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Home My WebLink AboutARB201700123 Correspondence 2017-12-06IH)NOI ILJE & STEARNS, PLC MEMORANDUM To: Bill Fritz From: Ed Donohue Date: 12/o6/17 Re: SP 2017-27/Keswick/Tier III PSWF This memo is in response to your memorandum dated 11/15/17 which outlined certain deficiencies in our submission, and requested additional information. Along with this memo, I am submitting revised plans (Exhibit A), dated 12/04/17, with changes highlighted below. Please let me know how many sets of drawings you need, and we will get these to you. For your convenience, this response tracks with the numbering of yours. S.i.4oi (a)(4)(c) Design Width The width of the proposed monopole will be sixty-five inches (65") at the base tapering to twenty-six inches (26") at the top. Attached as Exhibit B is an elevation from the civil engineers with these dimensions and the complete monopole design. These dimensions have now been added to the drawings as well; please see Sheet A-2 (Tower Elevation). Antenna Design/ Type/ Size We will be using the maximum size antennas for this site. The design and type for all antennas is provided on Sheet A-2 of the plans. (Mounting Detail For each of the antenna arrays for all five (5) carriers we are planning to use the mounting array shown on Exhibit C. As shown, the platforms are twelve and one-half feet (12.5') in length. 5.1.4o(a)(4)(d) Color We are proposing to use Sherwin Williams Java Brown (No. 6o9o) as indicated by the attached paint chips. z3.7 01-0110cO Street Alexandria, Virginia 22334 •703.51+9.ii23 - www.DonohueStearns.com Page 12 5.1.i,o(a)(4Hfl Trees The information on the two (2) reference trees is provided on Sheets A-o (Site Plan) and A-3 (Tree Height Diagram) of the plans. The information is also summarized in the below chart: 816361 — TREE BASE ELEVATIONS AND HEIGHTS TREE # SPECIES CROWN HEIGHT (FEET) BASE EIEV (FEET AMSQ CROWN UV (FEET) I DIAMETER I (INCHES) NOTES I KCKORY IW. 502.0 1582.0 120 2 OAK 1 73 502.0 1575,0 136 Page 2 of the Survey Plat (Tree Survey) notes that 91 trees will be removed to allow for the 2o' access and utility easement. No trees will be impacted by the Too' x Too' lease area. 5.1.40(a)(4)(g) Setbacks As shown on Sheet A-o (Site Plan), the proposal meets all required setbacks. The setbacks are as follows:16o'to the north; 396' io" to the east; 524' 4" to the south and 159' 10" to the west. 5.1.4o(a) (12) Special Exception We are requesting two (2) special exceptions - one (1) for the number of arrays (five (5) -two (2) more than allowed) and one (1) for the projection (as described above, the mounting platform is 12.5' in length and therefore exceeds the 18" projection limit). We will not need a special exception for the antenna size as we will be utilizing the maximum size -1400 square inches. Special Exception from Disturbance of Suffer We acknowledge the need for a special exception to address the fact that the proposed access road disturbs the buffer and we will provide a check in the amount of $457 forthe review of this request. Balloon Test All key boundaries and locations have been staked. The balloon will be red in color and adequately sized. Photographs will be taken in accordance with 5.1.4o(a)(6)(e) and submitted with the information described therein. I believe this addresses the original submission's deficiencies and I can answer any additional questions you have. 117 Oronoro Street Alexandria, Virginia 22314 0 703-549.1.123 £ www.DonohueStearns_com Page I of I Job Number: 235 1 7-G53 4irains lel malcs� Eng: MFP Customer Ref: TP- 15753 Power Products,tInc. Date: 10/1 2/2017 2427 Kelly Lane Structure: 1 50-FT MONOPOLE Houston, Roue 7706e Site: 8 1 636 I A VIRGINIA OIL PH: 281-444-8277 / FX: 281-444-7270 Location: ALBEMARLE CO., VA / 37"5945.79%-78'2020.7" Owner: CROWN CASTLE ti �— 26.0" ACROSS FLATS Revision No.: Revision Date: 150'-0" DESIGN 146'-0" Budding Code: 2012 VIRGINIA UNIFORM STATEWIDE BUILDING CODE fu TOP PLATE: Design Standard: AN51/TIA-222-G-2 2" X 34.0 (ID=24-0) Wind Speed Load Cases: 3-5EC. GUSTED WIND SPEED A5TM A572 GR. 50 (MIN) Load Case # I : 90 MPH Design Wind Speed - V, ,N,.,T = 116 MPH) 136'-0" FOR (24) 1 "0 BOLTS ON _ - A 30'0 BOLT CIRCLE Load Case #2: 30 MPH Wind with 0.75" Ice Accumulation Load Case #3 60 MPH Service Wind Speed 7/32" THK. x 47LONG Structure Class Exposure Cat. Topography Cat. Crest Height (EST. WT. = 3.582 KIPS 1 26'-O° I I C I EQUIPMENT LIST Elev. Description I I6'-O° 146 ( 12) ANTENNAS + MOUNTING (EPA 250 FT2) SPLICE LENGTH = 14G GENERIC ANTENNA MOUNT 5'-6" (± I 0%) 136 (12) ANTENNAS + MOUNTING (EPA 250 FT2) I 13G GENERIC ANTENNA MOUNT 1061-01 12G (12) ANTENNAS + MOUNTING (EPA 250 FT2) 103'-0" 12G GENERIC ANTENNA MOUNT 116 (12) ANTENNAS + MOUNTING (EPA 250 FT2) I G GENERIC ANTENNA MOUNT ! 06 (12) ANTENNAS + MOUNTING (EPA 250 FT2) 3/8" THK. x 4 P LONG I06 GENERIC ANTENNA MOUNT (EST. WT. = 7.020 KIPS 96 (1 2) ANTENNAS + MOUNTING (EPA 150 FT2) 96 h GENERIC ANTENNA MOUNT ANTENNA FEED LINES ROUTED ON THE INSIDE OF THE POLE SPLICE LENGTH = STRUCTURE PROPERTIES 6'-9" (± 10%) Cross -Section: 18-5ided Taper: 0.27559 m/ft h Shaft Steel: A5TM A572 GR 65 ! Baseplate Steel: A5TM A572 GR 50 Anchor Rods: 2.25 in. AG 15 GR. 75 X 7'-0" LONG I &7-6" Sect. Length (ft) ; Thickness (m) Splice (ft) ± Top Dia. (m) Dot Dia. (m) 1! 1 47.00 0.2188 5.50 26.00 38.95 2 41.00 0,3750 6.75 37.00 48.30 7/ 1 G" THK. x 32'-9" LONG 3 32.75 1 0.4375 7.50 45.69 54,71 (E5T. WT. = 7,701 KIPS 4 48.00 i 0.5000 0.00 51.77 65.00 SPLICE LENGTH = 7'-G" (+ 10%) VQ Y 1/2" THK. x 48' LONG MIC14AEL F. PLAHOVINSAK (EST. WT. = 17.120 KIPS No. 043395 del BA5EPLATE:2.75"THK X78.5" HiCNl1lL V. PLiNtOVIN&M. D.I. 943305' ROUND W/(24) ANCHOR RODS 163oi a'.;,'"idi, pl:i eity,'ON �io6e ON A 72.5" B.C. MIN. G'-O" 614-390-6250 / mike0mfpeng.com EMBEDMENT INTO CONCRETE SASE REACTIONS FOR FOUNDATION DE51GN 65.0" ACROSS FLATS Moment: 9132 ft-I Shear: 79 kip Axial: 83 kip WxTower Job 150-ft Monopole - MFP #23517-683 e Page 1 of 5 Michael F. Plahovinsak, P.E. 18301 State Route 161 Project 816361A Virginia Oil Date 17:51:50 10/12/17 Plain City, OH 43064 Client Designed by Phone: 614-398-6250 FAX: mike@mfipeng.com TP-15753 Mike Tower Input Data This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Albemarle County, Virginia. Basic wind speed of 90 mph. Structure Class 11. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 0.7500 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. ANSI/TIA-222-G wind speeds are Vasd winds. Refer to IBC Table 1609.3.1 for Vult wind speed conversions.. 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, feedline supports, and appurtenance mounts are not considered. Tapered Pole Section Geometry Section Splice Number TOP Bottom Wall Bend Pole Grade Section Elevation Length Length ql' Diameter Diameter Thickness Radius ft ft ft Sides in in in in L1 150,00-103.00 4700 5,50 18 260000 38.9560 0.2188 0.8750 A572-65 L2 103 00-67 50 41.00 675 L3 67.50-41.50 3275 750 L4 41.50-L00 4800 18 36.9971 48 3000 0.3750 1.5000 18 456892 54.7100 0.4375 1.7500 18 51.7692 650000 0,5000 10000 (65 ksi) A572-65 (65 ksi) A572-65 (65 ksi) A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia, Area I r C I/C J 11/Q w w/t in in' in° in in in' in' in' in L 1 26.4011 17.9002 1503,1570 9,1523 13 2080 113/8066 3008.2919 8.9518 4,1910 19,159 39.5509 26.8916 5096.5580 137496 19.7866 257-5762 10199.8223 13,4484 6,4702 29,578 L2 39.1075 43,5894 73859174 130008 18.7945 3929826 14781,5534 21,7989 5.8515 15.604 490451 57.0427 16552.4393 17.0134 245364 6746075 33126.6588 285268 7,8408 20.909 L3 48.2819 628376 16256-4512 16,0643 23.2101 700.4045 32534 2931 31 4248 7.2713 1662 555540 753642 28045,4177 19,2667 27.7927 1009.0937 56127 7382 376892 8.8590 20.249 L4 54.6670 81,3642 27019 8483 182006 262987 1027.4202 54075.2500 40.6898 8.2314 16.463 66.0027 102.3615 53801.3931 22.8975 33,0200 1629.3578.107673.579 511905 10,5600 21.12 4 WxTower Job Page 150-ft Monopole - MFP #23517-683 2 of 5 Michael F. Plahovinsak, P.E. Project Date 18301 State Route 161 816361A Virginia Oil 17:51:50 10/12/17 Plain City, OH43064 Client Designed by Phone: 614-398-6250 TP-15753 I Mike FAX mike@mfpgng.com Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Leg Shield Type f Numher ftzyt Pf - 1 5/8" C No Inside Pole 147.00 - 1.00 18 No Ice 0.00 0.92 1/2" Ice OAO 0.92 1" ice 0.00 0,92 1 5/8" C No Inside Pole 137.00 - 1,00 18 No Ice 0.00 0.92 1/2" Ice 0.00 0.92 1" Ice 0.00 0.92 1 5/8" C No Inside Pole 127.00 - 1.00 18 No Ice 0.00 0.92 1/2" Ice 0.00 0.92 1" Ice 0.00 0.92 1 5/8" C No Inside Pole 117.00 -1.00 18 No Ice 0.00 0,92 1/2" Ice 0.00 0.92 1" Ice 0.00 0.92 1 5/81, C No Inside Pole 107.00 - 1.00 18 No Ice 0.00 0.92 112" Ice 0.00 0.92 1" Ice 0.00 0.92 1 5/8" C No Inside Pole 97.00 - 1.00 18 No Ice 0.00 0.92 1/2" Ice 0.00 0.92 1" Ice 0.00 0.92 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert f f ft f' K ft f Antenna+ Mounting (EPA C None 0,0000 146.00 No Ice 250.00 250.00 4.00 250 ft2) 1/2" Ice 275.00 275,00 4.50 1" Ice 300.00 300.00 5.00 Antenna+ Mounting (EPA C None 0,0000 136,00 No Ice 250.00 250.00 4.00 250 ft2) 1/2" Ice 275.00 275.00 4.50 1" Ice 300.00 300.00 5.00 Antenna + Mounting (EPA C None 0,0000 126.00 No Ice 250.00 250.00 4.00 250 ft2) 1/2" Ice 275.00 275.00 4.50 1" Ice 300.00 300.00 5.00 Antenna + Mounting (EPA C None 0.0000 116.00 No Ice 250.00 250.00 4.00 250 ft2) 112" Ice 275.00 275.00 4.50 1" Ice 300.00 300.00 5.00 Antenna + Mounting (EPA C None 00000 106.00 No Ice 250.00 250.00 4.00 250 ft2) 1/2" Ice 275.00 275.00 4.50 1" Ice 300.00 300,00 5.00 Antenna + Mounting (EPA C None 0.0000 96.00 No Ice 150.00 150.00 4.00 150ft2) 1/2" Ice 170.00 170.00 420 1" Ice 190.00 190.00 440 MxTower Job 150-ft Monopole - MFP #23517-683 e Page 3 of 5 Project 816361A Virginia Oil Date 17:51:50 10/12/17 Michael F. Plahovinsak, P.E. 18301 State Route 161 Plain City, OH43064 Client Designed by Phone: 614-398-6250 FAX.- mike (a&m n .com TP-15753 Mike Load Combinations Comb, Description No, 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1-6 Wind 0 deg - No Ice 4 1.2 Dead+1,6 Wind 90 deg - No Ice 5 0.9 Dead+1.6 Wind 90 deg - No Ice 6 1.2 Dead+1.6 Wind 180 deg - No Ice 7 0.9 Dead+1.6 Wind 180 deg - No Ice 8 1.2 Dead+1 0 Ice+1.0 Temp 9 12 Dead+1.0 Wind 0 deg+1 0 Ice+1.0 Temp 10 1.2 Dead+1.0 Wind 90 deg+1.01ce+1.0 Temp 11 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 12 Dead+Wind 0 deg - Service 13 Dead+Wind 90 deg - Service 14 Dead+Wind 180 deg - Service Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No ft Type Load Moment Moment Comb. K kip-ft kip-ft L1 150 - 103 Pole Max Tension 5 0.00 0.00 0.00 Max. Compression 8 -34.89 000 0,00 Max Mx 4 -19.91 -1173.46 0.00 Max My 2 -19.91 000 1173.46 Max Vy 4 5200 -1173,46 0.00 Max. Vx 2 -52 00 0,00 1173,46 L2 103 - 67.5 Pole Max Tension 1 0.00 000 0.00 Max. Compression 8 -61.45 0.00 0-00 Max. Mx 4 -40 93 -3527 59 0,00 Max. My 2 -40.93 000 352759 Max. Vy 4 7362 -3527 59 0,00 Max. Vx 2 -73.62 0-00 352759 L3 67.5 - 41.5 Pole Max Tension 1 0.00 0,00 0.00 Max. Compression 8 -76.16 0,00 0.00 Max. Mx 4 -54 09 -5415.74 000 Max, My 2 -54.09 0.00 5415.74 Max Vy 4 75,76 -5415,74 0.00 Max, Vx 2 -75.76 0.00 5415.74 L4 41 5 - 1 Pole Max Tension 1 0.00 000 0,00 Max. Compression 8 -108 08 0,00 0,00 Max, Mx 4 -83.08 -9132.30 0.00 Max. My 2 -83.08 0.00 9132.30 Max Vy 4 78.59 -9132 30 0.00 Max Vx 2 -78 59 000 9132.30 Maximum Tower Deflections - Service Wince Section Elevation Hor i.. Gov. Tilt Twist No, Deflection Load fr in Comb. ° Ll 150 - 103 29,818 12 1.7364 0,0000 L2 108.5 - 67 5 15.595 12 1 3985 0.0000 L3 74 25 - 41 5 7.091 12 0,9187 00000 L4 49 - 1 3 036 12 0.5787 0.0000 MxTower Job Page 150-ft Monopole - MFP #23517-683 4 of 5 Project Date Michael F. Plahovinsak, P.E. 18301 State Route 161 816361A Virginia Oil 17:51:50 10/12/17 Plain City, OH43064 Client Designed by Phone: 614-398-6250 TP-15753 Mike FAX., mike m en .com Section Elevation Harz. Gov. Tilt Twist No. Deflection Load in Comb. Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature fJ Comb. in ° fi 146.00 Antenna+ Mounting (EPA 250 ft2) 12 28,362 1.7108 0,0000 32060 136.00 Antenna+ Mounting (EPA 250 ft2) 12 24.753 1.6442 0,0000 11449 126.00 Antenna + Mounting (EPA 250 ft2) 12 21149 1 5690 0 0000 6679 116.00 Antenna + Mounting (EPA 250 ft2) 12 17.925 1.4792 0.0000 4713 106-00 Antenna+ Mounting (EPA 250 ft2) 12 14.855 1.3687 0.0000 3902 96.00 Antenna + Mounting (EPA 150 110) 12 12.089 1.2365 0.0000 4015 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Twist Tilt No. Deflection Load fi in Comb. Li 150 -103 120.294 2 7.0136 0.0000 L2 108.5 - 67.5 62.962 2 5.6501 0.0000 L3 7425 - 415 28.642 2 3.7123 0.0000 L4 49- 1 12.264 2 2.3384 0DOW Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt 7lvist Radius of Load Curvature Comb. in 4 0 ,� 146.00 Antenna+ Mounting (EPA 250 ft2) 2 114,425 6,9102 0.0000 8152 136.00 Antenna+ Mounting (EPA 250 ft2) 2 99.881 6-6414 0.0000 2909 126,00 Antenna+ Mounting (EPA 250 ft2) 2 85.758 6.3381 0.0000 1694 116.00 Antenna+ Mounting (EPA 250 ft2) 2 72.358 5.9756 0.0000 1193 106.00 Antenna+ Mounting (EPA 250 ft2) 2 59.979 5.5295 0.0000 985 96.00 Antenna + Mounting (EPA 150 ft2) 2 48.817 4.9959 0,0000 1009 Pole Re"in Data Section Elevation Size L L. KUr A P. OP„ Ratio No. P fl fl ft int K K OP° Ll 150 -103 (1) TP38,95x26x0,2188 47,00 0.00 0.0 25.§394 -19,91 1582.44 0,013 L2 103 - 67.5 (2) TP48.306.99710.375 41.00 000 0.0 54,8279 -40.93 3840.79 0.011 L3 67.5 - 41-5 (3) TP54.71 x45.6892x0.4375 32,75 0.00 0.0 72.4955 -54.09 512582 0.011 L4 41.5 - 1 (4) TP65x51.76920.5 48,00 0,00 00 102 362 -83,08 7053,10 0,012 0 inxTower J°b page 5 of 5 • 150-ft Monopole - MFP #23517-683 Project 816361 A Virginia Oil Date 17:51:50 10/12/17 Michael F. Plahovinsak, P.E. 18301 State Route 161 Client Designed by Plain City, OH43064 Phone: 614-398-6250 TP-15753 Mike FAX: mike m en .com Pole Bending Design Data Section Elevation Size M,,.r om", Ratio Ratio M,,r r)M,,y No. M. M„y 1� kiP:11 kip-11 bm- kip-11 kip-il �M,Y Ll 150-]03(l) TP38.95x26x0.2188 It73A6 121339 0.967 000 121339 0.000 L2 103 - 67.5 (2) TP48.3x36.9971 x0 375 3527.59 3637 10 0.970 0.00 3637.10 0 000 L3 675 - 41.5 (3) TP54.71x45.68920 4375 5415.73 5499.93 0 985 0.00 5499,93 0.000 L4 41.5-1(4) TP65x51.7692x05 9132,33 9355.75 0.976 0,00 935575 0.000 Pole Shear Design Data Section Elevation Size Actual 0V„ Ratio Actual T„ Ratio No. V. V. T. To K K �V" kip-ft kip ft OT„ Ll 150 - 103 (1) TP38.95x26x0,2188 52.00 791.22 0.066 0.00 2429.76 0.000 L2 103 - 67.5 (2) TP48.306.99710.375 73.62 1920.40 0.038 000 7283.09 0.000 L3 67.5 - 41.5 (3) TP54 71x45.68920.4375 7577 2562,91 0.030 0,00 11013,33 0,000 L4 41.5-1(4) TP65x51 7692x0,5 7859 3526.55 0.022 0.00 18734.33 0.000 Pole Interaction Design Data Section Elevation Ratio Ratto Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M ,r Mr V. T„ Stress Stress f r P„ om- 0M.,. +V„ Ratto Ratio Ll 150 - 103 (l) 0.013 0.967 0 000 0.066 0.000 0.984 1.000 4 8 2 L2 103 - 67 5 (2) 0.011 0.970 0.000 0.038 0.000 0.982 1 000 482 V L3 67.5 - 41.5 (3) 0.011 0.985 0.000 0.030 0.000 0,996 1 000 482 t1 L4 41.5-1(4) 0.012 0 976 0 000 0.022 0.000 0.988 1.000 4S,2 Section Capacity Table Section Elevation Component Size Critical P op.//.,, % Pass No .l1 TYPe Element K K Capacity Fail Ll 150 - 103 Pole TP38 95x26x0.2188 1 -19.91 1582,44 98.4 Pass L2 103-67.5 Pole TP48.306.99710.375 2 -40.93 3840.79 982 Pass L3 67 5 - 413 Pole TP54 71 x45.6892x0,4375 3 -54.09 5125.82 99.6 Pass L4 41.5 - 1 Pole TP65x51.7692x0.5 4 -83M 7053 10 98.8 Pass Summary Pole (1,3) 99.6 Pass RATING = 99.6 Pass Michael F. Plahovinsak, P.E. Job 150-ft monopole - MFP #23517-683 Page BP-G 18301 State Route 161 W Protect 816361A Virginia Oil Date 10/12/2017 Plain City, OH 43064 Phone. 614-398-6250 Client Designed by email: mike@mfpeng.com TAPP TP-15753 Mike Anchor Rod and Base Plate Calculation ANSI/TIA-222-G-2 Factored Base Reactions: Pole Shape. Moment: 9132 8-kips 18-Sided Shear: 79 kips Pole Dia. (D f): Axial: 83 kiDs 65.00 in Anchor Rod Calculation According to TIA-222-G section 4.9.9 0 = 0.80 TIA499 Ibolfs 15768.75 in Memel of Inertia P. = 252 klpS Tension Force V„ = 3 kipsshearForce R„t= 325.00 klpSNominal Tensile Sirengh • 1 = 0.50 for detail type (d) Base Plate Calculation According to TIA-222-G 0 = 0.90 TIA 4 7 MPL = 670.4 in-klp Plate Momem L = 8.5 in Section Length Z = 16.1 Plastic Section Modulus MP = 804.3 in -kip Plastic Moment Mn= 723.9 in -kip Factored aasivenee Anchor Rods: (24) 2.25 in. A615 GR. 75 Anchor Rods Evenly Spaced On a 72.5 in Dolt Circle Base Plate: 2.75 in. x 78.5 in. Rounc fy = 50 ksi The following Interation Equation Shall Be Satisfied. P. + V„ TI 1.0 ilk 0.994 '*—' 1 Calculated Moment vs Factored Resistance 670.36 in -kip ::!�_ 724 in -kip Anchor Rods Are Adequate 99.4% 0 Base Plate is Adequate 92.6% WI Exhibit C — Mounting Array Detail Mount Catalog Version 15 CoI1 mstope 12.5' Co -Location Platform with Hand dill and RRU Ring Mount LP 1'303 LP 13011 5, +'xrfrttirtta `.'?►Of,;?;"fii (EPA),, Mount Weight. CcCROWN CASTLE S&B ft` 70.8 ft., 2S281bs 33851bs #0w,t�tt. Includes: M Rounn h rowers e I4} 2-7 f 8" x 96" 8y1owt pipes per seilto (2) 2-3 f 8" x W' pipes per seijoY • Handraft • tacker Support • RRU Ring Mount vr,tP. (6) 2-318" x 63" pipes