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Home My WebLink AboutSTRUCTURAL CALCULATIONSU915 MORRISON HERSHFIELD STRUCTURAL CALCULATIONS Site Number: A2POO44C Site Name: SBA SWAIN ROAD Address: 1401 Swain Road Fort Pierce, St. Lucie Co., FL 34947 Project#: TMB-054/7160009 MOUNT ANALYSIS— PASSING F—Summary of Results I Mount Components 158.8% 1 For T-Mobile Date: 9/27/16 Prepared By Morrison Hershfield Corporation 1455 Lincoln Parkway, Suite 500 Atlanta, GA 30346 Phone: (770) 379-8500 Fax: (770) 379-8501 G. Lance Cooke, P.E. (FL License No. 68787) Senior Engineer Certificate of Authorization # 8505 SCANNED BY St. Lucie Countv C E C �O E No 68787 11!� ST.A,TP OF .:'t/ Z 9 . U� I" 1AM L % Proj;ct #: TMB-054 / 7160009 1 V11A Date: 912712016 Site #: A2120044C MORRISON HERSHFIELD By. MK 1.0 INTRODUCTION This is a 450-ft tall guyed tower. Existing and proposed antennas and equipment are installed on the existing Connect -it #: VF13-3-96 Sector Mount. Coordinates: Latitude 27.435806* N, Longitude 80.377639* W The purpose of this mount analysis is to verify the structural integrity of the existing mount to support the existing and proposed telecommunication equipment. 2.0 REFERENCES 1. 2014 Florida Building Code (2012 IBC w/State Amendments) 2. ASCE 7-10, Minimum Design Loads for Building and Other Structures 3. AISC 325-11, Manual of Steel Construction 4. ANSI/TIA-222-G, Structural Standard for Antenna Supporting Structures and Antennas 5. Construction Drawings: Morrison Hershfield, Site ID #: A2POO44C, dated 08/17/2016 6. Tower Structural Analysis: FDH Velocitel, Project #: 15CBV01400, dated 10/26/2015 7. Mount Assembly Drawings: Connect -it Wireless, Inc., Drawing#: L13ENG028, dated 04/05/2013 3. 0 A NA L YSIS CRITERIA: 0 Design Wind Speed: 158 mph (Ultimate 3-sec gust wind) with no radial ice (ASCE 7-10) 0 Risk Category: 11 0 Importance Factor: 1.0 (wind) 0 Exposure Category: C a Topographic Category: 1 I Project#: TMB-054 / 7160009 Date: 912712016 Site #: A2POO44C 4.0 ANALYSIS LOADING: MORRISON HERSHFIE:LD By. MK Elev. (ft) Antenna Description Carrier Location TX -Lines Notes PROPOSED 232.0 (3) Nokia FRIJ RRU T-Mobile 1 (3) Nokia FHFB RRU EXISTING 232.0 (6) Cellmax CMA-BDHH/6520/EO-8 Panel 600/1800/3000 (12) 1-5/8" (1) 1.584" HCS (3) Andrew DBXNH-6565B-A2M Panel (3) Andrew TMA-S-DB1921-DD-A TMA (1) Raycap ASU9338TYPOl Junction Box (3) Nokia FRIG RRU 3 (2) Nokia FXFB RRIJ Note: Any discrepancies in loading from this listing should be brought to Morrison Hershfield's attention; results of this assessment cannot be used if the loading is different. 1. Proposed antennas and equipment are to replace existing or be added on existing sector mount. 2. Existing antennas and equipment to remain. 3. Existing antennas and equipment to be removed and have not been included in this mount analysis. 5.0 ASSUMPTIONS AND ANALYSIS PROVISIONS: 1. The tower, foundatiori, and antenna supporting mounts were constructed according to applicable code. 2. The tower and antenna supporting mounting system have been maintained according to - construction document and manufacturer's specifications. , 3. The tower and its components, including antenna supporting mounts have not been compromised. 4. The analysis of the existing tower is outside of the scope of this report and has not been performed. 5. This report is not a construction document. Project #: TMB-054 / 7160009 W6 A Site #: A2P0044C MORRISON HERSHFIELD 6. 0 WIND LOAD CALCULATIONS ON APPURTENANCES: Designed Criteria for existing and proposed appurtenances: Vo 122 mph Basic wind velocity without ice Vi 30 mph Basic wind velocity with radial ice ti = 0.0 in Radial ice thickness ti,= 0.0 in Ice thickness per height z = 232 ft Antenna rad center elevation above base I = 1.0 Importance factor for wind Expo. = "C" Exposure category Topo. = I Topographic category Ho = 0 ft Crest height above surrounding terrain GH = 0.85 Gust response factor for appurtenance strength (222-G 2.6.7.1) Kd = 0.85 Wind direction probability factor for appurtenance (222-G Table 2-2) Ka = 1.0 Shielding factor for appurtenance (222-G 2.6.9.4) NO ICE - Date: 912712016 By. MK Description Weight K, qz CAAc CAAc Front Side lb Psf ft, ft2 CMA-BDHH/6520/EO-8 73.5 1.51 49.0 9.05 3.58 DBXNH-6565B-A2M 46.0 1.51 49.0 8.17 5.41 TMA-S-DB1921-DD-A 22.0 1.51 49.0 0.72 0.39 FHFB 51.0 1.51 49.0 2.42 1.52 FRIJ 60.0 1.51 49.0 -3.54 1.01 ASU9338TYPOI 1 25.0 1 1.51 1 49.0 2.76 1 1.22 1. T-Mobile's Existing (1) Cellmax CMA-BDHH/6520/EO-8 Panel Wind Load, Total of (6) Wind Azimuth Fa Fs 0 lb Ib 0 376.6 0.0 90 0.0 149.0 2. T-Mobile's Existing (1) Andrew DBXNH-6565B-A2M Panel Wind Load, Total of (3) Wind Azimuth Fa Fs Ib Ib 0 340.0 0.0 90 0.0 224.8 Project III: TMB-054 / 7160009 Date: 912712016 Site #: A2POO44C MORRISON HERSHFIELD By. MK 3. T-Mobile's Existing (1) Andrew TMA-S-DB1921-DD-A TMA Wind Load, Total of (3) WindAzimuth Fa Fs lb lb 0 29.8 0.0 90 0.0 16.3 4. T-Mobile's Proposed (1) Nokia FHFB Wind Load, Total of (3) WindAzimuth Fa Fs lb lb 100.5 0.0 90 0.0 63.2 S. T-Mobile's Proposed (1) Nokia FRIJ Wind Load, Total of (3) Wind Azimuth Fa FS lb lb 147.2 0.0 90 0.0 42.2 6. T-Mobile's Existing (1) Raycap ASU9338TYPOI COVP Wind Load, Total of (1) WindAzimuth Fa Fs lb lb 0 115.0 0.0 90 0.0 50.8 Prcj;ct #: TMB-054 / 7160009 1 JRIA Date: 912712016 Site #: A2POO44C MORRISON HERSHFIELD 7.0 WIND LOAD CALCULATIONS ON MOUNT MEMBERS: T-Mobile's Existing (1) 13' Sector Mount Wind Load, Total (3): ANSI[TIA-222-G Section 2.6.9.2.2: Effective Prodected Area for Mountino Frames Projected Area of Members on Front Pam: Af:- 7-1-ft 2 Projected area of flat components on ftont face Ar := 0.0 ft 2 Projected area of mund components on front face A, -.- 39.0 ft2 Gross area of the mount as it it were solid (Af . Ar) e Ag Solidity ratio of the mount Rrf:= 0.6� 0-4c 2 _ 0.6 Reduction factor for round elements cn:- 1 158� 1.05(0.6- 6) 1.8 if e :5 06 - 19 Force coefficrent for the mount 1 1-58 + 2.61(E - 0-6) 2.0 oth� EPAADT -- C.-(Af + Rrf Ar) - 12.&ft 2 Effective projected area of the mount ProjectedArea, of Members behind FrontFace., Afs:= Oft' A. -, Oft 2 FPAFN:- 0.5 (2.0 At, + 1.2-A,) - Olft'- Total Effective Projected Area: EPAN:- EPAp,,N + EPAFN - 129ft2 Projected area of flat components behind front face Projected area of round components behind front face Equivalent Cm Factors fbr Members on Front Face. Car- C� - 1.8 C,u — CW-Rf - 1-1 Ca factor for flat members on front face Ca factor for mund members on front face Equivalent Ca Factors for Member Behind Front Face: Ca = 10 for flat members and Ca = 06 for mund members. - L3x3xl/4 Angle (3" Width) — Main Horizontal Width = 3/12 0.25 ft, Elevation = 232.0 ft, Ca 1.8 w = q,GHC,A, (49.0 psfl*(0.85)*(1.8)*(0.25 ft) 18.7 lbs/ft - L2x2x3/16 (2" Width) — Horizontal Bracing Diameter = 2/12 = 0.17 ft, Elevation = 232.0 ft, Ca = 1.8 w = qzGHCaAa = (49.0 psfl*(0.85)*(1.8)*(0.17 ft) = 12.7 lbs/ft - L2.5x2.Sxl/4 (2.5" Width) — Boom Arm Diameter = 2.5/12 = 0.21 ft, Elevation = 232.0 it, Ca = 1.8 w = q,GHC,Aa = (49.0 psfl*(0.85)*(1.8)*(0.21 ft) = 15.7 lbs/ft By: MK Project #: TMB-054 / 7160009 I VA Date: 912712016 Site #: A2POO44C MORRISON HERSHFIELD - SR3/4 Rod (0.75" Diameter) - Boom Arm Bracing Diameter = 0.75/12 = 0.06 ft, Elevation = 232.0 ft, Ca = 1.1 w = q,GHC,A, = (49.0 psfl*(0.85)*(1.1)*(0.06 ft) = 2.7 lbs/ft PIPE-1.5 (1.875- OD) - Boom Arm Vertical Diameter = 1.875/12 = 0.16 ft, Elevation = 232.0 ft, Ca = 1.1 w = q�GHC�A� = (49.0 psf)*(0.85)*(1.1)*(0.16 ft) = 7.3 lbs/ft - PIPE-2.0 (2.375- DID) - Mast Pipe & Stiff Arm Pipe Diameter = 2.375/12 = 0.20 ft, Elevation = 232.0 ft, Ca = 1.1 w = q,GHC,A, = (49.0 psf)*(0.85)*(1.1)*(0.20 ft) = 9.2 lbs/ft This mount analysis has been performed in accordance with the 2014 Florida Building Code, 51h Edition based upon an ultimate 3-second gust wind speed of 158 mph converted to a nominal 3-second gust wind speed of 122 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category C with a maximum topographic factor, Kzt, of 1.0, and Risk Category 11 were used in this analysis. A concentrated live load of 250 lbs at a selected two worst case locations, these two load cases were considered to act independent of each other. The following load combinations were considered in this analysis: 0 1.4 DEAD 0 1.2 DEAD + 1.5 LIVE 0 1.2 DEAD 1.6 WIND X 0 1.2 DEAD 1.6 WIND Z a 0.9 DEAD 1.6 WIND X a 0.9 DEAD 1.6 WIND Z The mount geometry and member details have been taken from the Connect -it #: VF13-3-96 Assembly Drawings. The existing and proposed loading were taken from the construction drawings completed by Morrison Hershfield, Site ID #: A2130044C, dated 08/17/2016. The existing sector mount was analyzed using RISA-31) model. From the Risa-3D analysis, the sector frame mount is capable of supporting the existing and proposed equipment configuration [See attached RISA-3D output]. By. MK Proj;ct #: TMB-054 / 7160009 1 VdA Date: 912712016 Site #: A2POO44C MORRISON HERSHFIELD By. MK U.—ha, �—' . I h— I �w I n -.s.. -.;. -1. n� .-- 1— M4 L3x3x4 .588 26 11 .041 130 z 6 19908 - 146656 -688P-7- I H2-1 2 M32 PIPE 2.0 .565 36 3 .121 0 12957 --- 33048 -92! 1-9- 265 H1-1b 3 M1 L3x3x4 .525 26 11 .078 13 z 2.0-L 46656 -F81 Z7- I H2-1 4 M19 1-2.5X2.5x4l .348 46.726 3 .118 52.773 z -L 3 2051 --- 38556 11125 319 H2-1 5 _.MIO_ HSS3X3X4 348 a 5 .071 11.7 z H�L 79056 �69( �--6- 463 H1-1b 6 M31 HSS3x3x4 .337 0 4 .064 0 z -L 4 T750 --- 79056 169( 6-6- A87 HI -lb 7 M17 L2.5x2.5x4 .322 52173 6 .080 52,773 v 2051 ... 38556 .11, 25- A13 H2-1 8 M16 L2.5x2.5x4 .317 52173 6 096 52.773 _L 1_ 2051 --- 38556 -11,2-5- 124 H2-1 9 M18 L2.5x2-.5x4. �303 46726 1 3 123 92,773 Z 3 2051 --- 3&556 .11, 2 5- -398 H2- 10 M5 PIPE 2-OT 2-20 13-4-1-2-5-F _6 1' 043 1 12375 111805 ... 33D48 11.92! U-41.9711 MAI, 1 L E 'E 22:00 PIP 1' 6 1 152 15 1L� -925"-9- 864 HI -lb 1:L M� :�20' T3 T33 25 3: 1 6 :07gl 0� 18:3 37g 1 14 4 1,805!!fl 3W 8 Hl-lb V M15 I L5x3x8 1 .167 1 9 1 6 1 .080 1 9 1 v 1611,65 ... P215OT-UNIZ.-P-3691 H2-1 14 M14 I L5x3x8 1 .133 1 9 1 7 1 .072 1 9 1 z 13111 M-62 ---VA631 H2-1 1 M23 I PIPE 1.5 1 126 1 36 1 3 1 .036 1 0 1 13 12038 --- 12426- . _g12 H I q�- - - ---' Based on our analysis, the maximum force on any of the connections of the mount assemblies to the tower are much less than the minimum required 10-kips; therefore, by inspection, all connections are determined to be sufficient for the proposed loading. Summary of Mount Analvsis Results: The existing 13' Sector Mount will be sufficient to support the existing and proposed equipment. 9.0 RECOMMENDATIONS. 1. All assumptions made in this analysis should be carefully reviewed. Morrison Hershfield should be contacted for any discrepancies so that a full assessment may be made to validate the results of this analysis. 10.0 ATTACHMENT: z Risa-3D Output y A, z x Envelope Only Solubon Morrison Hershfield MK TMB-054 / 7160009 I SK - 1 A2POO44C / SBA SWAIN ROAD I Sept 27, 2016 at 5:46 PM TMB-054—Sector Mount.r3d NONE Loads: BLC 1. DL Envelope Only Solution Morrison Hershfield MK TMB-054 / 7160009 A2P0044C / SBA SWAIN ROAD SK-2 I Sept 27, 2016 at 5:47 PM I TMB-054—Sector MountAd y A z x Loads: BLC 2, LL1 Envelope Only Solution Morrison Hershfield MK TMB-054 / 7160009 A2POO44C / SBA SWAIN ROAD SK-3 Sept 27, 2016 at 5:47 PM TMB-054—Sector MountAd y A, z x Loads: BLC 3, LL.2 Morrison Hershfield MK TMB-054 / 7160009 ISK-4 A2P0044C / SBA SWAIN ROAD I Sept 27, 2016 at 5:48 PM TMB-054—Sector Mount.r3d y A z x Loads: BLC 4. Wind X Envelope Only Solufion Morrison Hershfield MK TMB-054 / 7160009 I SK - 5 A2P0044C / SBA SWAIN ROAD I Sept 27, 2016 at 5:48 PM TMB-064—Sector Mount.r3d IS Loads: BLC 5, Wind Z Envelope Only Solufion Morrison Hershfield MK TMB-054 / 7160009 ISK-6 A2P0044C / SBA SWAIN ROAD I Sept 27, 2016 at 5:48 PM TMB-064—Sector Mount.r3d Code Check No Calk � 1.0 .90-10 .7&.60 .50,75 0.150 c .12 I Morrison Hershfield SK-7 MK A2P0044C SBA SWAIN ROAD Sept 27, 2016 at 6:06 P TMB-054 / 7160009 TMB-054—Sector MountAd Company Designer 00'ORKSAJob Number T E C H N 0 L 0 G I E S Model Name Global Morrison Hershfield MK TMB-054/7160009 A2130044C / SBA SWAIN ROAD Display Sections for Member CaIcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Increase Nailing Capacity for Wind? Yes Area Load Mesh (in A 2) 144 Mer,qe Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Autornaticly Iterate Stiffness for Walls? Yes Maximum Iteration Number for Wall Stiffnes 33 Gravity Acceleration (in/se&2) 386.4 Wall Mesh Size (in) 12 Eigensolution Convergence Tol. (I.E-) 4 verticaL is �XLZ !Global Ober Orientation Plane I I Static Solver I Sparse Accelerated I Dynamic Solver I Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10): LRFD Ad'ust Stiffness? Yes(Iterative) RISAConnection Code AISC 14th(360-10): LRFD Cold Formed Steel Code AISI S1 00-10: LRFID Wood Code None Wood Temperature < 100F Concrete Code None Masonry Code None Aluminurn Code None --Building Number of Shear Regions 4 Region Spacing Increment (in) 4 Biaxial Column Method Exact Integration Parma Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? No Bad Framing Warnings? No Unused Force Warnings? Yes 1 Btar.Diarn, SDacing? 0 NREBAR lWin concm e eba Set SET ASTMA615 Min % Steel for Column 1 Max % Steel for Column 18 Sept 27, 2016 Checked By: TH RISA-31D Version 12.0.0 [CA ... \ ... \ ... \ ... \TMB-054 MMAnalysisUMB-054—Sector Mount.r3d] Page 2 Company Designer hERKSAJob Number r E C H N 0 L 0 G I E S Model Name Global, Continued Morrison Hershfield MIK TMB-054/7160009 A2POO44C /SBA SWAIN ROAD Seismic Code ASCE 7-10 Seismic Base Elevation (in) Not Entered Add Base Weight? Yes Ct Z .02 Ctx .02 T Z (sec) Not Entered T X (sec) Not Entered R Z 3 R X 3 Ct Exp. Z .75 Ct Exp. X .75 SDII 1 SIDS 1 S1 1 TL (sec) 5 Risk Cat I or 11 Seismic Detailing Code ASCE 7-05 0nnZ 1 ornx 1 Rho Z 1 Rho X I Sept 27, 2016 Checked By: TH Hot Rolled Steel Properties Label Msoi I u Th8mn 11..De fk.. Yield 's,, s 'sil R,_ luLsil RI Lt" —L F-1-T— A36 Gr.36 0 1154 1 .3 .66 149 f 36 .5 1 58 1.2 Hot Rolled Steel Section Sets I �k.l Q�— T,— n..;— i;.f A n i,�, r i, r I H�Al 1 Main Horizontal L3x3x4 Beam Sinai Anale A36 Gr.36 Typical 1.44 1.231.23 .031 2 Horizontal Bracing L2x2x3 HBrace 5inole Ancile A36 Gr.36 T ical .722.271.271 .009 3 Connecting Angle L5x3x8 Beam Sinale And A36 Gr.36 T ical 3.75 2.559.43 .3122 4 Boom Arm L2.5x2.5x4 VBrace Single And A36 Gr.36 T ica1111111 .692.692 .026 5 Boom Arm Bracing SR 3/4 VBrace BAR A36 Gr.36 T icall .442.01 .016 .031 6 Boom Arm Vertical PIPE 1.5 Beam Pine A36 Gr.36 Typical .749.293.293 .586 7 Mast Pipe PIPE 2.0 Column Pipe A36 Gr.36 T ical 1.02.627.627 1.25 8 Stiff Arm Pipe PIPE 2 �O Beam Pipe A36 Gr.36 T ic 1 1 ' 02 ' 627.627 1.25 i Connection 3T PSS 3x4 1 am SquapTubej A36 Gr.36 T ic 1 2.44 3.023.02 5.08 v9o- VertiGal Support PIPE 2.0 1 22mn 1 �Ine A36 Gr.36 T ic 1 1 n9i A971 r27 1 2 Joint Boundary Conditions 1�;�# I �k�f v rw;-i v run-i 7 run,i v o-. m w—�i v om r� w—Ai 7 Pm n,-hi—Ai P—f;- 1 1 1 53 1 Reaction Reaction 1 Reaction Reaction 2 N52 Reaction Reaction I Reaction Reaction 3 N54 Reaction Reaction I Reaction N59 Reaction Reaction I Reaction Basic Load Cases RISA-31D Version 12.0.0 [CA ... \ ... \ ... \ ... \TMB-054 MA\Analysis\TMB-054—Sector Mount.r3d] Page 3 Company Morrison Hershfield Designer MK Job Number TMB-0541 7160009 T E C N N 0 L 0 G I E S Model Name A2POO44C / SBA SWAIN ROAD Sept27,2016 Checked By: TH Basic Load Cases (Continued) BLQ-[�escuption Cat-egoU X Gr..,Y Gr.. Z Gra.. Joint Pqint Distobuted Area(Member)Purface(RI 11 Wind Z I WLZ I I i 1 6 I 26 Load Combinations mwf M-R Envelope Joint Reactions Ininf Y nhi I r. v nhi I C, 7 nhi 1 r KAY rk-f+i I el. KAY ne-M 1 r. R47 ne-ftl 1 r. 1 N53 max 1297.547 8 1 672.717 3 1454.015 10 0 1 2.121 1 8 1 0 1 2 min -1431.771 5 1 345.785 11 -3297.938 7 0 1 -2.269 1 5 0 1 3 N52 max 1332.623 4 1 686.64 3 2971.242 6 0 1 2.193 4 0 1 4 min -1203.592 9 1 355.888 10 -1125.401 11 0 1 -2.019 9 0 1 5 N54 max 42.037 1 245.495 9 0 1 0 1 0 1 6 min -42.808 9 -249.01 4 0 1 0 1 0 1 7 N59 max 168 ' 162 5 1 544.881 5 0 1 0 1 0 1 8 min -163.283 13.682 9 -537.212 8 0 1 0 1 0 1 9 Totals: max 2406.203 4 9 00 3 4349.445110 1 10 min -240r 9n'A 9 -3 �7 11766 . 951 11 4349.4511 7 1 Envelope AISC 14th(360-10): LRFD Steel Code Checks KA.�h., qh�,. ('h.,L I �'n.l I C�� qhanr I rW nir I r' �H-P �WP �hi' �hi r% P�� 1 M4 L3x3x4 .588 26 11 .041 130 z 16 9908 ... [46656 1.6812.7.. 1 1-12-1 2 M32 PIPE 2.0 .565 36 3 .121 0 3 2957 ... 33048 1.92 1.9..2.265 1-11-1b 3 M11 L3x3x4 .525 26 11 .078 13 Z 6 9908.... 46656 1.68 2.7.. 1 1-12-1 4 M19 L2.5x2.5x4 .348 46.726 3 .118 52.773 z 3 2051 ... 38556 1.11 2.5..2.319 1-12-1 5 M30 HSS3x3x4 .348 0 5 .071 11.7 z 5 7750 ... 79056 6.6916.6..1.463 1-11-1b 6 M31 HSS3x3x4 .337 0 4 .064 0 z 4 d775O..... 79056 6.69E 6.6..1.4817 1-11-1b 7 M17 L2.5x2.5x4 .322 52.773 6 .080 52.773 v 1 2051 ... 385561.11�2.5..2.413 112-1 8 M16 L2.5x2.5x4, .317 52.773 6 .096 52.773 2051 ... 0 1 38556 1.11 � 2.5.. JR2 82 H2-11 9 M18 L2.5x2.5x4 .303 46.726 3 1 .123 52773 z 3 2051 ... 38556 1.11 � 2.5.. P.398 1-12-1 1 10 1 M5 PIPE 2.0 .220 34.125 6 .043 18.3751 11111805 ... 33048 1.92E 1.9..1.971 H1-1b 11 M3 PIPE 2.0 .208 33.25 6 .071 53.375 1 14 11805 ... 33048 1.92,11.9..1.864 H1-1b 12 M2 PIPE 2.0 .203 33.25 6 .039 18.375 4 1805 ... 33048 1.92! 1.9..2.245 H1-1b 13- M15 L5x3x8- .167 -9 6 .080- 9-- V- &_ jj�L = 3.66� 12 ... 1.369 1-12-1 14 M14 L5x3x8 .133 9 7 .072 9 z 3 1165...12150(3.66912 ... 1.463 1-12-11 15 M23 PIPE 1.5 .126 36 3 .036 0 3 2038... 2426... 1.1311.1..2.269 H1-1b 16 M24 I SR 314 .111 54.312 6 .007 54.312 7 4758.....1431....179.179 1.96 HI-1 17 M13 I L2x2x3 .099 49.518 4 .028 49.518 v 1 9967... 9 96 339... 9 $T.-71.1..2.152 .558 1 1 - 1 662 - 1 1-12-1 18 M21 2 E 1:5 -017 0 1 4 1 0 3 0 2038.. 2426 13 1-11-1b 1 19 M3� PE �0 PIP 54.25 9 5 :9�3 006 0 5 1202.... 04 330 8 2� 1.92-i.9..1.136 �11�1979 H1-1b 20 1 M27 I SIR 3/4 :095 061 0 1 6 1 .006 1 0 6 8332 . . . . . . 143 1 .179 2.1 q RISA-31D Version 12.0.0 [CA ... \ ... \ ... \ ... \TMB-054 MMAnalysisUMB-054-Sector Mount.r3d] Page 4 . 1 4 Company Morrison Hershfield Sept 27, 2016 RROSADesigner MK Job Number TMB-054 / 7160009 Checked By: TH T E C H N 0 L 0 G I E S Model Name A2POO44C / SBA SWAIN ROAD Envelope AISC 14th(360-10): LRFD Steel Code Checks (Continued) .A —�-, ck --- n-A- �k-,L i —r;�i I � Qh— t —r-1 Mir I r nhi*P nhi*P r,hi* �hi r. h Pnn 21 1 M39 PIPE 2.0 .082 24.375 7 .030 12.5 16 2427 ... 33048 1.9211.9..1.416 F11-1b 22 M33 PIPE 2.0 .081 54.259 5 .006 0 14 1202 ... 33048 1.9241.9..1.136 Hl-lb 23 M12 L2x2x3 .078 19.601 6 .031 49.518 z 6 9967 ... 2339....5581.2..2.966 142-1 24 M28 SIR 3/4 .077 27.156 6 .010 27.1.56 7 8332...1431....179-179 2.178 H1-1b 25 M22 PIPE 1.5 .067 0 7 .012 0__ 6 2L3L 2426... 1.1371.1..2.107 H1-1b �26 M26 SIR 3/4 .066 0 3 .007 54.312 7 4758...1431...,179.179 2.074 H1-1b 27 M29 SIR 3/4 .062 27.156 7 .008 27.156 6 8332 ... 1431....179.1791-911 1-11-1b 28 U13 1 T 2 -0 24375 7 .015 12.5 --4 2427 ... 33048 t-92,- T.-9. F5-9-6 111-1b 29 M�E 0 12 P�F PE 1:05 1 0552 0 0 2038 ... 2426 ... 1.1371.1-11 , 981 30 M25 I SR3/4 1 .044 0 7 :Q17 063 0 7 8332 .... 1431 .. 1 .1790-2591 HI -lb I RISA-3D Version 12.0.0 [CA ... ... \TMB-064 MA\AnaIysis\TMB-054—Sector Mount.r3d] Pa