Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri. U.S. Department of Labor Occupational Safety and Health Administration Directorate of Construction October 2018 Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Report Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri. October 2018 Report Prepared by Bryan D. Ewing, Ph.D., P.E. Mohammad Ayub, P.E., S.E. Office of Engineering Services Directorate of Construction –2– Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri TABLE OF CONTENTS Executive Summary ......................................................................................................5 Introduction...................................................................................................................7 Incident Description....................................................................................................10 Observations of Collapsed Tower ..............................................................................11 Structural Analysis and Discussion ............................................................................14 Conclusion ..................................................................................................................19 Appendix A – Erection Drawings...............................................................................20 Appendix B – Fabrication Drawings ..........................................................................34 Appendix C – Photographs (April 23, 2018) ..............................................................50 Appendix D – Photographs (August 1, 2018) ............................................................58 –3– Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri LIST OF FIGURES Figure 1. Project Location ....................................................................................................... 5 Figure 2. Typical Bracing Elevation of Tower Legs ............................................................... 8 Figure 3. Typical Tower Cross Section ................................................................................... 8 Figure 4. Tower Elevation (TCI Structural Analysis Report Appendix E-1) .......................... 9 Figure 5. Collapsed Communication Tower (Google Image Search) ................................... 10 Figure 6 Top Section of Collapsed Communication Tower .................................................. 11 Figure 7. Recovered Section of the Tower 90'–120' ............................................................. 12 Figure 8. Bent Tower Leg from the Recovered Section ....................................................... 12 Figure 9. Bent Redundant Member at 105' Tower Elevation ............................................... 12 Figure 10. New bolts Installed on Two Diagonals at 100' Tower Elevation ........................ 12 Figure 11. Missing bolts at the 105' Tower Elevation .......................................................... 14 Figure 12. Representative Section from the Top of the Tower ............................................ 15 Figure 13. Bolted Connection between Diagonals and Redundant Horizontal .................... 15 Figure 14. TCI Diagonal Replacement (E-5) ........................................................................ 17 Figure 15. Lemay Come-a-long Used On-site ....................................................................... 17 Figure 16. T-532D Come-a-long in Debris ........................................................................... 18 Figure 17. T-532D Come-a-long Salvage from Debris ......................................................... 18 Figure 18. TCI Temporary Frame Requirements (E-5) ......................................................... 19 –4– Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Executive Summary On April 19, 2018, an incident occurred in Fordland, Missouri where one employee was killed. The project involved the reinforcement of the KOZK 1,891-foot-tall guyed communication tower along Highway FF just north of Fordland, Missouri. The location of the tower is shown in Figure 1 (905 State Highway FF Fordland, MO 65602). The tower was initially designed and erected by Kline in 1971. Currently, Missouri State University (MSU) contracted Tower Consultants, Inc. (TCI) to design the required structural modifications necessary to support the transmission line replacement. TCI’s scope of work involved creating construction documents, reviewing submittal drawings, observing the construction process including producing progress reports and assisting MSU in the bidding and contractor selection process. MSU selected Steve Lemay, LLC (Lemay) to serve as the contractor. Figure 1. Project Location The Occupational Safety and Health Administration’s (OSHA) Regional Administrator, Region VII, asked the Directorate of Construction (DOC) in OSHA’s National Office in Washington, D.C., to provide technical and engineering assistance to the OSHA Kansas City Area Office in its investigation of the tower collapse in Fordland, MO. At your request an engineer from DOC, Dr. Bryan Ewing, P.E., accompanied by Chester Ray, visited the incident site on April 23, 2018 and August 1, 2018. We also reviewed photographic evidence, witness interviews, construction documents, industry standards and engineering reports in preparation of this report. Attached is our report. After reviewing the documents and conducting independent structural analysis, we conclude the following: 1) TCI’s suggested diagonal replacement procedure was flawed in that it compromised the effectiveness of the integrated surrounding braces and the load bearing capacity of the –5– Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri tower legs. A single diagonal brace could not be removed without affecting the integrity of the redundant brace because the braces share two common bolts at the diagonal/redundant connection. 2) The cause of the communication tower collapse was the weakening of the compressive strength of the tower legs by removing the bolts at the connection of the diagonals to the horizontal redundant. The compromised redundant effectively doubled the unbraced length of the tower leg which reduced the compressive capacity of the tower leg. 3) Lemay used an undersized come-a-long while removing the diagonal braces. 4) Lemay failed to provide the design of the required temporary frame for diagonal replacement above or below a guy level. TCI failed to confirm the use/design of a temporary frame as TCI is required to approve the adequacy of the temporary frame prior to diagonal replacement according to TCI’s construction documentation. –6– Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Introduction The 1,891-foot-tall guyed communication tower is constructed of 10-foot wide triangular sections. The legs of the tower consisted of 63 sections of solid round steel ranging in diameter from 4½" to 3¼" that were approximately 30 feet long. The lower 34 leg sections were constructed from high strength alloy steel with a design yield strength of 95 ksi. The design yield strength of the remaining leg sections was 47 ksi. The legs are connected by numerous angle struts, solid rod diagonals and horizontal redundants as shown in Figure 2. Although Figure 2 only shows one side, all three sides of the tower are similar. The angle struts consisted of double back-to-back A36 grade steel angles. The sizes of the angles vary and were either L3x2x¼ or L2½x2x¼. The solid rod diagonals were fabricated from A36 grade steel and vary in diameter from ¾" to 1¼". The horizontal redundants were 1¾" diameter solid A36 steel rods. The horizontal redundants were narrowed at its mid-span to accommodate the splice plates of the crossing diagonals. Both diagonals and the redundant were secured to each other with two through bolts. Note that Figure 2 shows the recommended split pipe reinforcement of the tower legs, but these split pipe reinforcements were not in place at the time of the incident. The 30-foot tower leg sections were field spliced together with six A325 bolts through factory fabricated flange plates at each end of the leg. The tower was stabilized by nine levels of guy wires. Each level had three guy lines (1 for each of the principal triangular directions of the tower). The diameter of the guy lines varied from 1–1/16" to 1–9/16" with a range of initial tensile forces between ±15 kips to ±33 kips depending on the temperature. A typical cross section of the tower and tower elevation are shown in Figures 3 and 4, respectively. –7– Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Diagonal 30' Typical Redundant Double Angle Figure 2. Typical Bracing Elevation of Tower Legs Figure 3. Typical Tower Cross Section –8– Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Diagonal Replacement at Time of Failure (105' Elevation) Figure 4. Tower Elevation (TCI Structural Analysis Report Appendix E-1) –9– Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri TCI’s May 19, 2017 structural analysis of the communication tower concluded that structural modifications were necessary for the tower to comply with the wind and ice loading requirements of ANSI/TIA-222-G. TCI recommended to replace one level of guy wires, reinforce 34 tower leg sections, replace 25 bays of diagonals and reinforce one level of horizontal struts. Lemay was contracted to perform the recommended structural modifications. Incident Description On April 19, 2018 at 9:33 AM, according to security camera surveillance footage, the KOZK communication tower collapsed resulting in the fatality of one worker and non-life-threatening injuries to four others. Lemay was performing structural modifications to the tower at the time of the collapse. An image of the resulting debris is shown in Figure 5. The contractor was replacing diagonals at the 105-foot level of the 1891-foot tall communication tower when the tower started to collapse. According to witness statements, the foreman of the five-man crew instructed the other employees on the tower to descend when audible structural distresses indicated the loss of structural integrity of the tower. The other employees on the tower managed to reach the ground and retreat from the falling debris. The foreman, however, decided to remain on the tower to discern and rectify the cause of the audible structural distresses and was struck and killed by the falling structure. Figure 5. Collapsed Communication Tower (Google Image Search) – 10 – Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Figure 6 Top Section of Collapsed Communication Tower Lemay arrived on-site on Monday, April 16, 2018 to begin working on the structural modifications to the communication tower the next day. The first two days involved preparation of the materials and tools and laying down and painting diagonals. Work on the tower was originally going to take place on Wednesday, but high winds caused the crew to delay work on the tower for another day. The crew began replacing diagonals on Thursday, April 19, 2018. They began replacing the diagonals at the 105' elevation. According to witness statements, the six replacement diagonals, the necessary equipment and the foreman were raised in a manbasket. One employee remained on the ground and the remaining employees went to assist with the replacement of diagonals. Two of the diagonals did not fit and were returned to the staging area on the ground so that the bolt holes could be bored out to facilitate their installation. The crew completed the diagonal replacement on two of the three sides and started work on the third. Witnesses stated they began hearing unusual sounds above them and the foreman instructed the other crew members to descend the tower as quickly as possible. The crew members made it off the tower before the collapse. However, the foreman did not, resulting in the lone fatality of the incident. Observations of Collapsed Tower As shown in Figure 5, it appears that as the tower began to collapse onto itself, the tower initially fell in the southern direction. Then the tower tilted and fell over itself back in a northern direction. As the top tiers of the tower fell, they remained essentially intact. As shown in Figure – 11 – Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri 6, all the guy wires disengaged from their anchor points and whipped about slashing through tree limbs and fencing. The man-basket, original and new diagonals and tools, including two comea-longs were buried under the wreckage. The tower section from 90' to 120' was recovered and stored on-site for further observation. This tower section is shown in Figures 7 to 10. The slings and diagonals were found at the 105' tower elevation as shown in Figure 11. Several wires of the sling used for the come-a-long attachment to the tower panel point was severed and others were bird-nesting. A total of six bolted connections were missing. Two bolts were missing at the connection point between the two diagonals and the redundant horizontal bar. Two more bolts were missing from each gusset plate at the connection between the tower legs at the 100' elevation of the diagonals (see Figure 11). This was consistent with witness statements that the crew was working on the final third bay of diagonals at the 105' elevation at the time of the incident. The redundant bar and the tower leg appeared to have buckled. Figure 7. Recovered Section of the Tower 90'–120' Figure 9. Bent Redundant Member at 105' Tower Elevation Figure 8. Bent Tower Leg from the Recovered Section Figure 10. New bolts Installed on Two Diagonals at 100' Tower Elevation – 12 – Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Two missing bolts at each location Figure 11. Missing bolts at the 105' Tower Elevation Structural Analysis and Discussion A guyed communication tower is a slender structure that relies on the guy wires to minimize flexural stresses generated by lateral loads, including wind, earthquake, etc. The tensioned guy wires were attached to the structure at various locations along the height of the tower. The compressive gravity loads, arising from its own weight, weight of the antennas and other equipment and resultant vertical loads of the guy wires, are supported by the axial strength of the tower. One of the characteristics of a structural member that affects its compressive strength is the unbraced length of the member. Therefore, it is critical that the tower legs are adequately braced while renovations or structural modifications are underway. Bracing must be in place to ensure the compressive stability of the tower legs and the lateral stability of the tower itself. The compressive capacity of a structural member is inversely proportional to the unbraced length. Typically, as the unbraced length of a member is increased, the compressive capacity of the member is reduced. A representative section of the 105' tower elevation is shown in Figure 12. Figure 12 is a photograph of one of the tower bays of the top section of the tower that remained essentially intact after the collapse. The tower legs are braced by the diagonal rod members and the horizontal (appears vertical in the photograph as the tower is on its side) redundant. The typical tower bay is 10' wide by 10' tall. Therefore, this configuration of the bracing members creates unbraced lengths of five feet for the tower legs and redundant. The diagonals and the redundant were connected with two bolts at their mid-span as shown in Figure 13. – 14 – Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Figure 12. Representative Section from the Top of the Tower Figure 13. Bolted Connection between Diagonals and Redundant Horizontal TCI’s erection drawings states that the diagonals must be replaced one at a time. However, in order to replace a diagonal, the two bolts on each end of the diagonal and the two bolts at the diagonal’s mid-span must be removed. The removal of the bolts at the mid-span, however, results in doubling the unbraced length of the tower legs and redundant from five to ten feet. – 15 – Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri This doubling of the unbraced length creates three problems for the redundant member. First, the redundant member exceeds the allowable slenderness ratio for main compression members other than leg members and for secondary members (200 and 250 respectively) as outlined in ANSI/TIA-222-G. The resultant slenderness ratio of the redundant member without the bolted connection at its mid-span is 274. Second, the unfactored compressive resistance is reduced from 32 kips to 8 kips. This 75% reduction of compressive strength created the third problem for the redundant member. The redundant no longer satisfied the ANSI/TIA-222-G requirement for minimum bracing resistance for the tower legs. ANSI/TIA-222-G requires that the strength of the brace is at least 1.5% of the axial design compressive force of the supported member. Therefore, the unbraced length of the tower legs has doubled to ten feet. The ANSI/TIA-222-G design strength of the tower legs was reduced by 68% due to the doubling of the unbraced length. The tower legs require a minimum bracing resistance of approximately 13 kips. However, the horizontal redundant member is only capable of providing 8 kips. The resultant unfactored design strength of the tower legs reduces from 865 kips to 279 kips. The total dead load from the guy wires and the weight of the tower above the 105-foot elevation is 316 kips. Furthermore, any incidental wind load would increase the compressive load on some of the tower legs. The overstressing of the tower legs could have been a reason for why some of the diagonals did not fit and required re-boring of the bolt holes. The diagonal replacement procedure is described on sheet E-5 of TCI’s erection drawings document and is partially shown in Figure 14. The diagonal replacement procedure requires the use of a come-a-long to eliminate the tensile forces in the diagonal to facilitate the removal of the diagonal. TCI requires the use of a come-a-long with a ten-ton capacity. However, Lemay used a come-a-long device (Griphoist/Tirfor® T-532D) with a rated working load of 8,000 pounds (4 tons). An identical model come-a-long used on-site is shown in Figure 15. The come-a-long used on the tower is shown in Figure 16 while in the debris field and which was recovered later is shown in Figure 17. – 16 – Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Figure 14. TCI Diagonal Replacement (E-5) Figure 15. Lemay Come-a-long Used On-site – 17 – Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Figure 16. T-532D Come-a-long in Debris Figure 17. T-532D Come-a-long Salvage from Debris TCI’s erection drawings document requires the use of a temporary frame when a diagonal is replaced above or below a guy wire location. Furthermore, TCI requires that the frame, provided by Lemay, be approved by TCI. During an interview with TCI engineering staff, TCI stated that they had no communications with Lemay about the use or design of a temporary frame. Lemay should have submitted a temporary frame design to TCI since diagonals required replacement – 18 – Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri above guy wire levels 3, 4 and 5. Reciprocally, TCI should have requested a temporary frame design from Lemay since TCI’s diagonal replacement procedure requires them to approve the frame. The notes from sheet E-5 of TCI’s erection documents is shown in Figure 18. The lack of the temporary frame design did not contribute to the collapse of the communication tower, because at the time of the incident Lemay was not working on a bay that required a temporary frame. Figure 18. TCI Temporary Frame Requirements (E-5) Conclusion Based upon the above, we conclude that: 1) TCI’s suggested diagonal replacement procedure was flawed in that it compromised the effectiveness of the integrated surrounding braces and the load bearing capacity of the tower legs. A single diagonal brace could not be removed without affecting the integrity of the redundant brace because the braces share two common bolts at the diagonal/redundant connection. 2) The cause of the communication tower collapse was the weakening of the compressive strength of the tower legs by removing the bolts at the connection of the diagonals to the horizontal redundant. The compromised redundant effectively doubled the unbraced length of the tower leg which reduced the compressive capacity of the tower leg. 3) Lemay used an undersized come-a-long while removing the diagonal braces. 4) Lemay failed to provide the design of the required temporary frame for diagonal replacement above or below a guy level. TCI failed to confirm the use/design of a temporary frame as TCI is required to approve the adequacy of the temporary frame prior to diagonal replacement according to TCI’s construction documentation. – 19 – Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Appendix A ERECTION DRAWINGS (PREPARED BY TCI) – 20 – _21_ REINFORCE TOWER, KOZK VICENITY HAP PROJECT 0.: 180830?027 MISSOURI STATE UNIVERSITY 1891 .0-FT GUYED TOWER KOZK FORDLAND 905 STATE HIGHWAY FF FORDLAND, MISSOURI 65602 (WEBSTER COUNTY) PROJECT INFORMATION SHEET INDEX uuw$owu r?wl.own K034i SPRINGFIELD. MO KOZK GUYED TOWER Illm?'l'ATE LIINEREITY MI 5 mm AVENUE LAND WEE amour! STATE mm IRENTWORE mm WW ?1 7m JURISDICTION: WEBSTER COUNTY. CONTRACI OR LIST [Imam-om 1-1 51 sum ran-ran e-z - Hanna-mo" ammo" ammn mum 5.: . TOWER mm?: mm 5-3- TOWER ELEVATION mum E4 - mammal 5-5- mm Her-1mm Mm 011: spur Possum n4- Humznu'm. so: Gunmen H: Tenant-1N am E40: ?mm 1 SOT-O GUYED TOWER ERECTION DRAWINGS LEGEND PROJECT DESCRIPTION TOWER DESIGNED FOR A WIND SPEED OF QO-MPH ?mm am: a momma To AMER ?Hum" To WITH NO ICE 5 SID-MPH 1" OF RADIAL ICE PER m1mm-?r STANDARD. Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri 1C 231011 1 19, 2018, Commun the Apri Tower Collapse in Fordland, igatlon 0 Invest 1ss0uri mg? ?Mew armw; SEILON ?mange ?$342.21.. I .l mm? Ill IMF-WM mum-mull 1/2/ I ow 47 93M :tg mama H3MOL . 0-. I m? 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SL103 HL9N3HLS HSIH 11V CINV SL103 3O 9NIN3LHBIL HO SI 3NI103HVO SV OML HOIH ONIZV dn 33 OJ. 3HV SV3HV '9 33 AVW 9NILV3H CINV SMV H33 SV 3HV3 VOL 9NIZINVA1VE) CINV 11V 30 G3NV310 33 11VHS 133LS 3HL SI (J13I3 N3HM '7 3HL 3O NOIL313W00 3HL H3J3V CI311VLSNI3H CINV CI3AOW A1IHVH03IN3L 33 11VHS 1VIH3LVIN SNIOH03NI3H 3O NOILV11VLSNI 3HL HLIM 9NIH33H3LNI 3HVMCIHVH '8 H3J3V HO SI 3NI103HVO SV AX033 0ML HOIH ONIZ 30 LVOC) VA3 NOILV11VLSNI OJ. 9NIZINVA1V9 0100 30 LVOO HLIM CI3LNIV3 33 11VHS SL103 067V '3 n03 HO SI 3NI103HVO SV OML HOIH ONIZ CI3HIV33H 33 11VHS HO CI3HOLVHOS 3HV LVHL CI3ZINVA1VE) 11V NOILV11VLSNI (I13I3 H03 CI3CI13M 33 CL SNOILO3NNOO 11V '7 3HL NO 3SIMH3HLO CI3LON SCI13M HONI 33 CL 3ZIS CI13M '8 N390HCIAH M01 01.3 33 CL S3CIOHL0313 11V '2 CINV "mammals H03 33 CL SCI13M 11V '3300 9NICI13M SMV 3HL 3O NOILICI3 LS3LV1 3HL HLIM 30NVCIH000V NI CI3LOI1CINOO CINV SH3CI13M SMV A3 33 CL 11V 9NICI13M HO CI3HONI13 33 11VHS CINV H3L3INVICI L103 1VNIWON NVHL H39HV1 NVHL 3HOW 33 LON 11VHS 31OH L103 '7 '89 IV WLSV H0 83 IV INLSV H33 CI3ZINVA1VE) LOH 33 CL 1VIH3LVIN 11V '8 OONV HLIM 938V WLSV 33 CL SL103 5'0'N'n (HL9N3HLS CI13IA NIIN ISMOS) ZLSV 33 CL 133LS 11V '3 133LS 30 NVOIH3INV 3HL 30 NOILICI3 LS3LV1 3HL HLIM NI G3I3ILH3O OSIV NV A3 3NOCI 33 CL 133LS 11V NOILVOIH3V3 ONV 133LS LS3LV1 '3309 SNICI13M '3 LS3LV1 133LS 30 133LS 3O NVOIH3WV LSEILV1 GHVCINVLS 9NI3H03NI3H 133LS 3L3HON00 '9 LS3LV1 3L3HONOO 3O CINV S1IVL3CI 3L3HON00 NVOIH3WV :9 I8 IOV '9 LS3LV1 H03 3000 3L3HONOO NVOIH3INV :9 I8 IOV '7 LS3LV1 H03 SCIHVCINVLS '8 LS3LV1 '3000 9NlEl1ln3 1VNOILVNH3LNI 303 9NILH033FIS VNN3LNV CINV SH3MOL VNN3LNV 133LS H03 SCIHVCINVLS CINV S3300 313VDI133V NOHWOO BNILV001 CINV CINV 3ZIS 3103 NIE) J3I1 CI3 NNV13 3HL 0L S1IVL3CI BNIOSIH CINV 3ZIS CINV H3L3WVICI M3013I3AV3HS CINV 32IS 330H 3HIM LSIOH H3MOL 33IH3 SV 11VHS NV13 SNISBIH 3HL H03 H3NMO 3HL 0L CINV HOLOVHLNOO 3HL A3 CI3HV33H3 33 11VHS NV13 BNIBSIH '6 3HL 3O 310$ 3HL 3HV 3O SCIOHL3W CINV SNV3W CINV sauvnoaavs NOILV11VLSNI 11V 3S3HL N0 NMOHS SV 313VLS CINV 33l/\0Hd 0L AHVSS303N 11V 30 CINV N9IS3CI 3HL H03 SI HOLOVHLNOO 3HL '9 AL33VS CINV S3000 1V001 HLIM 3ONVCIH000V NI 3NOCI 33 11VHS 11V '1 3HL 30 ALI1I3ISN0393H 3HL 33 11VHS H03 H3HLO CINV S1VAOH33V 11V SI 3HL 3H3HM 3LVLS 3HL NI CI3H3LSI93H H33NI9N3 1VNOISS33OH3 VA3 L3S SNIMVHCI 0L HOLOVHLNOO 3 SI 3HL 3LVLS 3HL NI H33NI9N3 1VNOISS33OH3 A3 033 WVLS 33 1.an SLN3W313 N9IS3CI 3S3HL 3SOHL 0L HV1IWIS 33 GNV CINV S3LON 3S3HL 30 SLN3W3HII103H 3HL 0L WHO3N00 SLN3W313 NSIS3G ANV '9 OL 1VAOH33V CINV M3IA3H H03 3O H33NI9N3 3HL OL 33 11VHS 11V 3SOHL 0L 33 CINV CINV S3LON 3S3HL 30 3HL 0L INH03NOO ANV '9 'smawnooa LOVHLNOO 3HL 30 LN3LNI 3HL HLIM NI SLN3N03IN00 3HL 30 CINV LI3 aunssv OL NOIL03H3 CINV NOILVOIH3V3 OL HOLOVHLNOO 3HL A3 CI3I3IH3A 33 081V M3N 3HL H03 N3AI9 SNOILVA313 CINV SNOISN3INICI '7 SIHL H03 S1IVL3CI M01103 11VHS SSNIMVHCI 3HL N0 NMOHS LON 9NILSIX3 11VHS M3N 11V H0 30NVIHVA ANV 30 GH003H 30 H33NIEJN3 3HL A3ILON CINV NOILVOIH3V3 H0 0L LNVA313H 11V A3IH3A 11VHS HOLOVHLNOO NOILVWH03NI H03 3HV 3HL 30 S1IVL3CI GNV 11V '8 CINV H3MOL NI 33N3IH33X3 SHV3A Ol 30 HLIM SHOLOVHLNOO A3 CI3WH03H33 33 11VHS SSNIMVHCI 3S3HL NO 11V '2 CIOOE) 3O S3LVLOICI 3HL M01103 11VHS CINV 11V 1VH3N39 S3LON 1VH3N3E) _22_ _23_ MODIFICATION DESCRIPTION: 1. THIS DRAWING IS FOR JOB USE. 2. UPGRADES APPLY TO ALL THREE FAES OF THE TOWEL 3. A TEMPORARY BRACE MUST BE INSTALLED THAT 15 0F EQUIVAIJENT OR GREATER CAPACITY THAN THE MEMBER BEING THE TEMPORARY BRACE SHALL BE PLACED ADJACENTTO THE MEMBER BEING REPLACED SUCH THAT IT WILL TAKE THE LOAD AFTER THE HOSTING IS REMOVED. A TEMPORARY FRAME IS RE ABOVE AND BELOW GUY LEVELS DURING DIAGONAL REPLACEMENT. 4. REPLACE THE BUSTING SOLID ROD DIAGONAL MEMBERS WITH A NEW HIGHEI CAPACITY MEMBER AT THE FOLLOWING LOCATIONS E-5): 50.5r - 5115' (1 BAY) 30.5' - 100.5? (2 BAYS) 100.5' - 1111.5' (1 BAY) 1311.5' - 1511.5' (3 BAYS) 570.5' - 590.5' (2 BAYS) 590.5' - 630.5' (4 BAYS) 6311.5' - 6511.5' (2 BAYS) 7711.5' - 800.5' (3 HAYS) 300.5' - 330.5' (3 DAYS) 911115-- 99113 (1 BAY) 111111.5- - 1112113 (1 BAY) 11311.5' - 1190.5' (1 BAY) 12311.5' - 12411.5' (1 BAY) WA 5.11., ASTM 115312-50, WA 11132511 BOLTS 1% 5.11.. ASTM 111572-50. 19% A490X BOLTS ASTM 111512-50, A325X BOLTS 7/3% 5.11., ASTM 111512-50, 1132511 BOLTS 134% SB, ASTM ASH-50, 34% M9011 BOLTS 1% 5.11., ASTM 111572-511, MQOX BOLTS 33% 5.11., ASTM 11572-50, 54% A325X BOLTS 1% S.R., ASTM 14% A325X BOLTS ASTM 11572-50, 59% A325X BOLTS 1% 5.11., ASTM 111572-511, 334% 11.32511 BOLTS 74% 5.11., ASTM 1152-50, 1132511 BOLTS 1% 5.11., ASTM ASH-50, 14% 1132511 BOLTS WA 5.11., ASTM 11152-50, M2511 BOLTS 5. REINFORCE THE EXISTING UEGS BY ADDING SPLIT PIPE REINFORCING AT THE FOLLOWING LOCATIONS (SEE E-G) 0.0' - 60.5' 60.5' - 150.5' 150.5' - 210.5' 210.5? - 390.5' 390.5? - 420.5? 420.5' - 450.5? 450.5' - 600.5? 600.5' - 810.5' 810.5' - 1020.5? (2 SECTIONS) HSS 5.5" 0.0. 0.5" WALL, MIN. (3 SECTIONS) HSS 5.25" O.D. 0.5" WAIJ., MIN. (2 SECTIONS) HAIJ: HSS 5.5" OD. 0.5" WALL, FY-SOKSI MIN. (6 SECTIONS) HAIJ: HSS 5.25" OD. 0.5" WALL. FY-SDKSI MIN. (1 SECTION) HALF HSS 5.125? 0.0. 0.5? WALL, MIN. (1 SECTION) HALF HSS 5.25" OD. 0.5" WALL, MIN. (5 HAII HSS 5.125? 0.0. 0.5" WALL, MIN. (7 SECTIONS) HALF HSS 4.875? 0.0. 0.5' WALL, MIN. (7 SECTIONS) HSS 4.75" QB. 11 0.5" WAIJ., FY-SDKSI MIN. 6. REINFORCE THE EXISTING DOUBLE ANGLE HORIZONTAL MEMBERS BY ADDING A SINGLE ANGLE MEMBER BETWEEN THE DOUBLE ANGLES AT THE FOILOWING LOCATIONS (SEE E7): 5903 (1 LEVEL) 59% 1132511 BOLTS 7. REPLACE GUY LEVEL 6 AND ADJUST THE GUY WIRE INITIAL TENSION USING THE TANGENT INTI-JICEPT METHOD TO THE VALUES LISTED IN THE CHART BELOW. REUSE EXISTING GROUNDING AND HFD (SEE E-B Ell STIIG GUY E5 Of '11. DF GUY ANCHOR OW SIES TENSION WY ANCHOR SITE REOOMREPDED GUY ES GUY LEVH. 1" 111m 1= 7 1.1% 1" On?'?rr'um - mm 111.111: 11.111 9 11-1 9.1% 9 111 9.1111 1: 11-11. NOTE: VALUES SHOWN ABOVE ARE VALID AT 60 DEGREE A O-IART WITH TEMPERATURE WILL BE REQUIRED FOR FIELD ADJUSTMENTS 8. ALL MATERIAL SHALL BE HOT DIP GALVANIED IN AEORDANCE T0 ASTM SPECIFICATIONS. 9. ALL REINFORCING MATERIAL SHALL BE PAINTED IN THE FIELD TO MATCH THE COLOR SCHEME OF THE TOWER. 10. THE MODIFICATION MATERIAL AND INSTALLATION DRAWINGS CONTAINED HEREIN ARE MED ON THE ASSUMPTION THAT THE TOWER HA5 PROPERLY INSTALIED AND MAINTAINEJ, INCLUDING BUT NOT LIMITED TO THE FOHOWING: A. PROPER ALIGNMENT AND PLUMBNESS. B. CORRECT GUY TENSIUNIS. C. CORRECT BOLT TIGHTNESS. O. NO SIGNIFICANT DEIERIORATION OR DAMAGE TO ANY COMPONENT. 11. ALL MATERIAL REQUIRED BY SHEETS E-1 THROUGH E-B FURNISHED TO CONTRACTOR BY TCI. FOR PRICING PLEASE CONTACT: RON 0025A 425-778-5169 DBIGN INFORMATION: 1. THIS DRAWING PACKAGE IS BASED ON TOWER CONSULTANTS ANALYSIS REPORT 17.289.001, DATED MAY 19, 2017. 2. THE TOWER IS DESIGNED FOR THE EXISTING AND PROPOSED LOADING IS LISTED IN THE REPORT REERENED ABOVE. ANTENNA WORK: 1. REMOVE THE FOLLOWING LINES (SEE CROSS SECTION 0N E4): 0 3/17 WEB RELEASED FOR .103 USE A 0' - TOP RIGID UNE 2. INSTALL THE FOLLOWING LINES (SEE CROSS SECTION ON E-4): KOZK 1 BS1 GUYED TOWER SPRINGFIELD, MO 11- TOP RIGID LINE MODIFICATION n93: DESCRIPTION G-2 m:17.289.002 may: WEB anal-t 9:1 11/3/17 Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri _24_ E. 150'?6' SEE NOTE 4/0-2 SEE E. 120'?6' SEE NOTE 4/6?2 SEE E. E. 60'?6" i' NOTE SEE 0' SEE NOTE 4/6?2 SEE E. N. u? E. SEE NOTE 4/6?2 E. 300'?6' E. 270'?6' 0.. E. 240'?6' E. 210'?6" NOTE SEE E. 0. E. 456?6" In a. i' E. 390'?6' E. 376?6" GUY 2 l'l E. 366?6" E. 0" E. Sod-6" 0" NOTE FIELD NOTES: E. SEE NOTE 6/6-2 SEE E-7 SEE NOTE 4/6540'?460'-6' 0" E. 720'?6' E. 690'?6' nib E. 660'?6' NOTE SEE E. SEE E. SEE NOTE 4/6?2< r? 2 u" - NOTE 5/c?2 SEE 0 11/3/17 WEB RELEASED FOR JOB USE - {e 450'?6' 0? 1. BOLD MEMBERS INDICATE UPGRADE. (SEE G-2 FOR NOTES) KOZK 1891 GUYED TOWER SPRINGFIELD, MO ELEVATION DRAWING Shut Nu: mm Nm:17.289.002 Tower Collapse in Fordland, Missouri 5 Investigation of the April 19, 2018, Communication _25_ E. 870'?6' an E. 640-6" 0" Bab E. 81 SEE NOTE 4/0?2< SEE Lab E. 750'-6' E. 776-6" GUY 4 EL 750'?6" 0" . . 3 H.720?s cr' 10'?0' H. 1020'?6' SEE NOTE SEE E-5 990'?6' SEE NOTE 4/6?2 SEE E. 980'?6' EL 1170'?6' 9?5 0" EL. 1140'?6" 0" GUY 5 H. 960'?6' 0" EL 1110'?6' 0" NOTE SEE 950'-6' NOTE 5/61050-6 0' 900'?6' F) 870'?6' 0" EL 1050'?EL. 1020?6 0' EL 1260?6 0" SEE NOTE 4/0?2 SEE E-5 EL 1230'-6' 0" EL 1290'?6' 0" F) EL 1320'-6' EL 1200'-6' 0" GUY 6 SEE NOTE 4/6?2 SEE E-5 FIELD NOTES: (SEE G-2 FOR NOTES) 9 EL 1170'?6" 1. BOLD MEMBERS INDICATE UPGRADE. EL EL 1420-EL. 1350?6 0' 9 EL 1356-6" 0" SEE NOTE 7/6?2 SEE 9 EL 1326-6" 0" 11/3/17 WEB RELEASED FOR JOB USE - DablBlewlann KOZK Shut mm Nm:17.289.002 1891 GUYED TOWER SPRINGFIELD, MO ELEVATION DRAWING Tower Collapse in Fordland, Missouri Investigation of the April 19, 2018, Communication ?26? EL. 1590'?6' - 'n . .- EL. 1560?5 0' I EL. 1530 ?6 . . E- EL. 1500?6 0' :0 EL. 1470'-6' 0" I EL 1440?5 1 EL. 1740'?6' II I . 'n . EL. 1710-6 0' . . EL 1660 ?6 . .3- EL. 16501590 ?6 A EL 1860'?6' EL. 1530?6" 8" . . 5.. EL 1600?6 0 EL. 1690-6" GUYS I - - EL 1770 -1740.4. 11/3/17l WEB RELEASED FOR JOB USE OI ml DablBlewlann FIELD NOTES: 1. BOLD MEMBERS INDICATE UPGRADE. (SEE G-2 FOR NOTES) KOZK 1891 GUYED TOWER ELEVATION Emir: DRAWING Shut E-3 my?: Nm:17.289.002 SPRINGFIELD, MO Tower Collapse in Fordland, Missouri Investigation of the April 19, 2018, Communication Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri anOW HAVEIHS .9-.0981 NOLLOEIS ?wemrmw; NOLLOEIS ssouo ?warm.? "bum-man tun-mum ow A808 m' a: 3mm - 93M came 0-. PM #3 9 WW ma 3sn aor e103 039/3735 93M THEICI G?Elld A) ?bunny EVSZ ll do; CIISIH Ms (L) EIAOWEIH NOLLOEIS SJZ ONLLSIXEI HODOHHJ. so CIVI-IHHJ. LOEV 3mm"? LOCV .gem?i smog LOCV Juana o_L CIIEJIEI .39 (L) _27_ CHOKER AROUND LEG PLACED AS CLOSE AS POSSIBLE TO LEG GUSSET (PROVIDE SOFTENERS AND BLOCKING AS REQD TO PREVENT CHAFE AND SLIPPACE.) EXISTING STRUT WIRE. NOTE: FRAME IS REQUIRED IF DIAGONAL IS REPLACED ABOVE OR BELOW A GUY NOTE: FRAME TO BE PROVIDED BY THE ERECTOR AND APPROVED BY TCI STEEL CABLE MIN. TON DIAGONAL REPLACEMENT CAPACITY ELEVATION BAYS NEW DIAGONAL END MID-BAY REAMING REQD 50.5' - 60.5' 101X3 A325X 2 A325X 3 NO TENSION TURNBUCKLE OR 805-1005 1 OOX2 A490X 2 5/8"0 A325X 3 NO LONG MIN. 10 TON TO BE REPLACED 100_5' - 110.5' 1 OOX1 A325X 2 A325X 3 NO CAPACITY 130.5' - 150.5' 1 OOX1 A325X 2 A325X 3 NO 150.5' - 160.5' 101X4 A325X 2 A325X 3 NO 570.5' - 580.5' 102X6 3/ A490X 2-1/2 A325X 3 NO 5805' - 590.5' 1 03X8 3/ A490X 2-1/2 A325X 3 NO 590.5' - 630.5' 1 OOX2 A490X 2 A325X 3 NO REPLACE EXTG 630.5' - 650.5' 1 OOX1 A325X 2 A325X 3 NO BOLTS 770.5' - 780.5' 102X5 3/ A325X 2-1/4 A325X 3 NO 780.5' - 800.5' 1 03X7 3/ A325X 2-1/4 A325X 3 NO 800.5' - 830.5' 1 OOX1 A325X 2 A325X 3 NO 980.5' - 990.5' 102X5 A325X 2-1/4 5/8"0 A325X 3 NO 1010.5' - 1020.5' 1 OOX1 5/ A325X 2 A325X 3 NO EXISTING 1180.5' - 1190.5' 1 A325X 2-1/4 5/8"0 A325X 3 NO STRUT 1230.5' 1240.5' \Q?g 1 OOX1 A325X 2 A325X 3 NO ALL BOLTS REQUIRE (1) HARDENED WASHER AND (1) ANCO LOCKNUT EACH ?28? 0 EXISTING TOWER LEG TOWER LEG ETZEXISTINC TYP ELEVATION OF DIAGONAL REPLACEMENT (TYP 3 SIDES) NOTES FOR TEMPORARY BRACING DURING DIAGONAL REPLACEMENT: 1. ALL STRESS IN THE BAR DIAGONAL SHALL BE REMOVED BY THE USE OF A COME-A-LONG OR BY A TURNBUCKLE AS SHOWN IN THE ABOVE DIAGRAM BEFORE THE BAR DIAGONAL IS REPLACED WITH THE NEW MEMBER. THE RIGGING, INCLUDING COME-A-LONG OR TURNBUCKLE, CABLE SLING, ECT., SHALL HAVE A MINIMUM STRENGTH 0F 20,000 LBS. 2. ONLY ONE DIAGONAL PER PANEL SHALL BE REPLACED AT A TIME, AND ALL BOLTS PROPERLY INSTALLED BEFORE PROCEEDING TO THE REPLACEMENT OF THE OTHER DIAGONAL IN THAT PANEL. 3. COAT ALL REAMED HOLES WITH A ZINC RICH TWO PART EPOXY AS REQUIRED. 4. A490 BOLTS SHALL BE COATED WITH A ZINC RICH TWO PART EPOXY MASTIC SUCH AS CARBOLINE CARBOMASTIC 15 OR EQUIVALENT. RESTRICTIONS - NO TOWER MEMBER IS TO BE REPLACED WHEN A WIND VELOCITY GREATER THAN 20 MPH EXISTS OR WHEN A WIND VELOCITY 0F GREATER THAN 20 MPH IS PREDICTED DURING THE PROCEDURE. - THE ABOVE PROCEDURES MUST BE FOLLOWED WITHOUT VARIATION UNLESS APPROVED BY THE ENGINEER ON RECORD. - IF A DIAGONAL REPLACEMENT OCCURS ABOVE 0R BELOWA GUY LEVEL, A TEMPORARY FRAME IS REQUIRED, ALONG WITH THE ABOVE PROCEDURE. THE TEMPORARY FRAME SHOULD BE PROVIDED BY THE ERECTOR AND APPROVED BY TCI BEFORE REPLACEMENT IS DONE. USE (2) WHEN TEMPORARY FRAME IS IMPEDED BY EXISTING EQUIPMENT. 0 17/3/77] WEB I RELEASED FOR JOB USE Na. IM-IP 1891 GUYED TOWER SPRINGFIELD, MO DIAGONAL REPLACEMENT KOZK Shut Nu: E-5 mm Nm: 17.289.002 Tower Collapse in Fordland, Missouri Investigation of the April 19, 2018, Communication _29_ EXISTING HORIZONTAL Ii86? II II 11-h II II OUTER REINFP PIPE CONTINUOUS IN EACH SECTION (laws 3 s) SSH 'Od (LHVHO 335EXISTING SK TOWER LEG 993:: TYPICAL SPLIT PIPE REINFORCING (TYP 3 SIDES) XVW SECTION A SPLIT PIPE LEVATI ON SECTI ONS REI NFORCI NG PIPE U-BOLTS CLAMP 0.0' - 30.5' 1 1 05M6 108UBGO 108M19 30.5' - 60.5' 105M1 108UBGO 108M19 60.5' - 90.5' 107M15 108UB60 108M19 90. 5' - 150. 5' 1 05M2 108UBGO 108M19 150.5' - 180.5' 106M7 108UB60 108M19 180.5' - 210.5' 105M1 108UBGO 108M19 210.5' - 270.5' 105IVI2 108UB60 108M19 270.5' - 300.5' 107M15 108UBGO 108M19 300.5' - 360.5' 105IVI2 108UB60 108M19 360.5' - 3905' 106MB, 106M9 108UB60 108M19 390.5' - 4205' 105MB 108UB60 108M19 420.5' - 450.5' 108UB60 108M19 CLAMP 450.5' - 480.5' 107M16 108UB60 108M19 480.5' - 540.5 1 05M3 108UBGO 108M19 540.5' - 570.5' 106M10 108UB60 108M19 570.5' - 600.5' 105IVI3 108UB60 108M19 600.5' - 660.5' 105M4 108UB50 1 08M20 660.5' - 690.5' 107M17 108UB50 1 08M20 690.5' - 750.5' 105M4 108UB50 1 08M20 750.5' - 780.5' 106M11, 106M12 108UB50 1 08M20 780.5' - 810.5' 105M4 108UB50 1 08M20 810.5' - 8705' 105MB 108UB50 1 08M20 870.5' - 900.5' 107M18 108UB50 1 08M20 900.5' - 9605' 105MB 108UB50 1 08M20 960.5' - 990.5' 107M13, 107M14 108UB50 1 08M20 990. 5' - 1020. 5' 1 05M5 108U850 1 08M20 GUY PLATE SPLIT PIPE REINF. GUY PLATES HEAW COAT OF ZINC RICH TWO PART EPOXY PAINT AFTER WELDING 5 1/17/15 WEB REVISED SPLIT PIPE CLEARANCE RELEASED FOR JOB USE 11/3/17 WEB Dab By KOZK 1891 GUYED TOWER SPRINGFIELD, MO SPLIT PIPE REINFORCING Shut Nu: E-6 my?: Nm:17.289.002 an WEB coma an Dutc11/3/17 Tower Collapse in Fordland, Missouri Investigation of the April 19, 2018, Communication Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri SNIOHOANHH m??i?fv?gm mm: .- ?923:9? 9/ m" ow 41 83M HEIMOL mu 12-fold mu mus L-a 6 WW ma 3sn aor e103 039/3735 93M zz/9/zt NOLLOEIS ONIOHOANIEIH MEIN SHELLS EHV EIHJ. SNIOHOJNIEIH SI 9L NVH.L HEILVEIHE) CINIM NEIHM HO SLSIXEI 9L NVH.L HEILVEIHS CINIM NEIHM EIE OJ. SI HEIEIWEIW EEIMOJ. 0N OMJ. HOIH ONIZ J.VOO CINV SL109 wow Gavauisaa EIHV mars aw anus HEIHLO ..L.. EIEIS HVEIN i109 HEld (L) EINO asn EIHJ. O.L HO CIEIMOVL) SWIHS an .anus EIEI OJ. EIH.L ..O.. NHHM smurs J.V 3N0 SlanlS EHJ. HOUOJNIHH CINV CINEI .LHEISNI '9 '9 EIH.L CINEI HOVEI WOEH .LV CINEI TIIHCI anemoa 3H1. NEIHMJEEI .LEIEISNI El? mars EIHJ. WOEH GNV ananoa CIDEIH :ll EICIIS SIHJ. N0 Tll:l '8 SHELLS O.L HOVEI OONV (L) CINV HEIHSVM CIEINEICIEIVH (L) aalnoaa ?I?Ivi (3.8/9 (9) .9069 isrloa .LN (SEGIS 9 mais ONLLSIXEI EL ?o \m EWONV 9b . ONLLSIXEIJ 9W 'I'Ilaa u/ Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri HOHDNV ONLLSIXEI lMdOll HEIHSVM CLLS 3? SI may? 9# m9 zaem Ell ins MEN NOLLOEIS 9# mo ld60L HEIHSVM a! my; 9# Ans zaem HEHSVM Emma 35 (Elm) LdOOll m.m%am W?m?m mfg-?1 Ans HOHONV mammal ?ems? u/s/u m" ow M/aaw 83M HEIMOL 30068311 ?Zuni: 8-3 >420)! ?owl ta 3sn aor e103 039/3735 93M 0 won M19 MEIN 8 A A HEIHSVM 9# m9 MEN \r El? TIIM BNILSIXEI El? TIIM ONIONHOHE) SNILSIXEI ZEILON Hf m5) ONLLSIXEI 9# mo (sma TIV) SSH roe/2L m9 MEIN _31_ _32_ Guy Guy Elewtion (ft) Guy Size Temp1890.5 1-7/16" BS 28.34 27.52 27.32 27.13 26.93 26.74 1650.5 1-9/16" BS 33.84 32.73 32.46 32.20 31.94 31.69 1420.5 1-5/16" BS 21.76 21.02 20.84 20.67 20.50 20.33 1200.5 1-3/ 8" H88 21.97 21.06 20.84 20.63 20.42 20.22 1-1/4" BS 17.95 17.07 16.86 16.66 16.46 16.27 770.5 1-1/8" BS 14.70 13.84 13.64 13.44 13.25 13.07 570.5 1-3/16" BS 14.67 13.47 13.20 12.93 12.66 12.41 8 7 6 5 980.5 4 3 2 370.5 1-1/16" BS 13.69 12.03 11.65 11.29 10.95 10.63 1 180.5 1-1/16" BS 18.86 15.84 15.14 14.43 13.89 13.30 Guy Guy Elewtion (ft) Guy Size Transit Distance Temp1890.5 1-7/16" BS 10' 334.34 336.49 338.63 340.77 342.91 345.05 347.18 349.31 351.44 1650.5 1-9/16" BS 10' 283.35 285.45 287.55 289.66 291.75 293. 85 295. 94 298.03 300.12 1420.5 1-5/16" BS 10' 263.29 265.35 267.40 269.44 271.48 273. 52 275. 54 277.57 279.58 1200.5 1-3/ 8" H88 10' 175.38 177.05 178.73 180.41 182.08 183.76 185.43 187.10 188.77 1-1/4" BS 10' 142.52 144.18 145.84 147.49 149.14 150.79 152.44 154.08 155.72 770.5 1-1/8" BS 10' 114.42 116.06 117.70 119.34 120.98 122.61 124.23 125.85 127.46 570.5 1-3/16" BS 10' 47.93 48.91 49.89 50.89 51.89 52.91 53.93 54.96 56.00 370.5 1-1/16" BS 10' 27.33 28.19 29.08 29.99 30.93 31.88 32.85 33.82 34.80 8 7 6 5 980.5 4 3 2 1 180.5 1-1/16" BS 10' 14.14 14.75 15.39 16.07 16.79 17.55 18.34 19.15 19.93 Adjust the guy wire intercept/tension based on the measurements ofthe guy wire in the B-Iine (Southeast) direction. 1-0 ELEVFTOR 0'1 El ADE) D. 1 3 NOTE: TENSION CHART IS ONLY VALID FOR TCI ANALYSIS REPORT 17.289.001 DATED MAY 19, 2017 EIEIS GRADE ELEVATION VIEW NOTES: 1. DURING THE INITIAL GUY TENSIONING PROCEDURES AND AT THE TIME OF INSPECTION, THE GUY TENSIONS INTERCEPTS SHOULD BE IN ACCORDANCE WITH THE VALUES SHOWN ABOVE. USE THE TEMPERATURE WHICH ACTUALLY EXISTS AT THE TIME THE TENSION IS BEING CHECKED. FOR TEMPERATURES OTHER THAN THOSE SHOWN ABOVE, INTERPOLATE OR EXTRAPOLATE OTHER VALUES. . TOWER PLUMBING AND INITIAL TENSIONING OF GUYS SHOULD BE DONE ONLY IN CALM WEATHER AND WITH NO ICE ON GUYS. . INTERCEPTS AND TENSIONS ARE USED FOR GUY DIRECTION . GUY #1 IS BOTTOM GUY #2 IS NEXT, ETC. . USE GUY SCOPE FOR DETERMINING GUY INTERCEPTS. . TENSION INTERCEPT TOLERANCES . AFTER RETENSIONING FINAL SET OF md-anoh GUYS GO BACK AND RECHECK ALL 0 11/3/17 WEB RELEASED FOR JOB USE LEVELS, AND RETENSION WHERE REQUIRED. 8. PLUMB AND TWIST TO BE VERIFIED, I I 9' I RECORDED. AND IF REQUIRED ADJUSTED 9 TO BE IN CONFORMANCE WITH ANSI 222?6. KOZK 1891 GUYED TOWER SPRINGFIELD, MO TENSION CHART Shut Nu: E-9 mm Nm:17.289.002 an WEB Chock-d Dutc11/3/17 Tower Collapse in Fordland, 0mmun1cat10n issourl I nvestlgation 0f the A pm 119, 2018, _33_ CATION CHECKLIST REQUIRE I SECTIM I REORT ITE I BRIE DESCRIPTION (SE CTI ON 6.1.I MI CHECKLIST DRAVANC THIS CHECKUST SHAIJ. BE ING.UDED IN THE Ml RENT NA 6.1.2 EOR APPROVED SHOP DRAWINGS FABRICATION DRAHNGS SHALL BE SUEITTE TO THE EGINEE OF RECORD FOR REVIEW. THE CONTRACTOR SHAIJ. PROVIDE THE APPROVE SHOP DRAWINGS TO THE MI INSPECTOR FOR INCLUSON IN THE MI REORT. NA 6.1.3 FABRICATION INSPECTION A FRW THE FABRICATCR. STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE IMTH INDUSTRY STANDARDS AND THE CONTRACT DOCUMETS SHALL BE PROVIDE TO THE Ml INSPECTOR FOR INCLUSON IN THE Ml REORT. FABRICATOR GITIFIE VELD NA 6.1.4 INSPECTION REPMT. 6.1.5 MATERIAL TEST REPGTT (MTR) MILL CETIFICATION STALL BE PROVIDE FOR ALL STE. WITH A YIED STRENGTH CREATE THAN 36 KS AND THIS DOCUMETATTON SHALL BE PROVIDED TO THE MI Fm INCLUSON IN THE Ml REPORT. NA 6.1.6 FABRICATOR NDE INSPECTIE (F A PORTTE IF THE EXISTING STRUCTURE (AS NOTE ON NA 617 NDE REPORT OF NONOPOIE BASE - - PLATE (AS REQUIRE) 6.1.6 PACKING SLIPS CONSTRUCTION 6.2.1 CONSTRUCTION INSPECTIES A FRW THE GBIEAL CURINALIW STATTNG THAT THE WAS PERFORME IN ACCORDANCE VATH INDUSTRY STANDARDS AND THESE CONTRACT STALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSW IN THE MI NA 6.2.2 FWNDATION INSPECTIONS OTETE GNP. STRENGTH AND S.UMP TESTS INTECTGT FOR INQUSON IN THE MI REORT. THE CONCRETE MIX REIGN. SLUMP TEST. AND COMPRESSIVE STREGTH TESTS SHALL BE PROVIDE TO THE MI Fm INCLUSION IN THE Ml REPORT. POST INSTALLE ANCHOR ROD VERIFICATION CST INSTALLED ROD "Jun-mum. S-IALL BE ll_l\l \nwul IN MTH CROWN RECUIREETS AND A REORT SHALL BE PROVIDE TO THE Ml Fm INCLUSON IN THE Ml REPORT. NA 6.25 BASE PLATE GROUT VERIFICATION FRW THE GDIEAL CONTRACTOR S-IALL BE PROVIDE TO THE MI NSPECTOR THAT CETIFIES THAT THE GROUT WAS INSTALLE IN ACCORDANCE WITH INDUSTRY PRACITES Fm INCLUSON IN THE MI REORT. CETIFIED WED NSPECTION ms AND A REPORT SHALL BE PROVIDED TO THE NI INSPECTOR FOR IN THE MI REPORT NA 6.2.7 LIFT AND DENSITY FOUNDATTON SUB-GRADES SHAIJ. BE INSPECTE AND APPROVE BY A GEOTECHNICAL EGINEE AND A REDRT STALL BE PROVIDE TO THE Ml Fm INCLUSION (N SITE CG.D GALVANIZING VERIFICATION THE GENERAL CONTRACTOR STALL PROVIDE DOCUMENTATION TO THE Ml INSPECTOR VEIFYING THAT ANY (XLD CALVANIZING WAS APPIJE IN ACCORDANCE VATH STANDARD INDUSTRY PRACTIGS. 6.2.9 GUY VARE TESON REORT THE GENERAL STALL PROVIDE A REPORT TO THE MI INSPECTOR INDICAITNG THE TEMPERATURE AND TENSION IN EVEY GUY CABIE FOR IN 6.2.10 GO DOQJMETS THE GENERAL SHALL EBMIT A CWY (IF THE CONTRACT DRAVANGS ETHE STAIING AS (R NOTING ANY (HANGES THAT VEE REQUIRE AND APPROVED BY THE OF RECORD DUE TO FIELD CONDITIES. 63.1 I INSPECTOR REDUNE OR RECORD DRAWNIXS) STRUCTION THE MI INSPECTOR SHALL OBSEVE AND WT ANY DISCREANCIES BETWEN THE CONTRACTORS REUNE DRAWNG AND THE ACTUAL COMPLETE INSTALLATION. POST INSTALLE ANCHOR ROD TESTING RODS SHALL BE TESTE AND A REORT SHALL BE PROVIDE TO THE Ml INSPECTOR FOR INCLUSON IN THE MI REORT. 6.3.3 PHOTOGRAPHS EOTES DOWMENT FOR THE Ml RE PHOTOGRAPHS SHALL BE SJBMITTED TO THE MI VHIGI DOCUMET PHASES OF THE THE PHOTOS SHALL BE ORGANIZE IN A MANNE THAT EASILY IDETIFIES THE EXACT LOCATION OF THE PHOTO. NA DENOTES A DOCUMET THAT IS NOT REQUIRE FOR THE MI REORT my. THE MODIFICATTON INEECTION (Ml) IS A VISJAL INEECTTON (F TOWE MODIFICATIONS AND A REVIEW OF CONSTRUCTION AND OTHER REORTS TO ESURE THE INSTALLATION WAS CONSTRUCTED IN ACCWDANCE WITH THE CONTRACT DOCUMENTS. NAMEY THE MODIFICATION DRAWINGS. AS DEEMED BY THE ENGINE OF RECORD THE MI IS TO CONFIRM INSTALLATION AND WORKMANSHIP ONLY AND IS NOT A REVIEW OF THE MODIFICATTE DESGN ITSEI. NOR DOS THE MI TAKE OWNERSHIP OF THE MODIFICATION DESIGN. OWNERSHIP OF THE STRUCTURAL MISEEICATION DESGN EFFECTIVEESS AND INTEGRITY RNDES WITH THE Em AT ALL ALL SHALL BE CONDUCTE BY A Tm CONSULTANT. INC. (TCI) EHNETING OR EGINEEING SEVKE VENDOR (AESV) THAT IS APPROVE TO EEVATED WORK. TO ENSURE THAT THE REQUIREMENTS OF THE MI ARE MET. IT IS VITAL THAT THE (ENEAL CONTRACTOR (GC) AND THE Ml INEECTOR BEGIN CMMUNICATING AND COORDINATING AS SON AS A PC IS RECEVE. IT IS EXPECTE THAT EACH PARTY WILL I PROACTIVE IN REACHING OUT TO THE OTHE PARTY. mum THE MI INSPECTOR IS REQUIRED TO CONTACT THE GC AS SOON AS RECEVINC MINIMUM: I REVIEW THE REOUIREETS OF THE Ml CHECKUST I WORK VATH THE GO TO DEVEOP A TO CONDUCT INCLUDING FOUNDATION INSPECTIONS THE Ml INSPECTOR IS RESPONSIBIE FOR COLLECTING ALL GEEAL CONTRACTOR (GO) INSPECTION AND TEST REPORTS. REVIEWING THE DOCUMENTS FOR ADHERENOE TO THE CWDUCIING THE AND SUBMITTING THE MI THE GC IS REQUIRE TO CONTACT THE Ml INSPECTOR AS SOON AS RECEVING A PC PM THE MODIFICATION INSTALLATION OR TURNKEY PROECT TO. AT A MINIMUM: I RENEW THE REWIREETS OF THE MI CHECKUST I WORK VATH THE MI INSPECTOR TO DEVE.OP A TO CONDUCT ON-SITE INSPECTIWS. INCLUDING FWNDATION INSPECTIONS - BETTE UNDESTAND ALL INSPECTION AND TESTING REGJIREMETS THE GO SHALL REFORM AND RECORD THE TEST AND INSPECTION RESULTS IN ACCORDANCE WTH THE REOUIREENTS OF THE MI CHECKUST. THE MOVING RECWMENDATIES AND SUGGESTIONS ARE TO ENHANE THE EFICIENCY AND EFECTTVEESS OF DEVEING A MI REORT: I IT IS SUGGESTE THAT THE GO PROVIDE A MINIMUM OF 5 DAYS NOTICE. PREFEADLE 10. TO THE MI INSPECTOR AS TO WHE THE STE WILL READY FOR THE MI TO BE CONDUCTE. I THE CC AND. MI INSPECTOR COORDINATE CLOSELY THE ENTIRE PROIECT. IT IS PREERED TO HAVE THE GO ONE Ml INSPECTOR (ZN-STE SMULTANEOUSLY Fm ANY WY WIRE TENSIONING OR OPERATIONS I IT MAY BE BENECIAL TO INSTALL ALL TOWE MCDIFICATIONS PRIOR TO THE FOUNDATION INSPECTIONS TO AIJ.OW FOUNDATTON AND MI TO WMMENCE ONE SITE VISIT. - IT IS PREERED TO HAVE THE 60 ME MI INSPECTKR DURING THE MI TO FACILITIES ARE AT THEIR DISPOSAL VMEN THE MI IS ON STE. IF THE GO AND MI INSPECTOR ACRE TO A DATE ON "Ila-I THE MI WILL BE CONDUCTE. AND ETHER PARTY CANCE.S OR DELAYS. TCI SHALL NOT BE REEONSIBIE FOR ANY COSTS. FES. LOSS OF OTHE PENALTIES REATED TO THE CANCELATION (R DEAY INCURRE BY ETHE PARTY Fm ANY TIME (E.G. TRAVE. AND LODGING. COSTS CF KEEINO EQUIPMENT ETC). IF TCI CONTRACTS DIRECTLY FOR A THIRD PARTY MI. EXCETIONS MAY MADE IN THE EVET THAT THE IS CAUSE BY VEATHER OR OTHER CWDITIONS THAT MAY COMPROMISE THE SAFETY OF THE PARTIES INVOLVED. IF THE MODIFICATION INSTALLATION WOULD FAIL THE Ml THE GO SHALL WORK VATH WSTWE TO COORDINATE A REEDIATION PLAN IN (ME OF TWO WAYS: I CORRECT FAIIJNG TD COMPLY WITH THE SPECIFICATIONS CONTAINED IN THE THE USING THE CONDITION TCI RESERVES THE RIGHT TO CONDUCT A MI VERIFICATION INSPECTION TO VERIFY THE ACCURACY AND COMPLETEESS OF PREVIOUSLY COMPLETED MI INSPECTIGKS) ON TOWER MODIFICATION PROECTS. ALL VEIFICAITON INSPECTIES SHALL BE HEIJJ TO THE SAME SPECIFICATIES AND REOUIRBAETS IN THE CONTRACT DOCUMETS. VEIFICATION INSPECTION MAY BE CONDUCTE BY AN INDEEDENT AESV FIRM AFIE A MODIFICATION PRQECT IS COMPLETE. AS MARKE BY THE DATE OF AN ACCETED OR REPORT Fm THE ORIGINAL PROECT. BETWEI THE GO AND THE MI INSPECTOR THE FMOIMNG PHOTOGRAPHS. AT A MINIMUM. ARE TO BE TAKE AND INCLUDE IN THE Ml REORT: I PRE-CONSTRUCTIW GENEAL STE CONDITION - PHOTOGRAPHS DURING THE RENFORCEENT MODIFICATION AND INSPECTION II FOJNDATION MODIFICATIONS II FINAL INSTAIJ.E CONDITIM I POST PHOTOGRAPHS II FINAL INFIELD CONDITION PHOTOS (F EEVATE MODIFICATIONS TAKE FROM THE SHALL BE CONSIDEE INADEOUATE. WEB I RELEASED FOR JOB USE o 11//17 Na. Dab Q/IRwlann KOZK Shut Na: GUYED mm m:17.289.002 TOWER an WEB SPRINGFIELD, MO chock-d MBB POST MODIFICATION CHECKLIST WIT. Tower Collapse in Fordland, Missouri Investigation of the April 19, 2018, Communication Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Appendix B FABRICATION DRAWINGS (PREPARED BY TCI) – 34 – _35_ 3"3" 3? 3" a It" 1.. (SLOT PLATE Eur(CNTR) I 5th TYP. 74 6 %5 pb pb SECTION A 13?13" BAR g" DIA 12'?2" (A572 Fy=50ksi) 60 BAR DIAGS IOOXI (EST. WEIGHT =33.4 LBS EA.) FIN K6 TYP. pd pd SECTION CTRD) SLOT PLATE 1 1'6" 12 12 6'?6 13?13" BAR 1" DIA 12'?2" (A572 Fy=50ksi) 36 BAR DIAGS IOOXZ (EST. WEIGHT =42.4 LBS EA.) LAYOUT OF Db LAYOUT OF Dd SHOP BILL OF MATERIAL Quan Mark Description Spec/ Remarks Ft. Inches 60 100XI BAR DIAG 240 BOLT 2 LKNT, EACH 60 BOLT 3 LKNT, EACH 36 100X2 BAR DIAG LKNT, EACH 0000 56 BOLT 3 LKNT, EACH GENERAL NOTES 1. MATERIAL: ASTM A36 (U.N.). PIPE A53 GR. B. 5. FINISH: TUBNG A500 GR. E. n. GALVANIZE 2. WED MIN. THISILE STRBIGTH: 7W 5 ML SHIPPING T0 5. PLANT WELDEJ CONNECTIONS TO BE SEAL wanna BE DIE PRIM T0 MVANIZING. WED 4 SURFAC PREAMTION: SSPC SP2 11/3/17 WEB RELEASED FOR JOB USE Na. DablBlewlann DRAWING ESTIMATED WEIGHT 3535 LBS 9 100 KOZK smut Project Nm:17.289.002 1891 GUYED TOWER ?5mm SPRINGFIELD, MD M..- 11/3/17 mm swam-m DIAGONALS Tower Collapse in Fordland, Missouri D: A 5 Investigation of the April 19, 2018, Communication _36_ CTRD) SLOT PLATE 12 I11 TYP. pb 946 If; 61_4%n SECTION A LAYOUT OF Db 12?935" BAR g" DIA (A572 Fy=50ksi) 6 BAR DIAGS IOIX3 (EST. WEIGHT :32] LBS EA.) CTRD) SLOT PLATE #235") 1 Eu 12 12 12?113" BAR g" DIA 11??112" (A572 Fy=50ksi) 6 BAR DIAGS IOIX4 SHOP BILL OF MATERIAL Quan Mark Description Ft. Inches Spec/ Remarks 6 101X3 BAR DIAG BAR 9W PLVIXZVZ 10 3% 56? BOLT 2 LKIIT, EACH 5?50 BOLT LKNT, EACH 6 101X4 BAR DIAG BAR 715LKNT, EACH GOOD 6 BOLT 3 LKNT, EACH GENERAL NOTES 1. MATERIAL: ASTM A36 (U.N.). PIPE A53 GR. B. 5. FINISH: TUBNG A500 GR. E. n. GALVANIZE 2. WED MIN. THISILE STRBIGTH: 7W 5 ML SHIPPING T0 5. PLANT WELDEJ CONNECTIONS TO BE SEAL wanna BE DIE PRIM T0 MVANIZING. WED 4 SURFAC PREAMTION: SSPC SP2 11/3/17 WEB RELEASED FOR JOB USE Na. DablBlewlann (EST. WEIGHT =33.0 U35 EA.) DRAWING ESTIMATED WEIGHT 395 LBS 9 101 KOZK smut Project Nm:17.289.002 1891 GUYED TOWER ?5mm SPRINGFIELD, MD M..- 11/3/17 mm swam-m DIAGONALS Tower Collapse in Fordland, Missouri D: 3+ 5 Investigation of the April 19, 2018, Communication _37_ CTRD) PLATE 111533") 1 1'6" 13" F6 12 (c TYP. 946) X6 pd P9 in 116 SECTION A 6,?616 12?93" BAR 1" DIA 11'?1o" (A572 Fy=50ksi) 12 BAR DIAGS IOZX5 (EST, WEIGHT =41,5 LBS m) 3" 2i" 11" CTRD) SLOT PLATE 11?56" 12 2 ix: (c 946 (K) TYP. K6 9?6 pf pf SECTION 61?615 12?93" BAR 1:1" DIA 11'?1o? (A572 Fy=50ksi) 6 BAR DIAGS IOZXB (EST. WEIGHT =67.0 LBS EA.) LAYOUT OF Dd LAYOUT OF of SHOP BILL OF MATERIAL Quan Mark Ft. Inches Spec/ Remarks 12 102X5 BAR DIAG BAR 1'0 11 ?l 10 3546 2V4 LKNT, EACH 0 V40 BOLT 0 5?50 BOLT 3 LKNT, EACH 6 102X6 BAR DIAG BAR 1 1 10:74 Md BOLT 2v: LKNT, EACH 0000 5?00 BOLT 3 LKNT, EACH 1. MATERIAL: ASTM A30 GENERAL NOTES 5. FINISH: (U.N.). PIPE A53 GR. B. TUBNG A500 OR. B. 2. WED IAIN. THISLE 7W 5. PLANT WELDEJ CONNECTIONS TO BE SEAL WED 4 SURFAC PREAMTION: SSPC SP2 6 N.L SHIPPING To a. GALVANIZE BE DIE STAMPS) PRIM T0 GALVANIZING. 11/3/17 WEB RELEASED FOR JOB USE Blewlann DRAWING ESTIMATED WEIGHT 900 LBS KOZK 1891 GUYED TOWER SPRINGFIELD, MO DIAGONALS sum ?m 102 mm Nm:17.289.002 Tower Collapse in Fordland, Missouri D: 3+ 5 Investigation of the April 19, 2018, Communication _38_ CTRD) PLATE 1116"x3?) 116" 12 SECTION A 13?13" BAR 1" DIA 12??2" (A572 Fy=50ksi) 18 BAR DIAGS 103X7 (EST. WEIGHT =42.4 LES EA.) 1 l" CTRD) SLOT PLATE 1 1'6? 1.1 15 12 2 ix: ?16 0?4) J15 ya pf pf SECTION 6? 13?13" BAR 1i" DIA 12??2" (A572 Fy=50ksi) 6 BAR DIAGS 103X8 (EST. WEIGHT =67.4 LBS EA.) LAYOUT OF Dd LAYOUT OF Df SHOP BILL OF MATERIAL Quan Mark Description Ft. Inches Spec/ Remarks 18 103X7 BAR DIAG 1B BAR 1'0 12 2 11572-3546 72 V40 BOLT 2V4 LKNT, EACH 18 5?50 BOLT 3 LKNT, EACH 6 103118 BAR DIAG 6 BAR 1 2 2 11572-50 12 pe 12 pf 24 V40 BOLT 2v: LKNT, EACH GOOD 6 5?00 BOLT 3 LKNT, EACH GENERAL NOTES 5. FINISH: 1. MATERIAL: ASTM A36 (U.N.). PIPE 553 GR. B. WHNG A500 OR. B. 2. WED MIN. 7W 5. PLANT WELDEJ CONNECTIONS TO BE SEAL wanna WED 4 SURFAC PREAMTION: SSPC SP2 6 N.L SHIPPING To a. GALVANIZE BE DIE 51'um PRIM T0 GALVANIZING. 11/3/17 WEB RELEASED FOR JOB USE Na. Dab By Rwlann DRAWING ESTIMATED WEIGHT 1170 LBS KOZK 1891 GUYED TOWER 15am!!- SPRINGFIELD, MO mllam Emu-m DIAGONALS mum 103 mm Nm:17.289.002 Tower Collapse in Fordland, Missouri D: 5 Investigation of the April 19, 2018, Communication _39_ SHOP BILL OF MATERIAL Quan Mark Description Spec/ Remarks A3 (10451 3 HORIZONTAL 3 LSV?xZI/hxi?s 8 7 15 BOLTS 21/4 Ft. Inches 10., 81?4" (Ls?nxz?nxgu 81?7") GENERAL NOTES 1. "111??"ng 0116's (um. PIPE A53 GR. 5. 5. (EST. WEIGHT =61.8 LBS EA.) 2. Imam.- 5mm: 7m: 6 N1 SHIPPING To 5. PLANT ma: CONNECTIONS 10 a: sun. wanna BE DIE PRIOR TO GALVANIZING. 4 g?m: spa 5 1/15/18 WEB CORRECTION TO PIECE MARK 0 11/3/17 WEB RELEASED FOR JOB USE Dab By 9 KOZK 1 04 Shut Na: 1391--0 GUYED mm Nm:17.289.002 TOWER an WEB SPRINGFIELD, MO Em?1 HORIZONTAL mm or mu ml. DRAWING ESTIMATED WEIGHT 185 LBS ??3351: m1?- mm. Tower Collapse in Fordland, Missouri Investigation of the April 19, 2018, Communication ma(C NTR) i: NI PC. HSS 5.5" 0.0. 0.5" WALL 29-62" MIN.) A NOTE: FORM FIT To A 4.5% BAR (Esr. HEIGHT =39: LBS EA.) mo(C NTR) 74 PC. HSS 4.875" 0D. 0.5" WALL 29?6? MIN.) 15 SPLIT PIPE 105M4- NOTE: FORM FIT To A 3.875"? BAR (ET. VIEGHT =34: LES EA.) i: SHOP BILL OF MATERIAL Quan Mark Description Ft. Inches Spec/ Remarks 105M1 SPUT PIPE PC. HS 55' 0.0.x 05' IMLL 29 61/4 Fy=50ksi MIN 105M2 SPUT PIPE PC. HS 515' 0.0.x 0.5' IINL 29 61/4 Fy=50ksi MIN SPIJT PIPE PC. HS 5.125' 0.01 0.5' WALL 29 61/4 Fy=50ksi MIN 105M4 SPIJT PIPE PC. HS 4.875' 0.01 0.5' WALL 29 61/4 Fy=50ksi MIN 105M5 SPIJT PIPE PC. H55 415' 0.01 0.5' VINL 29 61/4 Fy=50ksi MIN _40_ PC. HSS 5.25" OD. 0.5" WALL 29?6? MIN.) 21 SPLIT PIPE 105M2 NOTE: FORM FIT TO A 4.25% BAR (Esr. =57: LBS EA.) A ma(C NTR) PC. HSS 4.75" 0.0. 0.5" WALL 29'?6i" MIN.) 15 SPLIT PIPE 105M5 NOTE: FORM FIT TO A 3.75% EAR (EST. VIEGHT =55: LBS EA.) E5 PC. HSS 5.125" OD. 0.5" WALL 29362" MIN.) 12 SPLIT PIPE 105MB NOTE: FORM FIT TO A 4.125% BAR (EST. =ssa LBS EA.) PC. HSS 5.5" 0D. 0.5" WALL 30'-3i" MIN.) 3 SPLIT PIPE 105M6 NOTE: FORM FIT TO A 4.5% BAR (ESL VIEGHT =ms LES EA.) 1" HVY HEX NUT 3 105M6 SPIJT PIPE PC. H55 55' 0.0.x 0.5' WALL 30 3% Fy=50ksi MIN .1 ma 1" HVY HEX NUT GENERAL NOTES . ASTM A36 (U.N.). PIPE an. a. TUHNGISOOGR 1 HELD Imam.- NINITBBIL: mam: 70ml 3. PLANT may couuzcnous a: SEAL mm VIITH 4 5. FINISH: n. GALVMIZE 8 ALL SHIPPING TO BE DIE PRIOR TO GALVANIZING. REVISED SPLIT PIPE LENGTH RELEASED FOR JOB USE By DRAWING ESTIMATED WEIGHT 25905 LBS KOZK 1891 GUYED TOWER SPRINGFIELD, MO SPLIT PIPE REINFORCING aw?: 105 my?: Nm:17.289.002 Tower Collapse in Fordland, 0mmun1cat10n issourl Investi gatl on of the April 19, 2018, SHOP BILL OF MATERIAL Quan Mark Ft. Inches Spec/Remarks 106W SPUT PIPE 5 PC. 5.5l 0.0.x 05' IMLL 27 3% Fy=50ksi HVY HEX NUT 106M8 SPUT PIPE 74 74 PC. HS 525' 0.0.x 0.5" 7 3% Fy=50ksi HVY HEX NUT f2\ RI 3 3 106M9 SPUT PIPE PC. HSS 5.5" OD. 0.5" WALL MIN.) PC. HSS 5.125" OD. 0.5" WALL 26?11%? MIN.) 5 PC. 525' 0.0.x 0.5' 20 31/3 Fy=50ksi HVY HEX NUT 3 ma 3 SPLIT PIPE 106M10 3 SPLIT PIPE 106M7 NOTE: FORM FIT TO NOTE: FORM FIT TO A 4.5?a EAR 106M10 A 4.125% BAR 3 SPUT PIPE (EST- WEIGHT =355 L95 EA) (51 WEIGHT =335 L95 EA) 5 PC. 5.125. 0.01 0.5I 26 11% Fy=50ksi 106M11 SPUT PIPE PC. HSS 4.875' 0.01 0.5' WALL 17 21/4 Fy=50ksi MIN RI KRN RI 5 1" HVY HEX NUT PC. HSS 5.25" 0.0. 0.5" WALL MIN.) PC. HSS 4.875" 0.0. 0.5" WALL 17-2?" MIN.) 3 106M12 SPUT PIPE 3 SPLIT PIPE 3 Io 2% Fy=50ksi MIN A A 3 SPLIT PIPE 106MB NOTE: FORM FIT To NOTE: FORM FIT 3.875% BAR (Esr. wacm =202 LES A 4. 25"(0 BAR (Esr. WEIGHT =93 LES EA.) GENERAL NOTES Investi 5. FINISH: n. GALVMIZE 8 ALL SHIPPING TO BE DIE PRIOR TO GALVANIZING. . A36 (U.N.). PIPE M3 GR. 3. TUHNG I500 GR. B. MIN. THISILE MOTH: 7M y4 1 2. WELD 3. PLANT WEBB) CONNECTIONS TO BE SEAL WEBB) 4 VIITH 74 f2\ RI PC. HSS 4.575" 0.0. 0.5" WALL MIN.) gatl PC. HSS 5.25" 0.0. 0.5" WALL MIN.) REVISED SPLIT PIPE LENGTH RELEASED FOR JOB USE 3 SPLIT PIPE 106M9 0 11/3/17 WEB 3 SPLIT PIPE 106M12 Rwlalon NOTE: FORM FIT TO A 4.25% BAR (EST. WEIGHT =255 LHS EA.) NOTE: FORM FIT TO A 3.575% BAR (EST. WEIGHT =121 Las EA.) KOZK ?mm: 106 1391--0 GUYED mm Nm:17.289.002 TOWER SPRINGFIELD, M0 on of the April 19, 2018, SPLIT PIPE REINFORCING DRAWING ESTIMATED WEIGHT 4125 LBS Tower Collapse in Fordland, 0mmun1cat10n issourl 1C 1 19, 2018, Commun the Apri Tower Collapse in Fordland, igatlon 0 Invest 1ss0uri won-Im?Auoa-mu $81 9969 .LHSIEIM CIELLVINLLSEI ONIMVHG SNIOHOANHH WWu?-g Eldld ll'ldS mm; .- ?Semi? u/s/u m" ow "v 83M HEIMOL 3006931 I New 12-fold mu mus 10 >420)! 6 WW ma 3sn aor e103 aasv37aa 93M ll/E/ll H19N37 3dld G3SIAEIH EEIM BI/ll/l (v3 m: '19) avg OJ. .le WHOJ SLWLOL 3d d il?ldS ?9?0 SSH 'Dd (v3 sen 092: mam 153) we 01 ELLON SLWLOL Eldld 9 TIVM "9'0 ?0'0 SSH 'Od TIIEI zas sass .mga awn: uom :54sz answam: swans 11v 9 mm warms wm mum man 1 .4 32mm -u -a "no oogv omam (amoww :Hsmu '9 'a us an M4 vusv mum '1 1 SELLON - 5m m: 1mm .53) (v3 531 m= mount '53) we ensure Hva mu: XEIH MH .I. OL .le WHOJ 01 LIA waos :amN g?g LZ LLWLOL was ?2 VLWLOI. was <2 3d c Elli/.01. 9 (MW ?9'0 '0'0 "919%: SSH (MIN TIVM -9'0 '00 "gm SSH 'Qd 1nN XEIH MH DUI 9 NM @10ng 3/99 LZ TM .91) rtro .919? SSH 9 10'3": 3d c f; (ammnw 1nN XEIH MH DUI NM MUQJJ %9 L2 TM .9'0 ?1?0 lad (VJ lt?= .LHSXEM .153) I (v3 531 93l= man/a 153) 3d d1 'lc S 91mm 9 we angzw we mgL'C OJ. LIA mm 23mm 01 waos 9LWLOL 3d d ELWLOL 1nN XEIH MH DUI 9 NM 8/99 Ll 9 (?le ?9'0 '0?0 SSH 'Od (?le Tle ?cro SSH 'Od 3d c 9 1nN XEIH MH nu 35*? NM ?094:1 VLZ 0L TNM 5?0 W0 'Scl 9 z; (334wa 3d c MILOL (ammo (ammo 1nN XEIH MH nu - NM 551094;! WELL 9L TM .91) .QH 'CJcl 9 3dch ELMOL 89 Du wowag/aads I uogdyasaa uono _42_ _43_ 11/4.? C4x7.25 9:11? 840 CHANNELS 108M19 A (EST. WEIGHT 25.6 LBS EA.) 11/4.? GAGE C4x7.25 8:11? 588 CHANNELS 108M2O (EST. WEIGHT =5.0 LBS EA.) EE 2 CIVEIEIHL BAR gm 1210/8? (A36) 840 IO8UBBO (EST. WEIGHT =19 LBS EA.) 4 7" CIVEIEIHL ?9 BAR gm (A36) 588 IO8UBSO (EST. WEIGHT LBS EA.) SHOP BILL OF MATERIAL Quan Mark Description Inches Spec/ Remarks 840( 10131119 3 CHANNEL C4-x7.25 91/4 1011120 ?3 CHANNEL C4x7.25 81/4 108U560 BOLT BAR 5?8? 101/8 $35 STD WASHER EACH F436 1680 ANCO LOCKNUT 588 BOLT 588 BAR 71/3 1176 STD WASHER EACH F436 1176 ANCO LOCKNUT 1. MATERIAL: ASTM A36 (U.N.). PIPE 553 GR. B. GENERAL NOTES TUBNG A500 GR. E. 2. WED IAIN. THISLE STRBIGTH: 7W 5. PLANT WELDEJ CONNECTIONS TO BE SEAL WED 4 SURFAC PREAMTION: SSPC SP2 5. FINISH: n. GALVANIZE N.L SHIPPING TO BE DIE STAMPS) PRIM T0 GALVANIZING. 5 1/15/15 WEB CORRECTION TO PIECE MARKS 0 11/3/17 WEB Dab RELEASED FOR JOB USE By DRAWING ESTIMATED WEIGHT 10240 LBS KOZK SPLIT PIPE REINFORCING (U-BOLTS AND CLAMPS) 1891'-0 GUYED TOWER SPRINGFIELD, MO 108 mm Nm:17.289.002 an WEB coma Dutc11/3/17 Tower Collapse in Fordland, Missouri Investigation of the April 19, 2018, Communication _44_ 3" 4_4 PL 2?0? 6 LINK PLATES IOQLPI (EST. WEIGHT =40.9 LBS EA.) (GUY #6 TOWER END) 3 LINK PLATES 109LP2 (EST. WEIGHT =91.9 LBS EA.) (GUY #6 TOWER END) FIE) 3? 3? PL 12 PLATE WASHERS IO9P2 SHOP BILL OF MATERIAL Quan Mark Description Ft. Inches Spec/ Remarks 109LP1 UNK PLATE 109LPZ UNK PLATE 109P1 PLATE WASHBI (. A (EST. WEIGHT LBS EA.) (GUY #6 TOWER END ANCHOR END) 109P2 PLATE GENERAL NOTES 1. MATERIAL: ASTM A36 (U.N.). PIPE A53 GR. B. 5. FINISH: TUBNG A500 GR. E. n. GALVANIZE 2. WED IAIN. THISILE STRBIGTH: 7W 5 ML SHIPPING T0 5. PLANT WELDEJ CONNECTIONS TO BE SEAL wanna BE DIE PRIM T0 GALVANIZING. WED 4 SURFAC PREAMTION: SSPC SP2 5 1/15/18 WEB UPDATED PART 109P1 0 11/3/17 WEB RELEASED FOR JOB USE Dab By 6 KOZK smut Na.: 109 Picket Nm:17.289.002 1891 GUYED TOWER "x6" 6 PLATE WASHERS IOQPI ?s-m SPRINGFIELD, MO .. (EST. WEIGHT =18 LBS EA.) 11/3/17 (GUY #5 TOWER END) . LINK PLATES DRAWING ESTIMATED WEIGHT 560 LBS ??3353: ma mmw. Tower Collapse in Fordland, Missouri D: 3+ 5 Investigation of the April 19, 2018, Communication _45_ CHAMFER ALL AROUND BOTH SIDES BAR 11%" 6 PINS IIOGPI (EST. WEIGHT =22.3 LES EA.) (GUY Is Tom END) CHAMFER ALL AROUND BOTH SIDES SHOP BILL OF MATERIAL Mark Description Inches Spec/ Remarks IIOGPI PIN BAR 35? 0 1 MI WWI BOLT 0 5 LKNT, EACH IIOGPZ PIN BAR 35? I 91/4 W36 BOLT 5 LKNT, m4 110PWI PLATE WASHEI 0 2% A56 2" 5" 5" igg} BAR 3% (A572?5o) 3 PINS IIOGPZ (EST. WEIGHT =42i6 LBS EA.) (GUY #5 ANCHOR END) a 80 PLATE WASHERS (EST. WEIGHT =o.7 ms EA) GENERAL NOTES 5. FINISH: 1. MATERIAL: ASTM A36 (U.N.). PIPE 553 GR. B. TUBNG A500 GR. E. 2. WED MIN. THISILE 7W 5. PLANT WELDEJ CONNECTIONS TO BE SEAL mm 4 SURFAC PREAMTION: SSPC SP2 6 N.L SHIPPING To a. GALVANIZE BE DIE PRIM T0 GALVANIZING. 11/3/17l WEB RELEASED FOR JOB USE 0 ml DablBlewlann DRAWING ESTIMATED WEIGHT 320 LBS KOZK TOWER 15am!!- SPRINGFIELD, MO GUY 1891 GUYED 110 mm Nm:17.289.002 Tower Collapse in Fordland, Missouri Investigation of the April 19, 2018, Communication SHOP BILL OF MATERIAL Quan Mark Description Ft. Inches Spec/ Remarks 179 SUPPORT ANGLE L3x3xI/4 4-1/4 A307 BOLT 3V4 LKNT, EACH A307 BOLT 4-1/4 LKNT, EACH A36 ALL THREAD 101/2 LKNT, EACH 7 SUPPORT ANGIE 7/1617X?l?l/16H 1,?11? 1% ?46? A (L3x3xi I79 SUPPORT ANGLE TITSAT (EST. WEIGHT =66 LBS EA.) I. II (L3x3leL 7 SUPPORT ANGLE IHSAZ (EST. WEIGHT =54 LBS EA.) L3x3xI/4 1 11/4 A325-X BOLT 1% LKNT, EACH 2m GENERAL NOTES 1. MATERIAL: ASTM A36 (U.N.). PIPE 553 GR. B. TUBNG A500 GR. E. MIN. THISLE STRBIGTH: 7W 5. PLANT WELDEJ CONNECTIONS TO BE SEAL wanna 4 SURFAC PREAMTION: SSPC SP2 5. FINISH: n. GALVANIZE N.L SHIPPING TO BE DIE STAMPS) PRIM T0 GALVANIZING. 1 1/3/17l WEB RELEASED FOR JOB USE 0 DablBlewlann IDRAWING ESTIMATED WEIGHT 1220 LBS KOZK 1891 GUYED TOWER 15am!!- SPRINGFIELD, MO SUPPORT ANGLES 111 Shut Nu: my?: Nm:17.289.002 an WEB Tower Collapse in Fordland, Missouri Investigation of the April 19, 2018, Communication SHOP BILL OF MATERIAL Ouan Mark Description Inches Spec/ Remarks ONE 112816 SUPPORT ANGLE ONE L3x3xI/4 I 8% W36 BOLT 0 21/2 LKNT, WASHER ONE 1123M SUPPORT ANGLE ONE L4x3xI/4 2 W36 BOLT 0 2 LKNT, m4 _47_ (L3x3x41L ONE SUPPORT ANGLE II2SA3 2g? (EST. WEIGHT =82 LBS EA.) ,ll?ggn (L4x3x41r 221%? ONE SUPPORT ANGLE II2SAA (EST. WEIGHT LBS EA.) GENERAL NOTES 1. MATERIAL: ASTM A36 (U.N.). PIPE 553 GR. B. TUBNG A500 GR. E. 2. WED IAIN. THISLE STRBIGTH: 7W 5. PLANT WELDEJ CONNECTIONS TO BE SEAL 4 SURFAC PREAMTION: SSPC SP2 5. FINISH: n. GALVANIZE N.L SHIPPING TO BE DIE PRIM T0 GALVANIZING. 11/ /17 WEB RELEASED FOR JOB USE Na. 3 M- I DRAWING ESTIMATED WEIGHT 25 LBS KOZK 1891 GUYED TOWER SPRINGFIELD, MO SUPPORT ANGLES ##NWJmamw 112 Picket Nm:17.289.002 an WEB Tower Collapse in Fordland, Missouri Investigation of the April 19, 2018, Communication ?48? \lN' ram PM 1n 216 216 L6x4x? 02?45? ONE SUPPORT ANGLE IIBSAS (EST. WEIGHT =5.0 LBS EAPLixz 01?2? ONE EILL PLATE IIEEPI (EST. WEIGHT =03 LBS EA.) SHOP BILL OF MATERIAL Ouan Mark Ft. Inches Spec/ Remarks ONE 113816 SUPPORT ANGIE ONE L6x4x% 0 4% W36 BOLT 0 2 LKNT, EACH ONE 1138M SUPPORT ANGIE ONE L6x4x3/h 0 61/2 W36 BOLT 0 2 LKNT, EACH ONE 113FP1 FILL PLATE ONE 0 A GENERAL NOTES 1. MATERIAL: ASTM A36 (um. PIPE A5: GR. 5. 5. FINISH: TUBING A500 GR. EI. n. GALVANIZE 2. was Imam.- MIN. mm: 6 NJ. SHIPPING To 5. PLANT WELDEJ CONNECTIONS TO aE SEAL wanna 8: DIE srum PRIOR To GALVANIZING. wan 4 sum? PREPARATION: SP2 I LO 0 [11/3/17] WEB RELEASED FOR JOB USE NaKOZK 113 MM ML. 17.289.002 an WEB 1891 GUYED TOWER L6x4x? 01?67? ONE SUPPORT ANGLE IIBSAB (EST. WEIGH 6. 7 LBS EA.) SUPPORT ANGLES DRAWING ESTIMATED WEIGHT 15 LBS mm: .mm IT. Tower Collapse in Fordland, Missouri Investigation of the April 19, 2018, Communication lcation 1ss0ur1 9#An9 ow "v 83 w; HEIMOL 03mg 0-. V1 9 won-Im?Auoa-mu 90L ?22 30 AJIOIJSV33 :lO OJ. CINV ?8/9 WOWINIW 3AVH OJ. OJ. cl? 989V WJSV 38 OJ. 1 19, 2018, Commun WW fl qua 3sn aor e103 a3sv373a 93M ll/E/ll the Ap Tower Collapse in Fordland, igatlon 0 Invest "705: 38M. ISIV 38 TIV OJ. H3HOJOV30NVW ADO 90L 172 30 30 3HJ. 3O SGN3 3o .9 NIHJIM OJ 33o a3>+ova N3HJ. an snoa?n 3HJ NO sav3aHJ 3o HJ3N33 33n3 NMOCI N03 33 OJ. 33v 0L 'J3oa?n 333 sa3Hsvm mo (3) OMJ. A?Iddns '6 BXOOS 53M NO 8an G3333wnN 3>n3 30 333mm JSOW olen 8an les '9 038 917 NO N380 803 833WVHO ?12 em 3savoo 3o JO38800 303 3avo HJIM mo 33 OJ SCIV38HJ. '9 38 OJ M13 '9 '3vamn 30 2409 OJ. 0x10330033 0er 35333333 '17 4: ?J_33_-l 00L 83c! 33ONVH330J '33anJ3v3anw AEI 3a OJ ms) 3an3v '2 ONIJVOO 38 OJ. 7S3JON 09# A00 3N0 89# M10 3N0 M10 3N0 ??lgai?v3viizn?)onaJs 303 a3anJOV3anw AH - A . 3HIM G3ZINVA3VO f: KO mmaa: m: C) Pg: SI: 3333 30 e? GIW NO 33 OJ wanJonaJs 303 NOISN3J ONIHHSV3W . woe os 30 Nomsocl 33mm HJ9N33 33n3 /a3i73d$ 33023 N3d0 CIV3PJHJ. 3SEIVOO ZL (NOISN3J HJON33 A38W3SSV WVHJOV) S83 V2923 NOISN3J Jv 5 OJ 3 ?Ev?,gsz (NOISN3J A38W3SSV WVDJOV) NOISN3J Jv (xv?.764? (NOISN3J 83GNO 3VOJOV) $83 172923 NOISN3J Jv ZOJ _49_ Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Appendix C PHOTOGRAPHS (APRIL 23, 2018) – 50 – Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Figure C- 1 Figure C- 2 – 51 – Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Figure C- 3 Figure C- 4 – 52 – Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Figure C- 5 Figure C- 6 – 53 – Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Figure C- 7 Figure C- 8 – 54 – Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Figure C- 9 Figure C- 10 – 55 – Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Figure C- 11 Figure C- 12 – 56 – Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Figure C- 13 Figure C- 14 – 57 – Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Appendix D PHOTOGRAPHS (AUGUST 1, 2018) – 58 – Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Figure D- 1 Figure D- 2 – 59 – Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Figure D- 3 Figure D- 4 – 60 – Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Figure D- 5 Figure D- 6 – 61 – Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Figure D- 7 Figure D- 8 – 62 – Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Figure D- 9 Figure D- 10 – 63 – Investigation of the April 19, 2018, Communication Tower Collapse in Fordland, Missouri Figure D- 11 Figure D- 12 – 64 –