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Home My WebLink AboutAPPROVED, Structural Analysis Atlanta | Boca Raton | Charlotte | Chattanooga | Nashville | Knoxville | Orlando 750 Park of Commerce Drive | Suite 200 | Boca Raton, FL 33487 www.bennett-pless.com February 17, 2021 Matthew Lackey Tower Engineering Professionals, Inc. 3401 St. Vardell Lane, Suite A Charlotte, NC 28217 Dear Mr. Lackey: Re: Structural Opinion Letter Site Number: 669026 Site Address: 10600 S. Ocean Drive Site Name: Oceana South Condominium Jensen Beach, FL 34957 Site Owner: -Unknown- Lat/Long: 27°16'22.3" N / 80°12'17.6" W Site Type: 128.5/117.5 ft RAD B&P Job No: 21.03.016.003 We have completed our structural analysis of the proposed equipment installation on the foregoing existing equipment platform, the connection of the existing antenna mounts to the existing walls, as well as the existing building to determine their ability to support the new loads proposed by Verizon Wireless. Information on the existing building structure was obtained during a site visit by Bennett and Pless on January 28, 2021. Information on the proposed installation was taken from the post-mod mount analysis performed from by Maser Consulting, dated November 30, 2020. The existing cabinet installations at the equipment platform were obtained from the Rooftop Installation Analysis performed by Tectonic Engineering, dated March 7, 2012. Verizon Wireless’ final proposed installation is to include (12) antennas, (6) RRU’s, and (3) OVP’s. This installation also includes (3) existing cabinets mounted on the rooftop. The proposed antennas are to be installed on existing standoff mounts and existing pipe mounts. Certain wall attachments to be replaced as detailed in Maser Consulting Mount Modification Drawings, dated December 17, 2020. There are three different mounting installations which needed to be analyzed for the proposed antennas. The first mounting installation which required analysis includes antennas mounted on standoff mounts which are attached to the infill CMU wall. The second mounting installation includes pipe mounts which are directly attached to infill CMU wall using proprietary mounting brackets. Bennett and Pless has assumed that all of the CMU attachments to be 1/2” threaded rods embedded in hollow CMU block adhered using Hilti HY270 epoxy. The final installation considered are pipe mounts mounted directly to the inside face of the concrete parapet. Bennett and Pless assumes the 1/2" threaded rods embedded at least 3.5” into the concrete parapet and adhered with Hilti HY200 epoxy. All threaded rods are assumed to be A36 steel. This letter assumes all existing mounting pipes and frames are in good condition and only serves to evaluate the supporting structure and the anchorage to the supporting structure. Table 1 - Final Proposed Equipment Loading for Verizon Wireless The following proposed loading was obtained from the Maser analysis dated October 21, 2020: Antenna/Equipment Mount RAD Qty. Antenna Type 128.5 128.5 2 Andrew NHH-65B-R2B Panel 1 Verizon VZE01 Panel 1 AXP19-60-2 Panel 117.5 117.5 4 Andrew NHH-65B-R2B Panel 2 Verizon VZE01 Panel 2 AXP19-60-2 Panel - - 3 Ericsson 4449* RRU 3 Ericsson 8843* RRU 3 Raycap RHSDC-6627-PF-48* OVP Note: (*) Denotes equipment that is mounted on rooftop platform or directly to penthouse wall. Note: Proposed equipment above shown in BOLD. We have completed our structural evaluation in accordance with the current 2020 Florida Building Code, 7th Edition and the TIA Rev H Code. The following wind design criteria were used in the lateral evaluation: Ultimate design wind speed of 163 mph (Vult) – Exposure D / Risk Category II. See Appendix for calculations. Provided that the proposed equipment summarized in Table 1 is installed as outlined in the Maser Consulting mount analysis and mount modification drawings, it is our opinion that the existing structure will have sufficient capacity to support proposed installation of the appurtenances at the roof without major modifications. The anchorage to the concrete parapet will also have sufficient capacity to support the proposed loads. However, the attachment to CMU infill wall does not have sufficient capacity to support the proposed loads. Bennett and Pless would recommend that the existing anchorage be replaced with 1/2" thru-bolts into grout filled cells with plate washers on the back side of the wall. This would apply to all attachment locations at the CMU infill wall. Table 2 – Analysis Breakdown by Component Analysis Summary Analysis Component Utilization / Results Comments Anchorage to CMU 175% (Fail) Bond Strength Controls Strength of CMU Wall NA No net increase in loading as the antennas do not extend above the penthouse wall. Anchorage to Concrete Parapet 88% (Pass) Bond Strength Controls Strength of Existing Parapet 38% (Pass) Flexure Controls Steel Equipment Platform Analysis 58% (Pass) - Existing Concrete Columns Supporting Platform 3% Increase (Pass) Less than 5% increase in loading is acceptable per FBC Section 1103.2 Bennett & Pless, Inc. makes no warranties, expressed or implied, in connection with this report, and disclaims any liability arising from the ability of the existing structures to support the loads for which they were originally designed. Bennett & Pless, Inc. will not be responsible whatsoever for or on account of, consequential or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this report. The maximum liability of Bennett & Pless, Inc. pursuant to this report will be limited to the total fee received for preparation of this report. We appreciate the opportunity of providing our continuing professional services to you. If you have any questions or need further assistance please call us anytime. Sincerely, Bennett & Pless, Inc. Cory Blake, PE Project Engineer John Bozzetto, P.E FL PE # 71251 Manager, South FL Office 2/17/2021 This item has been digitally signed and sealed by John Bozzetto, PE on 02/17/2021 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Calculations Bennett and Pless, Inc.Job Title 750 Park of Commerce Dr, Ste. 200 Job Number Boca Raton, FL 33487 Calculated by p. 561-288-4248 Reviewed By: Mount Analysis Design Summary Design Criteria: Risk Category =II Design Standard: Basic Wind Speed =163 mph (Ult)Mounted on Roof?Yes Roof Ht.=120 Wind Speed w/ Ice =30 mph Base Elevation (AMSL)= Exposure Category =D Topographic Category =1 Crest Ht.=0 ft Centerline of Mount =115.0 ft @ 0°@ 30°@ 60°@ 90°@ 0°@ 30°@ 60°@ 90° 128.5 28 1 Flat 96 6.7 4.6 771 578 193 0 0 150 450 600 128.5 71.2 1 Flat 71.97 11.85 7.09 845 634 211 0 0 140 420 560 128.5 81.6 1 Flat 30.4 15.9 8.1 423 317 106 0 0 56 169 225 117.5 28 1 Flat 96 6.7 4.6 771 578 193 0 0 150 450 600 117.5 71.2 1 Flat 71.97 11.85 7.09 845 634 211 0 0 140 420 560 117.5 81.6 1 Flat 30.4 15.9 8.1 423 317 106 0 0 56 169 225 115 1500 1 Flat 96 30 24 2586 1939 646 0 0 532 1596 2128 115 3000 1 Flat 72 36 36 2268 1701 567.1 0 0 567.1 1701 2268 @ 0°@ 30°@ 60°@ 90°@ 0°@ 30°@ 60°@ 90° 26.1 19.6 6.5 0.0 0.0 5.1 15.2 20.3 0.0 0.00 in 28.6 21.5 7.2 0.0 0.0 4.7 14.2 19.0 0.0 14.3 10.7 3.6 0.0 0.0 1.9 5.7 7.6 0.0 26.1 19.6 6.5 0.0 0.0 5.1 15.2 20.3 0.0 28.6 21.5 7.2 0.0 0.0 4.7 14.2 19.0 0.0 14.3 10.7 3.6 0.0 0.0 1.9 5.7 7.6 0.0 87.6 65.7 21.9 0.0 0.0 18.0 54.1 72.1 0.0 76.8 57.6 19.2 0.0 0.0 19.2 57.6 76.8 0.0 @ 0°@ 30°@ 60°@ 90°@ 0°@ 30°@ 60°@ 90° @ 0°@ 30°@ 60°@ 90°@ 0°@ 30°@ 60°@ 90° 1.2 24.9 21.6 12.5 0.0 0.0 12.5 21.6 24.9 1.2 7.9 6.8 3.9 0.0 0.0 3.9 6.8 7.9 @ 0°@ 30°@ 60°@ 90°@ 0°@ 30°@ 60°@ 90° 1.2 0.8 0.7 0.4 0.0 0.0 0.4 0.7 0.8 1.2 0.3 0.2 0.1 0.0 0.0 0.1 0.2 0.3 Diameter 2.38 3/4" SR 0.75 Wt (lb/ft) 0.0 0.0 Wt. (lbs) EBRE Cabinet Battery Cabinet Projected Face 19 Width (in) VZE 01 Members 3/4" SR 2 " STD Antenna Mounting Pipe Mount Pipe VZE 01 Oceana South 21.03.016.003 CB JB (FAN) (lbs) (FAT) (lbs) VZE 01 *Per TIA Rev. H, Ice may be ignored when Design Ice Thickness is Less Than or Equal to 1/2 CSS AXP19-60-2 Design Ice Thickness= Battery Cabinet EBRE Cabinet Commscope NHH-65B-R2B TIA Rev H Commscope NHH-65B-R2B Depth (in) 2/11/2021 Appurtenance Summary Iced Wind Loads (FANi) (lbs) WtRad HeightDescription CSS AXP19-60-2 Commscope NHH-65B-R2B Round / Flat Quantity / Sector Length (in) (FAN) (lb/ft)(FAT) (lb/ft) Ext. Below Appurt. (FAN) (lbs) (FAT) (lbs)Total Length Ext. Above Appurtenance Mounting Frame Antenna Model CSS AXP19-60-2 Commscope NHH-65B-R2B VZE 01 CSS AXP19-60-2 2.375 0.75 Cas Projected Face W Radial Ice Cas (FAN) (lb/ft)(FAT) (lb/ft) Members 2 " STD Company Designer Job Number Model Name : : : : Bennett-Pless CB 21.03.016.003 Oceana South Checked By : __________ 2/11/2021 11:33:47 AM RISA-3D Version 19 [ Antenna Installation.r3d ]Page 1 Company Designer Job Number Model Name : : : : Bennett-Pless CB 21.03.016.003 Oceana South Checked By : __________ 2/11/2021 11:33:47 AM RISA-3D Version 19 [ Antenna Installation.r3d ]Page 2 Company Designer Job Number Model Name : : : : Bennett-Pless CB 21.03.016.003 Oceana South Checked By : __________ 2/11/2021 11:33:47 AM RISA-3D Version 19 [ Antenna Installation.r3d ]Page 3 Company Designer Job Number Model Name : : : : Bennett-Pless CB 21.03.016.003 Oceana South Checked By : __________ 2/11/2021 11:33:47 AM RISA-3D Version 19 [ Antenna Installation.r3d ]Page 4 Company Designer Job Number Model Name : : : : Bennett-Pless CB 21.03.016.003 Oceana South Checked By : __________ 2/11/2021 11:33:47 AM RISA-3D Version 19 [ Antenna Installation.r3d ]Page 5 Company Designer Job Number Model Name : : : : Bennett-Pless CB 21.03.016.003 Oceana South Checked By : __________ 2/11/2021 11:33:47 AM RISA-3D Version 19 [ Antenna Installation.r3d ]Page 6 Company Designer Job Number Model Name : : : : Bennett-Pless CB 21.03.016.003 Oceana South Checked By : __________ 2/11/2021 11:33:47 AM RISA-3D Version 19 [ Antenna Installation.r3d ]Page 7 Company Designer Job Number Model Name : : : : Bennett-Pless CB 21.03.016.003 Oceana South Checked By : __________ 2/11/2021 11:33:47 AM RISA-3D Version 19 [ Antenna Installation.r3d ]Page 8 Company Designer Job Number Model Name : : : : Bennett-Pless CB 21.03.016.003 Oceana South Checked By : __________ 2/11/2021 11:33:47 AM RISA-3D Version 19 [ Antenna Installation.r3d ]Page 9 www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: Bennett and Pless 750 Park of Commere Blvd, STE 200, Boca Raton, F 561-288-1187 | Masonry - Feb 10, 2021 Page: Specifier: E-Mail: Date: 1 John Bozzetto jbozzetto@bennett-pless.com 2/11/2021 Specifier's comments: 1 Input data Anchor type and diameter: HY 270 + threaded rod A36 1/2, HIT-SC 18x50 Item number: 2198021 HAS-V-36 1/2"x4-1/2" (element) / 2194247 HIT-HY 270 (adhesive) / 360485 HIT-SC 18x50 (sieve sleeve) Effective embedment depth: hef = 2.000 in. Material: ASTM A 36 Evaluation Service Report: ESR-4143 Issued I Valid: 1/1/2020 | 1/1/2021 Proof: Design Method ASD Masonry Stand-off installation: Profile: Base material: Hollow CMU, L x W x H: 16.000 in. x 8.000 in. x 8.000 in.; Joints: vertical: 0.375 in.; horizontal: 0.375 in. Base material temperature: 68 °F Installation: Face installation Seismic loads no Geometry [in.] www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: Bennett and Pless 750 Park of Commere Blvd, STE 200, Boca Raton, F 561-288-1187 | Masonry - Feb 10, 2021 Page: Specifier: E-Mail: Date: 2 John Bozzetto jbozzetto@bennett-pless.com 2/11/2021 Geometry [in.] & Loading [lb, in.lb] 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 245; Vx = 235; Vy = -510; Mx = 0; My = 0; Mz = 0; no 175 2 Load case/Resulting anchor forces Load case: Service loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 245 562 235 -510 max. compressive strain: - [‰] max. compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: Bennett and Pless 750 Park of Commere Blvd, STE 200, Boca Raton, F 561-288-1187 | Masonry - Feb 10, 2021 Page: Specifier: E-Mail: Date: 3 John Bozzetto jbozzetto@bennett-pless.com 2/11/2021 3 Tension load (Most utilized anchor 1) Load Ps [lb]Capacity Pt [lb]Utilization bP = Ps/Pt [%]Status Steel strength 245 3,755 7 OK Bond strength 245 390 63 OK 3.1 Steel strength Pt,s = ESR Value refer to ICC-ES ESR-4143 Pt,s ³ Ps Results Pt,s [lb]Ps [lb] 3,755 245 3.2 Bond strength Pt,b,Base = ESR Value refer to ICC-ES ESR-4143 Pt,b = Pt,b,Base · fred,E · fred,s · fred,Temp Pt,b ³ Ps Variables cmin [in.]ccr [in.]smin [in.]scr [in.]Temperature [°F] 4.000 -4.000 -68 Results Pt,b [lb]Pt,b,Base [lb]Ps [lb]fred,E fred,S fred,Temp fred,TwoInOne 390 390 245 1.000 1.000 1.000 1.000 www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: Bennett and Pless 750 Park of Commere Blvd, STE 200, Boca Raton, F 561-288-1187 | Masonry - Feb 10, 2021 Page: Specifier: E-Mail: Date: 4 John Bozzetto jbozzetto@bennett-pless.com 2/11/2021 4 Shear load (Most utilized anchor 1) Load Vs [lb]Capacity Vt [lb]Utilization bV = Vs/Vt [%]Status Steel strength 562 1,935 30 OK Bond strength para and perp, (Dir. x+)1 --112 not recommended 1Shear utilization may result from parallel and perpendicular shear (see details) 4.1 Steel strength Vt,s = ESR Value refer to ICC-ES ESR-4143 Vt,s ³ Vs Results Vt,s [lb]Vs [lb] 1,935 562 4.2 Bond strength parallel Vt,b,Base,||= ESR Value refer to ICC-ES ESR-4143 Vt,b,||= Vt,b,Base,|| · fred,E,|| · fred,s,|| · fred,Temp Vt,b,||³ Vs,|| Variables cmin [in.]ccr [in.]smin [in.]scr [in.]Temperature [°F] 4.000 12.000 4.000 -68 Results Vt,b,|| [lb]Vt,b,Base,|| [lb]Vs,|| [lb]fred,E,||fred,S,||fred,Temp Utilization bV,|| [%] 670 670 -510 1.000 1.000 1.000 76 4.3 Bond strength perpendicular Vt,b,Base,^= ESR Value refer to ICC-ES ESR-4143 Vt,b,^= Vt,b,Base,^ · fred,E,^ · fred,s,^ · fred,Temp Vt,b,^³ Vs,^ Variables cmin [in.]ccr [in.]smin [in.]scr [in.]Temperature [°F] 4.000 12.000 4.000 -68 Results Vt,b,^ [lb]Vt,b,Base,^ [lb]Vs,^ [lb]fred,E,^fred,S,^fred,Temp Utilization bV,^ [%] 670 670 235 1.000 1.000 1.000 35 www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: Bennett and Pless 750 Park of Commere Blvd, STE 200, Boca Raton, F 561-288-1187 | Masonry - Feb 10, 2021 Page: Specifier: E-Mail: Date: 5 John Bozzetto jbozzetto@bennett-pless.com 2/11/2021 4.4 Shear interaction bV,|| = Vs,|| Vt,|| bV,^ = Vs,^ Vt,^d Utilization bV [%]Status 0.761 0.351 1.000 112 not recommended bV = bd V,|| + bd V,^ <= 1.0 5 Combined tension and shear loads (Most utilized anchor 1) bP = Ps Pt bV = Vs Vt a Utilization bP,V [%]Status 0.628 1.112 1.000 175 not recommended bP,V = ba P + ba V <= 1.0 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2018, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • The min. sizes of the bricks, the masonry compressive strength, the type / strength of the mortar and the grout (in case of fully grouted CMU walls) has to fulfill the requirements given in the relevant ESR-approval or in the PTG. • Only the local load transfer from the anchor(s) to the wall is considered, a further load transfer in the wall is not covered by PROFIS! • Wall is assumed as being perfectly aligned vertically – checking required(!): Noncompliance can lead to significantly different distribution of forces and higher tension loads than those calculated by PROFIS. Masonry wall must not have any damages (neither visible nor not visible)! While installation, the positioning of the anchors needs to be maintained as in the design phase i.e. either relative to the brick or relative to the mortar joints. • The effect of the joints on the compressive stress distribution on the plate / bricks was not taken into consideration. • If no significant resistance is felt over the entire depth of the hole when drilling (e.g. in unfilled butt joints), the anchor should not be set at this position or the area should be assessed and reinforced. Hilti recommends the anchoring in masonry always with sieve sleeve. Anchors can only be installed without sieve sleeves in solid bricks when it is guaranteed that it has not any hole or void. • The accessories and installation remarks listed on this report are for the information of the user only. In any case, the instructions for use provided with the product have to be followed to ensure a proper installation. • The compliance with current standards (e.g. 2015, 2012, 2009 and 2006 IBC) is the responsibility of the user. • Drilling method (hammer, rotary) to be in accordance with the approval! • Masonry needs to be built in a regular way in accordance with state-of the art guidelines! • Warnings/Notes - OST in Masonry HNA! www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: Bennett and Pless 750 Park of Commere Blvd, STE 200, Boca Raton, F 561-288-1187 | Masonry - Feb 10, 2021 Page: Specifier: E-Mail: Date: 6 John Bozzetto jbozzetto@bennett-pless.com 2/11/2021 Fastening does not meet the design criteria! www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: Bennett and Pless 750 Park of Commere Blvd, STE 200, Boca Raton, F 561-288-1187 | Masonry - Feb 10, 2021 Page: Specifier: E-Mail: Date: 7 John Bozzetto jbozzetto@bennett-pless.com 2/11/2021 7 Installation data Anchor type and diameter: HY 270 + threaded rod A36 1/2, HIT-SC 18x50 Profile: - Item number: 2198021 HAS-V-36 1/2"x4-1/2" (element) / 2194247 HIT-HY 270 (adhesive) / 360485 HIT-SC 18x50 (sieve sleeve) Hole diameter in the fixture: - Installation torque: 54 in.lb Plate thickness (input): - Hole diameter in the base material: 0.687 in. Hole depth in the base material: 2.375 in. Drilling method: Drilled in rotary mode Minimum thickness of the base material: 7.625 in. Hilti HIT-V threaded rod with HIT-HY 270 injection mortar and 1 HIT-SC 18x50 sieve sleeve(s) with 2 in embedment h_ef, 1/2, Steel galvanized, Rotary drilled installation per ESR-4143 Coordinates Anchor in. Anchor x y c-x c+x c-y c+y 1 0.000 0.000 20.000 20.000 36.000 36.000 www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Company: Address: Phone I Fax: Design: Fastening point: Bennett and Pless 750 Park of Commere Blvd, STE 200, Boca Raton, F 561-288-1187 | Masonry - Feb 10, 2021 Page: Specifier: E-Mail: Date: 8 John Bozzetto jbozzetto@bennett-pless.com 2/11/2021 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: Bennett and Pless 750 Park of Commere Blvd, STE 200, Boca Raton, F 561-288-1187 | Concrete - Feb 10, 2021 Page: Specifier: E-Mail: Date: 1 John Bozzetto jbozzetto@bennett-pless.com 2/11/2021 Specifier's comments: 1 Anchor Design 1.1 Input data Anchor type and diameter: HIT-HY 200 + HAS-V-36 (ASTM F1554 Gr.36) 1/2 Item number: 2198022 HAS-V-36 1/2"x6-1/2" (element) / 2022793 HIT-HY 200-R (adhesive) Effective embedment depth: hef,act = 3.500 in. (hef,limit = - in.) Material: ASTM A 1554 Grade 36 Evaluation Service Report: ESR-3187 Issued I Valid: 4/1/2020 | 3/1/2022 Proof: Design Method ACI 318-08 / Chem Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plateCBFEM : lx x ly x t = 3.000 in. x 12.000 in. x 0.500 in.; Profile: Square HSS (AISC), HSS2X2X.250; (L x W x T) = 2.000 in. x 2.000 in. x 0.250 in. Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 8.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no CBFEM - The anchor calculation is based on a component-based Finite Element Method (CBFEM) Geometry [in.] & Loading [lb, in.lb] www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: Bennett and Pless 750 Park of Commere Blvd, STE 200, Boca Raton, F 561-288-1187 | Concrete - Feb 10, 2021 Page: Specifier: E-Mail: Date: 2 John Bozzetto jbozzetto@bennett-pless.com 2/11/2021 1.1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 2,640; Vx = -135; Vy = 1,910; Mx = 6; My = 0; Mz = 0; Nsus = 0; Mx,sus = 0; My,sus = 0; no 88 Tension Compression 1 2 x y1.2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2,908 988 -68 986 2 2,938 927 -68 924 resulting tension force in (x/y)=(0.000/0.026): 5,846 [lb] resulting compression force in (x/y)=(0.001/0.037): 3,329 [lb] Anchor forces are calculated based on a component-based Finite Element Method (CBFEM) 1.3 Tension load Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status Steel Strength*2,938 6,173 48 OK Bond Strength**5,846 7,041 84 OK Sustained Tension Load Bond Strength*N/A N/A N/A N/A Concrete Breakout Failure**5,846 7,753 76 OK * highest loaded anchor **anchor group (anchors in tension) 1.3.1 Steel Strength Nsa [lb]f f Nsa [lb]Nua [lb] 8,230 0.750 6,173 2,938 www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: Bennett and Pless 750 Park of Commere Blvd, STE 200, Boca Raton, F 561-288-1187 | Concrete - Feb 10, 2021 Page: Specifier: E-Mail: Date: 3 John Bozzetto jbozzetto@bennett-pless.com 2/11/2021 1.3.2 Bond Strength ANa [in.2]ANa0 [in.2]cNa [in.]ca,min [in.]cac [in.] 348.45 203.68 7.136 9.000 5.919 aoverhead t k,uncr [psi]t k,cr [psi] 1.000 2,261 1,156 ec1,N [in.]y ec1,Na ec2,N [in.]y ec2,Na y ed,Na y cp,Na 0.000 1.000 0.026 0.996 1.000 1.000 l a Nba [lb]f f Nag [lb]Nua [lb] 1.000 6,355 0.650 7,041 5,846 1.3.3 Concrete Breakout Failure ANc [in.2]ANc0 [in.2]ca,min [in.]cac [in.]y c,N 216.76 110.25 9.000 5.919 1.000 ec1,N [in.]y ec1,N ec2,N [in.]y ec2,N y ed,N y cp,N kcr 0.000 1.000 0.026 0.995 1.000 1.000 17 Nb [lb]f f Ncbg [lb]Nua [lb] 6,097 0.650 7,753 5,846 www.hilti.com Hilti PROFIS Engineering 3.0.67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: Bennett and Pless 750 Park of Commere Blvd, STE 200, Boca Raton, F 561-288-1187 | Concrete - Feb 10, 2021 Page: Specifier: E-Mail: Date: 4 John Bozzetto jbozzetto@bennett-pless.com 2/11/2021 1.4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*988 3,211 31 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength (Bond Strength controls)*988 7,610 13 OK Concrete edge failure in direction x+**1,910 16,016 12 OK * highest loaded anchor **anchor group (relevant anchors) 1.4.1 Steel Strength Vsa [lb]aV,seis f f Vsa [lb]Vua [lb] 4,940 0.600 0.650 3,211 988 1.4.2 Pryout Strength (Bond Strength controls) ANa [in.2]ANa0 [in.2]cNa [in.]ca,min [in.]cac [in.] 174.23 203.68 7.136 9.000 5.919 aoverhead t k,uncr [psi]t k,cr [psi] 1.000 2,261 1,156 ec1,N [in.]y ec1,Na ec2,N [in.]y ec2,Na y p,Na y ed,Na 0.000 1.000 0.000 1.000 1.000 1.000 Na0 [lb]f f Vcp [lb]Nua [lb] 6,355 0.700 7,610 988 1.4.3 Concrete edge failure in direction x+ le [in.]d0 [in.]c1 [in.]AVc [in.2]AVc0 [in.2] 3.500 0.500 9.000 297.15 364.50 y ed,V y parallel,V ec,V [in.]y ec,V y c,V y h,V 1.000 2.000 0.000 1.000 1.000 1.299 Vb [lb]f f Vcbg [lb]Vua [lb] 10,803 0.700 16,016 1,910 1.5 Combined tension and shear loads bN bV z Utilization bN,V [%]Status 0.830 0.308 5/3 88 OK bNV = bz N + bz V <= 1 Hilti PROFIS Engineering 3.0.67 www.hilti.com Company:Bennett and Pless Page:8 Address:750 Park of Commere Blvd, STE 200, Boca Raton, F Specifier:John Bozzetto Phone I Fax:561-288-1187 |E-Mail:jbozzetto@bennett-pless.com Design:Concrete - Feb 10, 2021 Date:2/11/2021 Fastening point: Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 2.2 Summary Description Profile Anchor plate Concrete [%] sEd [psi]ePl [%]sEd [psi]ePl [%]Hole bearing [%] 1 Combination 1 29,137 0.00 24,676 0.00 6 21 2.3 Anchor plate classification Results below are displayed for the decisive load combinations: Combination 1 Anchor tension forces Equivalent rigid anchor plate (CBFEM)Component-based Finite Element Method (CBFEM) anchor plate design Anchor 1 1,318 lb 2,908 lb Anchor 2 1,325 lb 2,938 lb User accepted to consider the selected anchor plate as rigid by his/her engineering judgement. This means the anchor design guidelines can be applied. Hilti PROFIS Engineering 3.0.67 www.hilti.com Company:Bennett and Pless Page:13 Address:750 Park of Commere Blvd, STE 200, Boca Raton, F Specifier:John Bozzetto Phone I Fax:561-288-1187 |E-Mail:jbozzetto@bennett-pless.com Design:Concrete - Feb 10, 2021 Date:2/11/2021 Fastening point: Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 13 3 Summary of results Design of the anchor plate, anchors, welds and other elements are based on CBFEM (component based finite element method) and AISC. Load combination Max. utilization Status Anchors Combination 1 88%OK Anchor plate Combination 1 69%OK Concrete Combination 1 21%OK Profile Combination 1 64%OK Fastening meets the design criteria! Company Designer Job Number Model Name : : : : Bennett-Pless CB 21.03.016.003 Oceana South Checked By : __________ 2/15/2021 12:35:22 PM RISA-3D Version 19 [ Antenna Installation.r3d ]Page 1 Company Designer Job Number Model Name : : : : Bennett-Pless CB 21.03.016.003 Oceana South Checked By : __________ 2/15/2021 12:35:22 PM RISA-3D Version 19 [ Antenna Installation.r3d ]Page 2 Company Designer Job Number Model Name : : : : Bennett-Pless CB 21.03.016.003 Oceana South Checked By : __________ 2/15/2021 12:35:22 PM RISA-3D Version 19 [ Antenna Installation.r3d ]Page 3 Company Designer Job Number Model Name : : : : Bennett-Pless CB 21.03.016.003 Oceana South Checked By : __________ 2/15/2021 12:35:22 PM RISA-3D Version 19 [ Antenna Installation.r3d ]Page 4 Company Designer Job Number Model Name : : : : Bennett-Pless CB 21.03.016.003 Oceana South Checked By : __________ 2/15/2021 12:35:22 PM RISA-3D Version 19 [ Antenna Installation.r3d ]Page 5 Company Designer Job Number Model Name : : : : Bennett-Pless CB 21.03.016.003 Oceana South Checked By : __________ 2/15/2021 12:35:22 PM RISA-3D Version 19 [ Antenna Installation.r3d ]Page 6 Company Designer Job Number Model Name : : : : Bennett-Pless CB 21.03.016.003 Oceana South Checked By : __________ 2/15/2021 12:35:22 PM RISA-3D Version 19 [ Antenna Installation.r3d ]Page 7 Member Primary Data Label I Node J Node Section/Shape Type Design List Material Design Rule 1 M1 N5 N7 RIGID None None RIGID Typical 2 M2 N16 N17 RIGID None None RIGID Typical 3 M3 N18 N15 RIGID None None RIGID Typical 4 M4 N1 N6 RIGID None None RIGID Typical 5 M5 N20 N21 RIGID None None RIGID Typical 6 M6 N22 N19 RIGID None None RIGID Typical 7 M7 N31 N30 PIPE_2.0 Beam Pipe A53 Gr.B Typical 8 M8 N24 N23 PIPE_2.0 Beam Pipe A53 Gr.B Typical 9 M9 N11 N12 PIPE_2.0 Beam Pipe A53 Gr.B Typical 10 M10 N4 N9 PIPE_2.0 Beam Pipe A53 Gr.B Typical 11 M11 N3 N8 PIPE_2.0 Beam Pipe A53 Gr.B Typical 12 M12 N4 N8 3/4" SR Beam BAR A36 Gr.36 Typical 13 M13 N25 N27 RIGID None None RIGID Typical 14 M14 N26 N28 RIGID None None RIGID Typical 15 M15 N49 N48 PIPE_2.0 Beam Pipe A53 Gr.B Typical 16 M16 N42 N41 PIPE_2.0 Beam Pipe A53 Gr.B Typical 17 M17 N39 N40 PIPE_2.0 Beam Pipe A53 Gr.B Typical 18 M18 N34 N37 PIPE_2.0 Beam Pipe A53 Gr.B Typical 19 M19 N33 N36 PIPE_2.0 Beam Pipe A53 Gr.B Typical 20 M20 N34 N36 3/4" SR Beam BAR A36 Gr.36 Typical 21 M21 N43 N45 RIGID None None RIGID Typical 22 M22 N44 N46 RIGID None None RIGID Typical 23 M23 N50 N52 RIGID None None RIGID Typical 24 M24 N51 N53 RIGID None None RIGID Typical 25 M25 N56 N54 RIGID None None RIGID Typical 26 M26 N57 N55 RIGID None None RIGID Typical 27 M27 N62 N63 PIPE_2.0 Beam Pipe A53 Gr.B Typical 28 M28 N65 N67 RIGID None None RIGID Typical 29 M29 N66 N68 RIGID None None RIGID Typical 30 M30 N69 N58 RIGID None None RIGID Typical 31 M31 N70 N64 RIGID None None RIGID Typical 32 M32 N71 N73 PIPE_2.0 Beam HSS Pipe A992 Typical 33 M33 N78 N76 RIGID None None RIGID Typical 34 M34 N79 N77 RIGID None None RIGID Typical 35 M35 N72 N75 RIGID None None RIGID Typical 36 M36 N71 N74 RIGID None None RIGID Typical 37 M37 N85 N87 PIPE_2.0 Beam HSS Pipe A992 Typical 38 M38 N90 N84 RIGID None None RIGID Typical 39 M39 N80 N89 RIGID None None RIGID Typical 40 M40 N86 N82 RIGID None None RIGID Typical 41 M41 N85 N88 RIGID None None RIGID Typical 42 M42 N95 N98 PIPE_2.0 Beam HSS Pipe A992 Typical 43 M43 N101 N94 RIGID None None RIGID Typical 44 M44 N91 N100 RIGID None None RIGID Typical 45 M45 N97 N92 RIGID None None RIGID Typical 46 M46 N95 N99 RIGID None None RIGID Typical 47 M47 N96 N107 PIPE_2.0 Beam HSS Pipe A992 Typical 48 M48 N110 N105 RIGID None None RIGID Typical 49 M49 N102 N109 RIGID None None RIGID Typical 50 M50 N106 N103 RIGID None None RIGID Typical 51 M51 N96 N108 RIGID None None RIGID Typical 52 M52 N115 N113 RIGID None None RIGID Typical 53 M53 N116 N114 RIGID None None RIGID Typical 54 M54 N120 N121 PIPE_2.0 Beam Pipe A53 Gr.B Typical 55 M55 N122 N111 RIGID None None RIGID Typical 56 M56 N123 N112 RIGID None None RIGID Typical 57 M57 N95 N99 RIGID None None RIGID Typical 58 M58 N97 N92 RIGID None None RIGID Typical Company Designer Job Number Model Name : : : : Bennett-Pless CB 21.03.016.003 Oceana South Checked By : __________ 2/15/2021 12:35:22 PM RISA-3D Version 19 [ Antenna Installation.r3d ]Page 8 Member Primary Data (Continued) Label I Node J Node Section/Shape Type Design List Material Design Rule 59 M59 N95 N98 PIPE_2.0 Beam HSS Pipe A992 Typical 60 M60 N125 N124 RIGID None None RIGID Typical 61 M61 N128 N126 RIGID None None RIGID Typical 62 M63 N131 N130 CRECT12X8 Beam None Conc3000NW Typical 63 M64 N125 N129 PIPE_2.0 Beam HSS Pipe A992 Typical 64 M65 N134 N135 RIGID None None RIGID Typical 65 M66 N133 N132 RIGID None None RIGID Typical 66 M67 N134 N137 PIPE_2.0 Beam HSS Pipe A992 Typical 67 M68 N138 N140 W10X22 Beam Wide Flange A992 Typical 68 M69 N139 N141 W10X22 Beam Wide Flange A992 Typical 69 M70 N145 N144 W10X22 Beam Wide Flange A992 Typical 70 M71 N147 N146 W10X22 Beam Wide Flange A992 Typical 71 M72 N142 N149 W8X28 Beam Wide Flange A992 Typical 72 M73 N143 N150 W8X28 Beam Wide Flange A992 Typical 73 M74 N148 N151 W8X28 Beam Wide Flange A992 Typical 74 M75 N152 N138 W8X28 Beam Wide Flange A992 Typical 75 M76 N154 N140 W8X28 Beam Wide Flange A992 Typical 76 M77 N153 N139 W8X28 Beam Wide Flange A992 Typical 77 M78 N155 N141 W8X28 Beam Wide Flange A992 Typical 78 M79 N159 N156 RIGID None None RIGID Typical 79 M80 N157 N158 RIGID None None RIGID Typical 80 M81 N143 N161 RIGID None None RIGID Typical 81 M82 N162 N150 RIGID None None RIGID Typical 82 M83 N164 N149 RIGID None None RIGID Typical 83 M84 N165 N142 RIGID None None RIGID Typical 84 M85 N166 N169 RIGID None None RIGID Typical 85 M86 N160 N167 RIGID None None RIGID Typical 86 M87 N163 N168 RIGID None None RIGID Typical 87 M88 N171 N152 CRECT28X8 Column Rectangular Conc3000NW Column 88 M89 N170 N154 CRECT28X8 Column Rectangular Conc3000NW Column 89 M90 N172 N153 CRECT28X8 Column Rectangular Conc3000NW Column 90 M91 N173 N155 CRECT28X8 Column Rectangular Conc3000NW Column Hot Rolled Steel Design Parameters Label Shape Length [in] Lcomp top [in] Function 1 M7 PIPE_2.0 84 Lbyy Lateral 2 M8 PIPE_2.0 46 Lbyy Lateral 3 M9 PIPE_2.0 70 Lbyy Lateral 4 M10 PIPE_2.0 45 Lbyy Lateral 5 M11 PIPE_2.0 45 Lbyy Lateral 6 M12 3/4" SR 54.083 Lbyy Lateral 7 M15 PIPE_2.0 84 Lbyy Lateral 8 M16 PIPE_2.0 46 Lbyy Lateral 9 M17 PIPE_2.0 70 Lbyy Lateral 10 M18 PIPE_2.0 45 Lbyy Lateral 11 M19 PIPE_2.0 45 Lbyy Lateral 12 M20 3/4" SR 54.083 Lbyy Lateral 13 M27 PIPE_2.0 70 Lbyy Lateral 14 M32 PIPE_2.0 88 Lbyy Lateral 15 M37 PIPE_2.0 88 Lbyy Lateral 16 M42 PIPE_2.0 88 Lbyy Lateral 17 M47 PIPE_2.0 88 Lbyy Lateral 18 M54 PIPE_2.0 70 Lbyy Lateral 19 M59 PIPE_2.0 88 Lbyy Lateral 20 M64 PIPE_2.0 88 Lbyy Lateral 21 M67 PIPE_2.0 88 Lbyy Lateral 22 M68 W10X22 166 Lbyy Lateral 23 M69 W10X22 166 Lbyy Lateral Company Designer Job Number Model Name : : : : Bennett-Pless CB 21.03.016.003 Oceana South Checked By : __________ 2/15/2021 12:35:22 PM RISA-3D Version 19 [ Antenna Installation.r3d ]Page 9 Hot Rolled Steel Design Parameters (Continued) Label Shape Length [in] Lcomp top [in] Function 24 M70 W10X22 197 Lbyy Lateral 25 M71 W10X22 197 Lbyy Lateral 26 M72 W8X28 22 Lbyy Lateral 27 M73 W8X28 22 Lbyy Lateral 28 M74 W8X28 22 Lbyy Lateral 29 M75 W8X28 18 Lbyy Lateral 30 M76 W8X28 18 Lbyy Lateral 31 M77 W8X28 18 Lbyy Lateral 32 M78 W8X28 18 Lbyy Lateral Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Nodal Distributed 1 Dead Load DL -1 12 2 LM1 OL1 3 LM2 OL2 4 Lv OL3 5 Lv1 OL4 6 Wz @ 0 Deg None 13 20 7 Wx@ 90 Deg None 13 20 8 Di None 9 Wiz @ 0 Deg None 10 Wix @ 90 Deg None 11 Wm - Z (Always 30mph)None 12 Wm - X (Always 30mph)None 13 Ev None -0.044 14 Eh-X None -0.11 15 Eh-Z None -0.11 Load Combinations Description Solve PDelta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 1.4D Yes Y DL 1.4 2 1.2D+1.5Lm1+1.0Wm-0 Deg Yes Y DL 1.2 2 1.5 11 1 12 3 1.2D+1.5Lm1+1.0Wm-30 Deg Yes Y DL 1.2 2 1.5 11 0.75 12 0.25 4 1.2D+1.5Lm1+1.0Wm-60 Deg Yes Y DL 1.2 2 1.5 11 0.25 12 0.75 5 1.2D+1.5Lm1+1.0Wm-90 Deg Yes Y DL 1.2 2 1.5 11 12 1 6 1.2D+1.5Lm1+1.0Wm-120 Deg Yes Y DL 1.2 2 1.5 11 -0.25 12 0.75 7 1.2D+1.5Lm1+1.0Wm-150 Deg Yes Y DL 1.2 2 1.5 11 -0.75 12 0.25 8 1.2D+1.5Lm1+1.0Wm-180 Deg Yes Y DL 1.2 2 1.5 11 -1 12 9 1.2D+1.5Lm1+1.0Wm-210 Deg Yes Y DL 1.2 2 1.5 11 -0.75 12 -0.25 10 1.2D+1.5Lm1+1.0Wm-240 Deg Yes Y DL 1.2 2 1.5 11 -0.25 12 -0.75 11 1.2D+1.5Lm1+1.0Wm-270 Deg Yes Y DL 1.2 2 1.5 11 12 -1 12 1.2D+1.5Lm1+1.0Wm-300 Deg Yes Y DL 1.2 2 1.5 11 0.25 12 -0.75 13 1.2D+1.5Lm1+1.0Wm-330 Deg Yes Y DL 1.2 2 1.5 11 0.75 12 -0.25 14 1.2D+1.5Lm2+1.0Wm-0 Deg Yes Y DL 1.2 3 1.5 11 1 12 15 1.2D+1.5Lm2+1.0Wm-30 Deg Yes Y DL 1.2 3 1.5 11 0.75 12 0.25 16 1.2D+1.5Lm2+1.0Wm-60 Deg Yes Y DL 1.2 3 1.5 11 0.25 12 0.75 17 1.2D+1.5Lm2+1.0Wm-90 Deg Yes Y DL 1.2 3 1.5 11 12 1 18 1.2D+1.5Lm2+1.0Wm-120 Deg Yes Y DL 1.2 3 1.5 11 -0.25 12 0.75 19 1.2D+1.5Lm2+1.0Wm-150 Deg Yes Y DL 1.2 3 1.5 11 -0.75 12 0.25 20 1.2D+1.5Lm2+1.0Wm-180 Deg Yes Y DL 1.2 3 1.5 11 -1 12 21 1.2D+1.5Lm2+1.0Wm-210 Deg Yes Y DL 1.2 3 1.5 11 -0.75 12 -0.25 22 1.2D+1.5Lm2+1.0Wm-240 Deg Yes Y DL 1.2 3 1.5 11 -0.25 12 -0.75 23 1.2D+1.5Lm2+1.0Wm-270 Deg Yes Y DL 1.2 3 1.5 11 12 -1 24 1.2D+1.5Lm2+1.0Wm-300 Deg Yes Y DL 1.2 3 1.5 11 0.25 12 -0.75 25 1.2D+1.5Lm2+1.0Wm-330 Deg Yes Y DL 1.2 3 1.5 11 0.75 12 -0.25 26 1.2D+1.5Lv1 Yes Y DL 1.2 4 1.5 27 1.2D+1.5LV2 Yes Y DL 1.2 5 1.5 Company Designer Job Number Model Name : : : : Bennett-Pless CB 21.03.016.003 Oceana South Checked By : __________ 2/15/2021 12:35:22 PM RISA-3D Version 19 [ Antenna Installation.r3d ]Page 10 Load Combinations (Continued) Description Solve PDelta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 28 1.2D+1.0W @0 Deg Yes Y DL 1.2 6 1 7 29 1.2D+1.0W @30 Deg Yes Y DL 1.2 6 0.75 7 0.25 30 1.2D+1.0W @60 Deg Yes Y DL 1.2 6 0.25 7 0.75 31 1.2D+1.0W @90 Deg Yes Y DL 1.2 6 7 1 32 1.2D+1.0W @120 Deg Yes Y DL 1.2 6 -0.25 7 0.75 33 1.2D+1.0W @150 Deg Yes Y DL 1.2 6 -0.75 7 0.25 34 1.2D+1.0W @180 Deg Yes Y DL 1.2 6 -1 7 35 1.2D+1.0W @210 Deg Yes Y DL 1.2 6 -0.75 7 -0.25 36 1.2D+1.0W @240 Deg Yes Y DL 1.2 6 -0.25 7 -0.75 37 1.2D+1.0W @270 Deg Yes Y DL 1.2 9 7 -1 38 1.2D+1.0W @300 Deg Yes Y DL 1.2 6 0.25 7 -0.75 39 1.2D+1.0W @330 Deg Yes Y DL 1.2 6 0.75 7 -0.25 40 1.2D+1.2Di+1.0Wi @0 Deg Yes Y DL 1.2 8 1.2 9 1 10 41 1.2D+1.2Di+1.0Wi @30 Deg Yes Y DL 1.2 8 1.2 9 0.75 10 0.25 42 1.2D+1.2Di+1.0Wi @60 Deg Yes Y DL 1.2 8 1.2 9 0.5 10 0.75 43 1.2D+1.2Di+1.0Wi @90 Deg Yes Y DL 1.2 8 1.2 9 10 1 44 1.2D+1.2Di+1.0Wi @120 Deg Yes Y DL 1.2 8 1.2 9 -0.25 10 0.75 45 1.2D+1.2Di+1.0Wi @150 Deg Yes Y DL 1.2 8 1.2 9 -0.75 10 0.25 46 1.2D+1.2Di+1.0Wi @180 Deg Yes Y DL 1.2 8 1.2 9 -1 10 47 1.2D+1.2Di+1.0Wi @210 Deg Yes Y DL 1.2 8 1.2 9 -0.75 10 -0.25 48 1.2D+1.2Di+1.0Wi @240 Deg Yes Y DL 1.2 8 1.2 9 -0.25 10 -0.75 49 1.2D+1.2Di+1.0Wi @270 Deg Yes Y DL 1.2 8 1.2 9 10 -1 50 1.2D+1.2Di+1.0Wi @300 Deg Yes Y DL 1.2 8 1.2 9 0.25 10 -0.75 51 1.2D+1.2Di+1.0Wi @330 Deg Yes Y DL 1.2 8 1.2 9 10 -0.5 52 1.2D+ 1.0Ev+1.0Eh-X Yes Y DL 1.2 13 1 14 1 53 1.2D+ 1.0Ev+1.0Eh-Z Yes Y DL 1.2 13 1 15 1 54 Weight Yes Y DL 1 Load Combination Design Description Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless Connection 1 1.4D Yes Yes Yes Yes Yes Yes Yes Yes 2 1.2D+1.5Lm1+1.0Wm-0 Deg Yes Yes Yes Yes Yes Yes Yes Yes 3 1.2D+1.5Lm1+1.0Wm-30 Deg Yes Yes Yes Yes Yes Yes Yes Yes 4 1.2D+1.5Lm1+1.0Wm-60 Deg Yes Yes Yes Yes Yes Yes Yes Yes 5 1.2D+1.5Lm1+1.0Wm-90 Deg Yes Yes Yes Yes Yes Yes Yes Yes 6 1.2D+1.5Lm1+1.0Wm-120 Deg Yes Yes Yes Yes Yes Yes Yes Yes 7 1.2D+1.5Lm1+1.0Wm-150 Deg Yes Yes Yes Yes Yes Yes Yes Yes 8 1.2D+1.5Lm1+1.0Wm-180 Deg Yes Yes Yes Yes Yes Yes Yes Yes 9 1.2D+1.5Lm1+1.0Wm-210 Deg Yes Yes Yes Yes Yes Yes Yes Yes 10 1.2D+1.5Lm1+1.0Wm-240 Deg Yes Yes Yes Yes Yes Yes Yes Yes 11 1.2D+1.5Lm1+1.0Wm-270 Deg Yes Yes Yes Yes Yes Yes Yes Yes 12 1.2D+1.5Lm1+1.0Wm-300 Deg Yes Yes Yes Yes Yes Yes Yes Yes 13 1.2D+1.5Lm1+1.0Wm-330 Deg Yes Yes Yes Yes Yes Yes Yes Yes 14 1.2D+1.5Lm2+1.0Wm-0 Deg Yes Yes Yes Yes Yes Yes Yes Yes 15 1.2D+1.5Lm2+1.0Wm-30 Deg Yes Yes Yes Yes Yes Yes Yes Yes 16 1.2D+1.5Lm2+1.0Wm-60 Deg Yes Yes Yes Yes Yes Yes Yes Yes 17 1.2D+1.5Lm2+1.0Wm-90 Deg Yes Yes Yes Yes Yes Yes Yes Yes 18 1.2D+1.5Lm2+1.0Wm-120 Deg Yes Yes Yes Yes Yes Yes Yes Yes 19 1.2D+1.5Lm2+1.0Wm-150 Deg Yes Yes Yes Yes Yes Yes Yes Yes 20 1.2D+1.5Lm2+1.0Wm-180 Deg Yes Yes Yes Yes Yes Yes Yes Yes 21 1.2D+1.5Lm2+1.0Wm-210 Deg Yes Yes Yes Yes Yes Yes Yes Yes 22 1.2D+1.5Lm2+1.0Wm-240 Deg Yes Yes Yes Yes Yes Yes Yes Yes 23 1.2D+1.5Lm2+1.0Wm-270 Deg Yes Yes Yes Yes Yes Yes Yes Yes 24 1.2D+1.5Lm2+1.0Wm-300 Deg Yes Yes Yes Yes Yes Yes Yes Yes 25 1.2D+1.5Lm2+1.0Wm-330 Deg Yes Yes Yes Yes Yes Yes Yes Yes 26 1.2D+1.5Lv1 Yes Yes Yes Yes Yes Yes Yes Yes 27 1.2D+1.5LV2 Yes Yes Yes Yes Yes Yes Yes Yes 28 1.2D+1.0W @0 Deg Yes Yes Yes Yes Yes Yes Yes Yes Company Designer Job Number Model Name : : : : Bennett-Pless CB 21.03.016.003 Oceana South Checked By : __________ 2/15/2021 12:35:22 PM RISA-3D Version 19 [ Antenna Installation.r3d ]Page 11 Load Combination Design (Continued) Description Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless Connection 29 1.2D+1.0W @30 Deg Yes Yes Yes Yes Yes Yes Yes Yes 30 1.2D+1.0W @60 Deg Yes Yes Yes Yes Yes Yes Yes Yes 31 1.2D+1.0W @90 Deg Yes Yes Yes Yes Yes Yes Yes Yes 32 1.2D+1.0W @120 Deg Yes Yes Yes Yes Yes Yes Yes Yes 33 1.2D+1.0W @150 Deg Yes Yes Yes Yes Yes Yes Yes Yes 34 1.2D+1.0W @180 Deg Yes Yes Yes Yes Yes Yes Yes Yes 35 1.2D+1.0W @210 Deg Yes Yes Yes Yes Yes Yes Yes Yes 36 1.2D+1.0W @240 Deg Yes Yes Yes Yes Yes Yes Yes Yes 37 1.2D+1.0W @270 Deg Yes Yes Yes Yes Yes Yes Yes Yes 38 1.2D+1.0W @300 Deg Yes Yes Yes Yes Yes Yes Yes Yes 39 1.2D+1.0W @330 Deg Yes Yes Yes Yes Yes Yes Yes Yes 40 1.2D+1.2Di+1.0Wi @0 Deg Yes Yes Yes Yes Yes Yes Yes Yes 41 1.2D+1.2Di+1.0Wi @30 Deg Yes Yes Yes Yes Yes Yes Yes Yes 42 1.2D+1.2Di+1.0Wi @60 Deg Yes Yes Yes Yes Yes Yes Yes Yes 43 1.2D+1.2Di+1.0Wi @90 Deg Yes Yes Yes Yes Yes Yes Yes Yes 44 1.2D+1.2Di+1.0Wi @120 Deg Yes Yes Yes Yes Yes Yes Yes Yes 45 1.2D+1.2Di+1.0Wi @150 Deg Yes Yes Yes Yes Yes Yes Yes Yes 46 1.2D+1.2Di+1.0Wi @180 Deg Yes Yes Yes Yes Yes Yes Yes Yes 47 1.2D+1.2Di+1.0Wi @210 Deg Yes Yes Yes Yes Yes Yes Yes Yes 48 1.2D+1.2Di+1.0Wi @240 Deg Yes Yes Yes Yes Yes Yes Yes Yes 49 1.2D+1.2Di+1.0Wi @270 Deg Yes Yes Yes Yes Yes Yes Yes Yes 50 1.2D+1.2Di+1.0Wi @300 Deg Yes Yes Yes Yes Yes Yes Yes Yes 51 1.2D+1.2Di+1.0Wi @330 Deg Yes Yes Yes Yes Yes Yes Yes Yes 52 1.2D+ 1.0Ev+1.0Eh-X Yes Yes Yes Yes Yes Yes Yes Yes 53 1.2D+ 1.0Ev+1.0Eh-Z Yes Yes Yes Yes Yes Yes Yes Yes 54 Weight Yes Yes Yes Yes Yes Yes Yes Yes Envelope Node Reactions Node Label X [lb] LC Y [lb] LC Z [lb] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 1 N152 max 1918.33 31 0 54 -2760.85 28 0 54 0 54 0 54 2 min -1954.37 37 0 1 -7789.71 34 0 1 0 1 0 1 3 N153 max 1972.72 31 0 54 -2855.26 28 0 54 0 54 0 54 4 min -1936.68 37 0 1 -5316.41 34 0 1 0 1 0 1 5 N154 max 1918.33 31 0 54 7789.71 28 0 54 0 54 0 54 6 min -1954.37 37 0 1 2760.85 34 0 1 0 1 0 1 7 N155 max 1972.72 31 0 54 5316.41 28 0 54 0 54 0 54 8 min -1936.68 37 0 1 2855.26 34 0 1 0 1 0 1 9 N170 max 279.26 37 7334.68 28 7.06 53 0 54 1.14 31 0 54 10 min -274.14 31 3701.44 34 -194.94 28 0 1 -1.14 37 0 1 11 N171 max 279.26 37 7334.68 34 196.19 53 0 54 1.14 37 0 54 12 min -274.14 31 3701.44 28 -6.71 28 0 1 -1.14 31 0 1 13 N172 max 276.75 37 5657.45 1 175.41 53 0 54 1.14 37 0 54 14 min -281.86 31 4040.98 54 -6.29 28 0 1 -1.14 31 0 1 15 N173 max 276.75 37 5657.45 1 28.74 53 0 54 1.14 31 0 54 16 min -281.86 31 4040.98 54 -152.08 28 0 1 -1.14 37 0 1 Envelope AISC 14TH (360-10): LRFD Member Steel Code Checks Member Shape Code CheckLoc[in] LC Shear CheckLoc[in] Dir LC phi*Pnc [lb]phi*Pnt [lb]phi*Mn y-y [k-ft]phi*Mn z-z [k-ft] Cb Eqn 1 M68 W10X22 0.58 83 31 0.12 93.38 y 34 93460.59 292050 22.88 90.34 1.49H1-1b 2 M69 W10X22 0.55 83 37 0.04 166 y 37 93460.59 292050 22.88 90.26 1.49H1-1b 3 M70 W10X22 0.57 24.63 34 0.21 0 y 34 66360.9 292050 22.88 82.73 1.76H1-1b 4 M71 W10X22 0.57 24.63 28 0.21 0 y 28 66360.9 292050 22.88 82.73 1.76H1-1b 5 M72 W8X28 0 11 52 0 22 y 1 366288.56 371250 37.88 102 1.14H1-1b 6 M73 W8X28 0 11 52 0 22 y 1 366288.56 371250 37.88 102 1.14H1-1b 7 M74 W8X28 0 11 52 0 22 z 34 366288.56 371250 37.88 102 1.14H1-1b 8 M75 W8X28 0.51 18 31 0.21 0 z 31 367921.33 371250 37.88 102 1.67H1-1b 9 M76 W8X28 0.51 18 31 0.21 0 z 31 367921.33 371250 37.88 102 1.67H1-1b Company Designer Job Number Model Name : : : : Bennett-Pless CB 21.03.016.003 Oceana South Checked By : __________ 2/15/2021 12:35:22 PM RISA-3D Version 19 [ Antenna Installation.r3d ]Page 12 Envelope AISC 14TH (360-10): LRFD Member Steel Code Checks (Continued) Member Shape Code CheckLoc[in] LC Shear CheckLoc[in] Dir LC phi*Pnc [lb]phi*Pnt [lb]phi*Mn y-y [k-ft]phi*Mn z-z [k-ft] Cb Eqn 10 M77 W8X28 0.47 18 37 0.2 0 z 37 367921.33 371250 37.88 102 1.67H1-1b 11 M78 W8X28 0.47 18 37 0.2 0 z 37 367921.33 371250 37.88 102 1.67H1-1b