 -0.69 1.21 78.19 44.54 -0.11 deg+1.0 Ice+1.0 Temp tnxTower Report-version 6.1.4.1 • •• •• • • • • • •• • • • • • • • • • • • • • ••• •• • • ••• •• •• •• • • • • • • • • • •• • ••• • May 19, 2015 80 Ft Monopole Tower Structural Analysis • • CCI BU No 855861 Project Number CN4-370/6150003,Application 293773, Revision 4 Page 14 • •• • • • ••• • • • • • • •• • Load Vertical Shear Shear, • • Ov� tumi • *Et ertumit • :Torque Combination ••• A,c rent, •• Msment,•AI,• • K K K kip-ft kip-ft kip-ft 1.2 Dead+1.0 Wind 240 31.68 -1.21 0.69 44.57 78.15 -0.08 deg+1.0 Ice+1.0 Temp ••• ••• • • •• •• 1.2 Dead+1.0 Wind 270 31.68 -1.40 -0.01 • • •1.1+7 • • • •9Q.6g -0.03 deg+1.0 Ice+1.0 Temp • • .•• •• •• •• • • 1.2 Dead+1.0 Wind 300 31.68 -1.22 -0.71 : •.•-45.77 : : ; :7CV 0.03 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 31.68 -0.71 -1.22 -80.01 45.47 0.08 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 11.98 -0.02 -3.36 -206.25 1.11 0.21 Dead+Wind 30 deg-Service 11.98 1.67 -2.90 -178.00 -102.44 0.20 Dead+Wind 60 deg-Service 11.98 2.91 -1.66 -102.07 -178.59 0.14 Dead+Wind 90 deg-Service 11.98 3.37 0.02 1.18 -206.93 0.04 Dead+Wind 120 deg- 11.98 2.93 1.70 104.08 -179.87 -0.07 Service Dead+Wind 150 deg- 11.98 1.70 2.92 179.07 -104.66 -0.16 Service Dead+Wind 180 deg- 11.98 0.02 3.36 206.05 -1.45 -0.21 Service Dead+Wind 210 deg- 11.98 -1.67 2.90 177.79 102.10 -0.20 Service Dead+Wind 240 deg- 11.98 -2.91 1.66 101.87 178.25 -0.14 Service Dead+Wind 270 deg- 11.98 -3.37 -0.02 -1.38 206.59 -0.04 Service Dead+Wind 300 deg- 11.98 -2.93 -1.70 -104.29 179.53 0.07 Service Dead+Wind 330 deg- 11.98 -1.70 -2.92 -179.28 104.32 0.16 Service Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error • Comb. K K K K K K 1 0.00 -11.98 0.00 0.00 11.98 0.00 0.000% 2 -0.08 -14.37 -14.44 0.08 14.37 14.44 0.000% 3 -0.08 -10.78 -14.44 0.08 10.78 14.44 0.000% 4 7.17 -14.37 -12.47 -7.17 14.37 12.47 0.000% 5 7.17 -10.78 -12.47 -7.17 10.78 12.47 0.000% 6 12.50 -14.37 -7.15 -12.50 14.37 7.15 0.000% 7 12.50 -10.78 -7.15 -12.50 10.78 7.15 0.000% 8 14.48 -14.37 0.08 -14.48 14.37 -0.08 0.000% 9 14.48 -10.78 0.08 -14.48 10.78 -0.08 0.000% 10 12.58 -14.37 7.29 -12.58 14.37 -7.29 0.000% 11 12.58 -10.78 7.29 -12.58 10.78 -7.29 0.000% 12 7.31 -14.37 12.55 -7.31 14.37 -12.55 0.000% 13 7.31 -10.78 12.55 -7.31 10.78 -12.55 0.000% 14 0.08 -14.37 14.44 -0.08 14.37 -14.44 0.000% 15 0.08 -10.78 14.44 -0.08 10.78 -14.44 0.000% 16 -7.17 -14.37 12.47 7.17 14.37 -12.47 0.000% 17 -7.17 -10.78 12.47 7.17 10.78 -12.47 0.000% 18 -12.50 -14.37 7.15 12.50 14.37 -7.15 0.000% 19 -12.50 -10.78 7.15 12.50 10.78 -7.15 0.000% 20 -14.48 -14.37 -0.08 14.48 14.37 0.08 0.000% 21 -14.48 -10.78 -0.08 14.48 10.78 0.08 0.000% 22 -12.58 -14.37 -7.29 12.58 14.37 7.29 0.000% 23 -12.58 -10.78 -7.29 12.58 10.78 7.29 0.000% 24 -7.31 -14.37 -12.55 7.31 14.37 12.55 0.000% 25 -7.31 -10.78 -12.55 7.31 10.78 12.55 0.000% 26 0.00 -31.68 0.00 -0.00 31.68 0.00 0.000% • 27 -0.01 -31.68 -1.40 0.01 31.68 1.40 0.000% 28 0.69 -31.68 -1.21 -0.69 31.68 1.21 0.000% 29 1.21 -31.68 -0.69 -1.21 31.68 0.69 0.000% 30 1.40 -31.68 0.01 -1.40 31.68 -0.01 0.000% ' 31 1.22 -31.68 0.71 -1.22 31.68 -0.71 0.000% 32 0.71 -31.68 1.22 -0.71 31.68 -1.22 0.000% 33 0.01 -31.68 1.40 -0.01 31.68 -1.40 0.000% 34 -0.69 -31.68 1.21 0.69 31.68 -1.21 0.000% tnxTower Report-version 6.1.4.1 ••• •S. •• • s • • •• • • ••• • • • • •• • • • • • • • 4b. •• • • • • • ipso • • •• • • • • • • • •.• i•• May 19, 2015 80 Ft Monopole Tower Structural Analysis CC/BU No 855861 • Project Number CN4-370/6150003,Application 293773, Revision 4 Page 15 • .• • • • .•• • • • • • • .• • • . . -. • • •• Sum of Applied Forces • •Semof RettiQns••• • • Load PX PY PZ PX ••. ••'Y • • PZ••• ••�%Error Comb. K K K K K K 35 -1.21 -31.68 0.69 1.21 31.68 -0.69 0.000% 36 -1.40 -31.68 -0.01 1.40 ••• .N168 • • CA1 • 0.000% 37 -1.22 -31.68 -0.71 1.22 • 39.68 0 • : i Q.7: : 0.000% 38 -0.71 -31.68 -1.22 0.71 • 33.68••• ••• ♦.Q2 • 0.000% 39 -0.02 -11.98 -3.36 0.02 : •2.0•o• : 3 3.36 •s 0.000% 40 1.67 -11.98 -2.90 -1.67 11.98 2.90 0.000% 41 2.91 -11.98 -1.66 -2.91 11.98 1.66 0.000% 42 3.37 -11.98 0.02 -3.37 11.98 -0.02 0.000% 43 2.93 -11.98 1.70 -2.93 11.98 -1.70 0.000% 44 1.70 -11.98 2.92 -1.70 11.98 -2.92 0.000% 45 0.02 -11.98 3.36 -0.02 11.98 -3.36 0.000% 46 -1.67 -11.98 2.90 1.67 11.98 -2.90 0.000% 47 -2.91 -11.98 1.66 2.91 11.98 -1.66 0.000% 48 -3.37 -11.98 -0.02 3.37 11.98 0.02 0.000% 49 -2.93 -11.98 -1.70 2.93 11.98 1.70 0.000% 50 -1.70 -11.98 -2.92 1.70 11.98 2.92 0.000% Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 80-40.25 5.977 43 0.6485 0.0027 L2 44.3333-20 1.922 43 0.3886 0.0008 L3 24.5833-0 0.624 43 0.2235 0.0004 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 80' 840 10197 w/pipe mount 43 5.977 0.6485 0.0027 38993 76' DC6-48-60-0-8F 43 5.470 0.6206 0.0025 38993 72' GPS_A 43 4.968 0.5925 0.0022 24370 62' GPS_A 43 3.755 0.5214 0.0016 10831 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 80-40.25 25.713 10 2.7895 0.0117 L2 44.3333-20 8.276 10 1.6729 0.0034 L3 24.5833-0 2.688 10 0.9625 0.0015 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 80' 840 10197 w/pipe mount 10 25.713 2.7895 0.0118 9107 76' DC6-48-60-0-8F 10 23.536 2.6695 0.0107 9107 72' GPSA 10 21.376 2.5491 0.0096 5691 • 62' GPS_A 10 16.161 2.2438 0.0069 2529 Compression Checks Pole Design Data tnxTower Report-version 6.1.4.1 • •• •• •• • • • • •• • • • •••• ••• • . • •• •• ••• • •• ••• •• • • •• • •• • ••• •• •• • • • • • • • • • • • • • • May 19, 2015 80 Ft Monopole Tower Structural Analysis • • • CCI BU No 855861 Project Number CN4-370/6150003,Application 293773, Revision 4 Page 16 • •• • • • ••• • • • • • • •• • • • • •• • • • • • • • ••• • • • • • • • ••• • _ • Section Elevation Size L L, •IIi1- ••• A • P; •••op? Ratio No. P„ R ft ft in2 K K gyp„ L1 80-40.25(1) TP28.745x20x0.25 39'9" 0' 00• 02/A215• -6.• • •• 15Q 84•• 1.13 0.005 3 • • • • • • L2 40.25-20(2) TP32.568x27.3467x0.312 24'3- 0' 0.l /1.461••• ••-n7:•• 2:1.72 0.005 5 31/32" • ••6 • • L3 20-0(3) TP36.211 x30.9595x0.312 24'6- 0' 0.0 36.122 -14.37 2398.24 0.006 5 31/32" 9 Pole Bending Design Data Section Elevation Size M„r 01„x Ratio ■uy (t)M„ Ratio No. Kr M„y ft kip-ft kip-ft 4M„,, kip-ft kip-ft 4ly„r L1 80-40.25(1) TP28.745x20x0.25 336.12 843.02 0.399 0.00 843.02 0.000 L2 40.25-20(2) TP32.568x27.3467x0.312 563.01 1406.18 0.400 0.00 1406.18 0.000 5 L3 20-0(3) TP36.211 x30.9595x0.312 894.61 1752.59 0.510 0.00 1752.59 0.000 5 Pole Shear Design Data Section Elevation Size Actual OV„ Ratio Actual 4)T„ Ratio No. V„ V„ T„ T„ ft K K 4)14 kip-ft kip-ft 4)T„ L1 80-40.25(1) TP28.745x20x0.25 10.57 750.57 0.014 0.32 1709.37 0.000 L2 40.25-20(2) TP32.568x27.3467x0.312 12.40 1105.86 0.011 0.32 2851.31 0.000 5 L3 20-0(3) TP36.211x30.9595x0.312 14.55 1199.12 0.012 0.32 3553.70 0.000 5 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ Mur Muy V„ Tu Stress Stress R 0Pn OM. 4M„,, ¢V„ 4T„ Ratio Ratio L1 80-40.25(1) 0.005 0.399 0.000 0.014 0.000 0.403 1.000 482✓ V L2 40.25-20(2) 0.005 0.400 0.000 0.011 0.000 0.405 1.000 48 2 V V L3 20-0(3) 0.006 0.510 0.000 0.012 0.000 0.517 1.000 482 V V Section Capacity Table Section Elevation Component Size Critical P ePaibw % Pass No. ft Type Element K K Capacity Fail L1 80-40.25 Pole TP28.745x20x0.25 1 -6.84 1501.13 40.3 Pass L2 40.25-20 Pole TP32.568x27.3467x0.3125 2 -9.97 2211.72 40.5 Pass L3 20-0 Pole TP36.211 x30.9595x0.3125 3 -14.37 2398.24 51.7 Pass Summary tnxTower Report-version 6.1.4.1 • •• •• •• • • • • •• • ••• ••• • • •• • • • ••• • • • ••• •• • • • •• • •• •.• •• • •• • • • • • May 19, 2015 80 Ft Monopole Tower Structural Analysis • CC/BU No 855861 • Project Number CN4-370/6150003,Application 293773, Revision 4 Page 17 • •• • • • ••• • • • • • • •• • Section Elevation Component Size •Cntical • A •• •12 too. • o : Pass No. ft Type t ne? • 1•• •K ••Cbpaeity Fail Pole(L3) 51.7 Pass RATING= 51.7 Pass ••• ••• • • •• •• • • • • • • • ••• ••• •• • • • • • ••• • • tnxTower Report-version 6.1.4.1 x • 0 0 m m o' rn CO Cn m m m• m m Z r o 0• X • C •••.• • • • . .... • •••• • • • • • • •. • • • •• • •••• • •. • • • • • • • •••. •. •• • • .... • • • • .. .• • • • • • • • ••• • • • S. • • • x (PROPOSED) (1)3/8'TO 78 FT LEVEL (2)3/4'TO 78 FT LEVEL r2STALLED) 1/Y TO 82 FT LEVEL 1/2'TO 72 FT LEVEL 5) 7/8'TO 80 FT LEVEL 6)STA1/4LLED TO 10 80 BE Ff REMOVED) COMBING PEGS W/ —----_ o ' LEVEL SAFEP!COMB / / / \N , , , , \ • , , \O1a 1 1 � �1 03 1 I \ / / •••• • • \ \ .... / •••• / • ` •••• • • • • • • • • •• • • • • • • • •••• • • • •••• •• • • • •••• • • •• •• • • •••• • • •••• • • • • •I••• •• •• • • • ••••• • • • • •••• • • ••• • • • •• • • • BUSINESS UNIT: 855881 TOWER ID:C JASELEVEL 1 •. • • • •• •• •• •• ••• • • • • • • • • •• • • • • • •• •• . • • • • • ••• . • •. • • • • • • • ••• • • •• • • •• •• • •• •• • •• • • • •.• • • • • • • • • • •• • • • • • • • •• • . . . . • •.. • • • • • • • •• • • • • • • • ... • 080 ••• • • •• •• • • • •• • • • ••• ... .. . . • • • ... • • APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 6.1.4.1 • .. • •• • • • • •• • • • • • • • • • • • • • • • .. • • . • • • • .•• • •• • • • • • . •• •• • •• • •• • • • • • • • •• Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material • •• • • • ••• TIA Rev G Assumption: Clear space between bottom of leveling out -ndt43p oL ct ccet4 npt,xc2Mdind(,1)*(Rod Diameter) Site Data • • • • Rtfic•o s • • . . BU#: 855861 • • Mu: ' 89 -- Ips Site Name: Pfaffle Axial,Pu: 14 kips App#: 293773 Rev. 4 Sh--r Vu:UNIFTIMIMMIll Pole Manufacturer:I Other to Factor, • (0.95 • TI G•Fig.4-4) • • ••• ••• •L• • • Anchor Rod Data IIf No stiffene's,Crj fi•: •I•AI'•5C I•RFyD t rily Applcable to Unstiffened Cases Qty: 8 Diam: 2.25 in Rod Material: A615-J Anchor Rod Results Rigid Strength(Fu): 100 ksi Max Rod(Cu+Vu/fj): 129.9 Kips AISC LRFD Yield(Fy): 75 ksi Allowable Axial,m*Fu*Anet: 260.0 Kips p*Tn Bolt Circle: 43 in Anchor Rod Stress Ratio: 50.0% Pass Plate Data Diam: 49 in Base Plate Results Flexural Check Rigid Thick: 2.25 in Base Plate Stress: 15.1 ksi AISC LRFD Grade: 50 ksi Allowable Plate Stress: 45.0 ksi cffy Single-Rod B-eff: 14.55 in Base Plate Stress Ratio: 33.5% Pass Y.L.Length: 22.50 Stiffener Data(Welding at both sides) n/a Config: 0 * Stiffener Results Weld Type: Horizontal Weld: n/a Groove Depth: <--Disregard Vertical Weld: n/a Groove Angle: <--Disregard Plate Flex+Shear,fb/Fb+(fv/Fv)"2: n/a Fillet H.Weld: in Plate Tension+Shear,ft/Ft+(fv/Fv)"2: n/a Fillet V.Weld: in Plate Comp.(AISC Bracket): n/a Width: in . Height: in Pole Results Thick: in Pole Punching Shear Check: n/a Notch: in Grade: ksi Weld str.: ksi Pole Data Diam: 36.211 in o a Thick: 0.3125 in Grade: 65 ksi ' #of Sides: 12 "0"IF Round Fu 80 ksi ` ' Reinf.Fillet Weld 0 "0"if None - c * 1' a ,A j *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 v2.0 Analysis Date:5/19/2015 • •• •• • • • • • • • • • • • • • • • • • • • • 4141 •• • • • • 0414 • • • • • • • • • • • • • • • • • • • • • • • •• • • • ••• _ CAISSON Version 4.57 5:29:06 PM Tuesday, May 19, 2015 • • • • 0 • •• • Morrison Hershfield Ltd. • • 55 • • • • • • • •• !*� • • ••0 • • * • • •`r`s • •• • • • • • • • • • •0• • • PIER FOUNDATIONS ANALYSIS AND DESIGN - (C) 1995, POWER LINE SYSTEMS, INC.* * * •00 • • • • •• IS *** ANALYSIS IDENTIFICATION : CN4-370 / 6150003 • NOTES : 855861 / Pfaffle • • • 4141. 4141. 4141 • • • *** PIER PROPERTIES CONCRETE STRENGTH (ksi) = 4.00 • • • • STAL OSTRENCatH (ksi) = 60.00 DIAMETER (ft) = 5.000 DISTANCE FROM TOP OF PIER TO GROUND LEVEL (ft) = 0.50 *** SOIL PROPERTIES LAYER TYPE THICKNESS DEPTH AT TOP OF LAYER DENSITY CU KP PHI (ft) (ft) (pcf) (psf) (degrees) 1 C 3.00 0.00 110.0 0.0 2 C 10.00 3.00 110.0 1000.0 3 C 9.00 13.00 47.6 1000.0 4 S 3.00 22.00 52.6 3.537 34.00 *** DESIGN (FACTORED) LOADS AT TOP OF PIER MOMENT (ft-k) - 895.0 VERTICAL (k) = 14.0 SHEAR (k) - 15.0 ADDITIONAL SAFETY FACTOR AGAINST SOIL FAILURE = 5.20 *** CALCULATED PIER LENGTH (ft) = 25.500 *** CHECK OF SOILS PROPERTIES AND ULTIMATE RESISTING FORCES ALONG PIER TYPE TOP OF LAYER BELOW TOP OF PIER THICKNESS DENSITY CU KP FORCE ARM (ft) (ft) (pcf) (psf) (k) (ft) C 0.50 3.00 110.0 0.0 0.00 2.00 C 3.50 10.00 110.0 1000.0 400.00 8.50 C 13.50 4.33 47.6 1000.0 173.20 15.67 C 17.83 4.67 47.6 1000.0 -186.80 20.17 S 22.50 3.00 52.6 3.537 -308.35 24.02 *** SHEAR AND MOMENTS ALONG PIER WITH THE ADDITIONAL SAFETY FACTOR WITHOUT ADDITIONAL SAFETY FACTOR DISTANCE BELOW TOP OF PIER (ft) SHEAR (k) MOMENT (ft-k) SHEAR (k) MOMENT (ft-k) 0.00 78.1 5060.2 15.0 973.1 2.55 78.1 5259.3 15.0 1011.4 5.10 14.1 5407.1 2.7 1039.8 7.65 -87.9 5312.9 -16.9 1021.7 • 10.20 -189.9 4958.6 -36.5 953.6 12.75 -291.9 4344.2 -56.1 835.4 15.30 -393.9 3469.7 -75.8 667.2 17.85 -494.4 2335.1 -95.1 449.1 20.40 -392.4 1204.5 -75.5 231.6 • 22.95 -263.7 340.1 -50.7 65.4 25.50 -0.0 -0.0 -0.0 -0.0 *** TOTAL REINFORCEMENT PCT - 0.40 REINFORCEMENT AREA (in"2) - 11.31 *** USABLE AXIAL CAP. (k) = 14.0 USABLE MOMENT CAP. (ft-k) = 1260.9 *** US Standard Re-Bars (Select one of the following): 57 BARS #4 (AREA = 0.20 in"2 DIA = 0.500 in) AT SPACING (in) = 2.76 37 BARS #5 (AREA = 0.31 in"2 DIA = 0.625 in) AT SPACING (in) - 4.25 26 BARS #6 (AREA = 0.44 in^2 DIA = 0.750 in) AT SPACING (in) = 6.04 19 BARS #7 (AREA = 0.60 in"2 DIA - 0.875 in) AT SPACING (in) - 8.27 15 BARS #8 (AREA = 0.79 in^2 DIA = 1.000 in) AT SPACING (in) = 10.47 12 BARS #9 (AREA = 1.00 in*2 DIA - 1.128 in) AT SPACING (in) - 13.09 9 BARS #10 (AREA = 1.27 in^2 DIA = 1.270 in) AT SPACING (in) = 17.45 8 BARS #11 (AREA = 1.56 in"2 DIA = 1.410 in) AT SPACING (in) = 19.63 6 BARS #14 (AREA = 2.25 in*2 DIA = 1.693 in) AT SPACING (in) = 26.18 *** PRESSURE UNDER CAISSON DUE TO DESIGN AXIAL LOAD (psf) = 713.0 . Morrison Hershfield Ltd. Page 1/1 1 • •• •• •• • • • • •• • • ••• ••• ••• • • • • • • • • ••• •• • • • •• • • • ••• • • •• • • • •• • • • •• ••• • •• •• • • • • • • • • •• Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G • •• • • • ••• Note: Shaft assumed to have ties, not spiraC tCarjsverce•'reentorcing : :• Site Data ).fl a•ru•n Shaft6upe.imposed Forces• 41.BU#: 855861 TIA Revision: G • Site Name: Pfeifle Max. Factored Shaft Mu: 1039.8 ft-kips (* Note) _ App#: 293773 Rev.4 Max.FM-ea$?attp&:.'. :iii. : kips Max txial F'orceiTycpei•:Cor�ri (*)Note: 14x Sj t S1.tp>srilsipbs4d Flo 'ht does not necessarily Loads Already Factored equal to the shaft top reaction moment For M (WL) 1.3 <----Disregard For P(DL) 1.3 <----Disregard Load Factor Shaft Factored Loads 1.00 Mu: 1039.8 ft-kips Pier Properties 1.00 Pu: 14 kips Concrete: Pier Diameter= 5.0 ft Material Properties Concrete Area = 2827.4 in2 Concrete Comp.strength,fc= 4000 psi Reinforcement yield strength, Fy= 60 ksi Reinforcement: Reinforcing Modulus of Elasticity, E= 29000 ksi Clear Cover to Tie= 3.00 in Reinforcement yield strain= 0.00207 Horiz. Tie Bar Size= 4 Limiting compressive strain=I 0.003 I Vert. Cage Diameter= 4.33 ft ACI 318 Code Vert. Cage Diameter= 52.00 in Select Analysis ACI Code=I 2008 Vertical Bar Size = 8 Seismic Properties Bar Diameter= 1.00 in Seismic Design Category= D Bar Area = 0.79 in2 Seismic Risk= High Number of Bars= 34 As Total= 26.86 in2 Solve <-Press Upon Completing All Input A s/Aconc, Rho: 0.0095 0.95% (Run) ACI 10.5 , ACI 21.10.4, and IBC 1810. Results: Min As for Flexural, Tension Controlled, Shafts: Governing Orientation Case: 2 (3)*(Sgrt(fc)/Fy: 0.0032 E• 200/Fy: 0.0033 Mu f/ *� Mu AlA /< -- --� - • Case 1 Case 2 Dist. From Edge to Neutral Axis: 10.83 in Extreme Steel Strain, et: 0.0125 Minimum Rho Check: et>0.0050, Tension Controlled Actual Req'd Min. Rho: 0.33% Flexural Reduction Factor,c): 0.900 Provided Rho: 0.95% OK Ref.Shaft Max Axial Capacities, 4)Max(Pn or Tn): Max Pu= 0p=0.65) Pn. Output Note: Negative Pu=Tension Pn per ACI 318(10-2) 5789.45 kips For Axial Compression, cp Pn = Pu: 14.00 kips at Mu=(ck=0.65)Mn= 2489.92 ft-kips Drilled Shaft Moment Capacity, (pMn: 2912.24 ft-kips Drilled Shaft Superimposed Mu: 1039.80 ft-kips Max Tu, (q=0.9)Tn = 1450.44 kips at Mu=4=(0.90)Mn= 0.00 ft-kips (Mu/cpMn,Drilled Shaft Flexure CSR: I 35.7% Drilled_Shaft_Moment_Capacity, DSMC, Version 1.1 -Effective 04/01/2010 Analysis Date: 5/19/2015