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Specifications (7)
4 ,3-LACA- UOU t 11`fit SL-J C cN~r-€Q- zu . COPY )VECTOR valmont ° ' n E R 3 657 W. GALENA PARK HLVO, PHONE(8017 990-1775 DRAPER, UTAH 84020 FAX(B077 990-7776 VECTOR PROJECT#:U1316-185-181 STRUCTURES ,laN 2E-' 210E19 t' : ��tpPRc 0 October 2, 2018 6y� 2 Kenny McManaway,P.E. ( € . ',97) Senior PM s 1.);NG Di\111,JN 0/04/2018 Cushing Civil Engineers OREGON Oregon Main Office O '�q 0° . 107 SE Washington Street,Suite 265 SFR T6M.S$O Portland,OR 97214 Ph: 503-387-5331 or 503-620-7884 (EXPIRATION DATE:12/31/2019 Kenny@cushing-engr.com Subject: Structural Analysis for Existing 120' Treepole&new UQB4 per TIA-H Analysis Order No.402595 Original Valmont Microflect Order No. 18612-05 Site Name: Canterbury,OR Site Address: 10310 SW Canterbury Lane,Tigard,OR 97224 Site Coordinates: N 45°24'50.47",W 122°47' 4.60" We have completed the structural analysis you requested for the above referenced monopole& new UQB4 quad-bracket per TIA-H. The results of our analysis indicate that the existing monopole,its baseplate,anchor bolts and foundation are structurally adequate to accommodate your proposed antenna loading. The new UQB4 quad-bracket is also structurally adequate for the proposed omni antenna loading @ 120' elevation. The monopole is at approximately 75% capacity,for the below requested design criteria and loading. The design criteria and loading condition used for this analysis was as follows: • Structural analysis per EIA/TIA-222-H • Wind Loading Condition No. 1: 130 mph 3-sec gusted Ultimate wind speed,no ice • Wind Loading Condition No. 2: 30 mph 3-sec gusted wind speed, 1.5"ice • Wind Loading Condition No. 3: 60 mph 3-sec gusted wind speed,no ice(twist&sway) • Exposure D • Structure Risk Category IV (Emergency/Essential Communications) • Topography Category Method 2 (hill with H=290' =405' site elev.— 115' surrounding terrain, L= 1500' from crest to base of hill,x=350' tower distance from hill crest) • Antenna&line loading per attached updated spreadsheet antenna inventory for Canterbury Site &all mw dishes assumed operating at 6 GHz. • All waveguide/coax is routed internally to the monopole Valmont certifies that the proposed loading meets the design criteria of the ANSI/TIA/EIA-222 Revision H. Specialty Structures Group,Valmont Industries,Inc. 3575 25`'Street Salem,OR 97302-1123 USA Toll Free:800-547-2151 Fax:503-316-2040 www.valmont.com valmont STRUCTURES The structural analysis was based upon monopole information obtained from Valmont Microflect Drawing No.DD3374Z. The following is a comparison of the ground line reactions between the original design and the results of this analysis: 11 Base Moment(ft-kips) 3901 ft-kips 3653 ft-kips -6% (factored by 1.35) Base Shear(kips) 46.4 kips 46.7 kips +1% (factored by 1.35) Base Axial (kips) 28.0 kips 30.4 kips +9% As the TIA-H monopole factored base moment&base shear reactions from this reanalysis are within 5% of the original EIA-F monopole base reactions (factored by 1.35 per TIA-H section 15.6.2), we would therefore consider the foundation to still be within acceptable limits. This is provided the foundation and soil conditions match those of Valmont Microflect Drawing No. B- 121289. Also reference attached loading check showing the adequacy of the new UQB4 quad-bracket for the proposed omni antenna loading @ 120' elevation per TIA-H. If there are any questions concerning the structural analysis,please feel free to contact me directly at 503-589-6698. Sincerely, Christopher W.Blaumer,PE Design Engineer Enc. Reanalysis calculations Specialty Structures Group,Valmont Industries,Inc. 3575 25th Street Salem,OR 97302-1123 USA Toll Free:800-547-2151 Fax:503-316-2040 www.valmont.com valmont STRUCTURES This engineering study is based on the theoretical capacity of the structure. It is not a condition assessment of the monopole. This report is being provided by Valmont Microflect without the benefit of an inspection by our personnel and is based on information supplied by the customer to us. Valmont Microflect has made no independent determination,nor is required to,of the accuracy of the information provided. Therefore,unless specifically informed to the contrary by the customer in writing,we assume the following: 1. The subsoil characteristics exist as stated on the monopole drawing or stated elsewhere in this report; 2. The monopole is erected and maintained in accordance with the manufacturer's plans and specifications and is plumb; 3. There is no damage,natural or manmade,to the structure,either gradual or sudden; 4. All connections are properly installed; 5. The information concerning the components,existing and proposed,is accurate;and 6. There are no modifications to the monopole itself,except as may be disclosed elsewhere in this report. This report is valid for only the design criteria listed(Ex.Code,wind,antenna and line loading lists,etc.). If any of this information is not correct this study should not be used. Specialty Structures Group,Valmont Industries,Inc. 3575 25th Street Salem,OR 97302-1123 USA Toll Free:800-547-2151 Fax:503-316-2040 www.valmont.com 1 Antenna Inventory for Structural Analysis for Existing 120' Treepole & new UQB4 Analysis Order No. 402595-2 Wil INTO 1mmmmmmmmmmmmnmmmnmmmmmimmmm-mimmmmmmmmmmm Structural Analysis for Existing 120' Treepole & new UQB4 Analysis Order No. 402595-2 Original Valmont Microflect Order No. 18612-05 Site Name: Canterbury, OR NOTE: Site Address: 10310 SW Canterbury Lane, Tigard, OR 97224 FUTURE CARRIER CO LOCATION Site Coordinates: N 45° 24' 50.47", W 122° 47' 4.60" ELEVATIONS @ 50' & 80' ARE NOT INCLUDED IN REANALYSIS (PER CLIENT REQUEST) valmont STRUCTURES VALMONT MICROFLECT 3575 25TH ST. SE— P.O. BOX 12985 SALEM, OR 97302-1190 PHONE: 1-800-547-2151 ENGINEER: Christopher W. Blaumer, PE (ph x 6698) Reviewed by: COMMUNICATION POLE DESIGN CALCULATIONS PER TIA-H CUSTOMER: WCCCA VALMONT REANALYSIS ORDER: 402595-2 VALMONT ORIGINAL ORDER: 18612-05 SITE NAME: Canterbury, OR TREEPOLE HEIGHT: 120ft OVERVIEW 1. Structure design conforms to TIA-222-H including: 130 mph wind Speed (3 second gust, 3000 year mean recurrence interval) 30 mph Ice Wind (500 year mean recurrence interval) 1.50 in ice thickness 60.0 mph Basic Wind Speed with no ice for twist and sway Exposure Category D Risk Category IV Topographic Category Method2 (H = 290) Feature Type = Hill Feature Length = 1500 Crest to Structure Distance = 350 Site Elevation = 405 ft above mean sea level Spectral response acceleration at short periods and 1 sec.: Ss = 1.00 & S1 = 0.50 Site class = D 2. Feedlines are assumed to be placed interior to the pole 3. All microwave assumed to be 6 GHz unless otherwise noted 4. Total pole height is 120.0 ft agl 5. Elevations are measured from top of base plate (approximately .0 ft agl) * * Structure Anchorage Information '^ Pole Height (ft): 120.0 Number ofAnchor Bolts: 12 Bolt Circle (in): 65.64 Diameter of Anchor Bolts (in): 2.25 Base shear (lbs): 46658 Length of Anchor Bolts (in): 96.00 Base Vertical (lbs): 30377 Projection Length (in): 9.50 Base Moment (in-kips): 43831 Template OD (in): 69.14 *** Loading Data*** Without Ice With Ice Qty Description ABP Height (ft) EPA (ftA2) Weight (lbs) EPA (ftA2) Weight (lbs) 1 TOP TREEBRANCHES 120.00 15.00 200 100.00 1000 1 TOP TREEBRANCHES 110.00 15.00 200 100.00 1000 1 TOP TREEBRANCHES 100.00 15.00 200 100.00 1000 1 BCD-80010-EDIN-X-25 (W/PM) 120.00 3.87 42 9.64 302 2 SC479-HF1LDF (W/PM) 120.00 11.22 90 23.76 600 2 TMA (12"x12"x8") 120.00 2.00 60 3.10 186 2 48" STANDOFF 120.00 4.66 86 10.64 488 2 24" STANDOFF 120.00 2.84 58 5.48 268 1 4' HIGH PERFORMANCE (W/PM)(6GHz) 117.00 16.60 237 20.11 530 1 6' HIGH PERFORMANCE (W/PM)(6GHz) 114.00 37.00 343 42.24 972 1 SC412--HL (W/PM) 96.00 11.41 94 21.19 534 3 BCD-80010-EDIN-x-25 (w/PM) 96.00 11.61 126 26.58 693 1 BCD-87010 (W/PM) 96.00 3.83 41 8.72 229 2 SC479-HFILDF (W/PM) 96.00 11.22 90 23.60 584 1 15' PIROD LP PLATFORM W/HR 96.00 38.13 2220 98.66 5880 1 4' HIGH PERFORMANCE (W/PM)(6GHz) 120.00 16.60 237 20.61 570 1 4' HIGH PERFORMANCE (W/PM)(6GHz) 75.00 16.60 237 20.97 599 BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 *** SUMMARY *** Design Code: TIA-222-H DESIGN SUMMARY Height Above Base Plate (ft) 120.00 Ground Line Diameter (in) 58.000 Pole Shaft Weight (lbs) 17849 Top Diameter (in) 23.000 Pole Taper (in/ft) 0.30000 Shape: 16 Sides Connections Between Sections /First/ /Second/ Height Above Ground (ft) 50.00 90.00 Type Slip Joint Slip Joint Overlap Length (in) 74 56 Maximum Axial Force (lbs) 33421 22274 Section Characteristics /First/ /Second/ /Third/ Base Diameter (in) 58.000 45.413 33.400 Top Diameter (in) 43.000 31.563 23.000 Thickness (in) 0.37500 0.28125 0.21875 Length (ft) 50.000 46.167 34.667 Weight (lbs) 10178 5372 2298 Yield Strength (ksi) 65.00 65.00 65.00 Section Shape 16 Sides 16 Sides 16 Sides ANALYSIS SUMMARY Pt. of Governing Governing Governing Pole Fixity Level Sec.1 Level Sec.2 Level Sec.3 Top Governing Load Case WIND WIND WIND WIND WIND Height (ft) 0.00 0.00 50.00 90.00 120.00 Resultant Moment (in-kips) 43831 43831 19539 5475 110 Shear Force (lbs) 46945 46945 34265 24310 5069 Axial Force (lbs) 27593 27593 13044 6052 489 Effective Yield Strength (ksi) 70.01 70.01 69.96 71.90 81.16 Combined Interaction Value 0.72 0.72 0.76 0.50 0.02 Total Deflection (in) 0.00 0.00 9.82 33.92 60.52 Note: Diameters are outside, measured across the flats Forces and moments are reported in the local element coordinate system BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 *** POLE SHAFT POINT OF FIXITY REACTIONS *** Loading Moments Moments Moments Moments Shear Shear Shear Notes Case About About Resultant Vertical In In Resultant Identifier X-Axis Y-Axis (X & Y) Torsional Force X-Direction Y-Direction (X & Y) (in-kips) (in-kips) (in-kips) (in-kips) (lbs) (lbs) (lbs) (lbs) WIND 24351 -36444 43831 0 28075 38795 25922 46658 ICE + WIND 3371 -5044 6067 0 53770 4543 3035 5464 T+5 5242 -7845 9435 0 22502 8275 5529 9952 Seismic 5690 -8516 10242 0 30178 7916 5289 9521 Seismic 2 5611 -8398 10100 0 16882 7916 5289 9521 Note: Positive vertical force is downward. Reactions are considered in the global coordinate system. BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 *** INPUT LOADS *** Design Code TIA-222-H Loading Case WIND ( 1.2 D + 1.0 Wo ) Orientation of System Basic Wind Velocity is 130.00 mph Ice Thickness 0.00 +******* +X-Axis Wind Orientation is 33.8 Degrees Clockwise From +X Axis * * (Transverse) Structure Weight Overload Factor is 1.200 * * Exposure D, Gust Factor 1.10 * * Risk Category IV, Topographic Category Method2, Crest Height 290.00 ft (Longitudinal) * * (Vertical) Orientations are Measured Clockwise From +X Axis +Y-Axis * * +Z-Axis Positive Y Axis is 90 Degrees Clockwise From +X Axis Foundation Rotation of 0.50 Degrees Load Mounting Load Load Orientation Number Height Height Eccentricity in XY Plane Force-X Force-Y Force-Z EPA (ft) (ft) (ft) (Degrees) (lbs) (lbs) (lbs) (ft^2) 1 120.00 120.00 0.00 33.75 1112 743 240 15.00 1-top treebra 2 110.00 110.00 0.00 33.75 1112 743 240 15.00 1-top treebra 3 100.00 100.00 0.00 33.75 1111 742 240 15.00 1-top treebra 4 120.00 125.67 0.00 33.75 287 192 50 3.87 1-BCD-80010-E 5 120.00 127.19 0.00 33.75 831 555 108 11.22 2-S0479-HF1LD 6 120.00 120.00 0.00 33.75 148 99 72 2.00 2-TMA (12"x12 7 120.00 120.00 0.00 33.75 345 231 103 4.66 2-48" Standof 8 120.00 120.00 0.00 33.75 210 141 70 2.84 2-24" Standof 9 117.00 117.00 0.00 33.75 1230 822 284 16.60 1-4' HIGH PER 10 114.00 114.00 0.00 33.75 2742 1832 412 37.00 1-6' HIGH PER 11 96.00 106.48 0.00 33.75 846 565 113 11.41 1-SC412--HL 12 96.00 101.67 0.00 33.75 860 575 151 11.61 3-BCD-80010-E 13 96.00 101.58 0.00 33.75 284 190 49 3.83 1-800-87010 14 96.00 103.19 0.00 33.75 831 555 108 11.22 2-SC479-HF1LD 15 96.00 96.00 0.00 33.75 2823 1886 2664 38.13 1-15' Pirod L 16 120.00 120.00 0.00 33.75 1230 822 284 16.60 1-4' HIGH PER Had HEIH ,6-T 09'91 680 908 TOOL SL'EE 00'0 00.00 00'SL LI .. 1 BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 *** INPUT LOADS *** Design Code TIA-222-H Loading Case ICE + WIND ( 1.2 D + 1.0 Wi + 1.0 Di ) Orientation of System Basic Wind Velocity is 30.00 mph Ice Thickness 1.50 +******* +X-Axis Wind Orientation is 33.8 Degrees Clockwise From +X Axis * * (Transverse) Structure Weight Overload Factor is 1.200 * * Exposure D, Gust Factor 1.10 * * Risk Category IV, Topographic Category Method2, Crest Height 290.00 ft (Longitudinal) * * (Vertical) Orientations are Measured Clockwise From +X Axis +Y-Axis * * +Z-Axis Positive Y Axis is 90 Degrees Clockwise From +X Axis Foundation Rotation of 0.50 Degrees Load Mounting Load Load Orientation Number Height Height Eccentricity in XY Plane Force-X Force-Y Force-Z EPA (ft) (ft) (ft) (Degrees) (lbs) (lbs) (lbs) (ft^2) 1 120.00 120.00 0.00 33.75 395 264 1200 100.00 1-top treebra 2 110.00 110.00 0.00 33.75 395 264 1200 100.00 1-top treebra 3 100.00 100.00 0.00 33.75 394 264 1200 100.00 1-top treebra 4 120.00 125.67 0.00 33.75 38 25 362 9.64 1-BCD-80010-E 5 120.00 127.19 0.00 33.75 94 63 720 23.76 2-SC479-HF1LD 6 120.00 120.00 0.00 33.75 12 8 223 3.10 2-TMA (12"x12 7 120.00 120.00 0.00 33.75 42 28 586 10.64 2-48" Standof 8 120.00 120.00 0.00 33.75 22 14 322 5.48 2-24" Standof 9 117.00 117.00 0.00 33.75 79 53 636 20.11 1-4' HIGH PER 10 114.00 114.00 0.00 33.75 167 111 1166 42.24 1-6' HIGH PER 11 96.00 106.48 0.00 33.75 92 62 838 23.39 1-SC412--HL 12 96.00 101.67 0.00 33.75 114 76 1084 28.92 3-BCD-80010-E 13 96.00 101.58 0.00 33.75 37 25 358 9.48 1-BCD-87010 14 96.00 103.19 0.00 33.75 101 67 934 25.56 2-SC479-HF1LD 15 96.00 96.00 0.00 33.75 348 233 6154 88.38 1-15' Pirod L 16 120.00 120.00 0.00 33.75 79 53 636 20.12 1-4' HIGH PER 17 75.00 75.00 0.00 33.75 78 52 644 19.95 1-4' HIGH PER BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 *** INPUT LOADS *** Design Code TIA-222-H Loading Case T+S ( 1.0 D + 1.0 Wo ) Orientation of System Basic Wind Velocity is 60.00 mph Ice Thickness 0.00 +******* +X-Axis Wind Orientation is 33.8 Degrees Clockwise From +X Axis * * (Transverse) Structure Weight Overload Factor is 1.000 * * Exposure D, Gust Factor 1.10 * * Risk Category IV, Topographic Category Method2, Crest Height 290.00 ft (Longitudinal) * * (Vertical) Orientations are Measured Clockwise From +X Axis +Y-Axis * * +Z-Axis Positive Y Axis is 90 Degrees Clockwise From +X Axis Foundation Rotation of 0.50 Degrees Load Mounting Load Load Orientation Number Height Height Eccentricity in XY Plane Force-X Force-Y Force-Z EPA (ft) (ft) (ft) (Degrees) (lbs) (lbs) (lbs) (ft^2) 1 120.00 120.00 0.00 33.75 237 158 200 15.00 1-top treebra 2 110.00 110.00 0.00 33.75 237 158 200 15.00 1-top treebra 3 100.00 100.00 0.00 33.75 237 158 200 15.00 1-top treebra 4 120.00 125.67 0.00 33.75 61 41 42 3.87 1-BCD-80010-E 5 120.00 127.19 0.00 33.75 177 118 90 11.22 2-SC479-HF1LD 6 120.00 120.00 0.00 33.75 32 21 60 2.00 2-TMA (12"x12 7 120.00 120.00 0.00 33.75 74 49 86 4.66 2-48" Standof 8 120.00 120.00 0.00 33.75 45 30 58 2.84 2-24" Standof 9 117.00 117.00 0.00 33.75 262 175 237 16.60 1-4' HIGH PER 10 114.00 114.00 0.00 33.75 584 390 343 37.00 1-6' HIGH PER 11 96.00 106.48 0.00 33.75 180 120 94 11.41 1-SC412--HL 12 96.00 101.67 0.00 33.75 183 122 126 11.61 3-BCD-80010-E 13 96.00 101.58 0.00 33.75 60 40 41 3.83 1-BCD-87010 14 96.00 103.19 0.00 33.75 177 118 90 11.22 2-SC479-HF1LD 15 96.00 96.00 0.00 33.75 601 402 2220 38.13 1-15' Pirod L 16 120.00 120.00 0.00 33.75 262 175 237 16.60 1-4' HIGH PER 17 75.00 75.00 0.00 33.75 260 174 237 16.60 1-4' HIGH PER BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 *** INPUT LOADS *** Design Code TIA-222-H Loading Case Seismic (1.2 D + 1.0 Ev + 1.0 Eh) Seismic analysis following the Equivalent Lateral Force Procedure Risk Category: IV Site Class: D Response Acceleration at short periods: 1.00 Response Acceleration at one second: 0.50 The above are used to obtain the acceleration and velocity based site coefficients Fa and Fv Foundation Rotation of 0.50 Degrees Load Mounting Load Load Orientation Number Height Height Eccentricity in XY Plane Force-X Force-Y Force-Z EPA (ft) (ft) (ft) (Degrees) (lbs) (lbs) (lbs) (ft^2) 1 120.00 120.00 0.00 33.75 0 0 240 15.00 1-top treebra 2 110.00 110.00 0.00 33.75 0 0 240 15.00 1-top treebra 3 100.00 100.00 0.00 33.75 0 0 240 15.00 1-top treebra 4 120.00 125.67 0.00 33.75 0 0 50 3.87 1-BCD-80010-E 5 120.00 127.19 0.00 33.75 0 0 108 11.22 2-SC479-HF1LD 6 120.00 120.00 0.00 33.75 0 0 72 2.00 2-TMA (12"x12 7 120.00 120.00 0.00 33.75 0 0 103 4.66 2-48" Standof 8 120.00 120.00 0.00 33.75 0 0 70 2.84 2-24" Standof 9 117.00 117.00 0.00 33.75 0 0 284 16.60 1-4' HIGH PER 10 114.00 114.00 0.00 33.75 0 0 412 37.00 1-6' HIGH PER 11 96.00 106.48 0.00 33.75 0 0 113 11.41 1-SC412--HL 12 96.00 101.67 0.00 33.75 0 0 151 11.61 3-BCD-80010-E 13 96.00 101.58 0.00 33.75 0 0 49 3.83 1-BCD-87010 14 96.00 103.19 0.00 33.75 0 0 108 11.22 2-5C479-HF1LD 15 96.00 96.00 0.00 33.75 0 0 2664 38.13 1-15' Pirod L 16 120.00 120.00 0.00 33.75 0 0 284 16.60 1-4' HIGH PER 17 75.00 75.00 0.00 33.75 0 0 284 16.60 1-4' HIGH PER BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 *** INPUT LOADS *** Design Code TIA-222-H Loading Case Seismic 2 (0.9 D - 1.0 Ev + 1.0 Eh) Seismic analysis following the Equivalent Lateral Force Procedure Risk Category: IV Site Class: D Response Acceleration at short periods: 1.00 Response Acceleration at one second: 0.50 The above are used to obtain the acceleration and velocity based site coefficients Fa and Fv Foundation Rotation of 0.50 Degrees Load Mounting Load Load Orientation Number Height Height Eccentricity in XY Plane Force-X Force-Y Force-Z EPA (ft) (ft) (ft) (Degrees) (lbs) (lbs) (lbs) (ft^2) 1 120.00 120.00 0.00 33.75 0 0 180 15.00 1-top treebra 2 110.00 110.00 0.00 33.75 0 0 180 15.00 1-top treebra 3 100.00 100.00 0.00 33.75 0 0 180 15.00 1-top treebra 4 120.00 125.67 0.00 33.75 0 0 38 3.87 1-BCD-80010-E 5 120.00 127.19 0.00 33.75 0 0 81 11.22 2-SC479-HF1LD 6 120.00 120.00 0.00 33.75 0 0 54 2.00 2-TMA (12"x12 7 120.00 120.00 0.00 33.75 0 0 77 4.66 2-48" Standof 8 120.00 120.00 0.00 33.75 0 0 52 2.84 2-24" Standof 9 117.00 117.00 0.00 33.75 0 0 213 16.60 1-4' HIGH PER 10 114.00 114.00 0.00 33.75 0 0 309 37.00 1-6' HIGH PER 11 96.00 106.48 0.00 33.75 0 0 85 11.41 1-SC412--HL 12 96.00 101.67 0.00 33.75 0 0 113 11.61 3-BCD-80010-E 13 96.00 101.58 0.00 33.75 0 0 37 3.83 1-BCD-87010 14 96.00 103.19 0.00 33.75 0 0 81 11.22 2-SC479-HF1LD 15 96.00 96.00 0.00 33.75 0 0 1998 38.13 1-15' Pirod L 16 120.00 120.00 0.00 33.75 0 0 213 16.60 1-4' HIGH PER 17 75.00 75.00 0.00 33.75 0 0 213 16.60 1-4' HIGH PER BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 Equivalent Lateral Force Values for Pole W = 22,410 lbs Cs = 0.42 Vs = 9,478 lbs Sds = 0.73 Ev = 3,287 lbs Fa = 1.10 Fv = 1.80 k = 1.46 fl = 0.70 Hz Distance Load Lateral From Fixity Weight Distribution Seismic Force H Wx H^k H^k * Wx Factor Fx (ft) (lbs) (lbs) 120.00 773 1,081.91 836,318 0.0882 836 118.50 165 1,062.23 175,379 0.0185 175 117.00 237 1,042.67 247,112 0.0261 247 116.00 114 1,029.69 116,996 0.0123 117 114.50 58 1,010.32 58,474 0.0062 58 114.00 343 1,003.88 344,332 0.0363 344 112.00 239 978.29 233,435 0.0246 233 110.00 200 952.90 190,579 0.0201 190 107.50 314 921.46 289,579 0.0305 289 102.50 332 859.59 285,408 0.0301 285 100.00 200 829.17 165,833 0.0175 166 98.00 278 805.08 224,146 0.0236 224 96.00 2,571 781.21 2,008,497 0.2118 2,007 95.50 71 775.28 55,340 0.0058 55 92.50 368 740.00 271,997 0.0287 272 87.67 814 684.26 556,758 0.0587 556 85.17 33 655.97 21,799 0.0023 22 82.50 511 626.21 319,778 0.0337 320 77.50 533 571.61 304,951 0.0322 305 75.00 237 544.90 129,141 0.0136 129 72.50 556 518.60 288,517 0.0304 288 67.50 579 467.24 270,619 0.0285 270 62.50 602 417.60 251,410 0.0265 251 57.50 625 369.76 231,053 0.0244 231 52.50 648 323.79 209,725 0.0221 210 47.50 1,551 279.79 434,045 0.0458 434 44.42 370 253.69 93,774 0.0099 94 41.92 701 233.12 163,493 0.0172 163 37.50 942 198.16 186,602 0.0197 186 32.50 972 160.81 156,332 0.0165 156 27.50 1,003 126.02 126,349 0.0133 126 22.50 1,033 94.03 97,138 0.0102 97 17.50 1,064 65.16 69,300 0.0073 69 BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 Equivalent Lateral Force Values for Pole Distance Load Lateral From Fixity Weight Distribution Seismic Force H Wx H^k H^k * Wx Factor Fx (ft) (lbs) (lbs) 12.50 1,094 39.88 43,626 0.0046 44 7.50 1,124 18.92 21,278 0.0022 21 2.50 1,155 3.81 4,398 0.0005 4 BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 *** Properties *** Distance Diameter From Across Wall D/t w/t Moments of Connection Base Flats Thickness Across Across Inertia Area Locations (ft) (in) (in) Flats Flats (in^4) (in^2) Top of Sect 3 120.00 23.000 0.2188 105.14 18.93 1042 15.86 117.00 23.900 0.2188 109.26 19.74 1171 16.49 115.00 24.500 0.2188 112.00 20.29 1262 16.90 114.00 24.800 0.2188 113.37 20.56 1310 17.11 110.00 26.000 0.2188 118.86 21.65 1511 17.95 105.00 27.500 0.2188 125.71 23.02 1790 18.99 100.00 29.000 0.2188 132.57 24.38 2102 20.04 96.00 30.200 0.2188 138.06 25.47 2376 20.87 95.00 30.500 0.2188 139.43 25.74 2448 21.08 90.00 32.000 0.2188 146.29 27.11 2830 22.13 Top of Sect 2 90.00 31.563 0.2813 112.22 20.33 3470 28.00 Base of Sect 3 85.33 32.963 0.2813 117.20 21.32 3957 29.25 85.00 33.063 0.2813 117.56 21.39 3994 29.34 80.00 34.563 0.2813 122.89 22.45 4567 30.69 75.00 36.063 0.2813 128.22 23.52 5193 32.03 70.00 37.563 0.2813 133.56 24.58 5874 33.37 65.00 39.063 0.2813 138.89 25.64 6612 34.71 60.00 40.563 0.2813 144.22 26.70 7410 36.06 55.00 42.063 0.2813 149.56 27.76 8268 37.40 50.00 43.563 0.2813 154.89 28.82 9191 38.74 Top of Sect 1 50.00 43.000 0.3750 114.67 20.82 11706 50.87 45.00 44.500 0.3750 118.67 21.62 12986 52.66 Base of Sect 2 43.83 44.850 0.3750 119.60 21.80 13298 53.08 40.00 46.000 0.3750 122.67 22.41 14356 54.45 35.00 47.500 0.3750 126.67 23.21 15819 56.24 30.00 49.000 0.3750 130.67 24.00 17378 58.03 25.00 50.500 0.3750 134.67 24.80 19036 59.82 20.00 52.000 0.3750 138.67 25.59 20797 61.61 15.00 53.500 0.3750 142.67 26.39 22663 63.40 10.00 55.000 0.3750 146.67 27.18 24637 65.19 5.00 56.500 0.3750 150.67 27.98 26723 66.98 Pt of Fixity 0.00 58.000 0.3750 154.67 28.78 28924 68.77 BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 Forces and Moments for Pole in the Local Element Coordinate System Loading Case WIND Dist. From Resultant Shear Shear Resultant Base Mx My Mx & My Torsion X-Dir. Y-Dir. Shear Axial (ft) (in-kips) (in-kips) (in-kips) (in-kips) (lbs) (lbs) (lbs) (lbs) 120.00 61 -92 110 0 4214 2816 5069 489 117.00 167 -249 300 0 4542 3035 5462 687 117.00 167 -249 300 0 5788 3867 6961 843 115.00 261 -391 470 0 6014 4018 7233 981 114.00 310 -464 558 0 6130 4096 7372 1050 114.00 310 -464 558 0 8891 5940 10693 1181 110.00 603 -902 1085 0 9370 6261 11269 1466 110.00 603 -902 1085 0 10493 7011 12620 1608 105.00 1036 -1551 1865 0 11126 7434 13381 2013 100.00 1496 -2239 2692 0 11804 7887 14196 2410 100.00 1496 -2239 2692 0 12923 8635 15542 2575 96.00 1919 -2873 3455 0 13494 9017 16229 2908 96.00 2091 -3130 3764 0 19318 12908 23234 5475 95.00 2247 -3363 4044 0 19455 12999 23398 5612 90.00 3042 -4553 5475 0 20213 13506 24310 6052 90.00 3042 -4553 5475 0 20196 13494 24289 6136 85.33 3812 -5705 6862 0 20961 14006 25209 7153 85.00 3868 -5789 6963 0 21003 14034 25260 7243 80.00 4727 -7074 8508 0 21806 14570 26226 7956 75.00 5618 -8409 10113 0 22668 15146 27262 8594 75.00 5618 -8409 10113 0 23872 15951 28711 8898 70.00 6593 -9868 11868 0 24733 16526 29746 9688 65.00 7604 -11379 13686 0 25622 17120 30815 10514 60.00 8650 -12945 15569 0 26537 17732 31916 11374 55.00 9734 -14567 17520 0 27478 18360 33047 12268 50.00 10855 -16246 19539 0 28490 19037 34265 13044 50.00 10855 -16246 19539 0 28448 19008 34214 13179 45.00 12017 -17985 21631 0 29495 19708 35473 15114 43.83 12295 -18400 22130 0 29726 19862 35751 15619 40.00 13221 -19786 23797 0 30497 20377 36678 16571 35.00 14465 -21648 26036 0 31524 21064 37914 17829 30.00 15751 -23573 28350 0 32565 21759 39165 19128 25.00 17078 -25560 30740 0 33613 22459 40426 20465 20.00 18448 -27610 33206 0 34662 23161 41688 21842 15.00 19860 -29722 35747 0 35702 23856 42939 23259 10.00 21314 -31898 38363 0 36750 24556 44199 24714 5.00 22810 -34138 41057 0 37836 25281 45505 26207 0.00 24351 -36444 43831 0 39033 26081 46945 27593 BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 Deflections for Pole Loading Case WIND Distance Defl. From Defl. Defl. Resultant Defl. Base X-Dir Y-Dir X & Y Z-Dir Rotation (ft) (in) (in) (in) (in) (deg.) 120.00 50.3 33.6 60.5 2.3 4.49 117.00 48.0 32.1 57.7 2.1 4.47 117.00 48.0 32.1 57.7 2.1 4.47 115.00 46.4 31.0 55.8 2.0 4.46 114.00 45.7 30.5 54.9 2.0 4.45 114.00 45.7 30.5 54.9 2.0 4.45 110.00 42.6 28.4 51.2 1.8 4.40 110.00 42.6 28.4 51.2 1.8 4.40 105.00 38.8 25.9 46.7 1.6 4.29 100.00 35.1 23.5 42.2 1.4 4.15 100.00 35.1 23.5 42.2 1.4 4.15 96.00 32.3 21.6 38.8 1.3 4.02 96.00 32.3 21.6 38.8 1.3 4.02 95.00 31.6 21.1 38.0 1.2 3.98 90.00 28.2 18.8 33.9 1.0 3.77 90.00 28.2 18.8 33.9 1.0 3.77 85.33 25.2 16.8 30.3 0.9 3.59 85.00 25.0 16.7 30.1 0.9 3.57 80.00 22.0 14.7 26.4 0.7 3.36 75.00 19.2 12.8 23.1 0.6 3.13 75.00 19.2 12.8 23.1 0.6 3.13 70.00 16.5 11.1 19.9 0.5 2.90 65.00 14.1 9.4 17.0 0.4 2.65 60.00 11.9 8.0 14.3 0.3 2.41 55.00 9.9 6.6 11.9 0.3 2.16 50.00 8.2 5.5 9.8 0.2 1.90 50.00 8.2 5.5 9.8 0.2 1.90 45.00 6.6 4.4 7.9 0.2 1.71 43.83 6.2 4.2 7.5 0.1 1.66 40.00 5.2 3.5 6.2 0.1 1.51 35.00 4.0 2.6 4.8 0.1 1.31 30.00 2.9 1.9 3.5 0.1 1.12 25.00 2.0 1.3 2.4 0.0 0.93 20.00 1.3 0.9 1.5 0.0 0.74 15.00 0.7 0.5 0.9 0.0 0.55 10.00 0.3 0.2 0.4 0.0 0.36 5.00 0.1 0.1 0.1 0.0 0.18 0.00 0.0 0.0 0.0 0.0 0.00 . BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 Stresses for Pole Loading Case WIND Distance Nominal Nominal Nominal Nominal Axial Flexural Shear Torsion Combined From Axial Flexural Shear Torsional Interaction Interaction Interaction Interaction Stress Base Strength Strength Strength Strength Term Term Term Term Interaction (ft) (lbs) (in-kips) (lbs) (in-kips) 120.00 1,030,910 7,216 309,273 7,040 0.00 0.02 0.02 0.00 0.02 117.00 1,071,637 7,711 321,491 7,607 0.00 0.04 0.02 0.00 0.04 115.00 1,098,789 8,046 329,637 7,997 0.00 0.06 0.02 0.00 0.07 114.00 1,112,365 8,215 333,709 8,196 0.00 0.08 0.04 0.00 0.08 110.00 1,166,668 8,900 350,000 9,016 0.00 0.14 0.04 0.00 0.14 105.00 1,234,547 9,773 370,364 10,096 0.00 0.21 0.04 0.00 0.22 100.00 1,302,425 10,662 390,728 11,236 0.00 0.28 0.04 0.00 0.28 96.00 1,356,728 11,383 407,019 12,193 0.00 0.37 0.06 0.00 0.38 95.00 1,370,304 11,564 411,091 12,438 0.00 0.39 0.06 0.00 0.40 90.00 1,438,183 12,474 431,455 13,701 0.00 0.49 0.06 0.00 0.50 90.00 1,820,002 17,159 546,000 17,066 0.00 0.35 0.05 0.00 0.36 85.33 1,901,456 18,472 570,437 18,627 0.00 0.41 0.05 0.00 0.42 85.00 1,907,274 18,567 572,182 18,742 0.00 0.42 0.05 0.00 0.42 80.00 1,994,547 20,002 598,364 20,496 0.00 0.47 0.05 0.00 0.48 75.00 2,081,820 21,459 624,546 22,329 0.00 0.52 0.05 0.00 0.53 70.00 2,169,093 22,934 650,728 24,240 0.00 0.57 0.05 0.00 0.58 65.00 2,256,366 24,426 676,910 26,230 0.01 0.62 0.05 0.00 0.63 60.00 2,343,638 25,929 703,092 28,298 0.01 0.67 0.05 0.00 0.68 55.00 2,430,911 27,440 729,273 30,445 0.01 0.71 0.05 0.00 0.72 50.00 2,518,184 28,955 755,455 32,670 0.01 0.75 0.05 0.00 0.76 50.00 3,306,669 42,195 992,001 42,250 0.00 0.51 0.04 0.00 0.52 45.00 3,423,033 44,715 1,026,910 45,275 0.00 0.54 0.04 0.00 0.54 43.83 3,450,185 45,308 1,035,055 45,997 0.01 0.54 0.04 0.00 0.55 40.00 3,539,397 47,268 1,061,819 48,406 0.01 0.56 0.04 0.00 0.57 35.00 3,655,761 49,852 1,096,728 51,641 0.01 0.58 0.04 0.00 0.59 30.00 3,772,124 52,463 1,131,637 54,981 0.01 0.60 0.04 0.00 0.61 25.00 3,888,488 55,097 1,166,546 58,425 0.01 0.62 0.04 0.00 0.63 20.00 4,004,852 57,750 1,201,456 61,975 0.01 0.64 0.04 0.00 0.65 15.00 4,121,216 60,419 1,236,365 65,628 0.01 0.66 0.04 0.00 0.67 10.00 4,237,579 63,100 1,271,274 69,387 0.01 0.68 0.04 0.00 0.68 5.00 4,353,943 65,790 1,306,183 73,250 0.01 0.69 0.04 0.00 0.70 0.00 4,470,307 68,485 1,341,092 77,217 0.01 0.71 0.04 0.00 0.72 BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 Forces and Moments for Pole in the Local Element Coordinate System Loading Case ICE + WIND Dist. From Resultant Shear Shear Resultant Base Mx My Mx & My Torsion X-Dir. Y-Dir. Shear Axial (ft) (in-kips) (in-kips) (in-kips) (in-kips) (lbs) (lbs) (lbs) (lbs) 120.00 8 -12 15 0 749 501 901 4031 117.00 27 -40 48 0 790 528 950 4434 117.00 27 -40 48 0 880 588 1058 5068 115.00 41 -61 74 0 908 606 1092 5345 114.00 48 -72 87 0 922 616 1109 5486 114.00 48 -72 87 0 1108 740 1332 6648 110.00 85 -127 153 0 1166 779 1402 7229 110.00 85 -127 153 0 1579 1055 1899 8420 105.00 150 -224 269 0 1652 1104 1987 9185 100.00 217 -325 391 0 1731 1157 2082 9992 100.00 217 -325 391 0 2142 1431 2576 11183 96.00 287 -430 517 0 2208 1475 2655 11859 96.00 311 -465 559 0 3046 2035 3664 21209 95.00 335 -501 603 0 3057 2043 3677 21383 90.00 459 -687 827 0 3143 2100 3780 22274 90.00 459 -687 827 0 3133 2094 3768 22276 85.33 578 -866 1041 0 3224 2154 3878 24027 85.00 587 -878 1057 0 3224 2154 3878 24100 80.00 718 -1075 1293 0 3305 2208 3975 25199 75.00 853 -1276 1535 0 3401 2272 4090 26343 75.00 853 -1276 1535 0 3474 2321 4179 26989 70.00 994 -1487 1789 0 3558 2378 4280 28183 65.00 1138 -1704 2049 0 3644 2435 4383 29424 60.00 1287 -1926 2316 0 3731 2493 4488 30712 55.00 1438 -2153 2589 0 3821 2553 4595 32045 50.00 1594 -2385 2869 0 3929 2625 4725 33421 50.00 1594 -2385 2869 0 3913 2615 4706 33424 45.00 1753 -2624 3156 0 4031 2693 4848 36355 43.83 1791 -2680 3224 0 4053 2708 4874 37053 40.00 1917 -2869 3450 0 4126 2757 4963 38376 35.00 2085 -3120 3752 0 4225 2823 5082 40147 30.00 2256 -3377 4061 0 4325 2890 5202 41968 25.00 2432 -3640 4378 0 4425 2957 5322 43837 20.00 2612 -3909 4701 0 4524 3023 5442 45752 15.00 2796 -4184 5032 0 4622 3089 5559 47710 10.00 2983 -4465 5370 0 4720 3154 5677 49702 5.00 3175 -4752 5715 0 4821 3221 5798 51719 0.00 3371 -5044 6067 0 4943 3303 5944 53719 BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 Deflections for Pole Loading Case ICE + WIND Distance Defl. From Defl. Defl. Resultant Defl. Base X-Dir Y-Dir X & Y Z-Dir Rotation (ft) (in) (in) (in) (in) (deg.) 120.00 7.3 4.9 8.8 0.1 0.66 117.00 7.0 4.6 8.4 0.1 0.66 117.00 7.0 4.6 8.4 0.1 0.66 115.00 6.7 4.5 8.1 0.1 0.65 114.00 6.6 4.4 8.0 0.1 0.65 114.00 6.6 4.4 8.0 0.1 0.65 110.00 6.2 4.1 7.4 0.1 0.64 110.00 6.2 4.1 7.4 0.1 0.64 105.00 5.6 3.7 6.7 0.1 0.63 100.00 5.1 3.4 6.1 0.1 0.61 100.00 5.1 3.4 6.1 0.1 0.61 96.00 4.7 3.1 5.6 0.1 0.59 96.00 4.7 3.1 5.6 0.1 0.59 95.00 4.6 3.0 5.5 0.1 0.58 90.00 4.1 2.7 4.9 0.1 0.55 90.00 4.1 2.7 4.9 0.1 0.55 85.33 3.6 2.4 4.4 0.1 0.52 85.00 3.6 2.4 4.3 0.1 0.52 80.00 3.1 2.1 3.8 0.1 0.49 75.00 2.7 1.8 3.3 0.1 0.45 75.00 2.7 1.8 3.3 0.1 0.45 70.00 2.4 1.6 2.8 0.1 0.42 65.00 2.0 1.3 2.4 0.0 0.38 60.00 1.7 1.1 2.0 0.0 0.35 55.00 1.4 0.9 1.7 0.0 0.31 50.00 1.2 0.8 1.4 0.0 0.27 50.00 1.2 0.8 1.4 0.0 0.27 45.00 0.9 0.6 1.1 0.0 0.24 43.83 0.9 0.6 1.1 0.0 0.24 40.00 0.7 0.5 0.9 0.0 0.21 35.00 0.6 0.4 0.7 0.0 0.19 30.00 0.4 0.3 0.5 0.0 0.16 25.00 0.3 0.2 0.3 0.0 0.13 20.00 0.2 0.1 0.2 0.0 0.10 15.00 0.1 0.1 0.1 0.0 0.08 10.00 0.0 0.0 0.1 0.0 0.05 5.00 0.0 0.0 0.0 0.0 0.03 0.00 0.0 0.0 0.0 0.0 0.00 BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 Stresses for Pole Loading Case ICE + WIND Distance Nominal Nominal Nominal Nominal Axial Flexural Shear Torsion Combined From Axial Flexural Shear Torsional Interaction Interaction Interaction Interaction Stress Base Strength Strength Strength Strength Term Term Term Term Interaction (ft) (lbs) (in-kips) (lbs) (in-kips) 120.00 1,030,910 7,216 309,273 7,040 0.00 0.00 0.00 0.00 0.01 117.00 1,071,637 7,711 321,491 7,607 0.01 0.01 0.00 0.00 0.01 115.00 1,098,789 8,046 329,637 7,997 0.01 0.01 0.00 0.00 0.02 114.00 1,112,365 8,215 333,709 8,196 0.01 0.01 0.00 0.00 0.02 110.00 1,166,668 8,900 350,000 9,016 0.01 0.02 0.01 0.00 0.03 105.00 1,234,547 9,773 370,364 10,096 0.01 0.03 0.01 0.00 0.04 100.00 1,302,425 10,662 390,728 11,236 0.01 0.04 0.01 0.00 0.05 96.00 1,356,728 11,383 407,019 12,193 0.02 0.05 0.01 0.00 0.07 95.00 1,370,304 11,564 411,091 12,438 0.02 0.06 0.01 0.00 0.08 90.00 1,438,183 12,474 431,455 13,701 0.02 0.07 0.01 0.00 0.09 90.00 1,820,002 17,159 546,000 17,066 0.01 0.05 0.01 0.00 0.07 85.33 1,901,456 18,472 570,437 18,627 0.01 0.06 0.01 0.00 0.08 85.00 1,907,274 18,567 572,182 18,742 0.01 0.06 0.01 0.00 0.08 80.00 1,994,547 20,002 598,364 20,496 0.01 0.07 0.01 0.00 0.09 75.00 2,081,820 21,459 624,546 22,329 0.01 0.08 0.01 0.00 0.09 70.00 2,169,093 22,934 650,728 24,240 0.01 0.09 0.01 0.00 0.10 65.00 2,256,366 24,426 676,910 26,230 0.01 0.09 0.01 0.00 0.11 60.00 2,343,638 25,929 703,092 28,298 0.01 0.10 0.01 0.00 0.11 55.00 2,430,911 27,440 729,273 30,445 0.01 0.10 0.01 0.00 0.12 50.00 2,518,184 28,955 755,455 32,670 0.01 0.11 0.01 0.00 0.12 50.00 3,306,669 42,195 992,001 42,250 0.01 0.08 0.01 0.00 0.09 45.00 3,423,033 44,715 1,026,910 45,275 0.01 0.08 0.01 0.00 0.09 43.83 3,450,185 45,308 1,035,055 45,997 0.01 0.08 0.01 0.00 0.09 40.00 3,539,397 47,268 1,061,819 48,406 0.01 0.08 0.01 0.00 0.09 35.00 3,655,761 49,852 1,096,728 51,641 0.01 0.08 0.01 0.00 0.10 30.00 3,772,124 52,463 1,131,637 54,981 0.01 0.09 0.01 0.00 0.10 25.00 3,888,488 55,097 1,166,546 58,425 0.01 0.09 0.01 0.00 0.10 20.00 4,004,852 57,750 1,201,456 61,975 0.01 0.09 0.01 0.00 0.10 15.00 4,121,216 60,419 1,236,365 65,628 0.01 0.09 0.00 0.00 0.11 10.00 4,237,579 63,100 1,271,274 69,387 0.01 0.09 0.00 0.00 0.11 5.00 4,353,943 65,790 1,306,183 73,250 0.01 0.10 0.00 0.00 0.11 0.00 4,470,307 68,485 1,341,092 77,217 0.01 0.10 0.00 0.00 0.11 BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 Forces and Moments for Pole in the Local Element Coordinate System Loading Case T+S Dist. From Resultant Shear Shear Resultant Base Mx My Mx & My Torsion X-Dir. Y-Dir. Shear Axial (ft) (in-kips) (in-kips) (in-kips) (in-kips) (lbs) (lbs) (lbs) (lbs) 120.00 13 -20 24 0 903 603 1086 746 117.00 36 -53 64 0 973 650 1171 911 117.00 36 -53 64 0 1240 829 1492 1140 115.00 56 -84 101 0 1289 861 1550 1253 114.00 66 -99 120 0 1314 878 1580 1311 114.00 66 -99 120 0 1905 1273 2291 1636 110.00 129 -193 232 0 2008 1342 2415 1875 110.00 129 -193 232 0 2248 1502 2704 2068 105.00 222 -332 400 0 2385 1593 2868 2384 100.00 321 -480 577 0 2530 1691 3043 2716 100.00 321 -480 577 0 2770 1851 3331 2910 96.00 411 -616 740 0 2893 1933 3479 3189 96.00 448 -671 807 0 4144 2769 4984 5726 95.00 482 -721 867 0 4174 2789 5020 5800 90.00 652 -976 1174 0 4337 2898 5216 6167 90.00 652 -976 1174 0 4333 2895 5211 6171 85.33 817 -1223 1471 0 4499 3006 5411 6986 85.00 829 -1241 1493 0 4508 3012 5422 7022 80.00 1014 -1517 1825 0 4682 3128 5630 7537 75.00 1205 -1804 2169 0 4867 3252 5854 8071 75.00 1205 -1804 2169 0 5126 3425 6164 8306 70.00 1414 -2117 2546 0 5312 3549 6388 8868 65.00 1631 -2442 2937 0 5504 3678 6620 9453 60.00 1856 -2778 3341 0 5703 3810 6859 10062 55.00 2089 -3127 3760 0 5907 3947 7104 10693 50.00 2330 -3488 4194 0 6126 4093 7367 11341 50.00 2330 -3488 4194 0 6118 4088 7358 11347 45.00 2580 -3862 4644 0 6348 4242 7635 12902 43.83 2640 -3951 4752 0 6400 4276 7697 13274 40.00 2839 -4249 5111 0 6569 4389 7900 13980 35.00 3107 -4651 5593 0 6794 4539 8171 14928 30.00 3385 -5065 6092 0 7022 4692 8445 15906 25.00 3671 -5494 6607 0 7252 4845 8722 16915 20.00 3966 -5936 7139 0 7483 5000 8999 17954 15.00 4271 -6392 7688 0 7712 5153 9275 19024 10.00 4585 -6862 8253 0 7943 5307 9553 20125 5.00 4909 -7346 8836 0 8183 5468 9842 21256 0.00 5242 7895 9435 0 8444 5692 10156 22411 BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 Deflections for Pole Loading Case T+S Distance Defl. From Defl. Deft. Resultant Defl. Base X-Dir Y-Dir X & Y Z-Dir Rotation (ft) (in) (in) (in) (in) (deg.) 120.00 10.8 7.2 13.0 0.2 0.96 117.00 10.3 6.9 12.4 0.2 0.96 117.00 10.3 6.9 12.4 0.2 0.96 115.00 10.0 6.7 12.0 0.2 0.96 114.00 9.8 6.6 11.8 0.2 0.96 114.00 9.8 6.6 11.8 0.2 0.96 110.00 9.2 6.1 11.0 0.2 0.94 110.00 9.2 6.1 11.0 0.2 0.94 105.00 8.3 5.6 10.0 0.2 0.92 100.00 7.6 5.0 9.1 0.1 0.89 100.00 7.6 5.0 9.1 0.1 0.89 96.00 6.9 4.6 8.3 0.1 0.86 96.00 6.9 4.6 8.3 0.1 0.86 95.00 6.8 4.5 8.2 0.1 0.86 90.00 6.1 4.1 7.3 0.1 0.81 90.00 6.1 4.1 7.3 0.1 0.81 85.33 5.4 3.6 6.5 0.1 0.77 85.00 5.4 3.6 6.5 0.1 0.77 80.00 4.7 3.2 5.7 0.1 0.72 75.00 4.1 2.8 5.0 0.1 0.67 75.00 4.1 2.8 5.0 0.1 0.67 70.00 3.6 2.4 4.3 0.1 0.62 65.00 3.0 2.0 3.7 0.1 0.57 60.00 2.6 1.7 3.1 0.0 0.52 55.00 2.1 1.4 2.6 0.0 0.46 50.00 1.8 1.2 2.1 0.0 0.41 50.00 1.8 1.2 2.1 0.0 0.41 45.00 1.4 0.9 1.7 0.0 0.37 43.83 1.3 0.9 1.6 0.0 0.36 40.00 1.1 0.7 1.3 0.0 0.32 35.00 0.9 0.6 1.0 0.0 0.28 30.00 0.6 0.4 0.7 0.0 0.24 25.00 0.4 0.3 0.5 0.0 0.20 20.00 0.3 0.2 0.3 0.0 0.16 15.00 0.2 0.1 0.2 0.0 0.12 10.00 0.1 0.0 0.1 0.0 0.08 5.00 0.0 0.0 0.0 0.0 0.04 0.00 0.0 0.0 0.0 0.0 0.00 BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 Stresses for Pole Loading Case T+S Distance Nominal Nominal Nominal Nominal Axial Flexural Shear Torsion Combined From Axial Flexural Shear Torsional Interaction Interaction Interaction Interaction Stress Base Strength Strength Strength Strength Term Term Term Term Interaction (ft) (lbs) (in-kips) (lbs) (in-kips) 120.00 1,030,910 7,216 309,273 7,040 0.00 0.00 0.00 0.00 0.01 117.00 1,071,637 7,711 321,491 7,607 0.00 0.01 0.01 0.00 0.01 115.00 1,098,789 8,046 329,637 7,997 0.00 0.01 0.01 0.00 0.02 114.00 1,112,365 8,215 333,709 8,196 0.00 0.02 0.01 0.00 0.02 110.00 1,166,668 8,900 350,000 9,016 0.00 0.03 0.01 0.00 0.03 105.00 1,234,547 9,773 370,364 10,096 0.00 0.05 0.01 0.00 0.05 100.00 1,302,425 10,662 390,728 11,236 0.00 0.06 0.01 0.00 0.06 96.00 1,356,728 11,383 407,019 12,193 0.00 0.08 0.01 0.00 0.08 95.00 1,370,304 11,564 411,091 12,438 0.00 0.08 0.01 0.00 0.09 90.00 1,438,183 12,474 431,455 13,701 0.00 0.10 0.01 0.00 0.11 90.00 1,820,002 17,159 546,000 17,066 0.00 0.08 0.01 0.00 0.08 85.33 1,901,456 18,472 570,437 18,627 0.00 0.09 0.01 0.00 0.09 85.00 1,907,274 18,567 572,182 18,742 0.00 0.09 0.01 0.00 0.09 80.00 1,994,547 20,002 598,364 20,496 0.00 0.10 0.01 0.00 0.11 75.00 2,081,820 21,459 624,546 22,329 0.00 0.11 0.01 0.00 0.12 70.00 2,169,093 22,934 650,728 24,240 0.00 0.12 0.01 0.00 0.13 65.00 2,256,366 24,426 676,910 26,230 0.00 0.13 0.01 0.00 0.14 60.00 2,343,638 25,929 703,092 28,298 0.00 0.14 0.01 0.00 0.15 55.00 2,430,911 27,440 729,273 30,445 0.00 0.15 0.01 0.00 0.16 50.00 2,518,184 28,955 755,455 32,670 0.01 0.16 0.01 0.00 0.17 50.00 3,306,669 42,195 992,001 42,250 0.00 0.11 0.01 0.00 0.11 45.00 3,423,033 44,715 1,026,910 45,275 0.00 0.12 0.01 0.00 0.12 43.83 3,450,185 45,308 1,035,055 45,997 0.00 0.12 0.01 0.00 0.12 40.00 3,539,397 47,268 1,061,819 48,406 0.00 0.12 0.01 0.00 0.12 35.00 3,655,761 49,852 1,096,728 51,641 0.00 0.12 0.01 0.00 0.13 30.00 3,772,124 52,463 1,131,637 54,981 0.00 0.13 0.01 0.00 0.13 25.00 3,888,488 55,097 1,166,546 58,425 0.00 0.13 0.01 0.00 0.14 20.00 4,004,852 57,750 1,201,456 61,975 0.00 0.14 0.01 0.00 0.14 15.00 4,121,216 60,419 1,236,365 65,628 0.01 0.14 0.01 0.00 0.15 10.00 4,237,579 63,100 1,271,274 69,387 0.01 0.15 0.01 0.00 0.15 5.00 4,353,943 65,790 1,306,183 73,250 0.01 0.15 0.01 0.00 0.15 0.00 4,470,307 68,485 1,341,092 77,217 0.01 0.15 0.01 0.00 0.16 BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 Forces and Moments for Pole in the Local Element Coordinate System Loading Case Seismic Dist. From Resultant Shear Shear Resultant Base Mx My Mx & My Torsion X-Dir. Y-Dir. Shear Axial (ft) (in-kips) (in-kips) (in-kips) (in-kips) (lbs) (lbs) (lbs) (lbs) 120.00 7 -11 13 0 727 486 875 1018 117.00 26 -40 48 0 878 586 1056 1236 117.00 26 -40 48 0 1090 728 1311 1549 115.00 45 -67 80 0 1190 795 1432 1699 114.00 54 -81 98 0 1241 829 1492 1775 114.00 54 -81 98 0 1537 1027 1848 2228 110.00 107 -160 193 0 1737 1161 2090 2543 110.00 107 -160 193 0 1901 1270 2286 2808 105.00 188 -282 339 0 2149 1436 2585 3225 100.00 279 -418 503 0 2396 1601 2882 3664 100.00 279 -418 503 0 2538 1696 3052 3931 96.00 364 -544 655 0 2732 1825 3286 4300 96.00 379 -568 683 0 4496 3004 5408 7712 95.00 416 -622 748 0 4542 3035 5462 7809 90.00 602 -902 1084 0 4778 3192 5746 8297 90.00 602 -902 1084 0 4773 3189 5740 8301 85.33 790 -1182 1422 0 5254 3511 6319 9386 85.00 804 -1204 1447 0 5270 3521 6338 9433 80.00 1021 -1528 1838 0 5541 3703 6665 10118 75.00 1249 -1869 2247 0 5808 3881 6985 10830 75.00 1249 -1869 2247 0 5913 3951 7111 11152 70.00 1491 -2231 2683 0 6156 4113 7404 11902 65.00 1742 -2607 3136 0 6384 4266 7678 12684 60.00 2003 -2997 3605 0 6594 4406 7931 13498 55.00 2271 -3399 4088 0 6787 4535 8162 14344 50.00 2547 -3812 4584 0 6973 4660 8387 15212 50.00 2547 -3812 4584 0 6962 4652 8373 15220 45.00 2834 -4241 5101 0 7343 4907 8832 17306 43.83 2903 -4344 5225 0 7422 4959 8926 17806 40.00 3133 -4689 5640 0 7558 5050 9090 18754 35.00 3440 -5148 6191 0 7715 5155 9279 20027 30.00 3752 -5615 6753 0 7846 5243 9436 21342 25.00 4069 -6089 7324 0 7951 5312 9562 22698 20.00 4390 -6569 7901 0 8030 5365 9657 24095 15.00 4713 -7053 8483 0 8084 5402 9723 25534 10.00 5038 -7540 9068 0 8116 5423 9762 27014 5.00 5364 -8028 9655 0 8129 5431 9776 28535 0.00 5690 -8516 10242 0 8144 5442 9795 30090 BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 Deflections for Pole Loading Case Seismic Distance Defl. From Defl. Defl. Resultant Defl. Base X-Dir Y-Dir X & Y Z-Dir Rotation (ft) (in) (in) (in) (in) (deg.) 120.00 11.6 7.8 14.0 0.2 1.00 117.00 11.1 7.4 13.4 0.2 1.00 117.00 11.1 7.4 13.4 0.2 1.00 115.00 10.8 7.2 12.9 0.2 1.00 114.00 10.6 7.1 12.7 0.2 1.00 114.00 10.6 7.1 12.7 0.2 1.00 110.00 9.9 6.6 11.9 0.2 0.99 110.00 9.9 6.6 11.9 0.2 0.99 105.00 9.0 6.0 10.9 0.2 0.97 100.00 8.2 5.5 9.9 0.2 0.94 100.00 8.2 5.5 9.9 0.2 0.94 96.00 7.6 5.1 9.1 0.1 0.92 96.00 7.6 5.1 9.1 0.1 0.92 95.00 7.4 4.9 8.9 0.1 0.91 90.00 6.6 4.4 8.0 0.1 0.87 90.00 6.6 4.4 8.0 0.1 0.87 85.33 5.9 4.0 7.1 0.1 0.83 85.00 5.9 3.9 7.1 0.1 0.83 80.00 5.2 3.5 6.2 0.1 0.78 75.00 4.5 3.0 5.4 0.1 0.73 75.00 4.5 3.0 5.4 0.1 0.73 70.00 3.9 2.6 4.7 0.1 0.68 65.00 3.3 2.2 4.0 0.1 0.63 60.00 2.8 1.9 3.4 0.0 0.57 55.00 2.4 1.6 2.8 0.0 0.51 50.00 1.9 1.3 2.3 0.0 0.45 50.00 1.9 1.3 2.3 0.0 0.45 45.00 1.6 1.0 1.9 0.0 0.40 43.83 1.5 1.0 1.8 0.0 0.39 40.00 1.2 0.8 1.5 0.0 0.36 35.00 0.9 0.6 1.1 0.0 0.31 30.00 0.7 0.5 0.8 0.0 0.27 25.00 0.5 0.3 0.6 0.0 0.22 20.00 0.3 0.2 0.4 0.0 0.17 15.00 0.2 0.1 0.2 0.0 0.13 10.00 0.1 0.0 0.1 0.0 0.09 5.00 0.0 0.0 0.0 0.0 0.04 0.00 0.0 0.0 0.0 0.0 0.00 BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 Stresses for Pole Loading Case Seismic Distance Nominal Nominal Nominal Nominal Axial Flexural Shear Torsion Combined From Axial Flexural Shear Torsional Interaction Interaction Interaction Interaction Stress Base Strength Strength Strength Strength Term Term Term Term Interaction (ft) (lbs) (in-kips) (lbs) (in-kips) 120.00 1,030,910 7,216 309,273 7,040 0.00 0.00 0.00 0.00 0.01 117.00 1,071,637 7,711 321,491 7,607 0.00 0.01 0.00 0.00 0.01 115.00 1,098,789 8,046 329,637 7,997 0.00 0.01 0.00 0.00 0.01 114.00 1,112,365 8,215 333,709 8,196 0.00 0.01 0.01 0.00 0.02 110.00 1,166,668 8,900 350,000 9,016 0.00 0.02 0.01 0.00 0.03 105.00 1,234,547 9,773 370,364 10,096 0.00 0.04 0.01 0.00 0.04 100.00 1,302,425 10,662 390,728 11,236 0.00 0.05 0.01 0.00 0.06 96.00 1,356,728 11,383 407,019 12,193 0.01 0.07 0.01 0.00 0.07 95.00 1,370,304 11,564 411,091 12,438 0.01 0.07 0.01 0.00 0.08 90.00 1,438,183 12,474 431,455 13,701 0.01 0.10 0.01 0.00 0.10 90.00 1,820,002 17,159 546,000 17,066 0.01 0.07 0.01 0.00 0.08 85.33 1,901,456 18,472 570,437 18,627 0.01 0.09 0.01 0.00 0.09 85.00 1,907,274 18,567 572,182 18,742 0.01 0.09 0.01 0.00 0.09 80.00 1,994,547 20,002 598,364 20,496 0.01 0.10 0.01 0.00 0.11 75.00 2,081,820 21,459 624,546 22,329 0.01 0.12 0.01 0.00 0.12 70.00 2,169,093 22,934 650,728 24,240 0.01 0.13 0.01 0.00 0.14 65.00 2,256,366 24,426 676,910 26,230 0.01 0.14 0.01 0.00 0.15 60.00 2,343,638 25,929 703,092 28,298 0.01 0.15 0.01 0.00 0.16 55.00 2,430,911 27,440 729,273 30,445 0.01 0.17 0.01 0.00 0.17 50.00 2,518,184 28,955 755,455 32,670 0.01 0.18 0.01 0.00 0.18 50.00 3,306,669 42,195 992,001 42,250 0.01 0.12 0.01 0.00 0.13 45.00 3,423,033 44,715 1,026,910 45,275 0.01 0.13 0.01 0.00 0.13 43.83 3,450,185 45,308 1,035,055 45,997 0.01 0.13 0.01 0.00 0.13 40.00 3,539,397 47,268 1,061,819 48,406 0.01 0.13 0.01 0.00 0.14 35.00 3,655,761 49,852 1,096,728 51,641 0.01 0.14 0.01 0.00 0.14 30.00 3,772,124 52,463 1,131,637 54,981 0.01 0.14 0.01 0.00 0.15 25.00 3,888,488 55,097 1,166,546 58,425 0.01 0.15 0.01 0.00 0.15 20.00 4,004,852 57,750 1,201,456 61,975 0.01 0.15 0.01 0.00 0.16 15.00 4,121,216 60,419 1,236,365 65,628 0.01 0.16 0.01 0.00 0.16 10.00 4,237,579 63,100 1,271,274 69,387 0.01 0.16 0.01 0.00 0.17 5.00 4,353,943 65,790 1,306,183 73,250 0.01 0.16 0.01 0.00 0.17 0.00 4,470,307 68,485 1,341,092 77,217 0.01 0.17 0.01 0.00 0.17 BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 Forces and Moments for Pole in the Local Element Coordinate System Loading Case Seismic 2 Dist. From Resultant Shear Shear Resultant Base Mx My Mx & My Torsion X-Dir. Y-Dir. Shear Axial (ft) (in-kips) (in-kips) (in-kips) (in-kips) (lbs) (lbs) (lbs) (lbs) 120.00 7 -11 13 0 717 479 862 560 117.00 26 -39 47 0 865 578 1041 680 117.00 26 -39 47 0 1075 718 1292 852 115.00 44 -66 79 0 1174 784 1411 935 114.00 54 -80 97 0 1223 817 1471 977 114.00 54 -80 97 0 1515 1012 1822 1226 110.00 105 -158 190 0 1712 1144 2059 1400 110.00 105 -158 190 0 1874 1252 2253 1546 105.00 185 -278 334 0 2119 1416 2548 1777 100.00 275 -412 495 0 2361 1577 2839 2019 100.00 275 -412 495 0 2501 1671 3008 2167 96.00 359 -537 645 0 2692 1798 3237 2371 96.00 374 -560 673 0 4425 2957 5322 4259 95.00 410 -613 737 0 4470 2987 5376 4313 90.00 593 -888 1068 0 4702 3142 5655 4584 90.00 593 -888 1068 0 4699 3140 5652 4587 85.33 778 -1165 1401 0 5172 3456 6220 5189 85.00 792 -1185 1426 0 5189 3467 6241 5216 80.00 1005 -1505 1810 0 5458 3647 6564 5599 75.00 1230 -1840 2213 0 5719 3821 6878 5994 75.00 1230 -1840 2213 0 5825 3892 7005 6176 70.00 1468 -2197 2642 0 6067 4054 7296 6596 65.00 1716 -2568 3088 0 6293 4205 7568 7034 60.00 1972 -2952 3550 0 6503 4345 7821 7491 55.00 2237 -3348 4027 0 6695 4474 8052 7965 50.00 2509 -3755 4516 0 6876 4595 8270 8449 50.00 2509 -3755 4516 0 6870 4590 8262 8457 45.00 2792 -4179 5026 0 7242 4839 8710 9623 43.83 2860 -4281 5148 0 7321 4891 8804 9903 40.00 3087 -4621 5557 0 7457 4983 8968 10435 35.00 3390 -5073 6101 0 7613 5087 9156 11149 30.00 3698 -5534 6656 0 7744 5174 9313 11887 25.00 4010 -6002 7219 0 7848 5244 9439 12648 20.00 4327 -6476 7788 0 7928 5297 9535 13432 15.00 4646 -6953 8363 0 7984 5335 9603 14240 10.00 4967 -7434 8940 0 8018 5358 9644 15071 5.00 5289 -7915 9520 0 8033 5368 9662 15925 0.00 5611 -8398 10100 0 8044 5375 9674 16795 BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 Deflections for Pole Loading Case Seismic 2 Distance Defl. From Defl. Defi. Resultant Defi. Base X-Dir Y-Dir X & Y Z-Dir Rotation (ft) (in) (in) (in) (in) (deg.) 120.00 11.5 7.7 13.8 0.2 0.99 117.00 10.9 7.3 13.2 0.2 0.99 117.00 10.9 7.3 13.2 0.2 0.99 115.00 10.6 7.1 12.7 0.2 0.98 114.00 10.4 7.0 12.5 0.2 0.98 114.00 10.4 7.0 12.5 0.2 0.98 110.00 9.7 6.5 11.7 0.2 0.97 110.00 9.7 6.5 11.7 0.2 0.97 105.00 8.9 6.0 10.7 0.2 0.95 100.00 8.1 5.4 9.7 0.1 0.93 100.00 8.1 5.4 9.7 0.1 0.93 96.00 7.5 5.0 9.0 0.1 0.90 96.00 7.5 5.0 9.0 0.1 0.90 95.00 7.3 4.9 8.8 0.1 0.90 90.00 6.5 4.4 7.9 0.1 0.86 90.00 6.5 4.4 7.9 0.1 0.86 85.33 5.9 3.9 7.0 0.1 0.82 85.00 5.8 3.9 7.0 0.1 0.82 80.00 5.1 3.4 6.1 0.1 0.77 75.00 4.5 3.0 5.4 0.1 0.72 75.00 4.5 3.0 5.4 0.1 0.72 70.00 3.9 2.6 4.6 0.1 0.67 65.00 3.3 2.2 4.0 0.1 0.62 60.00 2.8 1.9 3.3 0.0 0.56 55.00 2.3 1.5 2.8 0.0 0.50 50.00 1.9 1.3 2.3 0.0 0.44 50.00 1.9 1.3 2.3 0.0 0.44 45.00 1.5 1.0 1.8 0.0 0.40 43.83 1.5 1.0 1.8 0.0 0.39 40.00 1.2 0.8 1.5 0.0 0.35 35.00 0.9 0.6 1.1 0.0 0.31 30.00 0.7 0.5 0.8 0.0 0.26 25.00 0.5 0.3 0.6 0.0 0.22 20.00 0.3 0.2 0.4 0.0 0.17 15.00 0.2 0.1 0.2 0.0 0.13 10.00 0.1 0.0 0.1 0.0 0.08 5.00 0.0 0.0 0.0 0.0 0.04 0.00 0.0 0.0 0.0 0.0 0.00 BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 Stresses for Pole Loading Case Seismic 2 Distance Nominal Nominal Nominal Nominal Axial Flexural Shear Torsion Combined From Axial Flexural Shear Torsional Interaction Interaction Interaction Interaction Stress Base Strength Strength Strength Strength Term Term Term Term Interaction (ft) (lbs) (in-kips) (lbs) (in-kips) 120.00 1,030,910 7,216 309,273 7,040 0.00 0.00 0.00 0.00 0.01 117.00 1,071,637 7,711 321,491 7,607 0.00 0.01 0.00 0.00 0.01 115.00 1,098,789 8,046 329,637 7,997 0.00 0.01 0.00 0.00 0.01 114.00 1,112,365 8,215 333,709 8,196 0.00 0.01 0.01 0.00 0.01 110.00 1,166,668 8,900 350,000 9,016 0.00 0.02 0.01 0.00 0.03 105.00 1,234,547 9,773 370,364 10,096 0.00 0.04 0.01 0.00 0.04 100.00 1,302,425 10,662 390,728 11,236 0.00 0.05 0.01 0.00 0.05 96.00 1,356,728 11,383 407,019 12,193 0.00 0.07 0.01 0.00 0.07 95.00 1,370,304 11,564 411,091 12,438 0.00 0.07 0.01 0.00 0.07 90.00 1,438,183 12,474 431,455 13,701 0.00 0.10 0.01 0.00 0.10 90.00 1,820,002 17,159 546,000 17,066 0.00 0.07 0.01 0.00 0.07 85.33 1,901,456 18,472 570,437 18,627 0.00 0.08 0.01 0.00 0.09 85.00 1,907,274 18,567 572,182 18,742 0.00 0.09 0.01 0.00 0.09 80.00 1,994,547 20,002 598,364 20,496 0.00 0.10 0.01 0.00 0.10 75.00 2,081,820 21,459 624,546 22,329 0.00 0.11 0.01 0.00 0.12 70.00 2,169,093 22,934 650,728 24,240 0.00 0.13 0.01 0.00 0.13 65.00 2,256,366 24,426 676,910 26,230 0.00 0.14 0.01 0.00 0.14 60.00 2,343,638 25,929 703,092 28,298 0.00 0.15 0.01 0.00 0.16 55.00 2,430,911 27,440 729,273 30,445 0.00 0.16 0.01 0.00 0.17 50.00 2,518,184 28,955 755,455 32,670 0.00 0.17 0.01 0.00 0.18 50.00 3,306,669 42,195 992,001 42,250 0.00 0.12 0.01 0.00 0.12 45.00 3,423,033 44,715 1,026,910 45,275 0.00 0.12 0.01 0.00 0.13 43.83 3,450,185 45,308 1,035,055 45,997 0.00 0.13 0.01 0.00 0.13 40.00 3,539,397 47,268 1,061,819 48,406 0.00 0.13 0.01 0.00 0.13 35.00 3,655,761 49,852 1,096,728 51,641 0.00 0.14 0.01 0.00 0.14 30.00 3,772,124 52,463 1,131,637 54,981 0.00 0.14 0.01 0.00 0.14 25.00 3,888,488 55,097 1,166,546 58,425 0.00 0.15 0.01 0.00 0.15 20.00 4,004,852 57,750 1,201,456 61,975 0.00 0.15 0.01 0.00 0.15 15.00 4,121,216 60,419 1,236,365 65,628 0.00 0.15 0.01 0.00 0.16 10.00 4,237,579 63,100 1,271,274 69,387 0.00 0.16 0.01 0.00 0.16 5.00 4,353,943 65,790 1,306,183 73,250 0.00 0.16 0.01 0.00 0.16 0.00 4,470,307 68,485 1,341,092 77,217 0.00 0.16 0.01 0.00 0.17 [END OF ANALYSIS] BY VALMONT INDUSTRIES FOR: WCCCA 120' POLE, SITE: CANTERBURY, OR 402595 DATE 10/02/2018 Fuse 1.13.0.0 NUMBER SHIPPED PROJECTION GALVANIZED THREAD OF BOLTS DIAMETER LENGTH WEIGHT AS LENGTH LENGTH SIZE (IN.) (IN.) (KIPS) (IN.) (IN.) 12 2.250 96.00 1.61 BOLTS, TEMPLATES 9.50 18.00 4.5-UNC-2A STEEL STEEL MAXIMUM BOLT MAXIMUM BOLT NOMINAL STRESS INTERACTION CONFIGURATION OF SPEC. SPECIE'. FORCE SHEAR FORCE STRENGTH AREA VALUE BOTTOM END VALMONT (KIPS) (KIPS) (KIPS) (SQ. IN.) 523 A615 180.50 3.91 243.75 3.25 0.74 THREADED WITH HEAVY HEX HEAD NUT *** BOLT COORDINATES (IN.) *** BOLT NO. X-COORD Y-COORD * BOLT NO. X-COORD Y-COORD 1 32.818 0.000 * 2 28.421 16.409 3 16.409 28.421 * 4 0.000 32.818 MAX. BOLT CIRCLE = 65.64 IN. TEMPLATE DIAMETER = 69.14 IN. *** BASE PLATE CHARACTERISTICS GOVERNED BY LOADING CASE WIND *** BASE PLATE BASE PLATE ACTUAL RAW MATERIAL POLE DIAM. DIAMETER THICKNESS WEIGHT WEIGHT (MAJOR DIAM.) (IN.) (IN.) (KIPS) (KIPS) (IN.) 71.64 2.50 2.30 3.65 58.00 EFFECTIVE PLASTIC MOMENT IN PLASTIC FACTORED PLATE WIDTH SECTION MOD. BASE PLATE MOMENT RESISTING MOM. (IN.) (CU. IN.) (IN. -K) (IN. -K) (IN. -K) 15.18 23.73 699.45 1423.53 1281.18 STEEL STEEL EFFECTIVE STRESS SPECIF. SPECIF. YIELD STRESS RATIO VALMONT OTHER (KSI) S128 A633 60 0.55 ** LOADS AT POLE BASE IN THE GLOBAL COORDINATE SYSTEM ************************** LOADING CASES ************************* LOADING CASE IDENTIFICATION WIND ICE + WIND T+S Seismic Seismic 2 ]MAX CRITERION- LOAD CASE MOMENT ABT. X-AXIS (IN-KIP) 24350 3384 5242 5690 5611 ]MOMENT ABT. X WIND MOMENT ABT. Y-AXIS (IN-KIP) -36443 -5064 -7845 -8515 -8397 ]MOMENT ABT. Y WIND SHEAR FORCE (LB.) 46658 5485 9952 9520 9520 ]RES. MOMENT WIND VERTICAL FORCE (LB.) 28075 54030 22501 30178 16881 ]SHEAR FORCE WIND ]BOLT FORCE WIND ]BOLT TENSION WIND valmont STRUCTURES VALMONT MICROFLECT 3575 25TH ST. SE — P.O. BOX 12985 SALEM, OR 97302-1190 PHONE: 1-800-547-2151 ENGINEER: Christopher W. Blaumer, PE (ph x 6698) Reviewed by: New UQB4 Quad-Bracket DESIGN CALCULATIONS PER TIA-H CUSTOMER: WCCCA VALMONT REANALYSIS ORDER: 402595-2 VALMONT ORIGINAL ORDER NO: 18612-05 SITE NAME: Canterbury, OR TREEPOLE HEIGHT: 120ft I984Z09951,,,.--,`'.4110,PROVP ' , ESCOLSKE 0 HEISOSTO II SLLLIILE7 660101L111 6LilOtISEI t105906/91 RI 52/590995.9 59000U:01M 9098LLIE t /09tS096.05 61,056555 I 5095/ILIII IMIS6E5b51 50a WEI, 50I 90-151,ZIL9 nt605111118 8816S958, 98SSEL1=1,08 51,90iII57 SII955601 SISIVISSVI 50,96629E1 50 5/05/69099 ISIE995.95 6590‘668V0 LE690859.95 60956259,L 2689I9I90 I 559/555257 SOMI0,1 GS 95/89ELSI I, SE0216L91. .0969909 5 LLSKISVIL 5855/EILI SO I OW 90 0w0) III0.990u) llId 99 4000 Osd 99 sw) I.) lz PNtasu 0.1.0,RDIDIVI•il.4.11 (LI) 49.19 ,0.11.90.5,1,101.9510II0=I9 ,0....,1,,,,,95r0o 0.. 17,1).`'.0.4.=`', r'T..,,IrE/z) ). Ws'er.01,N),(01/01.)0).V.m ,,,,,.,,a=N „,,,("z/z).ivi.51 '4=mnen, 9 II.9 I 99, 9.II.9",99, Or9,99I DI,I 99, 9.9,9I14-991 I I.9'9,99I r5 9 i"., 9,I,9 PIsl WWI (0.9.199I+90 999)90 P99.9.5 Puss.JW) OT =WI=JO,5,060 Ocwow le 5 i 990 646590586 0 =9)1=WIWI Iwo.,49,00 soy =w=p0a!eas awse 0.50045=919 (009011) 5) =919,99wea wo 10,,apuspoduo (0-0 919./ SZ I =II951919119 Jcs Jowe,9995000w, 109.5,9110 W P9090,0 1)0))100111101111 0 =6141111 P000 1)4.ei.'.010111 tpiadSpll.rin ta papnpui Joi,e1.....) I =9990 14100 puww0, ,99alueVo0.1 4 960 .1.1.106))40)146609 (6 9)9951 0-1 =49 ON =5=WM.1135,01.4 (6-0)19111 , 5 .A.S.,,,dullocloy (VI 9190]) 06 =51 11,I N9,4 En It,9900 51I =0 4,9910 DOC =z r0069799I) 0 .00)0006560710003 (7-1919I1) 16 0 =90 aptlotwoo=aWo 117 00011 (1-041961) 00 =M10199001>001 wrown 5 5.) =',...04.41 a,Asap Ow OF =99 91.0 09909,9 Isn owsn5 0.=s-s 90w OSI =ell 011 paa0,500 no,Rung,95-5 9,e9 P991 WWI 91.PP.WWI = topographic factor 5 calc per TIA-H Annex M: tope 5 Kat=[1 a K1182183?= 1.352401279 @ 120 ft elevation . K3=foci'= 0.448533333(slope multiplier) r_ X.. Considered P. 0.113333333(slope modifier per table M(a)) KS'= 0.58(slope factor per table Mie)) Wind Direction K2= 0.688888889(horizontal distance multiplier per table M(b)) 2 Crest K3 0.527292424(vertical distance multiplier per table Mit)) _ wind exposure category D Escarpment topographictype bill _r y .... ..... ._.... �iFlat Topped Hill or Ridge' T r L 15008290 \::.\////'j>S�\�s�'t.�.�.\./ >>�• 4 ,e? 1 Mid-Height 1/2 H= 145ft s 1/2L= 750ft �a� _x._J H H/L= 0.193333333 I 350 ft .,�, /i., H l elevatipnsp="h 120 ft ,qY/ '\;i> 7 L-^ \\ L is twice the horizontal distance from the Base crest to the mid-height of the hill,ridge,or escarpment as shown Figure M-1:Isolated Hill,Ridge or Escarpment fable MIa) ridge flat topped ridge hill flat topped hillcarpment B 0.65 0.58 0.48 0.43 es 0.38 C 0.73 0.63 0.53 0.48 0.43 D 0.78 0.68 0.58 0.53 0.48 table M(b) ridge or hillcarpment(downwind) escarpment(upwind-not used since does not control) 0.15 H/L<0.25 0.68888889 es 0.883333333 0.688888889 H/L 2 0.25 0.59770115 0.849137931 0.591101149 table M c ridge hill scarpment 0.1<9/1<0.25 0.61878339 0.527292424 0670320046 H/L 0 0.25 0.53757357 0.43710309 0.596162869 69801969 0 60E..0 699E999ES 0 59 0 EV 9050.619 0 nO6strOs 0 6089019.0 5t Oz. 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Check of new UO84 quad-bracket with 48"standoff per TIA-H: Per UQB4 Standard Rating Letter,for Loading Scenario 3 with 48"moment arm: max allow tangential windload= 960 lbs,for 48"moment arm max allow weight= 485 lbs V(allow windload'+allow weight')= 1076 lbs Check for TIA-H NO ICE LOADING CONDITION: TIA-H factored no ice windpressure @ 140'= 89.12 psf calculated antenna CaAa= 5.61 ft2 TTA CaAa= 1.00 ft2 48"standoff CaAa= 2.33 ft2 ECaAa= 8.94 ft2 Emax antenna tangential windload= 797 lbs<=960 lbs max allow tangential windload,OK antenna weight= 45 lbs TTA weight= 30 lbs 48"standoff weight= 43 lbs £weight= 11.8 lbs<=485 lbs max allow weight,OK check combined: V(£windload'+£weight)= 805 lbs<=V(allow windload'+allow weight'),OK check compared to max allow live load: allowable nominal live load per rating letter= 5000 lbs 1.5 live load load factor*nominal live load= 7500 lbs(per TIA-G section 12.4) 7500 lbs max allow live load*6"moment arm= 45000 in-lbs allow LL moment V(£windload'+£weight)*48"moment arm= 38660 in-lbs<=45,000 in-lbs allow LL moment,OK Check for TIA-H 1.5"ICE LOADING CONDITION: TIA-G factored ice windpressure @ 140'= 4.75 psf calculated antenna CaAa= 11.88 ft2 TTA CaAa= 1.73 ft2 48"standoff CaAa= 5.32 ft2 ECaAa= 18.93 ft2 £max ice antenna tangential windload= 90 lbs<=960 lbs max allow tangential windload,OK antenna weight= 300 lbs TTA weight= 117 lbs 48"standoff weight 0(2ft centroid/4ft length)= 122 lbs Lice weight= 539 lbs 485 lbs allow weight,but ice windload is much less so check combined&compare to allow LL check combined: V(£ice windload'+Lice weight)= 546 lbs<=V(allow windload'+all ow weight'),OK check compared to max allow live load: allowable nominal live load per rating letter= 5000 lbs 1.5 live load load factor*nominal live load= 7500 lbs(per TIA-G section 12.4) 7500 lbs max allow live load*6"moment arm= 45000 in-lbs allow LL moment V(£ice windload'+Lice weight)*48"moment arm= 26229 in-lbs<=45,000 in-lbs allow LL moment,OK