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HomeMy WebLinkAboutSTRUCTURAL DESIGN PLANSSand On T Qcgan Veri_ zon-KHA 01/182016 Pagel of 116 3WAE41--ng.UCiie St. Lucie County 4915 NW 43rd Street, Gainesville, Florida 32606 Structural Design of Proposed Platform and Antenna Attachment Verizon Wireless Cell Site Equipment Platform AWS Upgrades Site located t: Sand on the Ocean Site #68870 3- N AlA F'i� Fortrt Pierce, FL St. Lucie County January 18, 2014 Designed in accordance with the requirements of 2014 Florida Builders Code, Wind Loading requirements within Chapter 16. Analysis Prepared for: Kimley-Horn and Associates, Inc. Albert Rios 1920 Wekiva Way Suite 200 West Palm Beach, FL 33411 Analysis Prepared by: John Wayne Mishoe, PhD PE #PE25349 Stephen Matthew Belser, PE #PE67514 JWM Engineering, LLC #CA28619 vjPYNE / SVx NO.25349 %0 STATE OF ' 5 Seal: 76"Nt Iff''FRO Y '�' Sand On The Ocean Venzon-KHA 01/182016 Page 2 of 116 4915 NW 43`d Street, Gainesville, Florida 32606 Table of Contents Page Structural Report 3 Original Construction Documents of Building 7 ParfY FrameAnalysi4," Wind Loads on Cabinets and Frame 18 RISA 3D Frame Model 30 RISA Connector Design (selected connectors shown) 52 Girder to Column Connector 60 Knee Brace Connection Analysis 62 Base Plate Analysis (RISA Base) 71 Hilti Anchor Attachment Design Checks 75 Building Influence 78 Part 2 Antenna Support Analysis Wind Loads on Antenna Using Solid Sign Method 79 RISA 3D Analysis of Roof Mounted Antenna Frame 81 Slab Loading Evaluation for Antenna Frame 96 Sand On The Ocean Venzon-KHA 0111812016 Page 3 of 116 JWM nglneefing. 11C 4915 NW 43rd Street, Gainesville, Florida 32606 Hilti Anchor Check for Slab Connection 98 Loading Evaluation of WM-100 Wall Mounted Antenna Connections 105 Hilti HY200-HAS Specification 107 Structural Sheets 111 Sand On The Ocean Verizon-KHA 01/18/2016 Page 4 of 116 JWI*%'&9-ftfi"g'Uc 4915 NW 43rd Street, Gainesville, Florida 32606 Project Scope of Work and General Conditions PART 1: The scope of work for this part is to design a new roof top structure to be mounted on the roof deck of an existing building. The frame will support equipment cabinets and the (2) antennas for one sector. The design is based upon the minimum requirements of the 2014 Florida Building Code (FBC). PART 2: The scope of work for this part of the design is to analysis an antenna frame that is mounted directly to the roof slab. The frame supports (2) antennas elevated approximately 14 ft above the roof slab. Two additional antennas are to be mounted directly to the penthouse wall. PART 1 REPORT Structural Analysis The analysis is based upon the following documentation provided to JWME from KHA: 1. Roof Plan Layout of proposed equipment layout, prepared by KHA dated April 10, 2014 (Preliminary Design Sheets were provided with the information shown in JWME structural sheets attached at end of report) 2. Record drawings of the original building construction, dated 7/16/81 which includes sheets S1-S10 by Buigas and Associates Architects, Structural Engineer Ruben Baran. 3. Site Photographs taken by KHA during site visit JWME used the best information available to analyze the frame assuming wind loads based upon current code methods and member sizes based upon the model and drawings. The proposed cabinet information was provided by KHA and these data were used to determine required loads. RISA 3d, RISA Connector and RISA Base were used in the FEA analysis of the frame and base plates. Loads considered in the analysis include the following: 1. Wind loads were computed using ASAE 7-10 methods assuming a wind speed of 160 MPH, Building Category II, Exposure D and MWFRS forces computed with the other structures: rooftop equipment. 2. Cabinet dead weight and associated wind loads were included for the following cabinets: a. EBRE Battery Cabinet (4960 Ibs) Sand On The Ocean Verizon-KHA 01118/2016 Page 5 of 116 JWAE411-fing-uc 4915 NW 43r' Street, Gainesville, Florida 32606 b. Mod 4.Ob Radio Cabinet (1423 Ibs ) c. Mod 4.0b Radio Cabinet (1423 Ibs ) d. ODE Cabinet w/ Pedestal (847 Ibs) e. Future Cabinet (2200 Ibs) The impact on the columns that are supporting the frame was evaluated, however no consideration was given to the continuous load path to the foundation and the installer must assure a code compliant structure in good repair exists at time of installation. With this installation the additional equipment it not expected to change the overall loading of the structure in a significant manner. Results of Analyses The frame has been designed to meet the minimum requirements of the 2014 FBC. The specification are provided by JWME as Sheets S1-S6 and are included as attachments to this report. PART 2 REPORT Structural Analysis The analysis is based upon the following documentation provided to JWME from KHA: 1. Roof Plan Layout of proposed equipment layout, prepared by KHA dated April 10, 2014 (Preliminary Design Sheets were provided with the information shown in JWME structural sheets attached at end of report) 2. Record drawings of the original building construction, dated 7/16/81 which includes sheets Sl-S10 by Buigas and Associates Architects, Structural Engineer Ruben Baran. 3. Site Photographs taken by KHA during site visit JWME used the best information available to analyze the frame assuming wind loads based upon current code methods and member sizes based upon the model and drawings. Loads considered in the analysis include the following: 1. Wind loads were computed using ASAE 7-10 methods assuming a wind speed of 160 MPH, Building Category II, Exposure D and MWFRS forces computed with the other structures: solid sign. 2. Antenna dead weight and associated wind loads were included. Sand On The Ocean Verizon-KHA 01/182016 Page 6 of 116 JWM ngineenng 11C 4915 NW 43rd Street, Gainesville, Florida 32606 Results of Analyses The antenna support frames has been designed to meet the minimum requirements of the 2014 FBC. 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I. ®COL CONSTRUCTION DET; STAIR REIN FORCI NVPLAClNG DIA 4AM7 DETAIL -L--riD DETAIL MUO SECTIOILai��,, SECTION S &'DETAI L-S Sand On The Ocean Verizon-KHA 01/182016 Pa a 18 of 116 Sand on the Ocean 4/28/2014 3WR E141ne ennq, LIC Equipment Cabinets Wind Load Calculations Venzon Site #68870 EQUIPMENT CABINET WIND LOAD CALCULATIONS FOR FL HIGH VELOMY HURRICANE ZONES Unit Definition ASCE 7-10 (CH 29) Define miscellaneous unit variables. — Ibf lbf F lbf 100016 CF:— kip SF:— ft � EA ft ft2 ft3 in2 Site Location Sand on the Ocean LEGEND Site #68870 �[NPUT CALCUATION$ .RESULTS' Codes Design Codes: 2010 Florida Building Code Reference Codes: ASCE 7-10,ACI318-05 and AISC Steel Construction Manual,14th Ed. Assumptions: Assume cabinets and frame are analyzed using Ch.29 Chimneys, Tanks, Rooftop Equipment, & Similar Structures Method as modified by FBC 2010 CH 16 Section 1620 Assume cabinets are only carried by primary beams. Assume loading from cabinets is equivalent to point load at the center of each cabinet on each beam. S:WWMEUobsWHAlVe6zon Wireless168870-SAND Designed by: WM-SB MathCAD Page 1 of 12 ON THE OCEANICALCULATIONS1Equipment CabinetHigh Wind Zone 68870 SAND ON THE Sand On The Ocean Verizon-KHA 01/182016 Page 19 of 116 Sand on the Ocean 4/28/2014 JWA E eering, LLC Equipment Cabinets Wind Load Calculations Verizon Site #68870 Verizon Cabinet Information Modular Cell Cabinets Total number of cabinets i7 0..(CS—I), Platform Edge W' W2 H1 Ho H#90 H3 wl S ofiet L. 50 Ll 51 L2 52 13 Chose your Cabinets based off the Cabinet Code Cabinet Type Cabinet Centerline & Layout for Location on Site Beams -Each Column Separate Set of Beams 3:5 7.167 10.083 13.5 R, rows(CABINETS) = 14 ii := 0.. R, — 1 iii := 0.. 1 Cabinetwden,iii - = CABINETSii in EquipVei:= CABINETSSITEi, I LVei := CABINETS SITE, 2 in WVei = CABINETS SITE•,3 in I-IVei:= CABINETS SITE, q'in WTVei:= CABINETS SITE ,51bf Csi := CABINETS SITE,, 6 in CABINETS := I Equipment Name Code "Cabinettype" 0 "EBRE Battery Cabinet" I "Mod cabinet —4.oB" 2 "LTE- eNB 6101" 3 "AWS- eNB6101" 4 "Generator" 5 "Generator -trans" 6 "Emerson Microwave" 7 "Lucent Battery Cabinet" 8 "AWS-eNB 6010 w/ Ped" 9 "LTE-eNB 6010 w/ Ped" 10 "VERIZON-Side Cabinet" I 1 "ODE-6201 V I" 12 "Generac 50KW-NG" 13 "Mod 4.0- 2200lbs" Length of Cabinet - "Lo._" Width of Cabinet - "Wo... " Height of Cabinet - "Ho...." Weight of Cabinet Spacing of Support Mounts of Cabinet Lo We Ho Ibs CS 36 38 78 4960 19 35.4 40 72 1423 19 28 28 56 1000 19 28 28 56 1000 19 30 72 56 2750 60 72 30 56 2750 30 30 31 98 1200 19 31 30 60 3000 19 28 28 76 1300 19 28 28 76 1300 19 30 18 50 250 18 36 36 72 847 19 40.5 111.8 71.2 2850 90 35.4 40 72 2200 19 "EBRE Battery Cabinet" "Mod cabinet — 4.013" EquipVe= "Mod cabinet —4.0B" "ODE-6201 V I" "Mod 4.0- 2200lbs" S:WWMEWobsXHAIVerzon Wireless168870 - SAND Designed by: WM-SB MathCAD Page 2 of 12 ON THE OCEANICALCULATIONSTquipment CabinetHigh Wind Zone 68870 SAND ON THE Sand On The Ocean Verizon-KHA 01/18/2016 Page 20 of 116 Sand on the Ocean 4/28/2014 ngineeting, uC Equipment Cabinets Wind Load Calculations Verizon Site #68870 Input spacing of anchor point spacing for cabinets —Modify expression as necessary for inputs spacing values that do not meet the logic used below of spacing of beams plus flange width Oimied by cabinet width) Bt ea41-5 m8 Beempf::= Bin, Spacing Between Beams Flange Width of Beams BS := Beamspacfng + Beambf = 2.2ft 2.2 2.2 cabinetAPsp8Cingl:= I BS if BS < WVei cabinetAPspaotng= 2.2 It WVe. otherwise 2.2 2.2 Building Information Lbuaaing no5mal.beam 9giit Depth of building perpendicular to cabinets support beams Lbuilding.pa`zllel.beam:=.180ft Depth of building parallel to cabinets support beams 'l3uildingTop.p(j� := 14 ft Height of Building above grade hcab:ciear.=1-5ft Vertical distance from rooftop to bottom of cabinet Lstrimture=--.28.3fZ Width of Structure perpendicularto equipment cabinet face Select Building Exposure Category as define in ASCE 7 or FBC �:=. 171 FBC2010 FIG. 1609B Note that for High Wnd area use county defined values defined in FBC 1620.2 Kn:= T.Q ASCE 7-10 26.8.1 "Topographic Factor" 1— ASCE 7-10 26.6-1 From Table 9 26.6-1 assume Square Structure SAJWMEUobs1KHA%Vedzon Wirelessl68870 -SAND Designed by: WM-SB MathCAD Page 3 of 12 ON THE OCEANICALCULATIONS1Equipmenl CabinetHigh Wind Zone 68870 SAND ON THE Sand On The Ocean Verizon-KHA 011182016 Page 21 of 116 Sand on the Ocean 4/2812014 3WA ngineemg, UC Equipment Cabinets Wind Load Calculations Verizon Site #68870 Loads Load Path Cabinet vertical loads carried by beams to girders to columns to building frame. Frame vertical loads carried by beams to girders to columns to building frame. Determine wind load on Cabinets and Frame Assume Rooftop Structures and Equipment For Buildings w/ Height < 60 It (ASCE 7-10 29.5.2) and Height> 60 ft (Eq 29.5.1. Note:This method has been modified to meet FL High Winds Hurricane Velocity Zones FBC 1620.6 Wmdevalation BuildingTop.AGL+hnab.crear+ H2Ve Wind height defined in FBC1620.6 146.8 146.5 Windewdmwn= 146.5 ft Information to selectelev_choice 146.5 below 146.5 F1 HIDDEN AREA-Cdinpute. Kz Values i 1 ing Table 29-3 -. _ _ _ _ _ _ _ _ Kz,. = 1.5 Kz max is the max value selected from the Kz values for each cabinet Kz is computed within hidden area above. Ktt = I ASCE 7-10 26.8.1 "Topographic Factor" Kzt and Kd all Kd = 0.9 ASCE 7-10 26.6-1 From Table manually input in 26.6-1 assume Square Structure input section above qz 0.00256-KzmaKd-v2-ps ;FBC 2010 1609.8 &ASCE 7-10 29.5.1 qz = 103.1-psf ASCE 7-10 "Velocity Pressure" (Ch 29.3) Same as qh if building below 60 It. Lateral Pressure (Perpendicular to Beams) B is defined as horizontal dimension of building measured normal S:WWMEUobs1KHA%Vedzon Wirelessl6B870 -SAND Designed by: WM-SB MathCAD Page 4 of 12 ON THE OCEANICALCULATIONSIEquipment CabinetHigh Wind Zone 68870 SAND ON THE E i Sand On The Ocean Verizon-KHA 01118/2016 Page 22 of 116 Sand on the Ocean 4/28/2014 JWA FM�11 eering, UK,Equipment Cabinets Wind Load Calculations Verizon Site #68870 B Lbuildingxonnal.beam = 90 ft h:= BuildingTop.ACL 12780 Bh. B-h 12780 r Bh = 12780 ft2 12780 I2780 19.5 17.7 Af.:= (LVei HVell Af= 17.7 ft2 1 18 17.7 GCfi:= 3.1 if Afi <.I•Bhi r(Af. — .1-Bh1)-(3.1 — 1.01 3.1 — L l/ otherwise .9-Bh. to wind direction in feetASCE 26.1 h is defined as the height of the building ASCE 7 section 263 Area of building perpendicular to wind Area of cabinet perpendicular to the wind direction FBC Ch.16, Sec 1620.6 For High Velocity Hurricane Zones Buildings ofALL heights 3.1 3.1 GCf= 3.1 3.1 S:WWME1JobsVHAIVedzon Wirelessl68870 - SAND Designed by: VVM-SB MathCAD Page 5 of 12 ON THE OCEANICALCULATIONMEquipment CabinetHigh Wind Zone 68870 SAND ON THE Sand On The Ocean Verizon-KHA 01/18/2016 Page 23 of 116 Sand on the Ocean 4/28/2014 3WR E4, eering, WC Equipment Cabinets Wind Load Calculations Verizon Site #68870 319.6 319.6 Pz:= gz•GCt=.. 319.6psf Result pressure for respective cabinet 319.6 319.6 Lateral Pressure (Parallel to Beams) .= Lbuilding.parallel.be = 180 ft }�:= BuildingTop.AGL Afsi := (W V ei H Vei) "BBRE Battery Cabinet" "Mod cabinet — 4.013" EquipVe= "Mod cabinet —4.oB" "ODE-6201 V 1" "Mod 4.0- 2200lbs" Lateral design pressure of equipment cabinet (derived from ASCE 7-10 Eq. 29.5-1 w/ Af divided out) B is defined as horizontal dimension of building measured normal to wind direction in feetASCE 26.1 h is defined as the height of the building ASCE 7 section 263 12780 12780 Area of building perpendicular to wind Bh = 12780 It 12780 12780 20.6 20 Area of cabinet perpendicular to the wind direction Af= 20 ft2 18 20 Gust x Force coefficient factor as S:UWMEWobsMA%VedzonWireless168870-SAND Designed by:WM-SB MathCAD Page 6 of 12 ON THE OCEANICALCULATIONSIEquipment CabineWigh Wind Zone 68870 SAND ON THE n I Sand On The Ocean Verizon-KHA 01/18/2016 Page 24 of 116 Sand on the Ocean 4/28/2014 hgineedng. W: Equipment Cabinets Wind Load Calculations Verizon Site #68870 GCx,.:= 3.1 if A&. <.I.Bhx. , , r r�At, — .I-Bhxi).(3.1 — 1.1)1 3.1 — L J otherwise .9•Bhx. Lateral design pressure of equipment cabinet (derived from ASCE 7-10 Eq. 29.5-2 or eq 29.5-1 w/Af divided out) 319.E 319.6 Pat:= gz•GCx,= 319.6 -psf 319.6 319.6 Vertical Uplift Pressure &: Lbuilding.nmmal.beam= 90ft FW= Lbuilding.parallel.beam = 180 ft A,i := (LVe "WVei) defined inASCE 7-10 Eq. 29.5-2 FBC Ch. 16, Sec 1620.6 For High Velocity Hurricane Zones Buildings ofALL heights "EBRE Battery Cabinet" "Mod cabinet — 4.OB" EquipVe= "Mod cabinet — 4.0B" "ODE-6201V1" "Mod 4.0- 2200lbs" 9.5 9.8 A,= 9.8 ft2 9 9.8 B is defined as horizontal dimension of building measured normal to wind direction in feetASCE 26.1 L is defined as horizontal dimension of building measured parallel to wind direction in feetASCE 26.1 Horizontal Projected Area of cabinets S:WWME1Jobs1KHAlVedzon Wireless168870-SAND Designed by: WM-SB MathCAD Page 7 of 12 DN THE OCEANICALCULATIONS1Equipment CabinetHigh Wind Zone 68870 SAND ON THE Sand On The Ocean Verizon-KHA 01/18/2016 Page 25 of 116 Sand on the Ocean 4/28/2014 ngineerinq, LLC Equipment Cabinets Wind Load Calculations Verizon Site #68870 BL. WVe.•L=... 570 1 3 600 BL = 600 ft2 540 600 GCra.:= 11.5 if A, <.I.BL. r r(A,. — .1•BLi)-(1.5 — 1.0)1 1.5— L1 1 J otherwise .9 BL. r 154.E 154.6 Pv:=gz-GCd= 154.6 •psf 154.6 154.6 1.5 1.5 GC�d = 1.5 1.5 1.5 "EBRE Battery Cabinet" "Mod cabinet — 4.0B" EquipVe= "Mod cabinet —4.0B" "ODE-6201 V 1" "Mod 4.0- 2200lbs" Horizontal project roof area of building Uplift Gust x Force coefficient Vertical design pressure of equipment cabinet (derived from ASCE 7-10 Eq. 29.5-3 w/Ar not included) S:WWMEWobsMAIVedzon Wireless168870 - SAND Designed by: WM-SB MathCAD Page 8 of 12 ON THE OCEANICALCULATIONSIEquipment CabinetHigh Wind Zone 68870 SAND ON THE Sand On The Ocean Verizon-KHA 0111812016 Page 26 of 116 Sand on the Ocean 4/28/2014 ngineering, LLC Equipment Cabinets Wind Load Calculations Verizon Site #68870 Wireless Equipment Loads Equipment loads equal a point load at the center of each cabinet on each beam LoadA&B - Wind load normal to beams Load C&D - Wind load normal to girders Dead Load — WTVei RAy.DL. 2 "EBRE Battery Cabinet" "Mod cabinet — 4.0B" EquipVei= "Mod cabinet-4.0B" "ODE-6201 V 1" "Mod 4.0- 2200lbs" Wind Load RBy.DL. RAy.DL> 2480 711.5 RAy DL = 711.5 Ibf 423.5 1100 2480 711.5 RBy.DLi = 711.5 Ibf 423.5 I100 (HVe.)2 (HVe.l2 Pz: LVe: ` 1 (A Pv.l Pz.•LVe. `` t (A Pv.l t t 2 ll ri' tI/ t 1 2 ` r� t// RAY. i cabinetAP + 2 Rgy' ,i cabinetAP + 2 spacingi spacingi Assume lateral hind load resisted equally by both beams. (—Pz)i LVe� HVei RAx.WI.i 2 t RBx.WLi RAx.WLi« 10.7 (—Pz): WVei • HVei (HVeil2 1 9.6 RzWli = 2 . Mv,,t,i := Pzx W Ve: ` 2 / z. Moment along Zaxis ofbeam MWf, = 9.6 -kip-ft 8.6 Ri, .:= max Rz1y1, . Mmax max M 9.6. R max = 3288.9 Ib Mm:�= 10688.9 1bff S:WWME1Jobs1KHAlVe6zon Wireless168870-SAND Designed by: WMSB MathCAD Page 9 of 12 ON THE OCEANICALCULATIONS1Equipment CabinetHigh Wind Zone 68870 SAND ON THE n Sand On The Ocean Verizon-KHA 01/18/2016 Page 27 of 116 Sand on the Ocean 4/28/2014 3WR Egine eany, ur Equipment Cabinets Wind Load Calculations Verizon Site #68870 SUMMARY OF CABINET REACTIONS DEAD LOADS EQUIPMENT BEAM#1 BEAM#2 "EBRE Battery Cabinet" 2480 "Mod cabinet —4.OB" 711.5 EquipVei= "Mod cabinet —4.0B" RAYDLi= 711.5 •16 "ODE-6201V1" 423.5 "Mod 4.0- 2200lbs" 1100 WIND LOADS 2480 711.5 RBy.DLi= 711.5 -Ib 423.5 1100 EQUIPMENT VERTICAL REACTIONS (CASE A AND B) UPLIFT DOWN FORCE "EBRE Battery Cabinet" 10081.9 =8612.9 "Mod cabinet —4.OB" 8592.1 —7071.6 EquipVei= "Mod cabinet —4.OB" RAy.WLi= 8592.1 -lbf RBywLi= —7071.6 db "ODE-6201V1" 8660.5 —7268.8 "Mod 4.0- 2200lbs" 8592.1 —7071.E EQUIPMENT LATERAL REACTIONS (CASE AAND B) "EBRE Battery Cabinet" "Mod cabinet —4.OB" EquipVe= "Mod cabinet —4.0B" "ODE-6201 V I" "Mod 4.0- 2200lbs" —3115.8 —3115.8 —2828.2 —2828.2 RAx1,/L.= —2828.2 -Ib RB,.WL.= —2828.2 •Ib r r —2876.1 —2876.1 —2828.2 —2828.2 WLc WL RAy RBy RAx--.1 RBXyl S:WWMEWobsWHAlVedzon Wireless168870 - SAND Designed by: WM-SB MathCAD Page 10 of 12 ON THE OCEANICALCULATIONS1Equipment CabinetHigh Mod Zone 68870 SAND ON THE a Sand On The Ocean Vedzon-KHA 0111812016 Page 28 of 116 Sand on the Ocean 4/281201' 3W ngineefing. LLC Equipment Cabinet! Wind Load Calculation: Verizon Site #6887( Horizontal Moment Reactions (Load Case C&D) (Load Case C&D) Ra„.=3288.9•Ibf M�=10688.9-1bf-ft Beaml Beam2 10.7 3.5 9.6 7.2 MµL = 9.6 -kip-ft LOCATION = 10.1 ft 8.6 13.5 9.6 16.6 "EBRE Battery Cabinet" "Mod cabinet — 4.013" EquipVe= "Mod cabinet —4.0B" "ODE-6201 V 1" "Mod 4.0- 2200lbs" Distributed Wind Loading on frame members Beamd:— loin Beam Depth Girderd 14ir1 Girder Depth BeamGrossAraced l41 Column:= 8.lin Column Width l:olumn�y: bin Column Depth BeamPLp:= max(Pz--Beamd) = 266.3•plf GirderpLp:= max(Pz-Girderd)=372.8•plf Columns ptf = max(Pz.Columnd) = 215.7•plf Columnwptr:= max(Pz.Columnw) = 159.8•plf Braced.plf := max(Pz-Braced) = 93.2•plf Distributed Wind Load along Beam Distributed Wind Load along Girder Distributed Wind Load along Column (depth side) Distributed Wind Load along Column (width side) 3:1JWMEWobsU(HA1Verizon Wireless168870 - SAND Designed by: WM-SB MathCAD Page 11 of 1: )N THE OCEANICALCULATIONS1Equipment ;abinetHigh Wind Zone 68870 SAND ON THE Sand On The Ocean Verizon-KHA 01/18/2016 Page 29 of 116 Sand on the Ocean 4/28/2014 ngineerin9, LlC Equipment Cabinets Wind Load Calculations Verizon Site #68870 BeamCrossBraced.plf max(Pz•BeamCrossBraced) = 372.8-plf ANTENNA WIND LOADS qz = 103.1 •psf Velocity Pressure Eq.29.3-1 ASCE 7-10 G26:9 0.85 Guss Factor (ASCE 7-10 26.9) Cram ._ 1'4 Force Coefficient (Figure 29.5-1 ASCE 7-10) Cfpipc = 0:9 Force Coefficient (Figure 29.5-1 ASCE 7-10) Want= 12.5in WidthofAntenna D„d:= 7.1in Depth ofAntenna Outside Diameter ofAntenna Pipe ODppe;= 3.3ip Windplfantem&W := gz•G26.9'Ctanf Want = 127.8-plf Distributed Wind Load Eq 29.5-1 ASCE 7-10 Windplfmtem&D gz'G26.9'Cf.., Dam = 72.6-plf Distributed Wind Load Eq 29.5-1 ASCE 7-10 Windplfpipe gz•G269•Cfpipe ODp;pe = 23-plf Distributed Wind Load Eq 29.5-1 ASCE 7-10 SAJWME1JobslKHAlVedzon Wirelessl68870-SAND Designed by: WM-SB MathCAD Page 12 of 12 ON THE OCEANICALCULATIONSIEquipmenl CabinetHigh Wind Zone 68870 SAND ON THE JWME I ISK-1 S BELSER 68870-SAND ON THE OCEAN I Apr25, 2014 at 1:13 PM 68870 FRAME--tantenna.f3d JWME I SK - 2 S BELSER 68870-SAND ON THE OCEAN Apr 25, 2014 at 1:14 PM 68870 FRAME--lantenna./3tl Solution JWME I I SK - 3 S BELSER 68870-SAND ON THE OCEAN I Apr 25, 2014 at 1:14 PM 68870 FRAME--lantenna.r3d Loads: BLC 1, DEAD LOAD JWME I S BELSER I SK-4 68870-SAND ON THE OCEAN I Apr 25, 2014 at 1:15 PM 68870 FRAME—tantenna.r3d Loads: eLC 2, LIVE LOAD JWME I ISK-5 S BELSER 68870-SAND ON THE OCEAN I Apr 25, 2014 at 1:15 PM 68870 FRAME--tantenna.fdd Loads: BLC 3, WIND+X Envelope Only Solution JWME S BELSER SK-6 68870-SAND ON•THE OCEAN I Apr 25, 2014 at 1:15 PM 68870 FRAME--lantenna.r3d Loads: BLC 4. WIND +Z JWME I S BELSER I 68870-SAND ON THE OCEAN, SK-7 Apr 25, 2014 at 1:15 PM 68870 FRAME--lantenna.Y3d Loads: BLC S. WIND -X Envelope Only Solution JWME I S BELSER I -t6uwa 68870-SAND ON THE OCEAN SK-8 Apr 25, 2014 at 1:15 PM 68870 FRAME--lantenna.r3d Sand On The Ocean venzon-KHA 01/18/2016 Page 38 of 116 -941b/ft -941b/ft -127.81b -127.81b/ -268lb/ft ft -941b -268 -161lb/ -106 ft 6815ft -941b 0fi ft 2891b -1611 -161lb/ -26 2891b -268 -268 -168 .941b -1611b/ Loads: BLC 6, WIND -Z Envelope Only Solution JWME 68870-SAND ON THE OCEAN SK-9 S BELSER Apr 25, 2014 at 1:15 PM 68870 FRAME--lantenna.r3d Sand On The Ocean Verizon-KHA 011182016 Pa a 39 of l l6 z x -31lb 31 lb Loads: BLC 7, Antenna DL Envelope Only Solution JWME SK - 10 S BELSER 68870-SAND ON THE OCEAN Apr 25, 2014 at 1:15 PM 68870 FRAME--lantenna.r8d JWME S BELSER 68870-SAND ON THE OCEAN SK - 11 Apr 25, 2014 at 1:16 PM 68870 FRAME--lanlenna.f3d JWME I SK - 12 S BELSER 68870-SAND ON THE OCEAN I Apr 25, 2014 at 1:16 PM 68870 FRAME--tantenna.r3d Sand On The Ocean Verizon-KHA 01/182016 Page 42 of 116 ng�neenng, LI.0 Job delNumberCheckedChecked By: W MISHOE 6 870-SAND ON THE OCEAN M Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97, Include Shear Deformation? Yes [nclUde_War in ?_....;. __, - _ Yes Trans Load Btwn Intersecting Wood Wall? Yes Increase Nailing Capacity for Wind?_._ Yes . Area Load Mesh inA2 144 Merge olerance in .12 - P-Delta Anal sis Tolerance 0.50% Include P-Delta for.Walls? _ Yes Automatic) Iterate Stiffness for Walls? Yes Maximum Iteration Number for Wall Stiffne 9 ° Gravity Acceleration ftfsecA2 32.2 Wall. Mesh Size in 12`' ` Ei ensolution Convergence Tol. 1.E- 4 Vertical Axis . Y. -' Global Member Orientation Plane XZ Static 'S arse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th 360-10 : ASD Adjust Stiffness?.. Yea(Iterative). RISAConnection Code AISC 14th 360-10 : ASD Cold'•Formed'Steel `Code AISI S100-10: ASD Wood Code AF&PA NDS-12: ASD Wood Terri erature < 100E Concrete Code ACI 318-11 Mason Code ACI'S30-11: ASD Aluminum Code AA ADM1-10: ASD - Buildin Number of Shear Regions 4 Region Sacin Increment in 4 Biaxial Column Method Exact Integration Parme Beta Factor PCA _ .65 _' ' Concrete Stress Block Rectangular Use Cracked, Sections?' Yes Use Cracked Sections Slab? No Bad Framin Warnin s? No Unused Force Warnings? Yes Min 1'Bar'Diam..S' acin ? .:. No ConcreteRebarSet REBAR SET ASTMA615 Min% Steel_ for Column` 1 Max % Steel for Column 8 RISA-3D Version 12.0.0 [SA ... \...\...\...\... \CALCULATIONS\68870 FRAME--lantenna.r3d] Page 1 3WAZI Company &%A9 ne,LLC Designer Job Number Model Name Global, Continued Sand On The Ocean Verizon-KHA 0111 MO16 Page 43 of 116 JWME Apr25,2014 S BELSER 68870-SAND ON THE OCEAN Seismic Code ASCE 7-10 Seismic Base Elevation ft Not Entered Add Base Weight? Yes Ct Z .02 Ct X .02 T Z sec Not Entered T X sec Not Entered RZ 3 RX 3 Ct Exp. Z .75 Ct Exp. X .75 SD1 1 SDS 1 S1 1 TL sec 5 Risk Cat I or If Seismic Detailing Code ASCE 7-05 mZ 1 Om 1 Rho Z 1 Rho X 1 Checked By: W MISHOE Hot Rolled Steel Properties 1 nhnl F r4.A n n,.n AL. Therm n n-ie JLMA11 VWATi1 M, =..n,en Gt 1 A36 Gr.36 29000 11154 3 2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 3 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.42 29000 11154 3 .65 .49 42 1.4 58 1.3 5 A500 Gr.46 29000 11154 .3 .65 .49 46 1.4 58 1.3 6 A53 Gr. B 29000 11154 3 .65 .49 35 1.5 60 1.2 Hot Rolled Steel Section Sets I ahol ch- T-. nndnn I tc, nnemriel n-inn A r1n91 1-rinnl by rinnl I rinnt 1 BEAM W10x33 Beam Wide Flan e A992 Tvoical 9.71 1 36.6 171 .583 2 C-BEAM W8x21 Beam Wide Flange A992 TvDical 6.16 9.77 75.3 .282 3 GIRDER W10x33 Beam Wide Flan e A992 Typical 9.71 36.6 171 .583 4 COLUMN HSS6x0:500 Column Pie A500Gr.42 TvOical 8.09 31.2 31.2 62.4 5 W-BRACE W8x10 HBrace Wide Flan a A36 Gr.36 Tynical 2.96 2.09 30.8 .043 6 C-CHANNEL C8x11.5 Beam Channel A36 Gr.36 Typical _ 3.37 1.31 32.5 .13 7 ANTENNA PO.. PIPE 5.OX Column Pie A53 Gr. B TvDical 5.73 19.5 19.5 39 8 H-BRACE L4x4x8 HBrace' Single Annie A36 Gr.36 Tvoical 3.75 5.52' 5.52 .322 9 POST I HSS4x4x4 lColumn. Tube I A500 Gr.46 Typical 3.37 7.8 7.8 12.8 10 HAND -RAIL I HSS2x2x2 Beam Wide Flan a A500 Gr.46 T ical .84 .486 .486 796 11 V-BRACE L4x4x8 VBrace Sin_ le An le A36 Gr.36 T ical 3.75 5.52 5.52 .322 12 H-B-PIPE I PIPE 3.OX I Beam Pie I A63 Gr. B Typical 2:83 3.7 1 3.7 7.4 13 ANTENNA I PIPE 3.OX I Beam I Pie I A53 Gr. B TvniQ21 2.83 Member Primary Data I shel I.Wnt 11nint k WMGntet Snrtinn/Ahnno Tano rineinn Mata.i�l rinelnn 1 GIRDER-1 N1 N2 1 GIRDER Beam Wide FI.. A992 Typical 2 GIRDER-2 I N3 N4 I GIRDER I Beam lWide FLJ A992 Typical 3 BEAM-3 I N11 N10 I I BEAM I Beam lWide Fl.-I A992 Typical 4 BEAM-1 I N5 N6 I I BEAM I Beam lWide FI-4 A992 T pical RISA-3D Version 12.0.0 [SA ... \... \... \..A ... \CALCULATIONS\68870 FRAME--lantenna.r3d] Page 2 Sand On The Ocean Venzon-KHA 01/182016 Page 44 of 116 ngineeting, LLC Job delluName 87 SAND ON THE OCEAN Checked By: W MISHOE Member Primary Data (Continued) I ahol I.Inint -I Wn t K-IninfnM.t Q-firm/4h- T-. flneinn KAnfmiel n-inn 5 BEAM-2 N7 N8 BEAM Beam Wide Fl.. A992 Typical 6 BEAM-5 N12 N9 BEAM • " - Beam Wide Fl.. A992 Typical 7 M9 BN1 N1 COLUMN Column Pie A500 Gr.42 Typical 8 M10. BN2' N4 . COLUMN Column Pie A500 Gr.42 - Typical 9 M11 BN3 N2 COLUMN Column Pie A500 Gr.42 Typical 10 M12 BN4 N3 COLUMN Column Pie A500 Gr.42 Typical 11 RIG-13 N69 N22 COLUMN Column Pie A500 Gr.42 Typical 12 RIG-14 N70 N27' COLUMN_ Column Pie A500Gr:42 Typical 13 RIG-15 N67 I N23 COLUMN Column Pie A500 Gr.42 Typical 14 RIG-16'. N68 N24 - COLUMN .. Column_ Pie A500 Gr'.42 Typical 15 RIG-17 N17 N25 COLUMN Column Pie A500 Gr.42 Typical 16 RIG-18 N20 N28 COLUMN Column Pie A500 Gr:42 Typical 17 RIG-19 N18 N26 COLUMN Column Pie A500 Gr.42 Typical 18 RIG720_ _ - __ N21 N29 COLUMN Column Pie A500 Gr.42 Typical 19 CB-21 N38 N39 C-BEAM Beam Wide Fl.. A992 Typical 20 CB-22 IN39 N40 C-BEAM', Beam Wide Fl.. A992 Typical 21 CB-23 N40 N73 C-BEAM Beam Wide Fl.. A992 Typical 22_ CB-24 N30 N31 C-BEAM Beam Wide Fl.. A992 ` Typical 23 CB-25 N31 N32 C-BEAM Beam Wide FI.. A992 Typical 24 CB-26 N32 N74 C-BEAM Beam Wide FL. A992 Typical 25 CB-27 N34 N35 C-BEAM Beam Wide Fl.. A992 Typical 26 CB 28- _..N35 N36 '" C-BEAM` 'Beam Wide FL. A992 Typical 27 CB-29 N36 N75 C-BEAM Beam Wide Fl.. A992 Typical 28 M34 N51 N49 _ 180 C-CHANNEL Beam Channel A36 Gr.36_ Typical 29 M35 N49 N50 C-CHANNEL Beam Channel A36 Gr.36 Typical 30 M36 - N50 -_ N76 C-CHANNEL' `Beam Channel A36 Gr.36 Typical 31 M34A N56 N53 180 C-CHANNEL Beam I Channel A36 Gr.36 Typical 32 M35A N53 N54 C-CHANNEL Beam Channel A36 Gr.36 Typical 33 M36A N54 N77 C-CHANNEL Beam Channel A36 Gr.36 T pica 34 KS-34 N42 N46_ __ V-BRACE VBrace Single... A36 Gr.36 Typical 35 KB-35 N45 N19 V-BRACE VBrace Single... A36 Gr.36 Typical 36 KB-36' N43 N47' V-BRACE- ..::VBrace Single... A36 Gr.36 Typical 37 KB-37 N44 N48 V-BRACE VBrace Single... A36 Gr.36 Typical 38 BEAM-4' , _.. N72. N71 BEAM' 'Beam Wide Fl:. A992 ,_ Typical 39 RIG-39 N86 N88 COLUMN Column Pie A500 Gr.42 Typical 40 RIG-40 N87• N89 COLUMN Column Pie A500 Gr.42 Typical 41 M41 N76 N52 C-CHANNEL Beam Channel A36 Gr.36 Typical 42 M42- N73 N41 C-BEAM ' Beam Wide FL. A992 Typical 43 M43 N74 N33 C-BEAM Beam Wide Fl.. A992 Typical 44 M44 _ N75 N37 C-BEAM Beam Wide.F1'.. A992 Typical 45 M45 N77 N55 C-CHANNEL Beam Channel A36 Gr.36 Typical 46. _ AP-1 N5 N82 ANTENNA POLE " Column Pipe A53 Gr.'B Typical 47 AP-2 N72 N87A ANTENNA POLE Column Pie A53 Gr. B Typical 48 HB-52 N88A N108 H-B-PIPE Beam Pie A53 Gr. B,' Typical 49 HB-53 N94 N110 H-B-PIPE Beam Pie A53 Gr. B Typical 50 HB-54` N93 N109' H-B-PIPE Beam Pie A53'Gr. B Typical 51 HB-55 N99 N111 H-B-PIPE Beam Pie A53 Gr. B Typical 52 .ANTENNA-1-_ _N120 N106 ANTENNA Beam Pie A53 GrB'_ Typical 53 ANTENNA-2 N121 N107 ANTENNA Beam Pie A53 Gr. B Typical 54 AB-70 N88A N93 H-B-PIPE - Beam Pie A53 Gr. B Typical 55 AB-71 N94 N99 H-B-PIPE Beam Pie A53 Gr. B Typical 56 : AVB-76 N125 'N124. ANTENNA : Beam Pie A53 Gr. B Typical 57 M80 N94 N93 V-BRACE VBrace Single ... A36 Gr.36 Typical 58 KB-35A _ "N45 N29A V-BRACE VBrace Single A36 GE36 Typical 59 KB-34A N42 N22A V-BRACE VBrace Single... A36 Gr.36 Typical 60 1 KB36A _ N43' N23A V-BRACE VBrace Sin le... A36 Gr.36 _ T pical 61 1 KB-37A N44 N24A I V-BRACE VBrace ... A36 Gr.36 Typical _Single RISA-31D Version 12.0.0 [SA ... \... \..A..A... \CALCULATIONS\68870 FRAM E--1antenna. r3d] Page 3 Sand On The Ocean Verizon-KHA 0111W016 Page 45 of 116 Des 3WRE191", ering, LLC JobModel umber : Name : 6 870-SAND ON THE OCEAN Checked By: W MISHOE Joint Loads and Enforced Displacements (BLC 1 : DEAD LOAD) Joint Label LD.M Direction Maonitudel(lb.lb-ftl. (in.radl. (lb'sA2/ft. Ib'sA2*h)l 1 I 1.1-EBRE Y -2480 s2_ 1:2-.EBRE Y -2480 3 2.1-MOD Y -712 4 2.2-MOD' Y - - -712 5 3.1-MOD Y -712 6 3.2-MOD :LLffi Y -712 7 4.1-ODE Y -424 8 4.2-ODE Y -424 9 5.1-FUT Y -110010 _ _5.2-FUT _ . _Y 1100 Joint Loads and Enforced Displacements (BLC 3: WIND +X) Joint Label L.D.M Direction Maonituder(lb.lb-ft). (in.rad). (lb'sA2/ft. Ib`sA2'ft)l 1 I 1.1-EBRE L Y 10081.9 2 1.2-EBRE L Y -8613 3 2.1-MOD L Y 8592 4 2.2-MOD L Y -7071 5 3.1-MOD L Y 8592 6 3.2-MOD L __,. Y - -7072 7 4.1-ODE L Y 8661 8 4.2-ODE L Y -7269 9 5.1-FUT L Y 8592 10 _5.2-FUT L Y -7072,-, 11 1.1-EBRE L X 3116 --_1.2-EBRE L -, X 3116 2.1-MOD L X 2828 2,2-MOD_ __ _ L _- X 2828 3.1-MOD L X 2828 F12 3.2-MOD L X 2828 4.1-ODE L X 2876 4.2-ODEX 2876 5.1-FUT L X 2828 5.2-FUT L X. 2828 Joint Loads and Enforced Displacements (BLC 4: WIND +Z) Inief I eh.1 I n nn niro n- I,Aonnih Worllh Ih-H1 !in mal /Ih'cA9/H Ih`enyftll 1 1.1-EBRE 1 L I Mx 10689 2 1.2-EBRE I L i Mx 10689 3 1.1-EBRE I L Z 3289 4 1.2-EBRE I L Z - 3289 _ Joint Loads and Enforced Displacements (BLC 5 : WIND -X) .Wn t I ahal I n M nirartinn MAnnibidet(Ih.lh-ftl- (in radl- (lh'sA2lft. Ih`sA2'ft)l 1 I 1.2-EBRE L Y 10081.9 L Y -8613 2.2-MOD L Y 8592 2.1-MOD L Y- -70713.2-MOD L Y 8592 3:1-MOD LY -70724.2-ODE E1.1-EBRE L Y 8661 4.1-ODE L Y - -7269 5.2-FUT L Y 8592 5.1-FUT L Y -7012 1.1-EBRE L X -3116 RISA-3D Version 12.0.0 [SA ... \...\...\...\... \CALCULATIONS\68870 FRAME--lantenna.r3d] Page 4 Sand On The Ocean Verizon-KHA 011182016 Page 46 of 116 Designer S LSER 3WRE19",e m9 LLC Job M deluName : 6 8E SAND ON THE OCEAN Checked By W MISHOE _Joint Loads and Enforced Displacements (BLC 5: WIND -X) (Continued) .Inint I_ahpi I D M niractinn AAannih idcf/Ih Ih-h1 /in ..H1 flh•.rogm 0.•MMhll 12 127EBRE ' X -3116 13 2.1-MOD X -2828 14 ;' ". 2-2-MOD X -2828,'15 3.1-MOD X -2828 16 "_ 3:2=MOD ML _X -2828 17 4.1-ODE X -2876 18 4.2=ODE X ' --2876 19 5.1-FUT X -2828 20 °5`.2-17UT L X -2828 Joint Loads and Enforced Displacements (BLC 6 : WIND -Z) .mint I ahel I n M niroMmn Mannitndonlh Ih-hl im .,n t1h•.A9/h Ih•.A9•h11 1 5.1-FUT L Mx -10689 ` 2 5.2-FUT ., L ' Mx -10689 -.., 3 5.1-FUT L Z -3289 4 1 5:2-FUT L . ,,.Z Joint Loads and Enforced Displacements (BLC 7: Antenna DL) Member Point Loads Member Label Direction Ma nitude Ib Ib-ft Location f[ % No Data to Print ... Member Distributed Loads (BLC 3: WIND +X) Member Label Direction art Maonitu tart Loc do End Location ° 1 BEAM-3 X 268 268 0 1 0 2 ,,,, 'BEAM 5. - -. X . '. _ '268 ,"268 .' 0. ' .'..0 3 KB-34 X 94 94 0 0 4 _ `; ' ` KB=35 X 4 94, " .. . -0 0 5 KB-36 X 94 94 0 0 6 . KB-37' X 94 94 0 0 7 M10 X 161 161 0 0 8 M9 X. 161 161 0 0 9 M11 X 161 161 0 0 10 M12 X 161 161' 0 0 11 AP-1 X 160 160 0 0 12 AP-2 Xv 160 166 0 0 13 ANTENNA-1 X 72.6 72.6 0 0 14 ' `: ANTENNA-2 , ' X -12.6, 72.6 Member Distributed Loads (BLC 4: WIND +Z) Member Label Dirention Start Mnnnim Fnd Mnnnifuderlh/ft Fl Start I ncatin Fnd I ncatmn ffr %1 1 M9 Z 161 161 0 0 2 ,. M11 .. I Z 161 .161 0 0 3 M12 Z 161 161 0 0 4 M10 Z 161 161 0 0 5 M36 Z 268 268 0 0 6 M35 Z , 268 268. 0 0 7 M34 Z 268 268 0 0 RISA-3D Version 12.0.0 [S:\... \..A ... \... \... \CALCULATIONS\68870 FRAME--lantenna.r3d] Page 5 Sand On The Ocean Vedzon-KHA 01/1 M016 Page 47 of 116 1ny `� lel Name : 688 0 SAND ON THE OCEAN Checked By W MISHOE 3WREM" JobModelumber : Member Distributed Loads (BLC 4.- WIND +Z) (Continued) nnomha, l oh.1 ni—Ii— e.en RAnnni.0 en.l RA—iA idnnF/H n a.e.. l n C..w I n ..nra aLl 8 M36A Z 268 268 0 0 9 M35A Z 268 268 0 0 10 M34A •Z 268 268 0 0 11 KB-34 Z 94 94 0 0 12 KB-36 Z " 94' 94 0 0 13 KS-37 Z 94 94 0 0 14 KB-35 Z 94 94 0 0 15 GIRDER-1 Z 168 168 0 0 16 GIRDER-2 Z 168 168 0 0 17 M41 Z 268 268 0 3 18 M45 Z 268 268' 0 _ . __3 ' 19 AB-70 Z 94 94 0 0 20 AB-71 Z_ 94 94 0 0 21 AP-1 Z 160 160 0 8 22 AP-2 Z 160 160 0 8 23 ANTENNA-2 Z 127.8 127.8 0 0 24 ANTENNA-1 Z 127.8 127.8 0 0 _Member Distributed Loads (BLC 5: WIND -X) nnn...hn. 1 nFn1 n:.nn.;nn mnw nennn:... vnw wennnx..wnnF.w n an-. 1 nnncn v..w 1 ,.,.n.;n..rn on 1 BEAM-3 X -268 -268 0 0 2 BEAM-5 X' -268 -268 0 0 3 KB-34 X -94 -94 0 0 4 _ KB-35 X -94 -94 0 0 5 KB-36 X -94 -94 0 0 6 KB-37 -X - -94 - -..-94 0 - - 0 7 M10 X -161 -161 0 0 8 M9 X' -161- -161 0 0 9 M11 X -161 -161 0 0 10 M12 X. -161 -161 0 0 11 AP-1 X -160 -160 0 0 12 - AP-2 - X -160 -160 0 0' 13 ANTENNA-1 X -72.6 -72.6 0 0 14 ANTENNA-2 X -72.6 -72.6 0 0 Member Distributed Loads (BLC 6: WIND -Z) RA—h— I ek-1 n;.nn.:nn C.a.. KA—i.., Cnd M C.eN I nna.in Cn.l 1 nnn.innrl. 0%1 1 M9 Z -161 -161 0 0 2 M11 Z -161 -161 0 0 3 M12 Z -161 -161 0 0 4 M10 Z. -161' -161 0 0 5 M36 Z -268 -268 0 0 6 M35 Z -268 -268 0 0 7 M34 Z -268 -268 0 0 8 M36A Z -268 -268 0 0 9 M35A Z -268 -268 0 0 10 M34A Z -268 -268 0 0 11 KB-34 Z -94 -94 0 0 12 KB-36 Z -94 -94 0 0 13 KB-37 Z -94 -94 0 0 14 KB-35 Z -94 -94 0 0 15 GIRDER-1 Z -168 -168 0 0 16 GIRDER-2 Z -168 -168 0 0 17 M41 Z -268 -268 0 3 18 M45 - Z -268 -268 0 3 19 AB-70 Z 1 -94 1 -94 1 0 0 RISA-3D Version 12.0.0 [SA ... \... \..A...\ ... \CALCULATIONS\68870 FRAME--lantenna.r3d] Page 6 Sand On The Ocean Verizon-KHA 01/18/2016 Page 48 of 116 Des LSER 3WAIL,eenn9 LlC J dlel Name : 6 8E SAND ON THE OCEAN Checked By: W MISHOE Member Distributed Loads (BLC 6: WIND -Z) (Continued) Memher I ahel nirectinn Rtart Mannih, Fnd Mannit... wlh/ft FI Rfad I ncafin Fnd I nnatinnrfr % 1 20 1 AB-71 Z _ -94 - -94 0 '0 21 AP-1 Z -160 -160 0 8 AP---2 �Z 160 ___ --.0- 23 ANTENNA-2 Z -127.8 -127.8 0 0 24° 'ANTENNA-1 Z _ -127.8 -127.8 0 0 Member Distributed Loads (BLC 8: BLC 1 Transient Area Loads) Member Label Direction Start Ma nitu . End M n'Itude Ib/ft tart Locatio.. End Location ft 1 CB-21 Y -48.332 -48.332 0 3.25 2 CB-22 Y -59:84 -59.84 , 0 1.75- 3 CB-23 Y -48.333 -48.333 .167 4.5 4 CB-24 _ Y -38.666 -38.666 7.772e-16 325 5 CB-25 Y -47.872 -47.872 0 1.75 6 CB-26 Y _' -38.666 -38.666 .167- • 4.5 7 CB-27 Y -48.333 -48.333 3.33le-16 3.25 8'- CB-28' Y` -59.84 °59.84. 0 1'75 9 CB-29 Y -48.333 -48.333 .167 4.5 10 M34 _ Y -29, -29 0 3.25 11 M35 Y -35.904 -35.904 0 1.75 12 M36 Y -29 -29 .167 44.5 ' 13 M34A Y -28.999 -28.999 3.33le-16 3.25 14 M35A Y , -35.904 - -35.904 0 '1s.75 15 M36A Y -29 -29 .167 4.5 16 M41: Y -31.416` -31.41'6 - 0 3 17 M42 Y -52.36 52.36 0 3 18 .: 'M43 Y" -- - -41.888 19 M44 Y -52.36 1 -52.36 0 3 20'1 M45 'Y ;* -31.416 1 -31.416 ' 0 `_1 3 Member Distributed Loads (BLC 9: BLC 2 Transient Area Loads) Mamher I ahal niranfinn Rtart Mannih, Fnd Mannifudatlh/ff Ft Rtnd I nnnfin Fnd 1 nnafmnrft -/1 1 CB-21 Y -289.995 -269.995 0 3.25 2 C6-22' Y -_-359.041 -359.041 0' 1.75- 3 CB-23 Y -289.995 -289.995 .167 4.5 4 CB-24 Y:_ -231.996 -231.996' 7.172e-16 3.25, 5 CB-25 Y -287.233 -287.233 0 1.75 6 CB-26 Y - -231.996 -231.996' .167 =4.5 7 CB-27 Y -289.995 -289.995 3.33le-16 3.25 .8 CB-28 Y `" _-359.041 - -359.041 ...._ _ 0 . 1.75 9 CB-29 Y -289.995 -289.995 .167 4.5 10 M34 _ Y -173.997 -173.997' 0 3.25. 11 M35 Y -215.425 -215.425 0 1.75 12 - _M36 Y -173.997 -173.997 . .167 _ 4.5 13 M34A Y -173.997 -173.997 3.33le-16 3.25 14 M35A Y •:: :-215.425 215.425 _ 0 1.75 15 M36A Y -173.997 -173.997 .167 4.5 16 M41 Y -188.497 -188.497 0'. 3 17 M42 Y -314.161 -314.16' 0 3 18 M43 Y' -251.329 -251:329 •'= 0 3 19 M44 1 Y 1 314.161 -314.161 0 3 20 M45 " Y .-188.497 -188.497' 0 1 3 RISA-3D Version 12.0.0 [SA ... \...\...\...\... \CALCULATIONS\68870 FRAME--lantenna.r3d] Page 7 Sand On The Ocean Verizon-KHA 01/182016 Page 49 of 116 3WRE14",e tng tL[ Job Model Name : 688 0 SAND ON THE OCEAN Checked By W MISHOE Member Area Loads (BLC 1: DEAD LOAD) Joint A Joint B Joint C Joint D Direction Distribution Ma nitude s 1 N10 N11 N12 N9 Y A-B _10 Member Area Loads (BLC 2: LIVE LOAD) Joint A Joint B Joint C Joint D Direction Distributio Ma nitude s 1 N10 N71 N12 N9 Y A-B -60 Basic Load Cases RI C ncsrrintmn r:afunnm Y rr.,An, V rmvi6, 7 rra•dn, W,. Rnint nfeb0. A-IKAe 6�denelD�e.enn/nn\ 1 DEAD LOAD DL -1 10 1 2 LIVE LOAD LL 1 3 WIND+X WL+X 20 14 :4 WIND,+Z WL+Z-.. _:4_ --24- -... - .. 5 WIND-X WL-X 20 14 6.`.. _ WIND.-Z- - WL-Z ,4.. 24 7 Antenna DL DL 2 g BLC 1 Transient Area Loads None 20 9 BLC 2 Transient Area Loads None 20 Load Combinations " Description Snlve PD._ SR_. RI C Fa.. RI C Fa RI C Fa RI C Fa R Fa RIC. Fn R Fa R Fa 1 ASCE Stren th 1 Y DL 1.4 2 -.ASCE Strength 2 a _. -.. -.. Y DL: 1.2 LL 1.6: LLS 1.6 RLL .5. 3 ASCE Strength 2 b Y DL 1.2 LL 1.6 LLS 1.6 4 ' ASCE Strength 3- a - ` Y _ _- DL 1.2 .RLL 1.6 LL -.5 LLS T: 5 ASCE Strength 3 (b) (a) Y DL 1.2 RLL 1.6 W L+X .5 ASCE Strength,3 (b) (b) Y DL 1.2 RLL 1.6 W L+Z .5 7 ASCE Strength 3 (b) (c) Y DL 1.2 RLL 1.6 W L-X .5 8 ASCE Strength 3 (b) (d) Y DL 1.2 RLL 1.6 WL-Z .5 9 ASCE Strength 3 (d) (a) Y I I DL 11.2 WL+X .5 " 10 ASCE Strength 3 (d) (b) Y DL_ 1.2 W L+Z .5 11 ASCE Strength 3 (d) (c) Y DL 1.2 W L-X .5 12 ASCE Strength 3 (d) (d) Y DL, 1.2 W L-Z .5 13 ASCE Strength 4 (a) (a) Y DL 1.2 WL+X 1 LL .5 LLS 1 R.. .5 14 ASCE Strength 4 (a) (b) Y_'' DL 1.2WL+Z 1 LL .5 LLS 1 R.. .5 15 ASCE Strength 4 (a) (c) Y DL 1.2 W L-X 1 LL .5 LLS 1 R.. .5 16 ASCE Strength 4 (a) (d) Y DL 4.2 W L-Z 1 LL .5 LLS 1 R.• .5 17 ASCE Strength 4 (b) (a) Y DL 1.2 WL+X 1 LL .5 LLS 1 18 'ASCE Strength 4 (b) (b) Y DL 1.2 WL+Z _1 LL .5 LLS 1 19 ASCE Strength 4 (b) (c) Y DL 1.2 W L-X 1 LL .5 LLS 1 20 ASIDE Strength 4 (b) (d) Y DL 1.2 W L-Z t. LL .5 LLS 1 21 1 ASCE Stren th 6 a Y DL .9 WL+X 1 22 ASCE Stren tli 6 b Y DL .9 W L+Z 1 23 ASCE Strength 6 c Y DL .9 WL-X 1 24 ASCE Strength 6 d_ Y DL .9 W L-Z 1 25 26 ASO LOAD COMBINATIO.., 27 ASCE ASD 1 Yes Y DL 1 28 ASCE ASD 2 Yes 1 Y DL 1 LL 1 LLS 1 29 ASCE ASD 3 (a)Yes Y DL 1 30 ASCE ASD 5 a a Yes Y _ DL 1 'WL+X 31 ASCE ASD 5 a b Yes I Y I I DL 1 WL+Z .6 32 ASCE ASD 5 a c Yes I Y I I DL 1 WL-X ,.6 RISA-31D Version 12.0.0 [SA ... \..A ... \... \... \CALCULATIONS\68870 FRAME--lantenna.r3d] Page 8 Sand On The Ocean Venzon-KHA 01/18/2016 Page 50 of 116 Des JWM ngi ee ing, LlC Joblel umber :Name : 6 870-SAND ON THE OCEAN Checked By W MISHOE Model Load Combinations (Continued) n.... iminn QnI- Pr) CC RI r P. RI r P. RI r P. PI r P. R W. RI r P. R P� R P. p • mm ®®IM®®MIME®®®■®■® m ` ` � �®®��®� ®MIME® ®■®■® En ®® ■®®®■E Joint Boundary Conditions IniM l .h.l Y ❑.! 1 V WA-1 7 rtrfnl Y nm rlr-w,.A1 v Rnt nr-H/mdl 7 Rnt ne-H/mA Fnntinn 1 BN1 Reaction 1 Reaction Reaction 2, ,.:''• BN3'�,,. Reaction I Reaction' Reactlori-1,-_,-,- 131 BN4 I Reaction I Reaction I Reaction 4 • "'. BN2, I Reaction I Reaction Reaction .. Envelope Joint Reactions Inint v nhl I r v nhl I r 7 Uhl I r MY nh-el I !. Knv rih-m I r M'] rlh-kl I r 1 BN1 m..11216.702 36 113772.842 36 5097.688 133 0 27 0 27 0 27 2 - "1141 -4951 086 38 14002.21 ' 38 -3836.757 39 ` - 0, 27' '' "27 0 27 3 BN3 m.. 6516.127 40 12576.689 34 3345.056 33 0 27 0 27 0 27 4 , : ; , i 12525.549 34 -4753003 40 . -3.1.10 729 39 0' _ 27 0 27 0' 27 .: 5 BN4 m.. 6159.756 40 8897.797 34 3528.78 41 0 27 0 27 0 27 6 'i" -10386.094 34--238T625 40 =3978.702 31 - 0 ._ 27 0 27', .0" i27 7 BN2 m..9211.659 36 9209.989 35 3605.18 41 0 27 0 27 0 27 8:'• -.. _ ` -nin -4420.657 °38". -2620.226 _38. -4656.028 31 0. 27 0 ''' 27 ,-;0 " 27 - 9 Totals: m.. 27891.24 32 35403.739 28 15232.12 41 10 :.. "` " - i_ -2789124 38 7741259 38' ,15232.2 31 Envelope A)SC 14th(360-10): ASD Steel Code Checks KA.mh.r Shan. r H. I , 1 r ghaar I nr If. Pnn/n Pnt/nm rlhl Mn,,Mn rlh-frl Mn77/n Ch Pnn 1 GIRDER-1 W10x33R.234 5.6.. 30 .401 1141 33 218104.. 90718.563 34930.14 96806.3.. 1.631 Hl-lb 2. `GIRDER-2- W10x33- 7:8!. 30- .369' .151 ' 31f 21306s:: 90718.563 y R34930.14' + 968o6.3.::'2.027 H1.-1b 3 BEAM-3 W10x331.8... 32 .145 3.6... 33193769.. 90718.563 34930.14 96806.3...1.52 H7-tb 4 : BEAM-1 W 10x33'10::.: 32. .286; .8..• 32' 193769.. 90718.563 34930.14, 968a6.3....1.01 H1-1b 5 BEAM-2 W10x3310.... 30 .267 2.0... 30 193769..90718.563 34930.14 96806.3... 1.006 Ht-1b 6, ...BEAM-5- W10x3317.::.-31 .115 15...: 31=193769::90718-563 . 34930.14 i 96806.3..2.503Hr=1b 7 M9 SS6x0.500 1 36 .189 0 36 202995..03461.078 29970.06 29970.06 1.316 H1-1b 8 " M10 3ssxo.5o T 36 .157.. 0 36' 202995.. 03461:078 2997006 29970:06 1.315 H1-15 9 M11 HSSsxo.5o0 1 34 .206 0 34 zo2ss5.. oaasl.o7a 29970.06 2ss7o.os 1.665 H1-1b 10 ,M12 SS6x0.50o;:382 ,,'34 172 '0 34202s95.: 03461-078' 21170.06 " 2ss70:o6'1.665H1-1b 11 RIG-13 HSS6x0.500 .330 1 32 .332 1 32 202994.. 03461.078 29970.06 29g7o.06 1.699 H3-6 12.. RIG=14 -' SS6xo.500 ;..338 .1 ,31 .307 1'0, '32'202995, 03Q61078 ^,. 29970.06 - 29970.061.671 H11ti RISA-31D Version 12.0.0 [SA ... \..A ... \...\... \CALCULATIONS\68870 FRAME--lantenna.r3d] Page 9 9 Company n r�erin ,LLC Designer Job Number Model Name Sand On The Ocean Verizon-KHA 01/182016 Page 51 of 116 JWME Apr 25, 2014 S BELSER Checked By: W MISHOE 68870-SAND ON THE OCEAN Envelope AISC 14th(360-10): ASD Steel Code Checks (Continued) nne. k- Q"- n-. . I .... 1 r 06..... I - I r D-1- onN...., n61 R.1mm/nm n6-Nl WA-1, r6 onn 13 RIG-15 ss6x0.50 .177 1 33 .194 0 1 33 1202995.. 03461.078 29970.06 29970.06 1.656 H1-tb 14 RIG-16 SSsxo.5o .249 1 31 .311 0 31 202995.. 03461.078 29970.06 29970.06 1.632 H1-tb 15 RIG-17 SS6x0.50 .606 1 32 .309 0 32 202995.. 03461.078 29970.06 29970.06 1.671 H7-1b 16 RIG''-18 SS6xO.50 .595 1 32 .342 O 32 202995.. 03461.078 29970.06 29970.06 j,667 HI-1b 17 RIG-19 SS&O.50 .563 1 30 .268 0 30 202995.. 03461.078 29970.06 29970.06 1.647 FI1-1b 18 RIG-20 SS6x0.50 .556 1 30 318 0 30 202995:. 03461.078 29970.06 29970.06 1.666 HI-1b 19 CB-21 W8x21 .016 1.75 37 .029 0 36 170026..184431.138 14196.607 s0898.2... 1.138 H1-1b 20 CB-22 _ W8x21 .016'. .875 37 .076 0 z 30� 180719..184431.138 14196.607 _ 50898.2.. 1.136 H1-1b 21 CB-23 W8x21 .034 2.3.. 34 .028 0 34 158776.. 184431.138 14196.607 50898.2.. 1.138 H7-tb 22 CB-24 W8x21 .013 1.75 28 .013 0 28 170026..184431.138 14196.607 50898.2.. 1.138 H1'-1b 23 CB-25 W8x21 .009 .875 2 0 37 180719..184431.13a 14196.607 50898.2... 1.136 H1-lb 24 CB-26' W8x21 .023 2.3.. 2 D 28 158776..184431.138 14196.607 50898.2.. 1.138 H1-1b 25 CB-27 W8x21 .022 1.75 3 0 36 170026..184431.138 14196.607 5o8s8.2... 1.138 H1-1b -26 CB-28 W8x21 .019 .875 3 0 z 30 180719.. 84431.138 14196.607 50898.2.. 1.136 HI-1b 27 CB-29 W8x21 .033 2.3.. 3 O 34 158776..184431.138 14196.607 50898.2.. 1.138 HI -lb 28 M34 C8xl1.5 .131 1.75 3 0 z 31 57209.... 72646.707 2230.61 17299.4.. 1.138 H1-1b 29 M35 C8x11.5 .052 875 31.75 30 68434.... 72646.707 2230.61 17299.4.. 1.136 H1-1b 30 M36 C8x11.5 .243 2.3.. 3 0 34 46786...: 72646.707 2230.61 n2ss.a.. 1,137 H1-tb 31 M34A C8x11.5 .133 1.75 331. 0 36 57209....72646.707 2230.61 17299.4.. 1.138 HI-tb 32 M35A C8x11.5 .056 875 33 .130 1.75 30 68434....72646.707 2230.61 17299.4.. 1.136 H1-1b 33 M36A C8x11.5 .251 2.3.. 33 .041 0 34 46786.... 72646.707 2230.61 17299.4.. 1.137 HI-1b 34 KB-34 L4x4x8 .393 .619 36 .029 0 32 78828.... 80838.323 3646.311 836 .354 1.136 H2-1 35 KB-35 L4x4x8 .272 .619 36 .018 O 32 78828.... 80838.323 3646.311 8366.354 1.136 H2-1 36 KB-36_ L4x4x8 .444 s1s 34 .020 1.4.:. z 37 7as2s:... aoe3asz3 3646.311 e3ss.3sa'1.136 H2-1 37 KB-37 L4x4x8 .366 .619 34 .027 0 z 31 78828.... 80838.323 3646.311 8366.354 1.136 H2-1 38 BEAM-4. W1Ox33 .319 2.2- 30. .273.2.0..: 30193769.. 90718.563 34930.14.. 96806.3.. 2.55 HI -lb 39 RIG-39 SS6xo.50 .285 0 30 .308 0 30 202995.. 03461.078 29970.06 29970.06 1.578 H3-6 40 RIG-40 SS6x0.50 .205 0- 30 .327 0 30 202995.. 03a61.078 29970.06 29970.06 1.667 H3-6 41 M41 C8x11.5 .094 1.5 31 .041 0 35 60952.... 72646.707 2230.61 172ss.a... 1.136 H1-1b 42 M42 W8x21 .014 '1.5 .37 .019 3 28 173734.. 84431.138 14196.607 50898.2.. 1.136 H1-1b 43 M43 W8x21 .010 1.5 28 .012 3 28 173734..184431.138 14196.607 50898.2.. 1.136 H1-tb 44 M44_ W8x21 .015 1.5'35 .019 3 28173734..184431.138 14196.607 50898.2.. 1.136 H1-1b 45 M45 C8x11.6 .099 1.5 33 .027 3 28 60952.... 72646.707 2230.61 17299.4.. 1.136 HI-1b 46 AP-1 - PIPE_5.OX .755 0 33 .080 12.... 32 100767.. 120089.82 16591.816 16591.8.. 2.065 HI -lb 47 AP-2 PIPE_5.OX .752 0 31 .080 12.... 32 1100767.. 120089.82 16591.816 16591.8... 2.71 H1-1b 48 HB-52 PIPE_3.OX .083 0 33. .057 .5 32 59227..... 59311.377 5082.335 5082.335 1.701 H1-1b 49 HB-53 PIPE_3.OX .124 0 33 .276 0 32 59227.... 59311.377 5082.335 5082.335 1,428 H1-1b HB-54- PIPE_3.ox .084 0 31 .063 0 32 59227.... 59311.377 5082.335 5082.335 1.721 Hl-lb HB-55 PIPE_3.OX .113 0 31 .282 O 30 59227.... 59311.377 5082.335 5082.335 1.394 H1-1b PIPE_3.0X .226 1 32 .027 5 32 58977.... 59311.377 5082.335 5082.335 1.455 HI-1b ANTENNA-2 PIPE_3.OX ,226 1 30 .027 5 32 58977.... 59311.377 5082.335 5082.335 4.892 Ht-1b AB-70 PIPE_3:OX .066 3.25 33 .026 6.5 31 55882.._59311.377 _ 5082.335 5082.335 1.422 H7-1b JANTENNA-1 AB-71 PIPE_3.OX .066 3.25 31 .028 0 31 55882.... 59311.377 5082.335 5082.335 1.424 Ht-tb AVB-76 PIPE_3.OX .000 0 30 .014 0 32 54195.... 59311.377 5082.335 5082.335 1 H1-tb M80 L4x4x8 .203 3.7.. 32 .009 0 33 38827.... 80838.323 3646.311 8027604 1.136 H2-1 KB-35AL4x4x8 .198 1.5.. 31 .020 0 3271669.... 80838.323 3646,311 8366.354 1.136 H2-1 KB-34A L4x4x8 .181 1.3... 33 .028 0 32 73035.... 80838.323 3646.311 8366.354 1.136 H2-1 60 KB36A L4x4x8 132 1.3... 33 .020 2.8... 34 73035.... 80838.323 3646.311 18366.35411.136 H2-1 61 1 KB-37A L4x4x8 .146 1.3... 31 .027 0V 31 73035.... 80838.323 3646.311 18366.35411.136 I H2-1 RISA-3D Version 12.0.0 [SA ... \... \..A...\ ... \CALCULATIONS\68870 FRAME--lantenna.r3d] Page 10 Sand On The Ocean Verizon-KHA 01/18/2016 Paqe 52 of l l6 RISAConnection version 4.0.1 3WAI&.9 Rg,UC 0412512014 Global Parameters - Description: Project Tale 68870-SAND ON THE OCEAN Company JWME Designer S BELSER Job Number Notes Global Parameters - Solution: Design Method AISC 14th (360-10): ASD Bolt Group Analysis Method Center of Rotation Weld Analysis Method Center of Rotation Consider Bolt Hole Deformation? Yes Check Weld Filler Material Matching? Yes Check Rotational Ductility? Yes Project Explorer Summary; Girder/Bm Clip Angle (Lateral) CB-21 I - BEAM3 PASS (LC-11, UC-0.1) CB-22I -BEAM-1 PASS (LC-11, UC-0.1) CB-21 I - BEAM-3: 2D Views GirderBeam Clip Angle Shear Connection Side view I 3.04� 3.00 g1 p N a1 k 4 V a 4 94 � � 3 i 1 1 1 I Front view Sand On The Ocean Verizon-KHA 01/1812016 Page 53 of 116 CB-21 I - BEAM-3: ASD Results Report Aso Girder/Beam Clip Angle Shear Connection Material Properties: Girder W10x33 A992 Fy = 50.00 ksi Fu = 65.00 ksi Beam W8x21 A992 Fy = 50.00 ksi Fu = 65.00 ksi Angle L4x3.5x6 A36 Fy = 36.00 ksi Fu = 58.00 ksi Input Data: Shear Load 499.51 lbs User Input Shear Load Axial Load 2678.61 lbs User Input Axial Force (compression) Note: Unless specified, all code references are from AISC 360-10 Governing LC: 3D - 37 - ASCE ASD 6 (a) (d) Limit State Required Aw rGeometry Restrictions at Girder Beam Weld Limitations Erection Stability - EmnShear Yield 2724.79 lbs 36350.1 C"ngleShear Yield 2724.79 lbs 32400.1 Feam Shear Rupture 2724.79 lbs 35441.: Clip Angle Shear Rupture at Beam 2724.79 lbs 39150_1 [able Unity Check Result PASS PASS PASS I lbs 0.07 PASS lbs 0.08 PASS ilbs 0.08 PASS lbs 0.07 PASS Sand On The Ocean Verizon-KHA 01/182016 Page 54 of 116 Clip Angle Shear Rupture at Girder 499.51 Ibs 27731.25 Ibs 0.02 PASS Clip Angle Block Shear at Girder 499.51 Ibs 29779.69 Ibs 0.02 PASS Compression Buckling of the Clip Angle 2678.61 Ibs 48502.99 Ibs 0.06 PASS F oped Beam Flexural Rupture 499.51 Ibs 26591.73 Ibs 0.02 PASS Coped Beam Local Web Buckling 499.51 Ibs 24497.21 Ibs _ 0.02 —, PASS Bolt Bearing on Girder 499.51 Ibs 23856.47 Ibs 0.02 PASS Bolt Bearing on Clip Angle at Girder _ 499.51 Ibs 23856.47 Ibs 0.02 PASS [Bolt Shear at Girder 499.51lbs 21976.581bs 0.02 PASS J Bolt Group Eccentricity at Girder a92 Beam Weld Strength 2724.79 Ibs 53990.67 Ibs 0.05 _ PASS CB-22 I - BEAM-1: 2D Views Girder/Beam Clip Angle Shear Connection Side view Front view Sand On The Ocean Verizon-KHA 01/182016 Pane 55 of 116 1 I I ---r . .. . N ------------------------ i 0 M 0 m N J CB-22 I - BEAM-1: ASD Results Report Aso Girder/Beam Clip Angle Shear Connection Matedal Properties: Girder W10x33 A992 Fy = 50.00 ksi Fu = 65.00 ksi Beam W8x21 A992 Fy = 50.00 ksi Fu = 65.00 ksi Angle L4x3.5x6 A36 Fy = 36.00 ksi Fu = 58.00 ksi - Input Data: Shear Load 306.32 Ibs User Input Shear Load Axial Load 4733.08 lbs User Input Axial Form (compression) Note: Unless specified, all code references are from RISC 360-10 Governing LC' 3D - 37 - ASCE ASD 6 (a) (d) Limit State Required Available Unity Check Result Geometry Restrictions at Girder i PASS Beam Weld Limitations PASS Erection Stability PASS Beam Shear Yield 4742_98 Ibs 36350.00 Ibs_ 0.13 PASS - - -- Clip Angle Shear Yield_ 4742.98lbs 32400.00lbs 0.15 PASS Beam Shear Rupture 4742.98 Ibs 35441.25 Ibs 0.13 PASS Clip Angle Shear Rupture at Beam 4742.98 Ibs 39150.00 Ibs 0.12 PASS Sand On The Ocean Verizon-KHA 01/1 8/2016Page 56 of 116 Clip Angle Shear Rupture at Girder 306.32 Ibs 27731.25 Ibs 0.01 PASS Clip Angle Block Shear at Girder 306.32 Ibs 29779.69 Ibs 0.01 PASS Compression Buckling of the Clip Angle 4733.08 Ibs 48502.99 Ibs 0.10 PASS Coped Beam Flexural Rupture 306.32 Ibs 26591.73 Ibs 0.01 PASS rCoped Beam Local Web Buckling 306_32, Ibs_ 24497.21 Ibs- 0.01 PASS l _ — Bolt Bearing on Girder 306.321bs 23856.47 Ibs 0.01 PASS Bolt Bearing on Clip Angle at Girder 306.32 Ibs 23856.47 Ibs ' 0.01 PASS l Bolt Shear at Girder 306.32 Ibs 21202.44 Ibs 0.01 PASS f Bolt Group Eccentricity at Girder 0.8.9 Beam Weld Strength 4742.98 Ibs 51577.95 Ibs 0.09 PASS Sand On The Ocean Verizon-KHA 01/182016 Page 57 of 116 3WRE14, Sand on The Ocean 4/26/2014 eering, LLC Verizon 66870 Connector Analysis Girder on top of col CONNECTOR REVIEW - SITE 68870 NOTE: Unity Codes (UC) < or= 1 pass. UC > 1 FAIL LEGEND UNIT DEFINITION INPUT CALCUATIONS RESULTS lbf Ibf Ibf 3 kip 2 3 plf = 1 •— psf = 1 •— pcf = I •— kip = 1 x 10 Ibf ksi = 1 •— SF := ft CF := ft ft ft2 ft3 in Beam to Girder& Girder to Column Connection Check Girder to Column is simple connection ZTotal Number of Members n:=0..i-1 Member Dimensions Member0 "W 10x33" LabelO:—IvI9" " Xl X2 Girder Bolt Top Plate Column bf0:-7.96i' d0;:9.73in tf0: .435in ty0s=0.29i Shear and Tension Values Per Member from RISA Model Label = ("M9") Ty i 137721bf VZ.:= 49361bf VX :=:5145Ibf Torsion and Moment Values Per Member from RISA Model Label = ("M9") MT = 01bf ft My ;= 0 lbf ft Mz Olb&$ Bolt Information dbolt =, .75m Bolt Diameter Numbolts:= 4 Assumed number of bolts Lbt.bolts := dbolf 3 = 2.25 in Ledge.min := dbolf 1.5 = 1.125• in S:\.1WME\.1obs\KHA\Verizon Wireless Bolt:= "A325X'" Fnv.b''= 68kst Nominal Shear Strength pnt0 Nominal Tension Strength Min Distance Between Bolts Min Edge Distance 1 of 3 3wAIEn4,ne&ing,ILC X2-_= 6.Sm Xl =:ll..ih 2 Ab:= W dbol[ = 0.442-in2 4 Dhole dbolt + 0.0625in = 0.812-in rhole:= 0.5.Dhole= 0.406.in Shear:= JVZ2+ VX2= 7.13-kip Tension := Ty = 13.772-kip Sand On The Ocean Verizon-KHA 01/182016 Page 58 of 116 Sand on The Ocean 4/25/2014 Verizon 68870 Area of Bolt Standard Nominal Hole Diameter (Table J 3.3) Bolt Hole Radius TensionMax (max(MT,My,Mz))=(0)1bf•ft TensionMax TensionM = (0 ) X1 Shearperbolt Shear = 1.782-kip Numbolts Tension Tensionperbolt =Tension + M 4 2 1 �3.1.ASD Factor .. 2 Shearbolt '�3.1'Fnv.b-Ab = 15.021•kip Tensionbolt d 3.1"Fnt.b'Ab = 19.88-kip UCsShearperbolt hea := 0.119 Shearbdlt f _ — Tensidnperbolt 3) UCtenston - -Tensionbolt (.0.173 ) bolt ASD Connector Analysis Girder on top of col Worst Case Factored Tension due to uplift at connection. Worst Case Factored Tension due to moment at connection (resisted by two bolts) Worst Case Factored Shear per bolt Worst Case Factored Tension per bolt Shear capacity (1) 3/4" A325-X Bolt in single shear (J3-1, AISC) Tension capacity of (1) 3/4" A325-X Bolt in tension (J3-1, AISC) Unity Code for Shear Unity Code for Tension S:UWMEUobs\KHA\Verizon Wireless 2 of 3 Sand On The Ocean Verizon-KHA 01/182016 Page 59 of 116 JWM� Sand on The Ocean 4/25/2014 tLC ng�neering, Verizon 68870 Connector Analysis Girder on top of col (J3-3b AISC) (Fnt.J3.3b:= 1.3Fnt.b— Fnt.b Shear = 106.32.ksi (�3.1'Fnv.b Ab-Numbolts OFnt for j e n = 90.ksi OFnt.J3.3b 1f Ont.J3.36 < Fnt.b Fnt.b otherwise (�Rn.J3.2 (3.2'017nt Ab = 19.88-kip ORnJ3.2 = 19.88-kip UC73.2 T y = 0.693 (�Rn.J3:2 Combined Tension and Shear in Bearing Type Connection (J3-2, AISC) Unity Code of Available Tensile Strength of Bolt suject to combined tension and shear S:\JWMEUobs\KHA\Verizon Wireless 3 of 3 Sand On The Ocean Verizon-KHA 01/18/2016 Page 60 of 116 3WAIL"91neeling.SAND ON THE OCEAN 4/2ESIGN LlC VERIZON SITE #68870 BRACE DESIGN Brace Connection Design AISC 14TH Ed. LRFD NOTE: LEGEND 1. This procedure is based on Chapters J&K ofAISC 14th Edition 2. Any Unity Code (UC) above 1.0 represents a failed design check Input Calculation 'Result UNIT DEFINITION Ibf Ibf Ibf 3 kip 2 3 plf= I. 8 psf = l� 2 pcf = I. 3 kip= I x 10 Ibf ksi= I� Z SF:= ft CF:= ft ft ft 1n Column "HSS 6c5" 0 Es = 29000ks" Modulus of Elasticity ASTM A500 B FY_c. 42ks Girder:— "W I003" Bolt: "A490X" Fu.c::= 58ksi ASTM A992 Yield Strength of Member Fnv.ti =- 84ksi Bc.:=.'6i Fy g SOks Tensile Strength of Member tc "- 'Srp Fug. 65ks1 Thickness of Flange Fnt.b - 113ksi Area CMp`.= 10 Thickness Web Ac - 8:09in of Section CMW = 33 Depth of Member Mod CM:= W—Shape(CMD,CMW)-in Girder= "W 1003" bfg CM5 = 7.96-in tW g := CM4 = 0.29- in d9:= CM = 10•in ifg:= CM6= 0.435•in Tg := CM = 7.5•in kg:= CM = 0.75-in Sxg:= 35in3 gluf = 0 Array Location "D" I t „W„ 2 "d" 3 "tw" 4 T "bf' 5 ,.if, 6 "Wes" 7 4 "kl" 8 "T" 9 Nominal Shear Strength Nominal Tension Strength Required Design Shear Strength of Connector (y axis From RISA model) -shear := Okip Required Design z Shear S:UWMEL1obs\KHA\Verizon Wireless 1 of 11 Sand On The Ocean Verizon-KHA 01/18/2016 Page 61 of 116 3WRE"91neefing,SAND ON THE OCEAN 4/25/2014 tLC VERIZON SITE #68870 BRACE DESIGN N eb = 45deg Angle of knee brace for from the y axis (XY Plane) Minimum Edge Distance from cent. of hole to Lev:min'= 1`25'q edge of connector Table J 3.4 (pg 16.1-123) Dbolt= Im Bolt Diameter Dhole Dbolt+ 0.0625in = 1.063-in Standard Nominal Hole Diameter (Table J 3.3) rhole:= 0.5•Dhole= 0.531•in Bolt Hale Radius Ab ;= .785in2 Area of Bolt Lcc.min= 2.667-Dbolt= 2.667-in Minimum Spacing Between Bolts (J 3.3) Must be >/= L.cc.min F. i� b := 60 Ikip Required Design x Tensile Strength Axial force in brace 60 member Array set up for two cases LFRD FORCES 42.426 Pr.shear.plate cos(eb)'Faxial.b = (42.426 krp Required tension and shear in plate P 90dcos e ) (42.4261 ctension.plate' � g — ebF ' axial.b — 42.426) kip Determine the number of bolts �3.1 = 0.75 LRFD Factor Eq. J3-1 Design Shear Strength of a (�Rn3.1 :_ (311'Pnv.0b = 49.455-kip snug -tightened bolt jNb�ltxeq.ceil(Faxial.b_ (2) Number of Bolts Required \ Rn3.1 J) 2 Nbolt 2 Design Number of Bolts Nhp�e: 1 Number of Holes perpendicular to tension load Connecto'r:= '!Double Angle 4x4x4/8" S:UWME\Jobs\KHA\Verizon Wireless 2 of 11 J 3WAE9knQ,&knq.LLC Kb := 36ksi, Fu.b.:= 58ksi -I Ag b 3 02in2 ,Ib :- 4i yliar.b �- 1.22in Xbacb��- 122ib 0tb 4 in 8. &b:to al !A Sand On The Ocean Verizon-KHA 01/182016 Page 62 of 116 SAND ON THE OCEAN 4/25/2014 VERIZON SITE #68870 BRACE DESIGN Thickness connector Total Brace Length Lec 2in 2 No:— Number of 1 Braces per connector b := 0.5•(lb — Dhole) = 1.469-in �Approx. Asir a c a+d d�3L b \� Dimensional Requirements 1.a>_1.33ba Wherew=/b 2.wz2ba+d 3. c>_ a where be = 21+ 0.63 in. (16 mm) <_ b be:= I2•tb+0.63in if 2-tb+0.63in:5b = 1.469•in b otherwise amin:= 1.33-be= 1.953-in a : 2n Leh := a + rhole = 2.531 • in lb.min:= 2'be+Ebolt= 3.938•in f�l�.O]Kj' if lb �: lb.min - "OK" ° "Width of Angletoo small" otherwise Tensile Yielding in the gross section ,`ad:261:= 0.901 LFRD 4)pn.d.2.1 4d.2.FFy.b-Ag.b = 97.848-kip Eq.D2-1 :. paxial.b UOdl? No _ (0.307� n d 2.1 Il ��Pn.d.2.1 0.613 Tensile Rupture in the net section Total Length between c/I of bolts in line with lbw.bolt Lcc'(Nbolt— 1) = 3-in tension load An.b Ag.b — t0hole Nhole = 2.489. in2 S:UWMEUobs\KHA\Vedzon Wireless 3of11 Sand On The Ocean Verizon-KHA 01/18/2016 Page 63 of 116 3WAIE'911eenng.SAND ON THE OCEAN 4/2ESIGN llC VERIZON SITE #68870 BRACE DESIGN (Dhole'tb + 0.5An.b) Ub A f Nbolt = 1 = 0.593 Case 2 of Table D3.1 g.b I Xbar.b if N > I bolt lbw.bolt Ae.b := An.b'Ub = 1.477-in2 LFRD (Fn.d.2.2:= '�d.2.2'Fu.b'Ae.b = 64.235-kip Eq. D2-2 Faxial.b No _ C0:467) UCcpPh.d.2.2 � J (Pn.d.2.2 0:934 J4 3. Block Shear Strength of Brace 4)4 5 := 0.75 LRFD J4-5 Agv.bs.b Leh+ Lcc'(Nbolt— l)]tb = 2.766.in2 Gross Block Shear Area Anv.bs.b := Agv.bs.b — (Nhole'Dhole+ 0.5Dhole)'tb = 1.969-in2 Net Block ShearArea Ant.bs.b:= b•tw g= 0.426.in2 Net Block Tension Area Tension Stress Factor (use: 1 for uniform tension stress, Uls I 0.5 for non uniform tension stress) RnA.5.1s.b := 0.60 Fu.b'Anv.bs.b + Ubs'Fu.b'Ant.bs.b = 93.217•kip Rn.4.5.rs.b := 0.60-Fy.b'Agv.bs.b + Ubs'Fu.b'Ant.bs.b = 84.442•kip �Rn4.5.b = 14)4.5-Rn.4.5.rs.b 44.5'Rn.4.5.1s.b if Rn.4.5.1s.b<Rn.4.5.rs.b = 63.331-kip otherwise Design Block Shear Strength (J4-5) S:UWME\Jobs1KHA\Vedzon Wireless 4of11 Sand On The Ocean Verizon-KHA 01/18/2016 Page 64 of 116 , 3WRE41mumvi.SAND ON THE OCEAN 4/25/2014 LlC VERIZON SITE #68870 BRACE DESIGN Faxiatb 9 Nc. _ r0:474�1. i Unity Code Check on Block UC�R.n.4.5.b' �Rn4:5.b A,947 JJJI Shear angle (Eq. J4-5) Bearing Strength at Bolt Hole in Brace (J 3-10) E36H0.7§ LFRD Ls.Lb Leh —rhole=2-in (�Rn.3.6a.b I'�3.6'1.2-Ls.l.b'tb'Fu.b if 1.2-Ls.l.b'tb'Fu.b<2.4Dbolftb'Fu.b=52.2-kip 43.6'2.4Dbolt tb'Fu.b otherwise FaxiaLb UCH Nc'Nbol_t) 0.287 Rn.3.6a.b := _ ( ) �Rh.3'.6a:b 0.575 2) Connector Plate Design ASTM A36 F Hol = 'STD" enpe: Fu P,:= 58ks' Design Plate Length BP 5.5i Design Plate Width Loe 3 in Dp := loin Dcp = Lcc sin(0b) = 2.121-in Det:= 2.5in Dep' Dp — (Det+ Dcp) = 5.379.in Wp.,7:8125in Wep_ 2.5iq Wcp:= Lcc'cos(0b) = 2.121•in Wet'= Wp — Wep — Wep = 3.191 -in S:UWNEUobs\KHA\Verizon Wireless Eq. J3.6a WELD —CONNECTOR C. Lcc I � Z 2 Leh -I-- — — M J O U Rhole Wet 4 Wcp 4— Wep Wp Det Dep 5of11 I 3WAEn91"mnq.11r �� Thickness Plate P . {6: Sand On The Ocean Verizon-KHA 01/182016 Page 65 of 116 SAND ON THE OCEAN 4/25/2014 VERIZON SITE #68870 BRACE DESIGN Single Plate Connection Design Checks: From Table 10-9 for Plate w/ 2-5 Bolts tp.check := Plate thickness OK" if tp < Dhole + I in 2 16 "Plate thickness FAILS, resize bolts and/or plate" otherwise t p.checle— " Platethicknass OK" Dhole 1 2 16 Plate too thick for Table 10-9 use Extended Design checks page 10-102 3) Plate Connection Calculations Areas of Plate in Shear Calculations Agv p Ip*tp = 5.625-in2 Gross Area Subject to Shear 1P = Dp = 0.833 ft Plate Thickness Check Anv.p `4gv.p — tp-Dhole Nbolt = 4.43-in2 Net Area Subject to Shear of Joist Coped Web Ae.p.t:= Anv.p if Anv p < 0.85•Agv p = 4.43-in2 Effective net area 1(0.85-Agv.p) otherwise J41. Strength of Plate in Axial Tension (4.1 := 0.90 LFRD J4-1 (�Rn.4. l .p.t := 44.l' Fy P Ate, p = 182.25-kip 4'4 2:= 0.75 LFRD J4-2 0-n.4.2.p.t:= (l`4.2'Fu.p,Ae.p.t= 192.691•kip Tensile Yielding of Connecting Elements (J4-1) Tensile Rupture of Connecting Elements (J4-2) S:\JWME\Jobs\KHA\Verizon Wireless 6of11 Sand On The Ocean Verizon-KHA 01/18/2016 Page 66 of 116 SAND ON THE OCEAN 4/25/2014 ng�neer\� aO VERIZON SITE #68870 BRACE DESIGN F 0 233 Unity Code of r tenston:plate Connector Strength Rn.t.dgn.UC.p m'#jtn 4.l.p.h 4)Rn 4 2 p t� Y 0 233, in Tension J4 2.Strength of Plate in Shear '04.3 1.00 LRFD J4-3 'Rn4.3.p �)4.3'0.60'Fy p Ag, p = 121.5-kipesign Shear Yielding of the Element (Eq. J4-3) Fr shearplate 0.349 .UCR.n.4.3p - Unity Code Check of Connector �Rn43 per- �0349)M in Gross Shear '4 4:= 0.75 LRFD J44 Design Shear Rupture of the Element (Eq. J44) 'Rn4.4.p'= (�4.4'0.60-Fu.p Anv.p = 115.615-kip LFr.shear.plate 0 367 U C�Rn.4:4 P �R0 36 �n4.4.p J4 3. Block Shear Strength of Plate '4 5 = 0.75 LRFD J4-5 Unity Code Check of Connector in Net Shear Agv.bs.p (Lee)'tp = 1.688•in2 Gross Block ShearArea Anv.bs.p'= (Lee — Dhole)'tp = 1.09-in 2 Ant.bs.p (Det+ Dep — Dhole)'tp = 3.834•in2 Net Block Tension Area Tension Stress Factor (use: 1 for uniform tension stress, Ubs p, 0.5 for non uniform tension stress) Rn.4.5.1s.p 0.60-Fu.p'Anv.bs.p + Ubs.p'Fei.p'Ant.bs.p = 260.304-kip Rn.4.5.rs.p 0.60.Fy.p Ag,.bs.p + Ubs.p'Fu.p'Ant.bs.p = 258.828-kip 0-n4.5.p:= I' 4.5'Rn.4.5.1s.p if Rn.4.5.1s.p <Rn.4.5.rs.p = 194.121-kip 4'4.5'Rn.4.5.rs.p otherwise S:UWMEUobs\KHA\Verzzon Wireless Net Block ShearArea Design Block Shear Strength (J4-5) 7of11 Sand On The Ocean Verizon-KHA 01/182016 Page 67 of 116 3WAV.1911eeilkng.SAND ON THE OCEAN 42ESIGNLlC VERIZON SITE #68870 BRACE DESIGN Fr.shear.plate _ (0.219) Unity Code Check on Block IUC �R.n.4.5.p � 45p I\0.219 Shear(Eq.J4-5) Bearing Strength at Bolt Hole in Connector (J 3-10) `a3.6 = 0.75 LFRD Leh.plate.edge 3.5in tp = 0.563-in Ls.l.p := min[(Leh.plate.edge),(Lee — Dhole)] = 1.937-in (�Rn.3.6a.p j�3.6-1.2-Ls.j.P-tp-Fu.p if 1.2.Ls.Lp'tp'Fu.p<2.4Dbolftp'Fu.p=56.89-kip 4'3.6'2-4Dbolftp•Fup otherwise Weld Design 4. tweld:- I6' lweld ` !e = 10 in t kecc:= P = 0.056 Iweld Eq. J3.6a Faxial.b Nbolt _ (0.5271 �Rn.3.6a.p 0.527 16 Dweld tweld' in = 4 0.75 LFRD Ge := 1 Electrode Strength Coefficient Table 8-3 ex := Wp — (Wcp + Wep) = 0.266 ft aecc ex = 0.319 (weld Cep a= 3:342 From Table 8-4 for Eccentrically Loaded weld group with Angle: 8b = 45-deg S:UWMEUobs\KHA\Verizon Wireless 8 of 11 Sand On The Ocean Verizon-KHA 01/1812016 Page 68 of 116 SAND ON THE OCEAN 4125/2014 3WAE"91neefing, 0.0 VERIZON SITE #68670 BRACE DESIGN 4'Rn.8.13' '�8.13'Cecc'Cexx'Dweld'lweld' kp = 100.26-kip in Weld Strength for Weld Group Faziat b ` 0 598)j UC Rn 8 1313 - (0.598j Unity Code Rn813 HSS Shear Rupture Welds 6.19-Dweld 3.09•Dµeld tmin.connector:= -ksi-in=0.427-in tmin.HSS:= •ksi•in=0.213-in Fu.p Fu.c t -•mriiOK • if t > t _ "OK" c :HSS.check mm.HSS "HSS Wall thickness'to0 thin, resize" otherwise tmin:connectoncheckOK if [mffixonnector � tp <_4P max '`_ "QK" "Shear Plate thickness, resize" otherwise Available Strengths of Plate-to-Rec. HSS Connections (Table K1.2 Functions): M P " ex = O-ki ft Bp.c Bc — 3tc = 4.5in g := I80de 0 135•de u u cos(Ob) P plate g— b= g U = Pu + Mu = 0 p:= Bp.c = 0.75 Fy.c'Ac Fy.c'Sc Bc I 1.3 — 0.4 U/l if �1.3 — 0.4• U1 5 1 1 "tension" a p = I "coin compression for transverse late" Qf`= P P 1 I "compression for long. & long through plate" p CheckKl 3: "OK" if'tp:5 "tc Fy P "Fails Eg Kl-3" otherwise Note: Limiting the single -plate thickness precludes a shear yielding failure of the HSS wall �K I.62 1 LFRD R.1. :a 1 LFRD S:UWMEUobs\KHA\Verzzon Wireless 9 of 11 Sand On The Ocean Verizon-KHA 01/18/2016 Page 69 of 116 JWM SAND ON THE OCEAN 4/25/2014 eenng ll.0 ngmVERIZON SITE #68870 BRACE DESIGN 2 I/j. 117.012 �Rn.k.1.12 ly—c tp 'I 2-+4Fe Qf) sin Op = 117.012� kip (Eq. K1-12) Be la[e� 117.012 Bc 2F 4 2 1 t �234.0231 y.o P .(2 P +4 1 — PQ P = 234.023 .kip (Eq. K1-13) Rn.k.1.13 t B B f sin(0 c c late) 234.023 1-- Bc . Faxial.b0 CJown.kl-12,` 0.513 �Rmk.1.12 0.513: Faxial.bl.. 0.513 UC(�Rh k.1.12 0.513 Rn k.l'.12 s 0.513 Faxial.b0 �0.256 EC,�Rn.i.1.13 _- - 0.256 �Rn.k.1.13 0.256 ` Faxial.bl 0256 UC�R — 0.256 n.k 1.13 �Rak.113 0.256 K1 3 := I "OK, for Plate Limit States and HSS Punching Shear" if tp :— Fv.c tc Fy p "Connection FAILS under Shear Load, see AISC pg 16.1-144" otherwise Kl 3 "OK, for Plate Limit States andHSS.Punching Shear Fn.c tc — 0.806-in Fy p tp = 0.563-in S:UWME\Jobs\KHA\Verizon Wireless 10 of 11 0 3WAvMn91"1mnci, U.0 Bolt= "A490X"= Sand On The Ocean Verizon-KHA 01/18/2016 Page 70 of 116 SAND ON THE OCEAN 4/25/2014 VERIZON SITE #68870 BRACE DESIGN Summary of Desiqn m m Dbolfi 4 4 y 1 o1e =� 7 161 Nbolf- 2< Datat WeT = 3:191 • iii �P® 21-� fW ...25 D = j Vij P „ Det = 2.S in Dep ',2.121-. n Dep I5.379- n Dhole' 11 �; Diameter of Hole t6 to.= 9 fin, plate thickness Connector "-196uble=Angle4xAz4/8".�:+' :.sJ D}1o)e O 1, Lcc=3 in i. in th _ 4. 8.+ cc - 2 in Design For e 1-�'" 60 Faxial:b 160 tki G z M O U WELD -CONNECTOR ��PG� Lcc Leh Wet- Wcp 4— Wep Wp Approx. Asf � I a c ' Dimensional Requirements 1. a>_ 1.33 be 2. wa2be+d 3. c>_ a where be = 2t+ 0.63 In. (16 mm) < b E70XX Electrode in tiveld'�4'.1`, Det M . M. Dep Fillet Weld Thickness Fillet Weld Length S:\JVJMEUobs\KHA\Verizon Wireless 11 of 11 Company JWME Designer SB-WM Sand On The Ocean Verizon-KHA 01/18/2016 Page 71 of 116 April 25, 2014 Job Number : 68870 Checked By:_ Geometry and Materials Length 12. in Width 12. in Thickness .75 in Base Plate Fy 36. ksi Base Plate E 29000. ksi Bearing Fp 1.732 ksi Bearing Fd 4. ksi Pedestal Length 24 in Pedestal Width 24 in Pedestal Height 60 in Analyze Base Plate as Flexible Fp is User Defined Steel Code: AISC 14th:ASD Concrete Code: ACI 318-11 AS Head: Square Seismic Reduction %: 25. DL LL WL EL OL1 OL2 X 12 in Column Shape HSS6x0.500 Column eX 0. in Column eZ 0. in Column to Edge Min (X) 1. in Column to Edge Min (Z) 1. in Plain Base Plate Connection Vx Shear Lug NOT present Vz Shear Lug NOT present Coarse Solution Selected NW Concrete Concrete NOT Cracked ABs NOT Welded to Base Plate Bolt X (in) Z (in) 1 3. 3. 2 3. 3 -3. 3. 4 -3. -3. Anchor Bolt Diameter .75 in Anchor Bolt Material A307 Anchor Bolt Fu 60. ksi Anchor Bolt Fy 36. ksi Anchor Bolt E 29000. ksi AB Stretch Length 3. in AB to AS Min Spacing 3 in AS to Stiffner Min Spacing 1.5 in AB to Column Min Spacing 1.5 in AB to Edge Min Spacing 1.5 in AB Row Min Spacing 3 in Priority is AB to Edge Spacing Include Threads for AB Design AB Fv, Ft based on AISC Criteria Total AB Length: 16. in NO Supp. Reinforcement NO Anchor Reinforcement Tension Anchor Reinf Bar Fy: N.A. Shear Anchor Reinf Bar Fy:N.A. P (lb) Vx (lb) Vz (lb) Mx (lb-ft) Mz fib -it) 6913. 4876. 176. 3942. 2900. 618. -13660. -13134. -3063. -4605. -2745. -7127. 8995. 9695. 2609. 4600. 2777. 7301. Base Plate Stress and Bearinq Result Base Plate Stress (ksi) Bearing Pressure (ksi) Combination Load Sets Allowable ASIF U.C. Allowable ABIF U.0 ASCE ASD 1 1 1 DL 32.4 1. .016 1.732 1. .146 ASCE ASD2 2 1DL+1LL 32.4 1. .026 1.732 1. .227 SCE ASD 5 a 1DL+.6WL 32.4 1. .017 1.732 1. .031 SCE ASD 5 a 4 1DL+.6EL 32.4 1. .01 1.732 1. .089 5 DL+.60L1 32.4 1. .029 1.732 1. .257 DL+.60L2 32.4 1. .023 1.732 1. .203 SCE ASD 6 a (7 1 DL+,75LL+.45WL 32.4 1. .008 1.732 1. .08 SCE ASD 6 a 1DL+.75LL+.45EL 32.4 1. .018 1.732 1. .164 9 1 DL+.75LL+.45OL1 32.4 1. .033 1.732 1. .29 SCE ASD 6 b 1 1DL+.75LL+,45OL2 32.4 1. .028 1.732 1. .249 ASCE ASD 7(11) .6DL+.6WL 32.4 1. .055 1.732 1. .091 RISABase Version 2.10 [S:UWMEUobs\KHA%Verizon Wirel...... N\CALCULATIONS\68870 FRAME BASE PLATE - PINNED.r@.be 1 Company JWME Designer SB-WM Job Number : Sand On The Ocean Verizon-KHA 01/18/2016 Page 72 of 116 April 25, 2014 68870 Checked By:_ _Base Plate Stress and Bearing Results (continued Base Plate Stress (ksi) Bearing Pressure (ksi) r:nmhina}inn I narl Cple AII..hlp ARIF I I r: Allnwahlp ARIF 11 r` ASCE AS 12 .6DL+.6EL 32.4 1. .003 1.732 1. .032 ASCE ASO 8 13 .6DL+.6OL1 32.4 1. .022 1.732 1. .2 1. DL+.6OL2 1 32.4 1 1. .016 1 1.732 1 1. .146 Bearing Contours 253 ® (ksi) 0. 1DL Allowable : 1.732 ksi U.C.:.146 155 ® (ksi) 0. 1 DL+.6EL Allowable :1.732 ksi U.C.:.089 139 ® (ksi) 0. 1 DL+.75LL+.45WL Allowable : 1.732 ksi U.C.:.08 432 ® (ksi) 0. 1DL+.75LL+.45OL2 Allowable : 1.732 ksi U.C.:.249 346 ® (ksi) 0. .6DL+.6OL1 Allowable : 1.732 ksi U.C.:.2 1DL+1 LL Allowable : 1.732 ksi U.C.:.227 1 DL+.6OL1 Allowable : 1.732 ksi U.C.:.257 1 DL+.75LL+.45EL Allowable : 1.732 ksi U.C.:.164 .6DL+.6WL Allowable : 1.732 ksi U.C.:.091 .6DL+,6OL2 Allowable : 1.732 ksi U.C.:.146 393 ® (ksi) 0. 445 ® (ksi) 0. 284 ® (ksi) 0. 157 (ksi) 0. 253 (ksi) 0. 1DL+.6WL Allowable : 1.732 ksi U.C.:.031 1 DL+.6OL2 Allowable : 1.732 ksi U.C.:.203 1 DL+.75LL+.45OL1 Allowable :1.732 ksi U.C.:.29 .6DL+.6EL Allowable : 1.732 ksi U.C.:.032 054 ® (ksi) 0. 351 ® (ksi) 0. 502 ® (ksi) 0. 055 (ksi) .003 RISASase Version 2.10 [S:UWMEUobs\KHA%Verizon Wirel...... N\CALCULATIONS\68870 FRAME BASE PLATE- PINNED.rU*e 2 Sand On The Ocean Verizon-KHA 01/18/2016 Page 73 of 116 Company JWME April 25, 2014 Designer SB - WM Job Number: 68870 Checked By:_ Base Plate Stress Contour 522 ® (ksi) .008 1DL Allowable :32.4 ksi U.C.:.016 313 ® (ksi) .005 1 DL+.6EL Allowable : 32.4 ksi U.C.:.01 266 ® (ksi) .009 1DL+.75LL+.45WL Allowable : 32.4 ksi U.C.:.008 1 DL+.75LL+.45OL2 Allowable : 32.4 ksi U.C.:.028 728 ® (ksi) .01 .6DL+.6OL1 Allowable :32.4 ksi U.C.:.022 1DL+1 LL Allowable : 32A ksi U.C.:.026 1 DL+.6OL1 Allowable : 32.4 ksi U.C.:.029 1DL+.75LL+.45EL Allowable : 32.4 ksi U.C.:.018 .6DL+.6WL Allowable : 32A ksi U.C.:.055 .6DL+.6OL2 Allowable :32.4 ksi U.C.:.016 828 ® (ksi) .012 939 ® (ksi) .013 59 ® (ksi) .009 1.782 ® (ksi) .081 1 DL+.6WL Allowable :32.4 ksi U.C.:.017 1 DL+.6OL2 Allowable : 32.4 ksi U.C.:.023 1DL+.75LL+.45OL1 Allowable : 32.4 ksi U.C.:.033 .6DL+.6EL Allowable : 32.4 ksi U.C.:.003 549 ® (ksi) .026 738 ® (ksi) .01 1.062 (ksi) .015 096 (ksi) .00029375 RISABase Version 2.10 [S:UWMEUobskKHA\Verizon Wirel...... N\CALCULATIONS\68870 FRAME BASE PLATE - PINNED.rPsbe 3 Company JWME Designer SB-WM Sand On The Ocean Verizon-KHA 0111812016 Page 74 of I16 April 25, 2014 Job Number : 68870 Checked By:_ Anchor Bolt Results Note: Fnt and Fnv shown below include phi factors. Combination Load Sets Bolt Tens.(Ib) Vx (lb) Vz (lb) Fnt (ksi) ft (ksi) Fnv (ksi) fv (ksi) Unity ASCE ASOI 1 1DL 1 0. -1218.75 -44. 45. 0. 27. 2.76 .204 S 2 0. -1218.75 -44. 45. 0. 27. 2.76 .204 S 3 0. -1218.75 -44. 45. 0. 27. 2.76 .204 S 4 0. -1218.75 -44. 45. 0. 27. 2.76 .204 S ASCE ASO2 2 1DL+ILL 1 0. -1943.75 -198.5 45. 0. 27. 4.422 .328(S) 2 0. -1943.75 -198.5 45. 0. 27. 4.422 .328 S 3 0. -1943.75 -198.5 45. 0. 27. 4.422 .328 S 4 0. -1943.76 -198.5 45. 0. 27. 4.422 .328 S SCE ASD 5 a 3I 1DL+.6WL 1 311.454 751.35 415.45 45. .705 27. 1.943 .144 S 2 1311.454 751.35 1 415.45 45. 1 .705 1 27. 1.943 1 .144(S) 3 311.455 751.35 415.45 45. .705 27. 1.943 .144(S) 4 311.455 751.35 415.45 45. .705 27. 1.943 .144 S SCE ASD 5 a 4 1 DL+.6EL 1 0. -807. 1025.05 45. 0. 27. 2.953 .219 S 2 0. -807. 1025.05 45. 0. 27. 2.953 .219 S 3 0. -807. 1025.05 45. 0. 27. 2.953 .219 S 4 0. -807. 1025.05 45. 0. 27. 2.953 .219 S 5 DL+.6OL1 1 0. -2673. -435.35 45. 0. 27. 6.13 .454(3) 2 0. -2673. -435.35 45. 0. 27. 6.13 .454 S 3 0. -2673. -435.35 45. 0. 27. 6.13 .454 S 4 1 0. -2673. 1 -435.35 45. 1 0. 1 27. 6.13 .454 S DL+.60L2 1 0. -1635.3 -1139.15 45. 0. 27. 4.511 .334 S 2 0. -1635.3 -1139.15 45. 0. 27. 4.511 .334 S 3 0. -1635.3 -1139.15 45. 0. 27. 4.511 .334 S 4 0. -1635.3 -1139.15 45. 0. 27. 4.511 .334 S SCE ASD6 a 7 IDL+,75LL+.45WL 1 0. -284.925 184.712 45. 0. 27. .769 .057 S 2 0. -284.925 184.712 45. 0. 27. .769 .057(S) 3 0. -284.925 184.712 45. 0. 27. .769 .057 S 4 0. -284.925 184.712 45. 0. 27. .769 .057 S SCE ASD 6 a 8 I DL+.75LL+.45EL 1 0. -1453.69 641.912 1 45. 0. 27. 3.597 .266 S 2 1 0. -1453.69 641.912 45. 1 0. 1 27. 3.597 .266 S 3 0. -1453.69 641.912 45. 0. 27. 3.597 .266 S 4 0. -1453.69 641.912 45. 0. 27. 3.597 .266 S 9 1DL+.75LL+.45OL1 1 0. -2853.19 -453.387 45. 0. 27. 6.539 .484 S 2 0. -2853.19 -453.387 45. 0. 27. 6.539 .484 S 3 0. -2853.19 -453.387 45. 0. 27. 6.539 .484 S 4 0. -2853.19 -453.387 45. 0. 27. 6.539 .484 (S SCE ASD 6 b 1 ) 1 DL+.75LL+.45OL2 1 0. -2074.91 -981.237 45. 0. 27. 5.195 .385 S 2 0. -2074.91 -981.237 45. 0. 27. 5.195 1 .385 S 3 0. -2074.91 -981.237 45. 0. 27. 5.195 .385 (S) 4 1 0. -2074.91 -981.237 45. 1 0. 1 27. 5.195 .385(8) ASCE ASD 7 11 .6DL+.6WL 1 1042.76 1238.85 433.05 45. 2.36 27. 2.97 .22 (S) 2 1042.76 1238.85 433.05 45. 2.36 27. 2.97 .22 S 3 1042.76 1238.85 433.05 45. 2.36 27. 2.97 .22 S 4 1042.76 1238.85 433.05 45. 2.36 27. 2.97 .22 S ASCE ASD 7 12 .6DL+.6EL 1 0. -319.5 1042.65 45. 0. 27. 2.468 .183 S 2 0. -319.5 1042.65 45. 0. 27. 2.468 .183 S 3 0. -319.5 1042.65 45. 0. 27. 2.468 .183 S 4 0. -319.5 1042.65 45. 0. 27. 2.468 .183 (S ASCE ASD 8 13 .6DL+.6OL1 1 0. -2185.5 -417.75 45. 0. 27. 5.036 .373 S 2 1 0. -2185.5 -417.75 45. 1 0. 1 27. 5.036 .373 S 3 0. -2185.5 -417.75 45. 0. 27. 5.036 .373 S 4 0. -2185.5 -417.75 45. 0. 27. 5.036 .373 (S 1. DL+.6OL2 1 0. -1147.8 -1121.55 45. 0. 27. 3.632 .269 S 2 0. -1147.8 -1121.55 45. 0. 27. 3.632 .269 S 3 0. -1147.8 -1121.55 45. 0. 27. 3.632 .269 S 4 0. -1147.8 -1121.55 45. 0. 27. 3.632 1 .269 S RISABase Version 2.10 [S:UWMEVobs\KHA\Verizon Wirel...... N\CALCULATIONS\68870 FRAME BASE PLATE- PINNED.r@sqge 4 3WAE91Ie`&kng.LLC. Sand On The Ocean Verizon-KHA 01/182016 Page 75 of 116 68870 Sand on the Ocean 4/25/2014 HILTI HY-1200 ANCHOR CHECK HILTI HIT HY 200 Adhesive & HAS Rod Check NOTE: LEGEND UNIT DEFINITION INPUT CALCUATIONS RESULTS Ibf Ibf lbf 3 kip 2 3 plf = I. 8 psf = I � 2 pcf = 1 • 3 kip = 1 x 10 Ibf ksi = 1� 2 SF := ft CF := ft ft ft in Allowable Steel Strength for Carbon Steel HAS Rods (as defined in AISC Manual of Steel Construction, ASD) For HAS Stainless Steel (AISI 304/316 SS) [Table 4.2.2 Hilti Product Technical Guide 2001] Diameter Tensile Shear 0 0.375 3645 1875 1 0.5 6480 3335 Row 2 0.625 10125 5215 Number for 3 Dh := as.s 0.75 in T has.s:= � 12390 Ibf V = has.s 6385 Selection 4 0.875 16865 8690 5 1.00 22030 11350 6 1.25 34425 17735 For HAS A36 Rod Standard (ASTM A36) [Table 4.2.2 Hilti Product Technical Guide 2001] Diameter 0 0.375 1 0.5 Row 2 0.625 Number for 3 Dhas.A36:= 0.75 in Selection 4 0.875 5 1.00 6 1.25 Bolt Diameter Selection k = 1 for HAS Standard rod k= 1 k= 2 for HAS -E Standard rod k= 3 for HAS Stainless Steel Dhas = 0.75. in Thas = 8.455-kip Vhas = 4.355-kip S:UWME\Jobs\KHA\Vedzon Wireless Tensile Shear 2115 logo 3755 1935 5870 3025 Thas.A36:= 8455 Ibl Vhas.A36:= 4355 Ibf 11510 5930 15030 7745 23490 12100 BNL" Connector:— BN3" 1 of 3 Sand On The Ocean Verizon-KHA 01/1 M016 Page 76 of 116 3WAIE91,1168870Sand on the Ocean I4/25/2014 HY-1200ering, lLC HILTI HY-1200 ANCHOR CHECK fc.cctete {'3000ps' Existing Concrete Column 5 n Embedment Depth of Bolt tLembedment 1925�Trisa.max a 915 �b Maximum Factored Tension Load on Single Bolt (From RISA Model) 42481 Vrisaz:maz.— 2479 1b Maximum Factored X Shear Load on Single Bolt (From RISA Model) 1995 V • Ibf Maximum Factored Z Shear Load on Single Bolt (From RISA Model) nsa.zmaar 253 4.693 13 �V • V 2 + V • 2 �•aximum Shear Component on Single Bolt nsamax nsa:z.max nsa x.max 2.492 Jj Connector = BNV "BN3" Connector = BNl" "BN3" Trisa.max 0:2281 UCT.has Thal — (0.463 J a EV_risa.max _ -r 1.078 C V..has'= Vhas _ (0:372)' V Unity Code for Super HAS Rod for Tension Load Unity Code for Super HAS Rod for Shear Load HIT-HY 200 Allowable Bond/Concrete Capacity for HAS Rods in Page 83-90 Product Technical guide v2 (online) Assuming embeded 6 3/4"using 3/4"dia rod T200.d8t `106151bl V200.dgn"-2_ 266Qlbtj Connector = BNV "BN3" Connector = BNV "BN3" Allowable Design Tension Capacity for HY-150 Injection Adhesive Allowable Design Shear Capacity for HY-150 Injection Adhesive Trisa.max luct2oo \ / rI0.1811I T200.dgn 0.369 LU Vrisamax r0.207CV200— l /I V200:dgn 011 Unity Code for HY-150 Adhesive for Tension Loading Unity Code for HY-150 Adhesive for Shear Loading S:UWMEUobs\KHA\Verizon Wireless 2 of 3WAVM1g1,,er4nq.LLC Sand On The Ocean Verizon-KHA 01/182016 Page 77 of 116 68870 Sand on the Ocean 4/25/2014 HILTI HY-1200 ANCHOR CHECK Simultaneously Loaded Anchor in both Tension and Shear (Hilti Design Guide Vol 2. LFRD Factored Loads) r ".9DL+1 WL " )Worst Load Case of Simultaneously Loaded LC,= I1 gnchor from RISA Base Model 19251 Maximum Factored Tension Load on Specified Load Combination for a Tlc"— ( 0 )1b 1 Single Bolt (From RISA Model) Ac:= 2186 lb f Maximum Factored X Shear Load on Specified Load Combination for a 4248 Single Bolt (From RISA Model) 726 Ito Maximum Factored Z Shear Load on Specified Load Combination for a Viac = (782) Single Bolt (From RISA Model) 2 2._ (2.303 x 1031 Vtot.lc :_ Vx.lc + Vz.lc J Ibf 4.319 x 103 r—� (alpha corresponds to the type of interaction equiation being used where 1<= a :— 1 <= 2 fora straight line interatction equation a = 1, for a parabolic interaction a 3 equation a = 5/3) ('TIC a utot.lc 0.431 VT + Hilti Eq. 3.1.8.3 check.fias.rod Thas Vhas 0.986 _ T.lc a Vtot.lc a rI0.081 VTcheck.epoxy' + = ( J Hilti Eq. 3.1.8.3 T200.dgn" V200.dgn 0.063 S:LIWMELIobs\KHA\Verizon Wireless 3 of 3 Sand On The Ocean Verizon-KHA 01/18/2016 Page 78 of 116 KHA-Verizon #68870 4/25/2014 3WATZ91neeving, LLC Sand on the Ocean Building Influence Check BUILDING INFLUENCE CHECK ON EXISTING CONCRETE COLUMN NOTE: 1. This mathcad sheet checks the influence of the imposed verticle load on an existing building concrete column axial axis LEGEND UNIT DEFINITION INPUT CALCUATIONS 'RESULTS Ibf Ibf Ibf 3 kip 2 3 plf= 1•— psf = l�— pcf = I�— kip= I x 10 Ibf ksi= 1�— SF:= fit' CF:= ft R ft2 ft3 in Existing building column dimensions. Column has 8#7bars w/ #3 ties @14" o/c 12.24iain= 21t2 Area of Column 2 kebar 0.785 n2 Area of Rebar i 4' f� `= 4000psi Concrete Strength a 0A25 1 Tie PEr2 SET Nebar = 60ksr Rebar Strength I --- 210001bRR Maximum Vertical Load from Cross -sectional Area of Reinforcing iFy.max l RISA at Column, worst case load Steel of Concrete Column (Minimum of (LFRD) 1%, max 8% perACl 318-08 Section 10-9) Mmax: Olbf-ft Maximum Moment from RISA at Column, worst case load (LFRD) bspacing: = 9in Base Plate Bolt Spacing Mmax Fy tot. Fy ma, + = 21-kip Max factored frame reaction into building bspacing 10 2:= 0.6 LFRD Factor 't`Pn.10.2 = 0.80 �10.2 10.85-fc-(`4co1— Arebar) + frebar-Arebar� = 532.3-kip Concrete Column's maximum axial load (perACl 318-08 Eq. 10-2) Fy.tot Load check := (On.10.2) 9 = 1 Loadchck-3.945 %o percent Increase in of Load on Column's Capacity e Result= "Less than 5°/u increase inColumnCapacity, noTurther analysis needed,per FBC:EB 707.4.1," S:UWME\Jobs\KHA\Verizon Wireless\68870 - JWM Engineering, LLC 1 of 1 SAND ON THE OCEAN\CALCULATIONS\ Sand On The Ocean Verizon-KHA 01/18/2016 Page 79 of 116 MecaWind Pro v2.2.4.9 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date 4/28/2014 Project No. : Sand On The Ocean Company Name JWM Engineering Designed By wm Address 2605 NW 34 Ter Description Antenna Solid Sign for 668870 City Gainesville Customer Name : KRA-Verizon State Florida Proj Location : St Lucie County File Location: S:\JWME\Jobs\KHA\Verizon Wireless\68870 - SAND ON THE OCEAN\CALCULATIONS\ANTENNA\Wind- SolidSign Antenna -Sand on the Ocean.wnd Input Parameters: Other Structures 6 Building Appurtances MWFR9 (Ch 29) Basic Wind Speed(V) 161.00 mph Structural Category II Exposure Category D Natural Frequency N/A Flexible Structure - No Importance Factor 1.00 Kd Directional Factor - 0.85 Damping Ratio (beta) 0.01 Alpha 11.50 Zg - 700.00 ft At = 0.09 Bt - 1.07 Am 0.11 am - 0.80 Cc 0.15 1 = 650.00 ft Epsilon 0.13 Zmin - 7.00 ft B - Horizontal Dim. 1.05 ft Ht- Grade to Top of Sign=-156.00 ft W - Sign Depth 0.50 ft S - Vertical Sign Dim. = 6.00 ft Bs- Ratio of S / S 0.18 Sh- Ratio of S / Ht = 0.04 E - Solidity Ratio = 100.00 8 Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis zm: 0.6*Ht - 93.60 ft lam: Cc*(33/Zm)^0.167 - 0.13 Lam: 1*(zm/33)^Epsilon = 740.47 ft Q:(1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.90 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*1zm)) 0.89 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 0.85 Design Wind Pressure - Other Structures Elev Kz Kzt qr W_Pres_Cf( 1.86) ft Ps£ Psf ----------------------------- ---------------- 156.00 1.55 1.00 87.321 138.05 140.00 1.52 1.00 85.693 135.48 130.00 1.50 1.00 84.596 133.75 120.00 1.48 1.00 83.426 131.90 110.00 1.46 1.00 82.174 129.92 100.00 1.43 1.00 80.823 127.78 90.00 1.41 1.00 79.355 125.46 80.00 1.38 1.00 77.746 122.92 70.00 1.35 1.00 75.962 120.10 60.00 1.31 1.00 73.952 116.92 50.00 1.27 1.00 71.644 113.27 40.00 1.22 1.00 68.917 108.96 30.00 1.16 1.00 65.554 103.64 20.00 1.08 1.00 61.090 96.58 10.00 1.03 1.00 58.109 91.87 Note: W Pres Cf is Wind Pressure based on Cf(Force Coefficient) Figure 29.4-1: Wind Loads for Solid Signs 6 Freestanding Walls Sand On The Ocean Vedzon-KHA 011IM016 Page 80 of 116 Case A 11-md Cf - Force Coefficient Rd - Reduction Factor (1-(1-E)"1.5) Kz Kzt Qz Wind Pressure at Elevation 156 ft Case B F O'B W� pw+MI � •`S-t 1.00 1.55 1.00 87.321 psf = 138.055 psf Notes: 1) Signs with openings comprising < 30% of gross area are considered solid signs 2) Force Coefficients for solid signs with openings shall be multiplied by Rd 3) Case C only applies when as >= 2 JWME Wm Antenna using pole and SK-11 Antenna -Ocean on the Sand Verizon-68870 I Apr 28, 2014 at 10:46 AM NEW ANTENNA TWO POLE FRA... Envelope Only Solution JWME SK - 12 Wm Antenna -Ocean on the Sand Verizon-68870 Apr 28, 2014 at 10:47 AM Antenna using pole and ba.. NEW ANTENNA TWO POLE FRA... Envelope Only Solution JWME SK- 13 wm Antenna -Ocean on the Sand Verizon-68870 Apr 28, 2014 at 10:47 AM Antenna using pole and ba.. NEW ANTENNA TWO POLE FRA... Loads: BLC 1. DEAD LOADS JWME Wm Antenna using pole and SK-14 Antenna -Ocean on the Sand Verizon-68870 I Apr 28, 2014 at 10:47 AM NEW ANTENNA TWO POLE FRA... Loads: BLC 2, Wind+X Direction Envelope Only Solution JWME I I SK - 15 Wm Antenna -Ocean on the Sand Verizon-68870 Apr 28, 2014 at 10:47 AM Antenna using pole and ba.. NEW ANTENNA TWO POLE FRA... -s7.smia Loads: BLC 3, Wind -X Direction Envelope Only Solution JWME Wm Antenna using pole and SK-16 Antenna -Ocean on the Sand Verizon-68870 1 Apr 28, 2014 at 10:47 AM NEW ANTENNA TWO POLE FRA... Loads: BLC 4, Wind +Z Direction JWME Wm Antenna using pole and SK-17 Antenna -Ocean on the Sand Verizon-68870 I Apr 28, 2014 at 10:47 AM NEW ANTENNA TWO POLE FRA... band On The Ocean Verizon-KMA 01/16/2016 Pa a M of 116 A � z -34.5lb/f -461b/k -34.51b 61b/k -57.51b/ -57.51b Loads: BLC 5, Wind -Z Direction Envelope Only Solution JWME SK - 18 wm Antenna -Ocean on the Sand Verizon-68870 Apr 28, 2014 at 10:47 AM Antenna using pole and ba.. NEW ANTENNA TWO POLE FRA... JWME Antenna -Ocean on the Sand Verizon-68870 Antenna using pole and SK-19 Apr 28, 2014 at 10:48 AM NEW ANTENNA TWO POLE FRA... JWME Wm Antenna using pole and SK-20 Antenna -Ocean on the Sand Verizon-68870 I Apr 28, 2014 at 10:48 AM NEW ANTENNA TWO POLE FRA... Sand On The Ocean Verizon-KHA 01/18/2016 Page 91 of 116 JWME Company : JWME Check 2014 dBy: ng�neertng, UC Designer wm Job Number Antenna using pale and base plate Checked By: sb Model Name Antenna -Ocean on the Sand Verizon-68870 Global Display Sections for Member Calcs 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 inA2 144 Merge 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 Stiffne S3 - Gravity Acceleration ft/secA2 32.2 Wall Mesh,Size' in 12 Ei ensolution Convergence Tol. 1.E- 4 Vertical Axis Y Global Member Orientation Plane XZ Static Solver1 Sixurse Accelerated Dynamic Solver I Accelerated Solver Hot Rolled Steel Code AISC 14th 360-10 : LRFD Adjust Stiffness? Yes Iterative RISAConnection Code AISC 14th 360-10 : LRFD Cold Formed SteelCode AISI S100-07: LRFD Wood Code AF&PA NDS-05/08: ASD Wood Temperature < 100F Concrete Code ACI 31 B-11 Masonry Code ACI 530-08: ASD Aluminum Code AA ADM1-05: ASD - Building Number of Shear Regions 4 Region Spacinq 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? Yes . Bad 'Framing 'Warnings? No Unused Force Warnings? Yes Min 1 Bar Diann. Spacing? No Concrete Rabat Set REBAR SET ASTMA615 Min % Steel 'for Column 1 Max % Steel for Column 8 RISA-31) Version 12.0.0 [S:\... \...\..A...\ ... \...\... \NEW ANTENNA TWO POLE FRAME ROOFTOP MOUNF.6A 1 Sand On The Ocean Verizon-KHA 01/18/2016 Page 92 of 116 JWME Company JWME Check d 14 By: nglneenn9, txc Designer wm Job Number Antenna using pole and base plate Checked By: sb Model Name Antenna -Ocean on the Sand Verizon-68870 Global, Continued Seismic Code ASCE 7-10 Seismic Base Elevation ft Not Entered Add Base Weight? Yes Ct.Z_.-____ _ _____.-_.._ Ct X .02 T Z sec Not'Entered T X sec Not Entered R Z 3', RX 3 Ct Exp. Z .75 Ct Exp. X .75 SDS 1 SDS 1 S 1 1: TL sec 5 Risk Cat I or 11 Seismic Detailing Code ASCE 7-05 OM,Z 1_ mX 1 Rho Z - 1 Rho X 1 Hot Rolled Steel Properties 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A572 Gir.50 29000 11154 _ ,3 .65 - _ .49 - 50 -. 1.1 -58 1:2 3 A992 29000 11154 .3 .65 .49 50 1.1 58 1.2 4 A500 Gr.42 29000 _11154 t3- :65 :49 42 1.3 58 1.1 5 A500 Gr.46 29000 11154 .3 .65 .49 46 1.2 58 1.1 6 A53 GrB 29000 11154 .3 .65 - .49 35 - 1.5 60 1.2 Hot Rolled Steel Section Sets I ahal Shand T,m. necinn I kf AA,t.H.1 na inn a ring im rival by rival I anal 1 L-V-BRACE I L4x4x8 VBrace 1 Sin le An le A36 Gr.36 Tvnical 3.75 5.52 1 5.52 .322 2 1 POLE I PIPE 4.OX I ColumnI HISS Pie I A53 GrB ITypical 1 4.14 Ii 9.12 1 9.12 18.2 3 H-POLE PIPE 3.OX Column Pie A53 GrB T ical 2.83 3.7 3.7 7.4 Member Primary Data 1 POLE BN1 POLE TOP POLE Column HISS Pipe A53 GrB Typical 2 BRACE-1 BN3 N9 L-V-BRACE- VBrace Single ... A36 Gr.36 Typical 3 BRACE-2 BN4 N20 L-V-BRACE VBrace Single ... A36 Gr.36 T ical 4 POLE2 BN2 N19 POLE Column SS Pi A53 GrB T pica[ 5 C-BEAM1 PIPE_ANT_B N16 H-POLE Column Pie A53 GrB T ical 6 - C-BEAM2.. PIPE_ANT_T N17'_..: _.. H-POLE Column Pie A53 GrB Typical 7 M16 N32 N30 PIPE 3.5 Beam Wide FI.. A36 Gr.36 T pica[ 8 _ M1.7 N31' _ N29 PIPE' 3.5 Beam Wide Fl.. A36 Gr.36' T ical 9 M18 N27 N28 PIPE 3.OX Beam wide FI.. A36 Gr.36 r pica[ 10 M19 N38 N36 PIPE 3.5 Beam Wide'Fl:. A36 Gr.36 Typical' 11 M20 N37 I N35 I I I PIPE 3.5 1 Beam lWide Fl.. A36 Gr.36 Typical 12 M21 N33 I N34 I I I PIPE 3.OX I_ Beam lWide Fi.. A36IGr.36 T ical RISA-3D Version 12.0.0 [S:\...\... \..A ... \...\...\... \NEW ANTENNA TWO POLE FRAME ROOFTOP MOUN-P&A2 g Company eAn UC Designer Job Number 3WRE�',, Model Name Sand On The Ocean Verizon-KHA 01/182016 Page 93 of 116 J W ME Apr 28, 2014 wm Antenna using pole and base plate Checked By: sb Antenna -Ocean on the Sand Verizon-68870 Joint Loads and Enforced Displacements Joint Label L D M Direction Ma n'tude I Ib-ft in rad Ib`sA2/ft Ib'sA2'ft No Data to Print ... Member Point Loads (BLC 1 : DEAD LOADS) Member Distributed Loads (BLC 2: Wind tX Direction) Mamhpr I nhzl nirpetinn Start Mannitn Fnd Mannit...WIh/fr Fl Rtad I ncatin Fnd I ncatinnrft % I 1 POLE X 57.5 57.5 0 0 2 - - BRACE-1 X 46 46 0 10 3 BRACE-2 X 46 46 0 0 4 POLE2 X 57.5 -_.57.5 - 0 ' 0 5 C-BEAM1 X 34.5 34.5 0 0 6 C-BEAM2 X 34.5 34.5 0 0 7 M18 X 144 144 0 0 _ 8- __.M21 X 144 144 0 0 Member Distributed Loads (BLC 3: Wind -X Direction) Member Label Direction Start Ma nitu... End Ma nitude Ib/ft Start Locatio... End Location ft 1 POLE X -57.5 -57.5 0 0 2 BRACE-1 ... X -46 ,,. ..:-46 :. 0 _ .0 .. 3 BRACE-2 X -46 -46 0 0 4 POLE2 X -57.5 -57.5 0 0 5 C-BEAM1 X -34.5 -34.5 0 0 6 C-BEAM2 X- -34.5 -34.5 0 _ b 7 M18 X -145 -145 0 0 8 M21 X -145 -145 0_ 0 Member Distributed Loads (BLC 4.- Wind tZ Direction) Member Label Dirprtinn Startit End Manniniciprih/ftLocatin End L 1 POLE Z 57.5 1 57.5 1 0 2 _ BRACE-2. Z 46' _. 46_ 0' 3 BRACE-1 Z 46 46 0 4 POLE2 Z . 57.5, _57.5 N(o) 0 5 M 18 Z 34.5 34.5 0 6 .. .. M21 _.... Z .. 34.5:. 34..5 _ _ ._0 Member Distributed Loads (BLC 5: Wind -Z Direction) Memhpr I nhel nirectinn Rtart Mannitu Fnd Mannitudprlh/ft Fl .Start I ncatin._ Fnd I ncatinnrft %1 1 POLE Z -57.5 -57.5 0 0 2 BRACE-2 Z -46' -46 0 0 3 BRACE-1 Z -46 -46 0 0 4 POLE2 Z 57.5 -57.5 0 0 5 M18 Z -34.5 -34.5 0 0 6 M21 Z -34.5 • -34.5 0 0 RISA-3D Version 12.0.0 [SA ... \... \... \... \... \... \..ANEW ANTENNA TWO POLE FRAME ROOFTOP MOUNY.6A 3 Sand On The Ocean Verizon-KHA 01/18/2016 Page 94 of 116 3WRE, Company JWME Check d 14 By;ec(mg, LLC Designer wm Job Number Antenna using pole and base plate Checked By: sb Model Name Antenna -Ocean on the Sand Verizon-68870 Member Area Loads Joint A Joint B Joint C Joint D Direction Distribution Maonitudefpsf No Data to Print ... Basic Load Cases RI r neendMlnn rM........, v r.....1«, v n....,:«. 1 r....J«. L.ln. R,.L.+ n:..b:6 nm IKAb 1 DEAD LOADS DL 2 2- Wind +X'Direction ` WL+X . "8 3 Wind-XDirection WL-X 8 4 Wind-+Z Direction i WL+Z 6 ` 5 Wind-ZDirection WL-Z 6 Load Combinations noenrintinn Snbc Rrl RR RI C P. RI C Fa RI C Fe RI C Fa R P. RI C P. R Fe R P. 1 ASCE ASD 1 Y DL 1 ASCE ASD 2' Y DL 1 ,• LL JAILS LLS 1 3 ASCE ASD 3 a Y DL 1 4 - ASCE ASDb (a)r a Y ',DL.. .1'. wL+x .6` , 5 ASCE ASD 5 a b Y DL 1 WL-X .6 6. ASCE ASD 5 a c Y' DL 1' WL+Z..6 7 ASCE ASD 5 a d Y DL 1 WL-Z .6 '8,' ASCE ASD6 a (a), Y DL -` 1 wt_+x ,45 LL :75 ILLS".75 9 ASCE ASD 6 a b Y I I DL 1 WL-X .45 LL .75 LLS .75 10 ASCE ASD'6 a c . .. Y < " :.DL' : _1 WL+Z,45 11 ASCE ASD 6 a d Y I DL 1 WL-Z .45 LL .75 LLS .75 12 ASCE ASD 7 a, Y -` ' DIL .a .6' wt_+X ;.6 " 13 ASCE ASD 7 b Y DL .6 WL-X .6 14 ' -"•ASCE ASD 7 c ' ., Y '. ',,DL',, .6 WL+Z .6 15 ASCE ASD 7 d Y DL .6 WL-Z .6 16- ',: Y° 17 Y 18 Dead load onl- : Y DL 1 19 Wind Xonly Y WL+X 1 20 1' -� Wind--X onl . Y.: WL-X" 1 21 Wind Zonly Y WL+Z 1 22'- °-Wirid'mZ only Y.' = WL-Z 1 23 Y 24 " 25 ASCE Strength 1 Y DL 1.4 26` ASCE Stren th'2 (a) Yes Y DIL _ 1.2JR-'� . LLS:1.6 RLL -.5 27 ASCE Strength 2 b Yes Y DL 1.2 LLS 1.6 ASCE Strength 3 a Yes Y ' DIL 1,.2 . LL 4 .5 LLS '_129 ASCE Strength 3 (b) (a) Yes Y DL 1.2 . W L+X .5 30 '1 ASCE'Strength 3 (b),(b),' 'Yes .Y DL --1.2 RLL' 1'.6 W L+Z .5 31 ASCE Strength 3 (b) (c) Yes Y DL 1.2 RLL 1.6 W L-X .5 '32% . ASCE Strength 3 (b) (d)'. IYes. Y DL,,. 1.2 ' RLL.' 1.6 W L-Z 5 33 ASCE Strength 3 (d) (a) Yes Y DL 1.2 wL+X .5- 34' � ASCE•Strength 3 (d) (b) ":' -Yes Y DL 'a 1.2 W L+Z P 15' - 35 ASCE Strength 3 (d) (c) Yes Y DL 1.2 W L-X .5 36' =IASCEStrength3(d)(d) 'Yes Y':_ DL,`:1.2 WL-Z' 5 37 ASCE Strength 4 (a) (a) Yes Y DL 1.2 WL+x 1 LL .5 LLS 1 R.. .5 38 • -`ASCE Strength 4'(a) (b) " Yes Y. DL-' 1'2 WL+Z `t' LL ;' .5 .LLS' r 1 R., .5 39 ASCE Strength 4 (a) (c) Yes Y DL 1.2 W L-X 1 LL .5 LLS 1 R.. .5 40 : ASCEStrengih4(a}(tl); .Yes Y'' DL` .1.2 WL-Z 1 1 ` LL' .5 LLS 1 R_ :5 q1Mb.' ASCE Strength 4 (b) (a) Yes I Y I I DL 1.2 wL+X 1 1 1 LL 1 .5 LLS 1 RISA-31D Version 12.0.0 [S:\... \..A ... \... \... \... \... \NEW ANTENNA TWO POLE FRAME ROOFTOP MOUNY.6A4 Sand On The Ocean Verzon-KHA 01/18/2016 Page 95 of 116 JW E Company JWME Check d 14 By: ngmeering UC Designer wm Job Number Antenna using pole and base plate Checked By: sb Model Name Antenna -Ocean on the Sand Verizon-68870 Load Combinations (Continued) r).e,intinn Qn6rc Pn QR RI C Pa RI C Fa RI C Fa RI C Fa R Fa RI C Fa R Fa R Fn 42 ASCE Strength 4 (b) (b) Yes Y 'DL 1.2 W L+Z 1 LL :5 LLS 1 43 ASCE Strength a (b) (c) Yes Y DL 1.2 W L-X 1 LL .5 LLS 1 _. 44 __ ASCE Strength 4 (b) (d) Yes Y OIL ' 1.2 W L-Z 1 LL .5 LLS -1' 45 ASCE Strength 6 a Yes Y OIL .9 WL+x 1 46 - ASCE `Strength 6 b Yes Y DL .9 WL+Z 1 47 ASCE Strength 6 c Yes Y DL .9 WL-X 1 48 ASCE Strength 64d Yes Y DL .9 WL-Z 1 _ Joint Boundary Conditions V "I,-, V rLMI 9 r,r.-, v PSI rL_HF..A V On! TL W-Al 7 Pn1 rL_H/mdl Fnnfinn 1 BN1 Reaction Reaction Reaction Reaction Reaction Reaction 2 N9 3 BN3 Reaction Reaction Reaction Reaction Reaction Reaction 4 BN2 Reaction Reaction Reaction Reaction Reaction Reaction 5 N20 6 BN4 Reaction_ Reaction Reaction Reaction Reaction Reaction Envelope Joint Reactions v n61 I r V n61 I r 7 nu I r nnv nF_41 1 (` nnv nh_H1 I (` M7 r1h_*1 I r 1 1 BN1 m.. 91.107 40 2648.722 37 11167.852 48 6018.729 40 14.24 38 2 i 138:628 46 -2567.19 47 -1182.839 46 -6018.42 _38 -14.239 40 ' 3 BN3 m.. 2290.67 47 2600.49 47 163.434 40 11.65 40 14.239 40 4 - - i. 2294.713 37 -2604.322 37 -163.723'. 38 -11.651. 38 --1424 38 5 BN2 m.. 51.107 38 2648.722 37 1182.839 48 6018.42 40 14.239 38 6 i, 36.628 48 -2567.19 47 -1167.852 46 6018.729 38 -14.24 40 R026,, 7 BN4 m.. 2290.67 47 2600.49 47 163.723 40 11.651 40 14.24 40 8 -2294.713 37 -2604.322 37 -163.434.. 38 -11.65 38 -14.239 38.: 9 Totals: m.. 4555.783 39 88.8 39 2677.783 48 10.. in -45435783 4566.6 45 -2677.783 46 Envelope AISC 14th(360-10): LRFD Steel Code Checks 6ne...hm Qh ! _A_ 1 .. I r Qhmr I - I r nhi-Pn nhi'Pnf nhl nW*AAn v_v IIh_frl nhi-KM v r.h Fnn 1 POLE PIPE_4.0X .421 0 40 .031 0 40 67689.... 130410 14516.25 14516.25 2.029 H1-1b 2 BRACE-1 L4z4z8 .094 .3.4... 47 .019 ' 0 z 38 64339.... 121500 5480.406 12206:7.:' 1.136 H2-1 3 BRACE-2 L4x4x8 .094 3.4... 47 .019 0 z 40 64339.... 121500 5480.406 12206.7... 1.136 1­12-1 4 POLE2 PIPE_4:Ox .421` 0 38' .031 0 38 67689.... 130410 14516.25 14516.25 2.029 H1-lb 5 C-BEAM1 PIPE_3.OX .191 1 38 .046 7 40 62145.... 89145 7638.75 7638.75, 1.923 1-11-1b 6 C-BEAM2 PIPE_3.0x .194 7 46 .064 8 37 62145... 89145 7638.75 7638.75 1.923 HI -lb 7 M16 PIPE 3.5 .186 0 38 .291 0 38 80661.... 81000 8181 8181 1.241 H3-6 _8 M17 PIPE 3:5 .157 0 38 .284 0 38 80661.... _.81000 8181 8181 '1.002' H3-6 9 M18 PIPE_3.0X .222 1.6.. 38 .116 t.6... 38 74417.... 91692 7857 7857 4.402 Ht-tb 10 M19 PIPE 3:5 .186 0 40 .291 6 40 80661.... 81000 8181 8181 11.241 1­13-6 11 1 M20 1 PIPE 3.5 .157 1 0 1401 .284 1 0 1 140180661.... 1 81000 1 8181 8181 1.002 H3-6 12 M21 PIPE_3.ax .222 1.6.. 40 .116 1.6... 40 74417.... 91692 - 7857 _ 7857 4:402 HI -lb RISA-3D Version 12.0.0 [S:\... \... \... \... \... \...\... \NEW ANTENNA TWO POLE FRAME ROOFTOP MOUNP6M5 Sand On 1 he ocean Venzon-KHA 01/182016 Page 96 of 116 Sand On The Ocean 4/28/2014 ngineenng, U-C Equipment Cabinets Load Calculations Verizon Site 68870 ANTENNA FRAME LOAD CALCULATIONS FOR SLAB PLACEMENT Unit Definition ASCE 7-10 (CH 29) Define miscellaneous unit variables. - f :- lbf k ip c10001b F-ft C-ft ft3 psi❑ IV 2- Site Location Sand on the Ocean LEGEND Site #68870 CALCUATIONS �suLTS• 3100 N AIA Fort Pierce, FL St. Lucie County COdeS Design Codes: 2010 Florida Building Code Reference Codes: ASCE 7-10,ACI318-05 and AISC Steel Construction Manual,14th Ed. Assumptions: S:\JWME\JobsIKHAIVedzcn Wireless168870-SAND Designed by: VVM-SB MathCAD Page 1 of ON THE OCEANICALCULATIONS\ANTENNA \ANTENNA - Slab loading calculations.xmcd Sand Un The ocean Venzon-KHA 01/18/2016 Page 97 of 116 Sand On The Ocean 4/28/2014 3WR E14", enng. LLC Equipment Cabinets Load Calculations Verizon Site 68870 Cabinets are located in enclosed equipment room Floor slab is 8" thick with steel N4 @ 12" Note Steel placement taken for best info available -but no verifiable info is available related to steel. Check Shear loading in cabinet(punching) (� 0.75 Page 2-9 Simplified Design a := 1.0 fprimec:= 2500psi b",:= 4.12in = 48-in tslab Bin d 0.5•tslab = 4'm effective depth � Vc allowed := (t-2•X-( fprimec psi)-b,,- d Eq 11-3 ACI page 158 Vczllowcd= 14400-1bf Vc.requimd 24001bf Vc required UCshe = O . Or167 callowed Punching Shear Unity Code " UCcheckshm:= OK" if Vcrequhed :� OVc.allowed "Fails --check loading of cabinets" otherwise UCchecksh. = "OK" S:UWME1JobsIKHAIVedzon Wireless168870-SAND Designed by: WM-SB MACAD Page 2 of ON THE OCEANICALCULATIONSIANTENNA MTENNA - Slab loading calculations.xmcd Sand On The Ocean Verizon-KHA 0111 Profis Anchor 2.4.6 Company: JWME Page: 1 Specifier: win Project: Address: 2605 NW 34TH TERRACE GAINESVILLE, FL 32605 Sub -Project I Pos. No.: Phone I Fax: 352-505-8890 1 Date: 428/2014 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Geometry [in.] & Loading jib, in.lb] W Kwik Bolt 3 - HDG 12 (3 114) _ =a -^^-rrY} f^IPA hers,, = 3.250 in., haam = 3.563 in. Carbon Steel ESR-2302 6/12012 1 12/12013 design method ACI 318-11 1 Mech. eb = 0.000 in. (no stand-off); t = 0.500 in. 1, x Ir x t = 12.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Round HSS, Steel pipe (AISC); (L x W x T) = 5.560 in. x 5.560 in. x 0.375 in. uncmcked concrete, 2500, f,' = 2500 psi; h = 8.000 in. hammer drilled hole, installation condition: dry tension: condition B, shear. condition B; no supplemental splitting reinforcement present edge reinforcement none or < No.4 bar Input data and results must be Weed for agreement w the existing conditions and for p!ausit,114! PROFISA Oor(c)2W 2go9HilUAG,FL-9494SWaan H!IGisaregistemd Tredemar of HilOAG,Sr aan Sand On The Ocean Verizon-KHA 01/1 Profis Anchor 2.4.6 Company: JWME Page: 2 Specifer. wm Project: Address: 2605 NW 34TH TERRACE GAINESVILLE, FL 32605 Sub -Project I Pos. No.: Phone I Fax: 352-505-8890 1 Dale: 428/2014 E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force Shear form 1 0 143 9 143 2 0 146 9 146 3 0 149 9 149 4 1200 143 6 143 5 1200 149 6 149 6 2472 143 4 143 7 2472 146 4 146 8 2472 149 4 149 max. concrete compressive strain: 0.16 [°he1 max. concrete compressive stress: 677 [psi] resulting tension force in (x/y)=(0.000/3.400): 9817 [Ib] resulting compression force in (x/y)=(0.000/-5.415): 7133 fib] 3 Tension load 06 07 08 Ten ion 04 x OS e0 �, - 02 3, O. Load N„e [Ib] Capacity ON, [lb] Utilization pn= Neai^ Status Steel Strength' 2472 8745 29 OK Pullout Strength' 2472 4251 59 OK Concrete Breakout Strength" 9817 11232 88 OK `anchor having the highest loading "anchor group (anchors in tension) 3.1 Steel Strength Ne = ESR value refer to ICC-ES ESR-2302 � Nsteel 2 Nee ACI 318-11 Table 0.4.1.1 Variables n Ase,N [in.21 fma [psi] 1 0.11 106000 Calculations Nsa [lb] 11660 Results Nea [Ib] o:tees N:a fib] Nua [I151 11660 0.750 8745 2472 Input data and results must be c0ecked foragreement with the ebsgng conditions and for plausibility! PROFISMrthor(c)200 2009Hitti AG,FL-NMSrhaan HilGisamgisemdTmdemaikof Hilb AG,Sr can Sand On The Ocean Verizon-KHA 0111 Company: JWME Page: Specifier: win Project: Address: 2605 NW 34TH TERRACE GAINESVILLE, FL 32605 Sub -Project I Pas. No.: Phone I Fax: 352-505-8890 1 Date: E-Mail: 3.2 Pullout Strength � NpnX = "IP250e )„ V2500 refer to ICC-ES ESR-2302 Npu{ >_ Nu, ACI 318-11 Table D.4.1.1 Variables f [psi] ]a Nozsoo[lb) 2500 1.000 6640 Calculations V 2500 1.000 Results No„ L ON Omn. b N f [lb] Nus [lb] 6540 0.650 4251 2472 3.3 Concrete Breakout Strength Profis Anchor 2.4.6 4/282014 Nme ' (ANcl Wec.N WagN WaN lVap,N Np ACI 318-11 Eq. (D-0) ANco/ N,, z Nus ACI 318-11 Table D.4.1.1 ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANua = 9 h;f ACI 318-11 Eq. (D-5) 1 \ Wa`�N = (1 + 2 eH J _< 1.0 ACI 318-11 Eq. (D-8) 3 hef WegN = 0.7 + 0.3 (1 Shuf/ 51.0 ACI 318-11 Eq. (D-10) = MAX ca,miu 1.5haf Wm.N (—, —) 51.0 5u ca. ACI 318-11 Eq. (D-12) Nb = I47.a '�Ff: heib ACI 318-11 Eq. (D-6) Variables bar [in.] ed N [in.] ec2 N [in.] ca in [in.] 41,14 3.250 0.000 0.700 m 1.000 ca. [in.] kp as fp [psi] 5.750 24 1.000 2500 Calculations. AN. [In.2] ANm [In 2] Wec1 N Wer2 N Wed N W N N [Ib] 267.19 95.06 1.000 0.874 1.000 1.000 7031 Results Nob, [ibl 4ronaeie 0 Ndeg [Ibl Nus [lb] 17280 0.650 11232 9817 Input data and results must be U e&ed foragreementwitin the epsting mnditions and for plausibility! PROFIS Anchor (c) 20 2009 HiN AG, FL-9a So aan HiN is a registered Tmdemad of Hilfi AG. Sd aan Sand On The Ocean Verizon-KHA 01/1 www.hiltl.us Profis Anchor 2.4.6 Company: JWME Page: 4 Specifier: wm Project: Address: 2605 NW 34TH TERRACE GAINESVILLE, FL 32605 Sub -Project I Pos. No.: Phone I Fax: 352-505-8890 1 Date: 428/2014 E-Mail: 4 Shear load Load Va. [Ib] Capacity IlVa [lb] Utilization gv = V,,,14Vn Status Steel Strength` 149 3815 4 OK Steel failure (with lever arm)* NIA N/A N/A N/A Pryout Strength• 1168 35396 4 OK Concrete edge failure in direction " NIA N/A NIA NIA anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength V,a = ESR value refer to ICC-ES ESR-2302 0 Vaw a Va. ACI 318-11 Table D.4.1.1 Variables n A,e.y [in. 21 fn. [psi] 1 0.11 106000 Calculations Vs. [Ibl 5870 Results Vs. [lb] 0sreei 0 Vs. IN Vua [lb] 5870 0.650 3815 149 4.2 Pryout Strength Vapg = km [(qN ) WacN WadN Wcu Ww.N Nb] ACI 318-11 Eq. (D-41) 0 Vapg a Vu, ACI 318-11 Table 0.4.1.1 AN, see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) AN, =9 h2d ACI 318-11 Eq. (D-5) 1 WeaN 2 eN 1+3 5 1.0 ACI 318-11 Eq. (D-8) her = 0.7 + 0.3 ( c—.smn) 5 1.0 Wea,N 1.5hef ACI 318-11 Eq. (D-10) ca.mm 1.5her ) 5 1.0 Wei = MAX( • ACI 318-11 Eq. (D-12) Co. Co. Nb = ka )„ f he)s ACI 318-11 Eq. (D-6) Variables km her [in.] em.N [in.] eds.N [in.] cent, [in.] 2 3.250 0.133 0.006 4 wa N ced [in.] ka 4 fe [psi] 1.000 5.750 24 1.000 2500 Calculations AN. [in'] ANw [in.21 Weal N Wec2 N Wed N Wm N Nb [Ib] 351.56 95.06 0.974 0.999 1.000 1.000 7031 Results Vora [lb] 0nonrrete 0 Vmg [Ib] Vue [Ibl 50566 0.700 35396 1168 Input data and results must be Crected for ogreementWth the existing conditions and for plausibility) PROFISAnchor(c)2003-2099Hiki AG,FL-9494Sohaan Hit isa registered Trademark of Hilt AG, Scnaan Sand On The Ocean Verizon-KHA 01/1 Profs Anchor 2.4.6 Company: JWME Page: 5 Specifier: win Project: Address: 2605 NW 34TH TERRACE GAINESVILLE, FL 32605 Sub -Project I Pas. No.: Phone I Fax: 352-505-8890 1 Date: 4/28/2014 E-Mail: 5 Combined tension and shear loads 6N pV [ Utilization pNv 1%j Status 0.874 0.039 1.000 77 OK PNV— (ON *pv)/1.2<=1 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load redistributions 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 loading! • Condition A applies when supplementary reinforcement is used. The 4) factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturers Printed Installation Instructions (MPII). Reference ACI 318-11, Part D.9.1 Fastening meets the design criteria! Input data and results must be rlrerlced for agreement with the emstug conditions and for plausibility! PROFIS Mchor (c) 2003200g Hilti AG, FL-94 srtraan Hilt is a reginen:d Trademar df HJt AG, Schaan Sand On The Ocean Verizon-KHA O1/1 www.hllti.us Profis Anchor 2.4.6 Company: JWME Page: 6 Specifier: wm Project: Address: 2605 NW 34TH TERRACE GAINESVILLE, FL 32605 Sub -Project I Pas. No.: Phone I Fax: 352-505-8890 1 Date: 428/2014 E-Mail: 7 Installation data Anchor plate, steel: - Anchor type and diameter. Kwik Bolt 3 - HOG, 1/2 (3 1/4) Profile: Round HSS, Steel pipe (AISC); 6.560 x 5.560 x 0.375 in. Installation torque: 480.001 In.lb Hole diameter in the fixture: all = 0.563 In. Hole diameter in the base material: 0.500 in. Plate thickness (input): 0.500 in. Hole depth in the base material: 4.000 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 8.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Coordinates Anchor in. Anchor x y c-, c„ c. c,t, 1 4.500 -4.500 - - - - 2 0.000 4.500 - - - - 3 4.500 4.500 - - - - 4 4.500 0.000 - - - - Anchor x y c., c„ c-y c,t, 5 4.500 0.000 - - - - 6 4.500 4.500 - - - - 7 0.000 4.500 - - - - 8 4.500 4.500 - - - - Input data and results must be checked for agreement wit to existing conditions and for plausibillryl PROFISAnahar(c)2003-2009Hilg AG,FL-NMSWaan HildisaregisWmdTmdemarkof Hild AG,Sdaan Sand On The Ocean Verizon-KHA 01/1 www.hiltLus Profis Anchor 2.4.6 Company: JWME Page: 7 Specifier: wm Project: Address: 2605 NW 34TH TERRACE GAINESVILLE, FL 32605 Sub -Project I Pos. No.: Phone I Fax: 352-505-8890 1 Date: 428/2014 E-Mail: 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 Hilg 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. Input data and results must be checked for agreement with the ensting conditions and for plausibility[ PROFIS Anchor (c) 200&2009 Hilti AG, FL-9494 Schaan Hilt is a registered Trademark of Hilt AG, Srhaan Sand On The Ocean Verizon-KHA 01/1812016 Page 105 of 116 JWME Verizon a Ocean 4/a Mount ngmeerinq, UC Sand On The Ocean Antenna Mount WM100NVM200 Antenna Bracket Check NOTE: UC </= 1 Pass, UC > 1 Fail LEGEND UNIT DEFINITION INPUT CALCUATIONS :RESULTS Ibf Ibf Ibf 3 kip 2 3 plf= I. ft psf = I. Z pcf = I. 3 kip= 1 x l0 Ibf ksi= 1� 2 SF:= ft CFI ft ft ft in Connector:= WM-100., Number of Connectors "CIW-221" n O..i— 1 WM100/WM200 Connector Check DLWM.200:= 2301bfl Max combined load weight rating of WM100 connector (from manufacturer) WLWM200 11301bf max allowed wind load per manufacturer spec sheet These calculations are based upon the manufacturers specification and the specified wind loads are based upon area therefore the manufacturers values account for moment, etc. Wind Pressures for antenna and pipe computed using Mecca Wind Loading Program Using Antenna CSS X7CAP-665 Wantenna== 138psf Wpi__S 138ps hanienna.height 7211 danfennadepth �= 5.9it� ELtop.Antenha:- 156ft EI[op.lvrti100 �= 155ft ELBot.wm 100 151 ft DLantenna: ':361bf DLpipestandoff 30lbf1 Wantenna.widtfi= I2:5rry ELBot.Antenna := ELtop.Antenna — hantenna.height S:UWMEUobs\KHA\Verizon Wireless 1 of 2 3WAFam:lne Sand h The Ocean Verizon-KHA 01/18I2016 Page 106 of en Verizon 68870 4/28/2014 ering, lLC Sand On The Ocean Antenna Mount WM100AAIM200 Compute forces on wall connectors This assumes the Antenna is "Iollopoped" above connectors Sum the moment about bottom connector to get wind force on top WM100 Connector hantenna.heigh[ Ll := EL[op.Antenna — 2 — ELBot.wm100 = 2 ft L2 := Eltop.wm100 — ELBot.wm100 = 4 ft = 431.2516f L Twind.top.WM100:= Wantenna'(hantenna.heighfwantenna.width)' Ll 2 LFwind:= 0.6 Load combination factorforASD wind Rwind.required.bracket:= LFwind'Twind.top.WM100 = 258.75Ibf LFdead 1.0 Rdead.required.bracket := LFdead'(DLantenna + DLpipe.standoff)' 2 = 33 Ibf Rdead. required.bracket UCdead :_ DL= 0.143 µrM.200 UC Rwind.required.bracket _ 0.229 wind WLWM200 Unity Code of Dead Load Capacity of WM 200 Connector Unity Code of wind Load Capacity of WM 200 Connector S:UWME\Iobs\KHA\Verizon Wireless 2 of 2 Sand On The Ocean Ver - HIT-HY 200 Adhesive Anchoring System 3.2.3 3.2.3.3 Hilti HIT-HY 200-AR Adhesive with HIM HAS threaded rod Figure 9 -HAS threaded rod installation conditions 0 :5m c Uncracked ® Dry m Hammer drilling with carbide tipped drill bit concrete concrete a m N C O N _ L o a " Cracked 4 e Water saturated a HiltiTE-CD or TE-YD Hollow �= concrete 4p ee concrete Drill Bit Table 38 - HAS threaded rod specifications Setting information Symbol Nominal rod diameter Units 3/8 1/2 5/8 3/4 7/8 1 1-1/4 Nominal bit diameter d in. 7/16 9/16 3/4 7/8 1 1-1/8 1-3/8 in. 3-3/8 4-1/2 5-5/8 6-3/4 7-7/8 9 11-1/4 Standard effective embedment hd. (mm) (86) (114) (143) (171) (200) (229) (286) in. 2-3/8 2-3/4 3-1/8 3-1/2 3-1/2 4 5 Effective minimum h.ed, (mm) (60) (70) (79) (89) (89) (102) (127) In. 7-1/2 10 12-1 15 17-1/2 20 25 embedment maximum hd_ (mm) (191) (254) (318) (381) (445) (508) (635) Fixture hole through -set in. 1/2 5/8 13/161 15/161 1-1/81 1-1/41 1-1/2' diameter Fixture hole preset ,,.,, in. 7/16 9/16 11/16 13/16 15/16 1-1/8 1-3/8 diameter Installation torque T� ft-Ib 15 30 60 100 125 150 200 (Nm) (20) (40) (80) (136) (169) (203) (271) 1 Install using (2) washers. See Figure 11. Figure 10 - HAS threaded rods her / her Sid I hmn Figure 11 - Installation with (2) washers Ho HAS-E carbon steel threaded rod specifications Carbon steel rods conform to ISO 898 class 5.8 with a minimum tensile strength of 72.5 ksi (500 MPa) and a minimum yield strenqth of 58 ksi (400 MPa). 5. Plain. to ASTM B633, SC 1. HAS Super high strength threaded rod specifications Carbon steel rods manufactured from ASTM A193, Grade B7, with a minimum tensile strength of 125 ksi (862 MPa) and a minimum yield strength of 105 ksi (724 MPa). HAS Super nuts conform to SAE J995 Grade 5. HAS Super washers conform to ASTM F884, HV, and ANSI 818.22.1 Type A Plain. HAS Super rods, nuts and washers, except the 7/8-in. diameter, have an electroplated zinc coating conforming to ASTM _B633 SC1. 7/8-in. HAS Super rods, nuts and washers are hot -dip galvanized in accordance with ASTM A153. HAS-R 304 stainless steel 3/8-,1/2- and 5/8-in. rods manufactured from AISI Type 304 stainless steel with a minimum tensile strength of 100 ksi (689 MPa) and a minimum yield strength of 65 ksi (448 MPa). 3/4-, 1- and 1 1/4-in. rods are manufactured from AISI Type 304 stainless steel conforming to ASTM F593 Condition CW AISI TVDe 304 stainless steel washers conform to ASTM A240 and ANSI B18.22.1 Tvoe A Plain. HAS-R 316 stainless steel and 5/8-in. rods manufactured from AISI Type 316 stainless steel with a minimum tensile strength of AISI Type 316 stainless steel nuts conform to ASTM F594. AISI Type 316 stainless steel washers conform to ASTM A240 and ANSI B18.22.1 Type A Plain. HBO, Inc. (US) 1 -BOO-879-8000 I www.us.hitti.cem I an espanol 1-800-879-5000 1 HM (Ganda) Corp. 1.800-3634458 1 www.hil8.w I Anchor Fastening Technical Guide 2014 81 Sand On The Ocean Verizon-KHA 01/18I2016 Page ] 08 of 1]6 ; 3.2.3 HIT-HY 200 Adhesive Anchoring System Table 39 - Hitti HIT-HY 200 adhesive design strength with concrete/ bond failure for threaded rod in uncracked concrete 11-1^o's7a Nominal Tension - ON. or N, Shear- mV„ or V, f, = 2500 psi f'. - 3000 Psi f. = 4000 psi /� - 6000 psl f, - 2500 psi f. - 3000 psi f'r - 4000 psi f'. = 6000 psi anchor Effective diameter embedment (17.2 Mpa) (20.7 Mpa) (27.6 Mpa) (41.4 Mpa) (172 Mpa) (20.7 Mpa) (27.6 Mpa) (41.4 Mpa) in. in. (mm) lb (M) lb (kN) lb (W) lb (W) lb !kM Ib (M) lb (kN) lb (kN) 2-3/8 2.855 3,125 3,415 3,620 3,075 3,370 3,680 3.900 60 12. 13.9 15.2 16.1 13. 15.0 16.4 17.3 3-3/8 4,835 4.855 4.855 5,150 10,415 10,460 1OA60 11,085 3/8 (861 C21.5)1.6 21.6 22.9 46.3 46. 46.5 49.3 4-1/2 6.475 6,475 6,475 6,865 13.945 13,945 13,945 14.785 114 28.8 28.8 28.8 0.5 62.0 62.0 62. 65.8 7-1/2 10,790 10,790 10.790 11,440 23,245 23,245 23,245 24,640 191 48.0 48. 48-01 (50.91 1103.4)103.4 103.4 109.E 2-3/4 3,555 3,895 4,500 5,510 7,660 8,395 9,690 11,870 15.8 17.3 20.0 24.5 34.1 7.3 43.1 52.8 4-1/2 7.445 8,155 8,635 9,150 16,035 17,570 18,595 19,710 12 114 .1 36.3 8A 40. 71.3 8.2 2. B7. 6 11,465 11,510 11,510 12,200 24,690 24,795 24,795 26,280 152 51.0 511 512 64.3 109.8 110.3 110.3 116.9 10 19,185 19.185 19,185 20.335 41,320 41.320 41,320 43.800 54 85.3 85.3 85.3 0. 183.8 183.8 183.8 194. 3-1/8 4.310 4.720 5,450 6.675 9280 10.165 11,740 14,380 9 19.2 1.0 42 9. 413 45.2 52.2 64,0 55/8 10.405 11.400 13.165 14,300 22,415 24,550 28,350 30,795 5/8 143 46.3 50. 58.61 (63.61 199.71109.2 126.1(137.01 7-1/2 16,020 17,550 17.985 19,065 34.505 37,800 38,740 41,065 191 1.3 8.1 80.0 84.8 153.5 168.1 172. 162. 12-1/2 29,975 29.975 29,975 31,775 64,565 64,565 64,565 68.440 318 133.3 133.3 1333 141. 87.2 287.2 87.2 04,4 3-1/2 5.105 51595 6,460 7,910 11,000 12,050 13,915 - 17,040 89 2. 24.9 28. 35.2 48.9 53.6 61.9 5.8 6-3/4 13,680 14.985 17,305 20.590 29A60 32,275 37,265 44,350 3/4 171 60.9 66. 7.0 91.6 131.0 143.6 165.8 197.3 9 21,060 23,070 25,900 27.455 45,360 49,690 55,785 59,130 29 3. 102.E 1152 122.1 01.6 221.0 48.1 63.0 15 43,165 43,165 43.165 45,755 92,975 92,975 92.975 98,550 81 192.0 192,0 192.0 203.5 413.E 413. 413.E 438.4 3-1/2 5,105 5,595 6,460 7.910 11.000 12,050 13,915 17,040 89 2. 4.9 8. 35.2 48.9 53.6 61.9 5.8 7-7/8 17,235 18,885 21,805 26,705 37,125 40.670 46,960 57.515 7/8 200 6. 84.0 7. 118.8 165.1 180.9 08.9 55.8 10-1/2 26,540 29,070 33.570 37,365 57,160 62,615 72,300 80,485 28 t18.1 129.3 149.3 166.2 254.3 78. 21.6 58.0 17-1/2 57,100 58,755 58.755 62,280 122.990 126,545 126,545 134,140 44 254.0 61A 61.4 277.0 547.1 562.9 562.9 596. 4 6,240 6,635 7,895 9,665 13,440 14,725 17,000 20,820 102 27.8 30.4 .1 43.0) (59.81 165.515. 92.6 9 21,060 23,070 26,640 32,625 45,360 49,690 57,375 70,270 1 229 3. 102.6 118. 145.1 01.8 1.0 552(312.61 12 32,425 35,520 41.015 48,805 69,835 76,500 88.335 105.120 144.2 158-0 182,1 17.1 10. 0.3 92.9 467.6 20 69,765 76,425 76,740 81,345 150,265 164,605 165,285 175,205 508 310.3 40.0 341A 361.8 668.4 2.2 35.2 9. 5 8,720 9,555 11.030 13,510 18.786 20,575 23,760 29.100 12 8.8 42. 49.1 60.1 83.6 91.5 105. 129.4 11-1/4 29.430 32,240 37,230 45,595 63,395 69.445 80,185 98,205 1 1/4 86 130.9 43.4 165. 202.8 82.0 08.9 56.(436.81 15 45.315 49,640 57,320 70,200 97,600 106,915 123,455 151,200 381 01.8 20.8 255.0 12.3 434.1 475.6 549.2 672. 25 97.500 106,605 119,905 127,100 210,000 230,045 258,260 273,755 635 433. 475.1 533.4 565.4 34.1 1023.3 1148.8 1217. 1 See section 3.1.7tor exdladdion on development of load values. 2 See section 3.1.73 to mmert design sldungih(factored resistame) value to ASD v e. 3 Linear interpolation between embedment depths and concrete compressive strengths is not dandified. 4 Appal Spacing. edge dlslarxw, and concrete thIckness factors in tables 42-55 as rwcessary. Compare to the steel values In table 41. The lesser of the values is to be used Wthe design. 5 Data Is for tempersh re range Ac Max, shod term temperature- IN- F (40' C). max. long farm temparaunre- 75- F (24° L). For temperature range 8: Max. shod term temperature - 17V F (80° C), mac long term temperature -122° F (ST Q mullipy above value by 0.80. For temperature range C: Max. shot tens lemperatum - 248° F (120° C), mam long term lempwaure -162' F (7 C) multiply above value by O.M. Shad term elovated corarete temperatures are those that occur over brief Intervals, e.g.. as a Mud of diurlal cycling. Long term concrete temperatures are roughly constant over significant polods of time. 6 Tabular values are for dry cororete corditions. For water saturated cocete multiply design sban h(factored resisbvaxe) by O-M 7 Tabular values are for short tam leads only. For sustained loads Including overhead use, see section 3.1.7.5. 8 Tabular values are for nornW weigh omceete only. For lightweight co,cm e, multiply design shenglil (/adored resistance) by A, as follows: For sand-Ilghtweght, A, - 041. For all -lightweight, A. - 0.45. 82 Hilti, Inc (US)1-800.879.8000 I-.us.hilti.eom I an espafiol 1-800-879.5000 I HiHI (Canada) Corp 1-800.363- 158 1 www.Iflyd a I Anchor Fastening Technical Guide 2014 Sand On The Ocean HIT-HY 200 Adhesive Anchoring System 3.2.3 Table 40 - HIM HIT-HY 200 adhesive design strength with concrete/ bond failure for threaded rod In cracked concrete' Q7aa Tension - ON, or N, Shear- MV„ or V Nominal f', - 2500 psl f', - 3000psi f', - 4000 psi f', - 6000 psi f', = 2500 psi f', = 3000 psi f, = 4000 psi f', - 6000 psi anchor Effective diameter embedment (17.2 Mpa) (20.7 Mpa) (27.6 Mpa) (41.4 Mpa) (172 Mpa) (20.7 Mpa) (27.6 Mpa) (41.4 Mpa) in. in. (mm) lb (kN) Ib (kN) Ib (kM Ib (kN) Ib (W) ID (W) Ib (kN) lb (kN) 2-3/8 1,900 1,900 1.900 2.015 2,045 2,045 2,045 2,165 60 .5 8.5 8.5 9.0 9.1 9.1 9.1 .6 3-3/8 2,700 2,700 2.700 2.860 5.810 5.810 5,810 6,160 86 12.0 12.0 12.0 12. 25.8 25.8 25.8 27.4 3/8 4-1/2 3,600 3,600 3.600 3.815 7,750 7.750 7,750 8,215 114 16.0 16.0 6.0 17.0 4.5 34.5 .5 36.5 7-1/2 5,995 5,995 5.995 6,355 12,915 12,915 12,915 13.690 191 6. 6. 6. 28.3 57.4 57.4 57.4 60.9 2-3/4 2,520 2,760 2.950 3,130 5,425 5,945 6,355 6,735 0 11.2 123 13.1 13.9 4.1 26.4 28.3 0.0 4-1/2 4,830 4,830 4,830 5,120 10,400 10,400 10,400 11,025 114 1. (21.51 21. 22.8 46.3 46.3 46-3 49.0 12 6 6.440 6.440 6.440 6,825 13.870 13,870 13,870 14,700 152 8.6 8. 28.6 0.4 61.7 61. 61. 65.4 10 10,730 10,730 10,730 11,375 23.115 23,115 23,115 24,500 54 47. 47. 47. 50. 102.8 102.8 102.8 109.0 3-1/8 3.050 3,345 3,860 4,470 6,575 7,200 8.315 9.625 9 13.6 14.9 17.2 19.9 .2 32.0 7.0 42.8 5-5/8 7,370 7,590 7,590 8.045 15,875 16,345 16.345 17,325 143 2.8 .8 33.8 5.8 0.6 2. 2. 7.1 5/8 7-1/2 10,120 10,120 10,120 10,725 21,790ft22,860 0 21,79023,100 191 45.0 45.0 45.0 47. 6.9 6.9 102.8 12-1/2 16.865 16.865 16,865 17,875 36,3200 36,320 38,500 318 5.0 5.0 5.0 9.5 161.E6 161.6 171.3 3-1/2 3,620 3,965 4.575 5.605 7,7905 9.855 12.070 89 16.1 17.6 20.4 24.9 43.8 53. 6-3/4 9,690 10.615 10,980 11.635 20,8700 23,645 25.065 171 43.1 472 48.8 1.8 92.8 105.2 111.9 3/4 14,640 14.640 14,640 15.515 31,5300 31,630 33,420 65.1 65.1 65.1 69.0 140.3.3 1403 148.24.395 24,395 24,395 25,860 525500 52,550 55,700 108.5 108. 108.5 115.0 33.8.8 233.8 47.83-1/2 3,620 3,965 4,575 5,605 7,7905 9,855 12,070 89 16.1 17.6) (20.41 24.9 38.0 43.8(53.71 7-7/8 12,210 12,665 12,665 13,425 26.300 27,275 27,275 28,910 200 54.3 56.3 56.3 59. if 17.0) (121.31 1121.31128.6 7/8 10-1/2 16.885 16,885 16,685 17,900 36,370 36,370 36,370 38,550 26 5.1 5.1 5.1 9.6 161.8 181.8 161. 171.5 17-1/2 28.140 28,140 28,140 29,830 60,615 60,615 60.615 64,250 44 125.2 125.2 125.2 132. 269.6 69.6 69. 85.8 4 4,420 4,840 5,590 6,845 9.520 10,430 12,040 14,750 102 19. 21. 4.9 30.4 42.3 46.4 53.6 65.6 9 14.920 16.340 16,615 17,610 32,130 36,195 35,785 37,930 229 66.4 2. 3.9 6.3 142.9 156.6 159.2 168. 1 12 22.150 22,150 22.150 23,480 47,710 47,710 47.710 50.575 0 6. 98. 8. 104.4 12.2 212.2 212.2 25.0 20 36.920 36.920 36,920 39.135 79,520 79.520 79.520 84,290 508 164.2 1642 164.2 174.1 353. 353. 53. 74.9 5 6.175 6,765 7,815 9,670 13.305 14,575 16,830 20,610 12 7. 0.1 4.8 42.6 59.2 64.8 4.9 91. 11-1/4 20,850 22,840 26,130 27,700 44,905 49,190 56,265 59,660 8 92. 101. 116.2 1232 199. 218.8 50.4 65.4 11/4 15 32,095 34,840 34.840 36,935 69,135 75.045 75,045 79,545 81 142.8 155.0 155.0 164.3 07. 333.8 3.8 353.8 25 58,070 58.070 58,070 61,555 125,075 125.075 125,075 132,580 63 58.3 258. 258.3 73.8 556.4 556.4 556.4 589.7 1 Bee section 3.1.7 for explarladon on development of bad values. 2 See section 3.1.7.3 to convert design strength (factored resistance) value to ASD value. 3 I3near irceipolallon between embedment dep0a and concrete compressive strengths Is not permitted. 4 Apply spacing, edge distarice, and concrete thickness factors in tables 42 - 55 as necessary. Compare, to Me steel values in table 41. The lesser of the values is to be used fa the design. 5 Data Is fa temperature usage A, Most. shod term temperature -104'F(40'Q.mar. long term temperature - 75- F (24' Q. For temperature range B. Max. short term temperature -176' F (W C), max. lag tam temperature -122' F (50' D) multiply above value by 0.80. For temperature range C: Max short term temperature -248' F 020' Q. mac long term temperable -162' F (r2'C) multiply above value by 0.70. Shan tam eletated concrete temperatures are those that occur over bdef Intervals, e.g., as a result of diurnal cycling. Long term concrete tempemhaes are roughly constant ova significant pedods of time. 6 Tabular values are for dry concrete conditions. For water saturated corcsete multiply design stn:ngth (factored maidarrce) by 0.85. 7 Tabular values ars for shod term loads only. For sustained loads Including ovemead use, see section 3.1.7.5. 8 ana for normal welght concrete only. For fghhveight concrete, multiply design strength (factored reststarce) by A, as folloxs: Forsand-6ghtwelght. A, -0.5I. For MI-VghtwelghL lv- 0.45. 9 Tabular values arts for static loads only. For seismic tootle, multiply cracked concrete tabular values by the following reduction factors: 3/84n to 3/4-In diameter - a_ - 0.60 7/8-In to 1-1/4-In diameter - a-, - 0.75 See section 3.1.7.4 for additional informatlon an seismic appGrslions. HIM, Inc (US)1-800-879-6000 1 wow.us.h181som I an cspafol 1-800-879.5000 1 Hill (Canada) Corp. 1-800-363-4458 I wvvw.hlltLca I Anchor Fastening Technical Guide 2014 83 -Sand On The Ocean Vedzon-KHA 01/18/2016 Page 110 of 116 3.2.3 HIT-HY 200 Adhesive Anchoring System Table 41 - Steel design strength for HIM HAS threaded rods 3 Nominal HAS -El HAS Super ASTM At 93 B7 HAS SS AISI 3041316 SS' anchor Tensile' Shear= Tensile' Shear' Tensile' Shear - diameter ON- Ov- ON„ Ov. ON. 4'V® in. lb (kN) lb (kN) ct y, Ib (kt'0 lb (kN) a®.v Ib (kr`>) lb (kN) o-v 3/6 3.655 1,685 7265 3,150 5,040 2.325 (16.3) (7.5 07 (32.3) (14.0) 0.7 (22.4) (10.3) 0.7 6,690 3,705 13,300 6,915 9,225 5,110 1/229.8) 16.5 0,7 59.2 30.e 0.7 41.0 22. 0.7 5/8 10,650 5,900 21,190 11,020 14,690 8,135 47.4) (26.2) 0.7 (94.3) (49.0 0.7 65.3 36.2 0.7 3/4 15,765 8.730 31,360 16,305 18,480 10,235 0.1 38.8 0.7 139. 1 VZ5)0.7 2.2 45.5 0.7 Ire 21,755 12.050 43,285 22,505 26.510 14,125 96.8 53.6 0.7 %2.5 100.1 0.7 113.5 62.8 0.7 28,540 15,805 56,785 29,525 33,465 18,535 1 127.0 0.3 0.7 252.6 131.3 0.7 148.9 82.4 0.7 1-1/4 45,670 25,295 0'7 90,850 47,240 0'7 53,540 29.655 0.7 203.7 112.5 404.1 210.1 38.2 131.9 1 Tensile= 0 A„a 1„ as noted In ACI 318 Appendix 2 Shaw -00.60 AMe fw as noted in ACI 318 Appendix 3 See section 3.1.7.3 to convert design strength (factored resistance) value to ASD value. 4 Reduction factor for seismic shear only. See section 3.1.7.4 for additional information on seismic applications. 5 HAS Super rods are considered ductile steel elements. HAS standard-E and HAS SS rods are considered brittle steel elements. 84 HIM, Inc. (US) 1.800-679-8000 1 vn w.rc.heti.cum I en espanol 1.800-879-5000 1 Hiiti (Canada) Corp 1-800-363-4458 I w .held I Anchor Fastening Technical Guide 2014 L RTA. 4 I�J�yjjfj�/�� vJ e �l I II II PoY'H�1 wvw.a.o111AMw EwP.eI.IA —Il �... II EI I 1 I E] PIAN"EW -EXISTING COLUMN LOCATIONS ewe�m-iv STRUCTURAL NOTE6. w.m,w aW, N%E rnN mvuuN rvtl urtw wiaaEmoeLaR Is.il w�i-rtem •o PR0.1EC1 INFURMA11pH ;ao'.".,.w""E`"""wm"`— SAND ON THE 0CE SITE �68870 IIAAAAAOI,11-1: .vwar.w Fr .l 1100 N AIA owes .urta.w.waEeowE .'�'mmes.wr..Ewo ManROMM Sf LUdE UNIY w eaiYewu<rKaamioealu,mssvaeannreomnvmeE IIflflEM ISSUE MIEN UEO MR PREUMINW DESIGN eEewssunowsasusowrasegaim iw a�ivamv�iowmaY�ifmioewaiefiuo�iaY[mn¢e ITI}I�AT—E ma Mrtm 9¢v au®waxarEE4wwY WEae1[wmu:�Ya>WL6EQNeKE�eeW u.V:a II�ESL��RIPRON III�E�y—: In[�uv E,�E®1 u m+w.ow,cie.a eoo IJ� BE WORCIEDmCIA AwM EFFECT"UEEw,wouvuYEpwiaAµwAN— MA IAwinwiuA41u Lmem T•,A%MDMMIoWmn KIM— w�uw✓v¢Fw t¢wm[Cm, ownEmmnnaopn. vxvnwewucvaurtwm 15� w " wIXUKK wawa e— ®m nYpp��r�oW8 AMi:e MMSMAUMM— MEuaamin errrtugwEmmrca Eom,EYorw,pm11.vaw.m®v. WIS PREPIAEO SY� IAaRVE6 tl.Owu Y�¢R1W ¢iu4 n�Ae �mox� E�_�ivo�rtovn�w�aawvan /j�\\ tlENw. H[.M.M VW YrbWTNwMTE"MNUTwi61Km6o4O WP02vMa iwR � Y EI� ENY e® cv¢Iunuwowm,wewlEAartswum,unvnuv R.cvEVMvu"E L uem PW^.v�nw __ __ _ a�FivrrwownoewFnw¢a RWEa MTA �NTMAuwRrta.n ixc...IIIAw "wAww�rw�oaa owawo s^LEGEND p^emvwrtann�aw. f [f is .—R—CTIMmaaccmunwn M.N SY�HK. —AF/.� �L gal i S m c a Tim SMB I am An -- _---_ -. .weawpc.EV Ysmoamwuo�waa i(r O nA muw�me P•CENSURE ¢ wwvm �R I m>Dul mExEiEm�ax�we mrw.+va A, . ,an u,na[ MAMMA,L aMMrt Mnv ,. QI F. B.IMARRmW.F�PWET.1 ¢ISEE¢iµm,waE Pm 'wm ® STRUCTURAL PLATFORM PLAN VIEW LABINETLAYOUf PI au"rz NEE! Numem Pl auPF¢ .ems : 4 All o- wlff. Kxa a=n A. .SIM MAP �- meENu¢IsfvEvu xowaa f �i� ^• d II J-8 II 1@ SECnON Al FROM SI Iba�bfv„le[[wbE OOLWNTOGIRDER BASE PLATE DETAIL b �201m BASEPIATE AND COLUMN CONNECTON DETAIL. 33 na PLATE OETALL ME,n ray raM �F! bn u,�LN meawc 202 WP1=1- KNEE BMCE DETAIL SrsEC60NA FROM SI LEGEND © Oa!mM, �I r�'.. �auvuuEomed w yartp ert[nubq,q ® ..auti Juu mn Pam..m,w®1 EI C 0.M1UM,1Vv ��n �MiuN1M aEEE[,uw,wea 41 Lx a O BGV NirtOf FI EwEmE va va.roe u.u) 11 wwx6Ea Q IXUGrwB�m vuw op o- w uR M/¢IFE R'EK I0M69 SITE APRIL 10, 2014 1 FOR: PREUMINARY DESIGN ...,uw•�Ewwa.,.e awEcr w*n am lam.0 uw.m,v ®uwnMyne� II STRUCTURAL ELEVATIONS & DETAILS iHEET NUMBER S-2 N N Jab C mR 301 H NDRAIL DETAIL 3O2 STIFFENER PLATE DETAIL cwE<Id®olx�l6�avR uNE 365 Cl TO BI CONNECTION DETAIL 1 1 ♦1A 1A L ftl J w'�mn 01 01 '[ SECTION AA ,'•,e°..,nw,xrrovi 303 PI TO BI CONNECTION DETAIL 30fi CABINET ANCHOR BOLT CONNECTION DETAIL 6J ® oiaa ��0.�1„�Y�uu wsx a®vEA w uw[!cnuxemfm,uauq ® ,wY+M 1�44. R613FF RT.0 m,wol [vuE,Emuw�m. 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RUNGS. ENLISTING BRACES SHALL BE FREE DETRAIN EDGED. 'CODE FOR WELDING IN BUILDING CONSTIUDTOW(AMDI.D) SPLINTERS,BURRS OR FRNECRONSNnICH MAY SEA N.WRD. A. RUNGS SHALL BE CORRUGATED. HNORLED. DIMPLED, CWTED U TO E OISTANOE BEBNEER RUNGS&HALL HOT EVCEED IS INCHES CAOTHEAWSETRFATEDTO AEG SHALL BEUNIFORMTHROUGHOUTTHELENOTHOF M XMRRIORESISTANTMATER4 e BLIPPRO THELADGER. A02 ACCESS LADDER DETAIL SITE APRIL 10. 2014 MR' PREUMINARY DESIGN LANE PREMPIAEO// BY � E.1 Yc NIMBLER FRONT F NFH= A.E,CO NNE /emq STRUCTURAL DETAILS SHEET NUMBER S-4 L t LEGEND P ®x¢�V xwmri memrnunwsf m�Nrt lmia ulsrnw1fuu EEilrte LLiMW,Mn, emvort'� r O exailnw erem wµ,me RI FN INFORNAMN W �'�'•� © �„,�„_ N=�wN•=m� SAND ON THE OCEAN SITE #68870 EMI c(]i c-muaw�aa> mu PI[RCECWNIAMAIM O waueruix+omIA 51 LLYJE Y ® uggErn Ism a APRIL 10, 2014 GI 3 ® iu,a[ m iDq' PREOMNARY DESIGN i i' wawllm,A� ®�mwel EV,:�EESCRIPII(W. �LT� p 1^ gNTENNN FgNME-PLAN VIEW 1^ ea¢e[Inev[vuv,mor, sn V" w s V SGb e n.�mm 8 � w v II a Pwla II I II I II I g VJ15 PRmmm BT e� II I .,a, iwaaw� kpp II gpJELi 0.4TA Rp II I }pe N I rwm Ti �a 8: i I BeBE PUIE.PIANNEW hAro saBrtnmuu' �q aaeertoutirnelM11aiYePG Va 601eBASEPLATEMODIFICATION DETAIL ev — 603 ROOF PITCH POCKET DETAIL 604 TYP. WALL MOUNT BRACKET DETAIL FOR MASONRY WALL 602 PLATE TO COLUMN WELD DETAIL LEGEND © w@'if�iue�mlxumv[VDavatEo usA mi 964pB4BMfl ® W+Wrt.I�a4V.e2¢IeRCEINtaO�wn� E I wA1aw NI.cER C4aMN �TRe Oe O P+m Pgel CpcaElEcawN�We � w:.°�`w`°`iB ul ssPm.nmlww Q a�.un•.ow� a p,aan���e w� 4 warwa.wwwuwxoa, w��E���ix13@w.B 606 WALL MOUNT BRACKET DETAIL FOR CONCRETE WALL SITE #68870 31M N AIA mu PIERCE, RAHIM 6 MIIE COUNTY APRIL 10, 2014 1 I PRELIMINARY DESIGN I Rum MT, wvim� M N WY HN.�. SNB JNY M CENSVRE� i� ANTENNA FRAME & CONNECTION DETAILS 1E NUMVEN S-6 _]l af ail Sand On The Ocean Verizon-KHA 01/1812016 Page 1 of 116 JWME-9-eedng'ar sCANNF� SCANNED St. Lucie CoumV 4915 NW 43`d Street, Gainesville, Florida 32606 Structural Design of Proposed Platform and Antenna Attachment Verizon Wireless Cell Site Equipment Platform AWS Upgrades Site located at: Sand on the Ocean Site #68870 3100 N AlA Fort Pierce, FL St. Lucie County January 18, 2014 Designed in accordance with the requirements of 2014 Florida Builders Code, Wind Loading requirements within Chapter 16. Analysis Prepared for: Kimley-Horn and Associates, Inc. Albert Rios 1920 Wekiva Way Suite 200 West Palm Beach, FL 33411 Analysis Prepared by: John Wayne Mishoe, PhD PE #PE25349 Stephen Matthew Belser, PE HPE67514 JWM Engineering, LLC #CA28619 \�\��\�pYNt </�j/ //// jG E NS�,�" �O; O� N0.25349 a` STATE OF ; �O�FS;• <ORIO' "N' N Seal: Sand On The Ocean Verizon-KHA 01/1812016 Page 2 of 116 4915 NW 43rd Street, Gainesville, Florida 32606 Table of Contents Page Structural Report 3 Original Construction Documents of Building 7 Part 1 Frame Analysis Wind Loads on Cabinets and Frame 18 RISA 3D Frame Model 30 RISA Connector Design (selected connectors shown) 52 Girder to Column Connector 60 Knee Brace Connection Analysis 62 Base Plate Analysis (RISA Base) 71 Hilti Anchor Attachment Design Checks 75 Building Influence 78 Part 2 Antenna SupportAnalysis Wind Loads on Antenna Using Solid Sign Method 79 RISA 3D Analysis of Roof Mounted Antenna Frame 81 Slab Loading Evaluation for Antenna Frame 96 Sand On The Ocean Verizon-KHA 01/18/2016 Page 3 of 116 JWRE-91eenng.Uc 4915 NW 43rd Street, Gainesville, Florida 32606 Hilti Anchor Check for Slab Connection 98 Loading Evaluation of WM-100 Wall Mounted Antenna Connections 105 Hilti HY200-HAS Specification 107 Structural Sheets 111 Sand On The Ocean Ve6zon-KHA 01/182016 Page 4 of 116 JWA ���ng.uC 4915 NW 43,d Street, Gainesville, Florida 32606 Project Scope of Work and General Conditions PART 1: The scope of work for this part is to design a new roof top structure to be mounted on the roof deck of an existing building. The frame will support equipment cabinets and the (2) antennas for one sector. The design is based upon the minimum requirements of the 2014 Florida Building Code (FBC). PART 2: The scope of work for this part of the design is to analysis an antenna frame that is mounted directly to the roof slab. The frame supports (2) antennas elevated approximately 14 ft above the roof slab. Two additional antennas are to be mounted directly to the penthouse wall. PART 1 REPORT Structural Analysis The analysis is based upon the following documentation provided to JWME from KHA: 1. Roof Plan Layout of proposed equipment layout, prepared by KHA dated April 10, 2014 (Preliminary Design Sheets were provided with the information shown in JWME structural sheets attached at end of report) 2. Record drawings of the original building construction, dated 7/16/81 which includes sheets S1-S10 by Buigas and Associates Architects, Structural Engineer Ruben Baran. 3. Site Photographs taken by KHA during site visit JWME used the best information available to analyze the frame assuming wind loads based upon current code methods and member sizes based upon the model and drawings. The proposed cabinet information was provided by KHA and these data were used to determine required loads. RISA 3d, RISA Connector and RISA Base were used in the FEA analysis of the frame and base plates. Loads considered in the analysis include the following: 1. Wind loads were computed using ASAE 7-10 methods assuming a wind speed of 160 MPH, Building Category II, Exposure D and MWFRS forces computed with the other structures: rooftop equipment. 2. Cabinet dead weight and associated wind loads were included for the following cabinets: a. EBRE Battery Cabinet (4960 Ibs) Sand On The Ocean Verizon-KHA 01/18/2016 Page 5 of 116 JWM Eneering,LLc 4915 NW 43,d Street, Gainesville, Florida 32606 b. Mod 4.Ob Radio Cabinet (1423 Ibs ) c. Mod 4.Ob Radio Cabinet (1423 Ibs ) d. ODE Cabinet w/ Pedestal (847 Ibs) e. Future Cabinet (2200 lbs) The impact on the columns that are supporting the frame was evaluated, however no consideration was given to the continuous load path to the foundation and the installer must assure a code compliant structure in good repair exists at time of installation. With this installation the additional equipment it not expected to change the overall loading of the structure in a significant manner. Results of Analyses The frame has been designed to meet the minimum requirements of the 2014 FBC. The specification are provided by JWME as Sheets S1-S6 and are included as attachments to this report. PART 2 REPORT Structural Analysis The analysis is based upon the following documentation provided to JWME from KHA: 1. Roof Plan Layout of proposed equipment layout, prepared by KHA dated April 10, 2014 (Preliminary Design Sheets were provided with the information shown in JWME structural sheets attached at end of report) 2. Record drawings of the original building construction, dated 7/16/81 which includes sheets S1-S10 by Buigas and Associates Architects, Structural Engineer Ruben Baran. 3. Site Photographs taken by KHA during site visit JWME used the best information available to analyze the frame assuming wind loads based upon current code methods and member sizes based upon the model and drawings. Loads considered in the analysis include the following: 1. Wind loads were computed using ASAE 7-10 methods assuming a wind speed of 160 MPH, Building Category Il, Exposure D and MWFRS forces computed with the other structures: solid sign. 2. Antenna deadweight and associated wind loads were included. Sand On The Ocean Vedzon-KHA 01/182016 Page 6 of 116 JWM ng"n fIng,LLC 4915 NW 43rd Street, Gainesville, Florida 32606 Results of Analyses The antenna support frames has been designed to meet the minimum requirements of the 2014 FBC. 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Plln f P bne'n u. 1 � I t aJT i 1 ma WALL PILE CAP 0 Tx,LS '_ , �■ 1.41 F. w7 "nrnYa wannw i FAR ♦ 7 I v m s ! a 9 '� �AaFS 71E€� et a pif I E� Jg.� ce FFF a n- �O�Y�I��P� gQp�� file¢ii�°6 •l ]jtlg5a?3 g- i EECQ6 EE���°]g�d.i SEi@&y¢-pii�ES P��u pE49E� ��`9SP�a' a iAs ei �"�Rs E6 F S jgEg E54k �9swIie=.IIrl5iiI r as i �v—t c E J -ram o ! wa L la 'a a -: y a; it21 0 ggg@de3'jg5]9��Pe`8p'i 3E ]?a a °j EdE3ga f.q @fld fig ee°�r6@?� T�i1 i5�=gp0 g.1 L�4u; e � j3 N g - �S&� s 9L L JQ486ed 9LOMMO VH)I-uonJaA uea30 a41 yO PUBS n� J ■ xltl gTlq :NI?Tld,0N Ntl93Nl3tl tll} S •• } I c, wn Wwt J.n 0 a Oiw NOu O36 O I,N Ngll]3S PI-11 11 T13tl Qla 11 Cl7q '130 NOIdONtl15NP7 10�.7 "iTT, [tJ d... ... w,w.tivt SY• r,r h 1 t T hr. w. » P.as �x h" 41 s1 q1]0 yyu •y, �M �^n OC1L lIT130 "• i.4ta Jnt r- ,�iwn 1IT130 h'71fI100 lT,:ldil la Mt+Ma 1fYT[nl[ iIM"o- C-tVut. 1]tzvw-LL4 .r' ,+..1 i1.'n.l 4YYM M Ti4aa'87 T• lq 1T En.�� l sri o+ T 30 e.— OP-3 N01 L03S 01-0 NP11036 LT130 3�1 ixc xnnit.] — N WGnlN[i Irlgxixl9 p It9 wt[7 M.T ' .•a 1 � •wn NS\ •eCu uia[ a o as 5, -S'..t I. 70 ^° wx w•rna I �. � `_. is+nP rl 114�_``.'. a "., �. ea •aL - / , - YI� SECTION A-10 SECTION 13J0- SECTION,C-10 SECTION CAD SECTION LAD wr4 .. q ♦ [ A.. ' . i aIN r w e L♦ _ — Y . m ,.jj(kF77y� sl sru[P p7�}I+ t ♦ sax % rl x tr eL4yilSu L_ ttr rcp. sr esv a +xu PF san6 If tl -•\ fill I4 iP w3 Vo ai SF^P e t a a 1 L e io pr.a un t[ r+cr \ ♦n L4 I. e E +r1 3 •.1 ♦ — l eNv Tu iTiuc'a e. w°) (A. e'.y.. ! r... Ta.. a :•. - 1 Wilt w° DETAIL F•10 DETAIL G•10 1 L7 1 El .( SwX a• • • t.. a. w I 1 s DETAIL H-10 .Y t17 c Sw c 4 • e - ' i Fly rl[° 5N' DIP.) L1® a n • ! y e11 aFF i b A:.� oon4u (I�I yr l: .,� � f •. Rj71 ti �. nOI.QS Ua0AR5 3EAN5 Io 5XN4 1'. •K 1t.i I• �- 4` fF! eN Lr.f ITL RIRSCT 11:SPM1 III III Illtr.s l.. itt 4r ei lu Nt a • , {"' `rC ♦ e�nii,e7 eei wPmeit °Noun. Le TYPICAL COLUMN DETAIL OPi�4r PeINT Msr eF +"•� ' eu Bern eanen �e COLUMNS a\Me COLUMN] DIFPERENT - _ 'N DIMLNfION DIMENSION rC r . CDL.DMN SPLICE DETAIL Hn+ i, }'lYfi .a•1 ..... .Lno w S? 1 it REVISIONS f I.ItulV.xt•N tM( �tiwe` SW L+D' MR B4 '! DETAIL ff DETAIL�ID pi— i— EIN Ta. „L a °—®— Ii? n.o♦ + e<x nc m[ L, Y " .•.i.y 1 Y { R� I e4em rLu t. '. M u® 1 ba.� 1+. e x i t. (� j .AImM..in tr' E0 COL. CONSTRUCTION DET. {•`nuwr. ! STAIR REINFORCING'PL4CING DIAG�AM ! ' e DETAIL L:ITJ DETAIL M10 SECTION _ SECTION P-10 1 SECTIONS &'DETAI'l.5 " , P. ' iiiggq� Sand On The Ocean Verizon-KHA 01/182016 Page 18 of 116 Sand on the Ocean 4/28/2014 ngineerinq, LLC Equipment Cabinets Wind Load Calculations Verizon Site #68870 EQUIPMENT CABINET WIND LOAD CALCULATIONS FOR FL HIGH VELOMY HURRICANE ZONES Unit Definition ASCE 7-10 (CH 29) Define miscellaneous unit variables. WAq— Ibf —Ibf Ibf � —kip f :— 10001b t :— SF :— ft CF :- ft ft ft2 R3 n2 Site Location Sand on the Ocean LEGEND Site #68870 INPUT CALCUATIONS 3tESULTS Codes Design Codes: 2010 Florida Building Code Reference Codes: ASCE 7-10,ACI318-05 and AISC Steel Construction Manual, 14th Ed. Assumptions: Assume cabinets and frame are analyzed using Ch.29 Chimneys, Tanks, Rooftop Equipment, & Similar Structures Method as modified by FBC 2010 CH 16 Section 1620 Assume cabinets are only carried by primary beams. Assume loading from cabinets is equivalent to point load at the center of each cabinet on each beam. S:WWMEUobsIKHAWVedzon Wireless168870-SAND Designed by: WM-SB MathCAD Page 1 of 12 ON THE OCEANICALCULATIONSWEquipment CabinetHigh Wind Zone 68870 SAND ON THE Sand On The Ocean Venzon-KHA 01/18/2016 Page 19 of 116 Sand on the Ocean 4/28/2014 E e&%Aq. LLC Equipment Cabinets Wind Load Calculations Verizon Site #68870 Verizon Cabinet Information Modular Cell Cabinets CS = 3 Total number of cabinets 0.. (CS — I )a Chose your Cabinets based off the Cabinet Code Cabinet Type Cabinet Centerline & Layout for Location on Site Beams -Each Column Separate Set of Beams 0, SITE := 1 13 7.167 TION:= 1U83 13.5 Re:= rows(CABINETS) = 14 ii 0.. It, — 1 iii := 0.. 1 Cabinete"ae. := CABINETS.. u,w n,iii EquipVei:= CABINETS SITEi, I LVei:= CABINETS SITEI,2 in WVei:= CABINETS SITE, 3in HVei:= CA 31NETSSITE 4 in WTVei:= CABINETS SITE, 5lbf Csi:= CABINETS SITEi, 6 in CABINETS =I Equipment Name tx... r R/ Code "Cabinettype" 0 "EBRE Battery Cabinet" I "Mod cabinet — 4.0B" 2 "LTE- eNB 6101" 3 "AWS - eNB 6101" 4 "Generator" 5 "Generator -trans" 6 "Emerson Microwave" 7 "Lucent Battery Cabinet" 8 "AWS-eNB 60 10 w/ Ped" 9 "LTE-eNB 6010 w/ Ped" 10 WERIZON-Side Cabinet' 11 "ODE-6201V1" 12 "Generac 50KW-NG" 13 "Mod 4.0- 2200lbs" Length of Cabinet- "Lo._" Width of Cabinet- "Wo..-" Height of Cabinet - "Ho...." WeightofCabinet Spacing of Support Mounts of Cabinet Lo Wo Ho Ibs CS 36 38 78 4960 19 35.4 40 72 1423 19 28 28 56 1000 19 28 28 56 1000 19 30 72 56 2750 60 72 30 56 2750 30 30 31 98 1200 19 31 30 60 3000 19 28 28 76 1300 19 28 28 76 1300 19 30 18 50 250 18 36 36 72 847 19 40.5 111.8 71.2 2850 90 35.4 40 72 2200 19. "EBRE Battery Cabinet" "Mod cabinet — 4.011" EquipVe= "Mod cabinet —4.0B" "ODE-6201 V 1" "Mod 4.0- 2200lbs" 3:UWMEUobsIKHAIVerizon Wirelessl6B870-SAND Designed by: WM-SB MathCAD Page 2 of 12 DN THE OCEANICALCULATIONS1Equipment CabinetHigh Wind Zone 68870 SAND ON THE Sand On The Ocean Verizon-KHA 0111 MO16 Pa a 20 of 116 Sand on the Ocean 4/28/2014 ngineefing. LLC Equipment Cabinets Wind Load Calculations Verizon Site 968870 Input spacing of anchor point spacing for cabinets —Modify expression as necessary for inputs spacing values that do not meet the logic used below of spacing of beams plus flange width (limied by cabinet width) Beambr:;= Sin Spacing Between Beams Flange Width of Beams BS = Beamspacing+ Beambf= 2.2ft 2.2 2.2 cabinetAPspaeing := I BS if BS < WVei cabinetAPspacing = 2.2 ft WVei otherwise 2.2 2.2 Building Information Lbuiidmgnocmat.beam: 90ft Depthofbuildingperpendiculartocabinets support beams rtiuiidiijg.pamliet.beam:= 180fij Depth of building parallel to cabinets support beams BuildingTop,.6G,-=.,142R Height of Building above grade Vertical distance from rooftop to bottom of cabinet L51f11Cn1fe,n"s,28:5ft Width of Structure perpendicular to equipment cabinet face Select Building Exposure Category as define in ASCE 7 or FBC - sate D � FV :=.'171 FBC 2010 FIG.1609B Note that for High Wnd area use county defined values defined in FBC 1620.2 -. I:0 ASCE 7-10 26.8.1 "Topographic Factor" ASCE 7-10 26.6-1 From Table 1Cd 05 26.6-1 assume Square Structure S:1JWMELIo1bs1KHAlVedzon Wireles08870 - SAND Designed by: WM-SB MathCAD Page 3 of 12 ON THE OCEANICALCULATIONS1Equipment CabinetHigh Wind Zone 68870 SAND ON THE Sand On The Ocean Verizon-KHA 01/182016 Page 21 of 116 Sand on the Ocean 4/28/2014 ngineednq, Ur Equipment Cabinets Wind Load Calculations vjw,*%Verizon Site #68870 Loads Load Path Cabinetvertical loads carried by beams to girders to columns to building frame. Frame vertical loads carried by beams to girders to columns to building frame. Determine wind load on Cabinets and Frame Assume Rooftop Structures and Equipment For Buildings w/ Height � 60 it (ASCE 7-10 29.5.2) and Height> 60 B (Eq 29.5.1. Note:This method has been modified to meet FL High Winds Hurricane Velocity Zones FBC 1620.6 Windeval9tion BuildingTop.AGL+ ha bxle + HVe Wind height defined in FBC 1620.6 146.8 146.5 WindevelaHon= 146.5 ft 146.5 146.5 1 HIDDEN AREA Compute Kz Values using. Table -29-3 Information to select elev_choice below Kz„„x = 1.5 Kz max is the max value selected from the Kz values for each cabinet Kz is computed within hidden area above. Kn = 1 ASCE 7-10 26.8.1 "Topographic Factor" Kzt and Kd all Kd = 0.9 ASCE 7-10 26.6-1 From Table manually input in 26.6-1 assume Square Structure input section above qz:= 0.00256-Kz.- Kd•V2•ps FBC 2010 1609.8 &ASCE 7-10 29.5.1 qz = 103.1 •psf ASCE 7-10 "Velocity Pressure" (Ch 29.3) Same as qh if building below 60 it Lateral Pressure (Perpendicular to Beams) B is defined as horizontal dimension of building measured normal S:IJWMEWobsMAlVedzon Wireless%8870-SAND Designed by: WM-SB MathCAD Page 4 of 12 ON THE OCEANICALCULATIONS1Equipment CabinetHigh Wind Zone 68870 SAND ON THE i Sane On The Ocean Venzon-KHA 01/1 M016 Pa a 22 of 116 Sand on the Ocean 4/28/2014 ngineering, LLC Equipment Cabinets Wind Load Calculations Verizon Site #68870 B := Lbuilding.nomal.be = 90 B In BuildingTop.AGL 12780 Bin = B•h 12780 r 2 Bh = 12780 ft 12780 12780 19.5 17.7 Af.:= (LVe*HVe.) Af= 17.7 132 r 18 17.7 GCf.:= 3.1 if Af. <.1.Bh. r r r r(Af. — .1-Bh.)-(3.1 — 1.1)l 3.1 — Lt r II J otherwise .9-Bh. r to wind direction in feetASCE 26.1 It is defined as the height of the building ASCE 7 section 263 Area of building perpendicular to wind Area of cabinet perpendicular to the wind direction FBC Ch.16, Sec 1620.6 For High Velocity Hurricane Zones Buildings ofALL heights 3.1 3.1 GCf= 3.1 3.1 3.1 S:WWMEWobsWHA\Vedzon Wireless\68870-SAND Designed by: WM-SB MathCAD Page 5 of 12 ON THE OCEAN\CALCULATIONS\Equipment CabinetHigh Wind Zone 68870 SAND ON THE Sand On The Ocean Verizon-KHA 0111812016 Pa a 23 of 116 Sand on the Ocean 4/28/2014 JWA V9,tenng, LLC Equipment Cabinets Wind Load Calculations Verizon Site #68870 319.6 319.6 Pz� gzGCf= 319.6'•psfResultpressurefor respective cabinet 319.6 319.6 Lateral Pressure (Parallel to Beams) .= Lbuilding.parallel.besm = 180 ft 1�:= BuildingTop.AGL Bhxi = B-h A&i:= (WVe,HVei) "EBRE Battery Cabinet" "Mod cabinet —4.OB" EquipVe=l "Mod cabinet-4.OB" "ODE-6201 V 1" "Mod 4.0- 2200lbs" Lateral design pressure of equipment cabinet (derived from ASCE 7-10 Eq. 29.5-1 w/ Af divided out) B is defined as horizontal dimension of building measured normal to wind direction in feetASCE 26.1 h is defined as the height of the building ASCE 7 section 26.3 12780 12780 Area of building perpendicular to wind Bin = 12780 ft2 12780 12780, 20.6 20 Area of cabinet perpendicular to the wind direction Ar, = 20 It 18 20 Gust x Force coefficient factor as S:IJWME1Jobs1KHAIVedzon Wireless168870-SAND Designed by: WM-SB MathCAD Page 6 of 12 ON THE OCEANICALCULATIONS1Equipment CabinetHigh Wind Zone 68870 SAND ON THE Sand On The Ocean Verizon-KHA 01/162016 Pa a 24 of l l6 Sand on the Ocean 4/28/2014 ngineeAng, LLC Equipment Cabinets Wind Load Calculations Verizon Site #68870 GCxr. = I3.1 if AN. <.l Bhx. r 3.1 — RANI — .1-Bhxi1.(3.1 — 1.1)1 .9.B 1lhx. JJ I Lateral design pressure of equipment cabinet (derived from ASCE 7-10 Eq. 29.5-2 or eq 29.5-1 w/Af divided out) 319.6 319.6 Pzx:= qz-GCxr= 319.6 -psf 319.6 319.6 Vertical Uplift Pressure -= Lbuilding.normal.beam = 90 ft ,W,r= Lbuilding.parnlleLbe= = 180 ft Ar, (LVe-WVei) defined inASCE 7-10 Eq. 29.5-2 FBC Ch.16, Sec 1620.6 For High Velocity Hurricane Zones Buildings ofALL heights otherwise "EBRE Battery Cabinet" "Mod cabinet — 4.OB" EquipVe= "Mod cabinet —4.OB" "ODE-6201 V 1" "Mod 4.0- 2200lbs" 9.5 9.8 Ar = 9.8 ft2 9 9.8 B is defined as horizontal dimension of building measured normal to wind direction in feetASCE 26.1 L is defined as horizontal dimension of building measured parallel to wind direction in feetASCE 26.1 He rizontal Projected Area of cabinets S:IJWME1Jobs1KHAlVedzonWireless168870-SAND Designed by:WM-SB MathCAD Page 7 of 12 ON THE OCEANICALCULATIONSIEquipment CabinetHigh Wind Zone 68870 SAND ON THE Sand On The Ocean Verizon-KHA 0111812016 Page 25 of 116 Sand on the Ocean 4/28/2014 JWR EI eering, LLC Equipment Cabinets Wind Load Calculations Verizon Site #68870 BL.:= W Ve: L = ... 570 r 600 BL = 600 ft2 540 600 GCva. 11.5 if A,. <.1-BL. � � r LIA`I — .1-BLi)-(1.5 — 1.0)l 1.5— L JJ otherwise .9 BL. r 154.6 154.6 Pv:= gz.GCvd= 154.6 -psf 154.6 154.6 1.5 1.5 GCvd = 1.5 1.5 1.5 "EBRE Battery Cabinet" "Mod cabinet — 4.0B" EquipVe= "Mod cabinet — 4.0B" "ODE-6201 V 1" "Mod 4.0- 2200lbs" Horizontal project roof area of building Uplift Gust x Force coefficient Vertical design pressure of equipment cabinet (derived from ASCE 7-10 Eq. 29.5-3 w/Ar not included) S:WWMEWobs11WA1Verizon Wireless168870-SAND Designed by: WM-SB MathCAD Page 8 of 12 ON THE OCEANICALCULATIONSIEquipment CabinetHigh Wind Zone 68870 SAND ON THE Sand On The Ocean Verizon-KHA 01/18/2016 Page 26 of 116 Sand on the Ocean 4/28/2014 3WA ngineenrq. U.0 Equipment Cabinets Wind Load Calculations Verizon Site #68870 Wireless Equipment Loads Equipment loads equal a point load at the center of each cabinet on each beam LoadA&B - Wind load normal to beams Load C&D - Wind load normal to girders Dead Load — WTVei kAyDl,i :— 2 t I "Mod cabinet-4.0B" = 1 "Mod cabinet-4.0B" "ODE-6201 V 1" "Mod 4.0- 2200lbs" Wind Load 1�ei/2 Pz: LVe: 1 2 \ r RAy.WL. + cabinetAPspaci„g. 2 i RBy.DL RAy.DLi* 2480 711.5 RAy DL = 711.5 lbf 423.5 1100 2480 711.5 RBy DLi= 711.5 lbf 423.5 1100, lHVei/2 A Pz� 1 1 2.) rPv i r RBy.wL + cabinetAPpacing 2 t s Assume lateral wind load resisted equally by both beams. (-Pz)i LVe: I-IVei RA..WLi 2 * RBx.WLi RAx.WLx (—Pz)i wvei , HVei (Hvei)2 1 Rz.Wl,i 2 t Mµ,Li := Pzx*WVei 2 1-2t 2 Rzn,ax := max Ri.q,L2 t Mmax q,L := max Mt Ra„ax = 3288.9 lb Mmax = 10688.9 Ibf Moment along Z axis of beam M WL = 10.7 9.6 9.6 kip ft 8.6 9.6 S:IJWME1Jobs1KHAlVenzon Wireless168870-SAND Designed by: WM-SB MathCAD Page 9 of 12 ON THE OCEANICALCULATIONSIEquipmenl CabinetHigh Wind Zone 68870 SAND ON THE Sand On The Ocean Verizon-KHA 01/182016 Page 27 of 116 Sand on the Ocean 4/28/2014 JwA ngi %eerin9 LLC Equipment Cabinets Wind Load Calculations Verizon Site #68870 SUMMARY OF CABINET REACTIONS DEAD LOADS EQUIPMENT BEAM #1 "EBRE Battery Cabinet" 2480 "Mod cabinet —4.oB" 711.5 EquipVei= "Mod cabinet-4.0B" RAyDL.= 711.5 •lb "ODE-6201V1" , 423.5. "Mod 4.0- 2200lbs" 1100 WIND LOADS EQUIPMENT BEAM #2 2480 711.5 RBy_DLi = 711.5 -Ib 423.5 1100 VERTICAL REACTIONS (CASE A AND B) UPLIFT DOWN FORCE "EBRE Battery Cabinet' 10081.9 —8612.9 "Mod cabinet —4.0B" 8592.1 —7071.6 EquipVei= "Mod cabinet —4.0B" RAyWL....= 8592.1 •Ib RByµ,L.= —7071.6 •lb "ODE-6201V1" r 8660.5 r —7268.8 "Mod 4.0- 2200lbs" 8592.1 —7071.E EQUIPMENT "EBRE Battery Cabinet" "Mod cabinet — 4.013" EquipVe= "Mod cabinet —4.0B" "ODE-6201 V 1" "Mod 4.0- 2200lbs" LATERAL REACTIONS (CASE AAND B) —3115.8 —3115.8 —2828.2 —2828.2 RAx.µ,L = —2828.2 .1bf RBx WL = —2828.2 -16 —2876.1 —2876.1 —2828.2 —2828.2 f1+111[: WL Rz M Beam RAy RBy RAx � RBx i:1JWME1JobsIKHAIVedzon Wireless168870 - SAND Designed by: WM-SB MathCAD Page 10 of 1; )N THE OCEANICALCULATIONSIEquipmenl ;abinetHigh Wind Zone 68870 SAND ON THE I Sand On The Ocean Verizon-KHA 01/18/2016 Page 28 of 116 Sand on the Ocean 4/28/201� 3VA ngineering. 11C Equipment Cabinete Wind Load Calculations Verizon Site #6887C Horizontal Moment Reactions (Load Case C&D) (Load Case C&D) Ri. = 3288.9.1bf M� = 10688.9-IV- ft Beaml Beam2 10.7 3.5 9.6 7.2 MwL = 9.6 -kip-ft LOCATION = 10.1 ft 8.6 13.5 9.6 16.6 Distributed Wind Loading on frame members Gird'era;= '.Igin Col`umnd ' S.liq Col'uimnw =6in Beam Depth Girder Depth Column Width Column Depth 'BeamPLP:= max(Pz.Beamd) = 266.3-plf GirderPLF:=.ma4Pz-Girderd) = 372.8-plf Columna_plf.:= max(Pz.Columnd) = 215'.7-plf Columnwplf:= max(Pz-Column,) = 159.8-plf Braced..plf := max(Pz-Braced) = 93.2-plf "EBRE Battery Cabinet" "Mod cabinet — 4.013" EquipVe= "Mod cabinet —4.0B" "ODE-6201 V 1" "Mod 4.0- 2200lbs" Distributed Wind Load along Beam Distributed Wind Load along Girder Distributed Wind Load along Column (depth side) Distributed Wind Load along Column (width side) i:1JWME1JobsIKHAIVedzonWireless168870-SAND Designed by:WM-SB MathCAD Page 11 of 1: )N THE OCEANICALCULATIONS1Equipment ;abinetHigh Wind Zone 68870 SAND ON THE , Sand On The Ocean Verizon-KHA 01/18/2016 Page 29 of 116 Sand on the Ocean 4/28/20V aw FAM gineefiog, LLC Equipment Cabinet: Wind Load Calculation: Verizon Site #6887C BeamCrossBraced pif max(Pz-BeamCrossBraced) = 372.8-plf ANTENNA WIND LOADS qz = 103.1-psf Velocity Pressure Eq. 29.3-1 ASCE 7-10 Goss Factor (ASCE 7-10 26.9) FCfaut t- 14 -- - - - r Force Coefficient (Figure 29.5-1 ASCE 7-10) Cfp;pe =;0,9 Force Coefficient (Figure 29.5-1 ASCE 7-10) 12;Sin Width ofAntenna Dar,= Depth ofAntenna ffp;p ':= 3.5in Outside Diameter ofAntenna Pipe WindpieantennzW=C12'G26.9'CtiapPWent=127.8-plf Distributed Wind Load Eg29.5-1ASCE 7-10 Windplf.=i naD gz'G26.9-C£ani Dart = 72.6-p1f Distributed Wind Load Eq 29.5-1 ASCE 7-10 Windpifpipe gZ'G26.9-Cf.pipe ODpipe = 23-p1f Distributed Wind Load Eq 29.5-1 ASCE 7-10 i:1JWMEllobslKHAlVe6zon Wireless168870-SAND Designed by: WM-SB MathCAD Page 12 of 1: )N THE OCEANICALCULATIONSIEquipment :abineWigh Mind Zone 68870 SAND ON THE Solution JWME SK - 1 S BELSER 68870-SAND ON THE OCEAN Apr 25, 2014 at 1:13 pM 68870 FRAME--lantenna.l3d JWME S BELSER SK-2 68870-SAND ON THE OCEAN I Apr 25, 2014 at 1:14 PM 68870 FRAME—lantenna.r3d Sand On The Ocean Verizon-KHA 01/18/2016 Page 32 of 116 z z9@>O w F w 0 l i N Q d N d a w Maq c� @.3q M3s c� C@2j m M36 C@ Gr,9p OFpWS C@2q � �Rr Mql 1 e2j n � C@2g C@26 Mq2 k� , @ t1`-p � "Qq 7g Mq3 c� ,rRo Mqq Mssga 4 0 f7 . r Envelope Only Solution JWME 68870-SAND ON THE OCEAN SK - 3 S BELSER Apr 25, 2014 at 1:14 PM 68870 FRAME--tantenna.Y3d Sand On The Ocean Verizon-KHA 01/182016 Page 35 of 116 : x 72.6 72.6 268Ib/ft 16 94 1611b 31161b 161b 28281b 16 lb 61.91b 281b 26 ft 28281b 21b 8lb 281b 28761b 91b 8 lb 761b 941b 28281b _ 216 94 8 lb 1611W 281b 161111/ 8 921 941 161lb/ - Loads: BLC 3, WIND +X Envelope Only Solution JWME SK-6 S BELSER 68870-SAND ON THE OCEAN Apr 25, 2014 at 1:15 PM 68870 FRAME--tantenna.r3d Loads: BLC 4, WIND +Z Envelope Only Solution JWME I I SK - 7 S BELSER 68870-SAND ON THE OCEAN I Apr 25, 2014 at 1:15 PM 68870 FRAME--tantenna.r3d Sand On I he Ocean venzon-KHA 01/18/2016 Page 37 of 116 72.6 -72.6lb/Fl 81b/ft 131b - OIb/ft Ib/ff -7 lb llb/ft -31161 -3116 0721b-28281b - Olb/ff 10081.91b -28281b 691b -282 -2 85921b -28 -70721b -287 85921b -287 4Ib/ft 4-28281b 8661 lb 8 921 -161lb/ft-28281b-161lb/R Ib/ft -161lb/ft Loads: BLC 5, WIND -X Envelope Only Solution JWME SK - 8 S BELSER 68870-SAND ON THE OCEAN Apr 25, 2014 at 1:15 PM 68870 FRAME--lantenna.r3d -161 Loads: BLC 6, WIND -Z Envelope Only Solution JWME S BELSER 68870-SAND ON THE OCEAN SK-9 Apr 25, 2014 at 1:15 PM Loads: BLC 7, Antenna DL Envelope Only Solution JWME SK - 10 S BELSER 68870-SAND ON THE OCEAN Apr 25, 2014 at 1:15 PM 68870 FRAME--lantenna.r3d JWME I SK - 11 S BELSER 68870-SAND ON THE OCEAN I Apr 25, 2014 at 1:16 PM 68870 FRAME--tantenna.r3d JWME I SK- 12 S BELSER 68870-SAND ON THE OCEAN I Apr 25, 2014 at 1:16 PM 68870 FRAME--lantenna.fdd Sand On The Ocean Verizon-KHA 01/182016 Page 42 of 116 Designer S LSER JW� nginee ing,LlC Job delNumber : 688E0 SAND ON THE OCEAN Checked By W MISHOE M Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs: 97 " Include Shear Deformation? Yes Include•War ih',?—.v -_ :.-.r''--:. __ :-:Yes Trans Load Btwn Intersecting Wood Wall? Yes Increase Nailing Capacity for Wind? Yes Area Load Mesh inA2 144 Mer e:Tolerance in _ .12 P-Delta Analysis Tolerance 0.50% Include PDeltafor Walls? Yes' Autornaticly Iterate Stiffness for Walls? Yes Maximum Iteration Numberfor Wall�Stiffne si - Gravity Acceleration ftfsecA2 32.2 Wall Mesh Size in 12' Ei ensolution Convergence TOI. 1.E- 4 Vertical Axis Y ." .� " . •. Global Member Orientation Plane XZ Static Solver I I I Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th 360-10 : ASD Adjust Stiffness? ; ' .... . Yes Iterative RISAConnection Code AISC 14th 360-10 : ASD ColdFonnedrSteePGode AIStS100-10:ASD ` Wood Code AF&PA NDS-12: ASD Wood Temperature < IOOF Concrete Cade ACI 318-11 Mason" Code ' ACI530-11: ASD, Aluminum Code AA ADM 1-10: ASD - Building Number of Shear Regions 4 Region Sacin Increment in ' 4, Biaxial Column Method Exact Integration Parme Beta Factor (PCA)- .65` Concrete Stress Block Rectan ular Use Cracked+Sections? Yes Use Cracked Sections Slab? No Bad Framing Warnings? - No ` Unused Force Warnings? Yes Min'1 Bar Diann. Spacing? .... No Concrete Reber Set REBAR SET ASTMA615 Min % SteeHor Column 1 Max % Steel for Column 8 RISA-31D Version 12.0.0 [SA ... \...\...\...\... \CALCULATIONS\68870 FRAME--lantenna.r3d] Page 1 Sand On The Ocean Verizon-KHA 0111812016 Page 43 of 116 Des LSER JWM nginee ing, LLC Joblel umberName : 6 8E0-SAND ON THE OCEAN Checked By W MISHOE Model Global. Continued Seismic Code ASCE 7-10 Seismic Base Elevation ft Not Entered Add Base Weight? Yes Ct Z, .02 Ct X .02 T'Z sec Not Entered T X sec Not Entered R, Z, _. 3. RX 3 Ct Exp. Z .75 Ct Exp. X .75 SD1 _ 1 SIDS 1 S1 1 - TL sec 5 Risk Cat I -or 11 Seismic Detailing Code ASCE 7-05 mZ 1 mX 1 Rho Z _. _ 1 Rho X 1 Hot Rolled Steel Properties I .. -, 1 A36 Gr.36 29000 11154 .3 .65 49 36 1.5 58 1.2 2' A572 Gr.50 29000 11154 .3 '.65 49 - 50' 1:1 65 1.1 - 3 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 4. _A500 Gr.42 .: 29000 11154. 33 .65 - ..49- 42 1.4 58 1.3... 5 A500 Gr.46 29000 11154 .3 .65 .49 46 1.4 58 1.3 6 - A53 Gr. B - _,.29000 11154 .3 ... -.65 .An Hot Rolled Steel Section Sets I ..6�1 CA...... 1 BEAM W10x33 Beam Wide Rance A992 Tvdcal 9.71 36.6 171 .583 2 C-BEAM W8x21 Beam I Wide Flange A992 Typical 6.16 9.77 75.3 _ .282 3 GIRDER W10x33 Beam IIIWide Flan e A992 T ical 9.71 36.6 171 .583 4 COLUMN HS86x0.500 Column' Pie A500Gr.42 Typical 8.09_ 31.2 31.2 62.4 5 W-BRACE W8x10 HBrace Wide Rance A36 Gr.36 T ical 2.96 2.09 30.8 .043 6 C-CHANNEL C8x11.5 - Beam I Channel A36 Gr.36 Typical 3.37 1.31 32.5 .13 7 ANTENNA PO.. PIPE 5.OX Column Pie A53 Gr. B Tynical 5.73 19.5 19.5 39 8 _ H-BRACE _-L4x4x8 HBrace Single An ile A36 Gr.36 . Typical 3.75 5.52 5.52 .322 9 POST HSS4x4x4 Column Tube A500 Gr.46 T ical 3.37 7.8 7.8 12.8 10 HAND -RAIL HSS2x2x2 Beam _ Wide Flan e A500 Gr.46 T ical '84 486 .486 .796- 11 V-BRACE L4x4x8 VBrace Sin le An le A36 Gr.36 T ical 3.75 5.52 5.52 .322 12 'H-B-PIPE PIPE 3.OX Beam - Pie A53Gr. B.. _ Typical 2.83 1 3.7 -3.7 7.4 13 ANTENNA PIPE 3.OX Beam Pie A53 Gr. B TVoiCAl 1 2.83 I 3.7 3.7 7.4 Member Primary Data l e6el I Inin1 I Inin1 v h:n, o�rn� Cn.air.NC6n.... 1 GIRDER-1 1 N1 N2 GIRDER Beam wide Pl.. Agg2JTypjjj�al2 GIRDER-2 N3 _ N4 GIRDER Beam wide Fl.. Agg2T ical3 BEAM-3 N11 N10 BEAM Beam wide FI.. A992T ical 4 BEAM-1 N5 I N6 I BEAM Beam lWide Fl..j A992 T ical RISA-31D Version 12.0.0 [SA ... \..A ... \...\... \CALCULATIONS\68870 FRAME--lantenna.r3d] Page 2 Sand On The Ocean Verizon-KHA 01/18/2016 Page 44 of 116 Des ngineenn9, LlC Joblel umber : Name : 68870 SAND ON THE OCEAN Checked By: W MISHOE Model Member Primary Data (Continued) Label I Joint J Joint K Joint Rotat... Section/Sha e Tvoe Desi n ... Material Desi n... 5 1 BEAM-2 N7 N8 BEAM Beam Wide Fl... A992 Typical 6 1 BEAM-5 N12 N9 BEAM Beam wide Fl.. A992 Typical 7 M9 BN1 N1 COLUMN Column Pie A500 Gr.42 I Typical 8 M10 BN2 . N4 COLUMN Column Pie A500 Gr.42 ITypical 9 M11 BN3 N2 COLUMN Column Pie A500 Gr.42 Typical 10 M12 BN4 N3, COLUMN Column Pie A600 Gr.42 Typical 11 RIG-13 N69 N22 COLUMN Column Pie A500 Gr.42 Typical 12 RIG-14 N70 N27 COLUMN' Column Pie A500 Gr.42 Typical•. 13 RIG-15 N67 N23 COLUMN Column Pie A500 Gr.42 Typical 14_ RIG-16 N68. N24 COLUMN.. Column Pine A500 Gr.42 Typical 15 RIG-17 N17 N25 COLUMN Column Pie A500 Gr.42 Typical 16. - `RIG-18 N20 N28 COLUMN Column Pipe A500 Gr.42 Typical 17 RIG-19 N18 N26 COLUMN Column Pie A500 Gr.42 Typical _ '18- RIG-20 N21 N29 COLUMN Column Pie A500 Gr.42 Typical 19 CB-21 N38 N39 C-BEAM Beam Wide Fl.. A992 Typical 20 CB-22 N39 N40 °C-BEAM Beam Wide Fl.. A992° Typical': 21 CB-23 N40 N73 C-BEAM Beam Wide Fl... A992 Typical 22 ` CB-24 N30 N31• C-BEAM-' Beam Wide Fl.. A992' Typical 23 CB-25 N31 N32 C-BEAM Beam Wide A.. A992 Typical 24 CB-26 N32 N74, - C-BEAM Beam Wide "FI... A992 Typical 25 CB-27 N34 N35 C-BEAM Beam Wide Fl.. A992 Typical 26 _ CB-28' _N35 N36 C-BEAM Beam - wide Fl:. A992 Typical 27 CB-29 N36 N75 C-BEAM Beam Wide FL A992 Typical 28 - M34 N51 N49 180 ,C-CHANNEL Beam' Channel A36 Gr.W .Typical. 29 M35 N49 N50 C-CHANNEL Beam Channel A36 Gr.36 Typical 30 M36 _ N50 N76 C CHANNEL Beam Channel A36 Gr.36 ` Typical 31 M34A N56 N53 180 C-CHANNEL Beam Channel A36 Gr.36 Typical 32 M35A' . N53, N54 C-CHANNEL Beam Channel , A36 Gr:36 ' Typical 33 M36A N54 N77 C-CHANNEL Beam Channel A36 Gr.36 Typical 34-1 KB 34 N42 N46 V BRACE 1. 'VBrace_ Single... A36 Gr.36 Typical, 35 KB-35 N45 N19 V-BRACE VBrace Single... A36 Gr.36 Typical 36 KB-36: N43 N47 V-BRACE VBrace single... A36 Gr.36 Typical' 37 KB-37 N44 N48 V-BRACE VBrace Single... A36 Gr.36 Typical 38.- . .BEAM-4 - ...N72 - .,N71 _.. BEAM.. .Beam Wide. Fl.. A992. _ TYpicak 39 RIG-39 N86 N88 COLUMN Column Pie A500 Gr.42 Typical 40 RIG-40 N87 N69 COLUMN Column Pie A500 Gr-.42 Typical 41 M41 N76 N52 T C-CHANNEL Beam Channel A36 Gr.36 Typical 42 M42 -_ _ N73 N41 C-BEAM Beam Wide Ft.. A992 Typical 43 M43 N74 N33 C-BEAM Beam Wide R. A992 Typical 44 M44 N75 N37 C-BEAM. Beam Wide Fi:, A992,-, Typical 45 M45 N77 N55 C-CHANNEL Beam Channel A36 Gr.36 Typical 46 AP-T: N5 N82 ANTENNA POLE Column Pie A53 Gr. B :Typical 47 AP-2 N72 N 77A ANTENNA POLE Column Pie A53 Gr. B Typical 48_ HB-52 N88A _ + N108 H-B-PIPE Beam Pipe , A53 Gr. B Typical- 49 HB-53 N94 N110 H-B-PIPE Beam Pie A53 Gr. B Typical 50 HB-54 N93 N109 H-B-PIPE Beam Pie A53 Gr. g Typical 51 HB-55 N99 N111 H-B-PIPE Beam Pie A53 Gr. B Typical 52 '. ANTENNA 1 N120 - N106 ANTENNA Beam P.i e A53 Gr. B 1ca1 121241 ANTENNA-2 N121 N107 ANTENNA Beam Pie A53 Gr. B Typical .` AB-70 . N88A N93 H-B=PIPE Beam "Pie A53 Gr B T pical AB-71 N94 N99 H-B-PIPE Beam Pie A53 Gr. B Typical AVB-76` N125 N124 ANTENNA Beam Pi e A53 Ge B T ical r M80 N94 N93 V-BRACE VBrace Single... A36 Gr.36 Typical '' KB-35A N45 N27A. V-BRACE VBrace Single... A36 Gr.36• Typical KB-34A N42 N22A V-BRACE VBrace Single... A36 Gr.36 Typical KB36A N43N23A V-BRACE VBrace Single... A36 Gr36 Typical KB-37A N44 I N24A I I I V-BRACE I VBrace ISingle... A36 Gr.36 Typical RISA-3D Version 12.0.0 [SA ... \... \... \... \... \CALCULATIONS\68870 FRAME--lantenna.r3d] Page 3 Sand On The Ocean Verizon-KHA 01/18/2016 Page 45 of 116 SER 3WRE41"e ing, LLC JobModel umber : Name : 688E SAND ON THE OCEAN Checked By: W MISHOE Joint Loads and Enforced Displacements (BLC 1 : DEAD LOAD) Ide. I �h�1 I n nn 1 1.1-EBRE L Y -2480 2.. 1.2-EBRE L Y -- -2480 - - 3 2.1-MOD L Y -712 4 2.2-MOD L Y -712 - 5 3.1-MOD L Y -712 6 3.2-MOD L Y -712 7 4.1-ODE L Y -424 8 4.2-01DE L Y -424 9 -FUT L Y -1100 10 _, :2 5.2-FUT L Y -1100 Joint Loads and Enforced Displacements (BLC 3: WIND +X) Inin.l �k.l I n nn n:.,...n,.., en......:.. 1 1.1-EBRE L Y 1 0081 .9 2 1.2-EBRE L Y -8613 3 2.1-MOD L Y 8592 4 2.2-MOD L- - Y _... .-7071 5 3.1-MOD L Y 8592 6 3.2-MOD L Y_ -7072 7 4.1-ODE L Y 8661 8 42-ODE L Y_ - -7269 9 5.1-FUT L Y 8592 10" _. 5.2-FUT L Y _ -7072 11 1.1-EBRE L X 3116 12- 1.2-EBRE L X. 3176 13 2.1-MOD L X 2828 14 2.2-MOD L X 2828 15 3.1-MOD L X 2828 16 32-MOD L _ . X 2828 17 4.1-ODE L X 2876 18 _ 4.2-ODE L X 2876 19 5.1-FUT L X 2828 20 52-FUT L X 2828 Joint Loads and Enforced Displacements (BLC 4: WIND +Z) 1 1.1-EBRE I L Mx 10689 2 1.2-EBRE I L Mx 10689 3 1.1-EBRE I L z 3289 4 12-EBRE L z 3289 Joint Loads and Enforced Displacements (BLC 5: WIND -X) .Inint I anal I n M nirontinn Manna,Ho lh Ih-ffl fin Warn ❑h*eAOM Ih`eA9'fA1 1 1.2-EBRE L Y 10081.9 2 1.1-EBRE L Y -8613 3 2.2-MOD L Y 8592 4 2.1-MOD L Y -7071 5 3.2-MOD L Y 8592 6 3.1-MOD L_ Y -7072 7 4.2-ODE L Y 8661 8 4.1-ODE L _ Y -7269 9 5.2-FUT L Y 8592 10 5.1-FUT L Y -7072 11 1 1.1-EBRE I L X -3116 RISA-3D Version 12.0.0 [S:\...\... \...\... \...\CALCULATIONS\68870 FRAM E--1antenna. r3d] Page 4 Sand On The Ocean Verizon-KHA 01/18/2016 Page 46 of 116 Des LSER nglneenng UC Joblel umber : Name : fi 8E0 SAND ON THE OCEAN Checked By: W MISHOE Model Joint Loads and Enforced Displacements (BLC 5: WIND -X) (Continued) Ininf I ahnl 1 n AA nimnfinn RA—R.,dnf/161F H\ /in reri\ IIMM9/i1 Ih`eA9'H\1 12` 1.2=EBRE L X -3116 13 2.1-MOD L X -2828 14 .. . __....':. -- _ 1- -:-2828 15 3.1-MOD L X -2828 16 3.2-MOD L. X -2828 17 4.1-ODE L X -2876 18 _ ^ 4.2-ODE - ' - L -'' X : ; -2876 19 5.1-FUT L X -2828 20: • 5.2-FUT - . If L I X •_2828 Joint Loads and Enforced Displacements (BLC 6 : WIND -Z) Ininf I ek-1 I M RI Ilbenfinn Arinnnifi Wnfllh 16_H\ /in —a I flh'eA9/H Ih'.A9'H11 1 5.1-FUT 1 L Mx i -10689 2. 5.2-FUT I L Mx°r 10689 3 5.1-FUT I L Z 1 -3289 4; 5.2-FUT L Z ,: '...-3289 , Joint Loads and Enforced Displacements (BLC 7: Antenna DL) Member Point Loads Member Label Direction Magnitudeflb.lb-ftl Location ft °° No Data to Print ... Member Distributed Loads (BLC 3: WIND +X) Member I Direction tart M 'tu.. End Ma nitude Ib/ft tart Lo atio... End i 1 BEAM-3 X 268 268 0 0 2 - BEAW5 X 268' ' 268 0 ___0 " 3 KB-34 X 94 94 0 0 4 KB-35:; X- = 94 94 0 0 . 5 KB-36 X 94 94 0 0 .6 =.KB-37 . _ .X 94 94 10 • ,, 0 7 M10 X 161 161 0 0 8' . '' r , -. Mg ;• X ' ; 16.1 161 0 0.. 9 M11 X 161 161 0 0 10 l.' _ _" M12 X .. . '161 '_ 161 ` 0 _ 0 '. 11 AP-1 X 160 160 0 0 12 _ AP-2' X ' . 160 160 _ ..;.., 0. _ 0 13 ANTENNA-1 X 72.6 72.6 0 0 14, ANTENNA-2 X 72.6 72.6 0 0 Member Distributed Loads (BLC 4 : WIND +Z) R4nmho, I nhnl ni—tinn Rfnd Unnnitn Fnd Mannihldeflh/ff m gtar I nnafin Fnd 1 nnatinnlft % I 1 M9 Z 161 161 0 0 2+1:. -.M11, . Z 161- `: °_-161.:�`.. "0 ,_...0 =, 3 M12 Z 161 161 0 0 4,. °M10 Z 161 161 0 0 5 M36 Z 268 268 0 0 6"". M35 Z ' 268' 268 - 0 0 7 M34 Z 268 268 0 0 RISA-3D Version 12.0.0 [SA ... \...\..A ... \... \CALCULATIONS\68870 FRAM E--1antenna. l3d] Page 5 Sand On The Ocean Verizon-KHA 01/1M016 Page 47 of 116 Des JWM ngineering LlC Jo dleluName : fi 870 SAND ON THE OCEAN Checked By W MISHOE Member Distributed Loads (BLC 4: WIND +Z) (Continued) Member Label Direction Start Ma nitu... End Ma nitude Ib/ft Start Locatio End Location ft 8 1. . M36A • ` Z 268 268 0 0 9 M35A Z 268 268 0 0 10 'M34A •- - —Z 268 268 .. 0 0 11 KB-34 Z 94 94 0 0 12 KB-36 Z' 94 94 0. 0 13 KB-37 Z 94 94 0 0 14 KB-35 Z 94_ 94 0 ,0 15 GIRDER-1 Z 168 168 0 0 16 GIRDER-2 - Z- 168 - 168 _ 0 0 17 M41 Z 268 268 0 3 18' M45 . _ Z 268 _ 268 0 _ 3 19 AB-70 Z 94 94 0 0 20 : AB-71 Z 94 _ 94 0 0 " 21 AP-1 Z 160 160 0 8 22 AP-2 Z 160 %160 0 8 23 ANTENNA-2 Z 127.8 127.8 0 0 24. .ANTENNA-1. - Z 127.8...- -: 127.8 0 .` 0 Member Distributed Loads (BLC 5: WIND -X) Member Label Direction Start Mannifif._ Fnd Mannihlderlh/ft. Fl Start I ncatin__ Fnd I ncatinniit %l 1 BEAM-3 X -268 -268 0 0 .2 _ _. _.BEAM-5'-__. _: X -268 '. .:.-268. 0 "`..0. ' 3 KB-34 X -94 -94 0 0 4 KB-35 X 94 . ' -94 0 0 5 KB-36 X -94 -94 0 0 .6 .... "..._ KB-37 _. X " , 94 -94 _ 01 _ .0 7 M10 X -161 -161 0 0 8 M9 X_ 161 _ -161 0 - 0 9 M11 X -161 -161 0 0 70 M12 X -161 -161 0 _ _,0_ 11 AP-1 X -160 -160 0 0 12.... AP-2 X- _ -160. -160 0'_ .. _.0 - 13 ANTENNA-1 X -72.6 -72.6 0 0 14 ANTENNA-2 - X -7Z6 -72.6 0 0 Member Distributed Loads (BLC 6: WIND Z) Momher I ahnl nirnetinn Ctnn Mnnnifu Fnd Mnnnifudnllh/ft F1 Can I n nfin Fnd I nrafinnrfr %1 1 M9 Z -161 -161 0 0 2 _. M11 Z -161 -161 0 0 3 M12 Z -161 -161 0 0 4 _ _ '• MID Z 161 - -161 0 0 5 M36 Z -268 -268 0 0 6 M35 Z -268 -268 0 0 . 7 M34 Z -268 -268 0 0 .8 ;... ..M36A- _ :. Z -268 - -268. 0. , 0. ..... 9 M35A Z -268 -268 0 0 10 M34A._ Z -268 -268 0 0 11 KB-34 Z -94 -94 0 0 12 - 'KB-36 Z_. -94 -94 0 0 13 KB-37 Z -94 -94 0 0 ,14 KB-35 Z 94 -94 0 0; 15 GIRDER-1 Z -168 -168 0 0 16 GIRDER-2 Z - _ -168 -168 Oi 0 17 M41 Z -268 -268 0 3 18 M45 Z -268 -268 0 3 19 AB-70 Z -94 -94 1 0 0 RISA-3D Version 12.0.0 [S:\...\... \... \...\...\CALCULATIONS\68870 FRAM E--1antenna. r3d] Page 6 Sand On The Ocean Verizon-KHA 01/182016 Page 48 of 116 Des JWM ngineer ng, LLC Joblel umberName : 6 8 0 SAND ON THE OCEAN Checked By W MISHOE Model Member Distributed Loads (BLC 6 : WIND Z) (Continued) Momhor I ahol nirortinn Stnd hAnnnitu Fnd MnnnifiiAanh/Fl n RaA I n ntin PnA I nrotinnrN o%1 20 AB-71 , Z .., -9-4 _ -94 0 0 21 AP-1 Z -160 160 0 8 22 ZAP�2_ _ .� Z__.._-5 � 1604__ __-160 •0 �° 8 ' 23 ANTENNA-2 Z -127.8 -127.8 0 0 24 ANTENNA-1' Z 127.8- ' -127.8 0 0 Member Distributed Loads (BLC 8 : BLC 1 Transient Area Loads) nneml•u. I eK• f n1.eM:nn eta. KA-;+„ end nAennHi wun6/i1 n etarl l nneftn end I nnetinnro 11 1 CB-21 Y -48.332 -48.332 0 3.25 _ _ CB-22 - ..:.Y .. 1, .'.-59.84,. ,.. ` -59.84 ' 0 __ .._1:75 3 CB-23 Y -48.333 -48.333 .167 4.5 4.., _:.. , . , CB-24 " :.._ .. Y = -38.666 ._ 38 666 ' ' 7.772e-16 3.25 5 CB-25 Y -47.872 -47.872 0 1.75 CB 26 -- - ''.-: Y < _.:.�.. -38.666'-.._. -38666 _` .167 ..' - ' . -4.5- 7 CB-27 Y -48.333 -48.333 3.331e-16 3.25 CB-28 Y 59.84',.' ..-59.84... 0 1.75 9 CB-29 Y -48.333 -48.333 .167 4.5 10 M34 Y 1-29 '% . ; .. -29 . _ ,".. = 0 3.25 :. s 11 M35 Y -35.904 -35.904 0 1.75 12 M36' ,` : ' Y 29, a29 ` .167 `. 4.6 13 M34A Y -28.999 -28.999 3.331e-16 3.25 =14 _ M36A: Y 35.904 -38.904 '0 ,- - 1%A', " 15 M36A Y -29 -29 .167 4.5 16 M41 : , Y -31.416_' -31,416 0. 17 M42 Y -52.36 -52.36 0 3 18.: _r . _ M43 Y- ..; Y.'. ` ,:-41.888 ; ,.. �-4'1i888 0 - :_3 19 M. Y -52.36 -52.36 0 3 40 ° M45 Y 31.416 -= `31:416 0:' ` • � 3 Member Distributed Loads (BLC 9: BLC 2 Transient Area Loads) RA.hor I nhol fliruriinn Atnd Mnnolfn Fnd r.Annnin,dorlh/ft n Rtad I nrnnn Fnd I nrntinnrH Gl 1 CB-21 Y -289.695 -289.995 0 3.25 2 ' ',CB 22•. Y` =359.041' -359.041 .' � 0 ` . --1�.75 ` 3 CB-23 Y -289.995 -289.995 .167 4.5 4 CB-24 " Y" -231.996'° 231.996 7.772f3=16 ` .. 3.25- . 5 CB-25 Y -287.233 -287.233 0 1.75 6 ...: CB-26 .,. . Y' -231:99& .-231.996 .167- 4:5 7 CB-27 Y -289.995 -289.995 3.33le-16 3.25 "8 CB-28 ". Y -359.041' ,, ,-359.041 0 - ' .1.75. 9 CB-29 Y -289.995 -289.995 .167 4.5 10 : M34 - ,Y _ -173.997 ''- -173.997 0 - 3.25 11 M35 Y -215.425 -215.425 0 1.75 12 ` ` M36. Y .:. ` :-173.997 ` - . -] 73.997._ 167 .- 4:5 - 13 M34A Y -173.997 -173.997 3.33le-16 3.25 14: M35A Y" --215.425� �-21'S.425 .0 :1.75 15 M36A Y -173.997 -173.997 .167 4.5 16 M41 . _ . ' Yr ` -188.497 - ;188.497 0. z + ':>3 17 M42 Y 314.161 -314.101 0 3 18 ,' M43 ",_ ;-"' `" - Y== ` 251.329- _ : ; "'-251.329 ` ' 0 `-.. ' .'-= 3 19 M44 Y -314.161 -314.161 0 3 20 ,. M45 ' , =,Y, `_ , --188.497 ' --7188.497'. 0 3 RISA-3D Version 12.0.0 [SA ... \..A ... \... \... \CALCULATIONS\68870 FRAME--lantenna.r3d] Page 7 Sand On The Ocean Verizon-KHA 01/18/2016 Page 49 of 116 ngineering, tLC Job delNumber Checked By: W MISHOE : 6 8 0 SAND ON THE OCEAN M Member Area Loads (BLC 1: DEAD LOAD) Joint A Joint B Joint C Joint D Direction Distribution Magnitude s 1 N10 N11 N12 N9 Y A-B 10 Member Area Loads (BLC 2: LIVE LOAD) Joint A Joint B Joint C Joint D Direction Distribution Ma nitude s 1 N10 N11 N12 N9 Y A-B 60 Basic Load Cases RI C naccrintinn Catannv Y rra,ih, V r-Ai , 7 rmvth, WM O..ief nietrih er-IKA- c„d�w/RhmllNnll\ 1 DEAD LOAD DL -1 10 1 2. '' LIVE LOAD LL _. _ 1 3 WIND+X WL+X 20 14 4 WIND+Z WL+Z 4 24 5 WIND-X WL-X 20 14 6 WIND-Z WL-Z� 4 24 7 Antenna DL DL 2 _ 8, BLC 1 Trans 6-,taA a Loads _None 20 9 BLC 2 Transient Area Loads None 20 Load Combinations Description Snlva PD___ SR_. RI C Fa._. RLC Fa... RI C Fa RI C Fa R Fa RI('. Fa R Fa R Fn 1 ASCE Strength 1 Y DL 1.4 _ 2-..ASCE Strength 2 a'.. _Y. DL 1.2 LL 1.6 LLS 1.6 RLL .5 3 ASCE Strength 2 b Y DL 1.2 LL 1.6 LLS 1.6 4 ASCE Strength 3:(a Y'_ DL. 1.2 -RLL 1.6 LL 5 .LLS 1 5 ASCE Strength 3 (b) (a) Y DL 1.2 RLL 1.6 W L+X .5 6 ASCE Strength (b) (b) Y DL 1.2 RLL 1.6 W L+Z .5 7 ASCE Strength 3 (b) (c) Y DL 1.2 RLL 1.6 W L-X .5 _.8. ASCE Strength 3.(b).(d) Y.. - DL . RILL 1.6 WL-Z.'.5 9 ASCE Strength 3 (d) (a) Y DL 1.2 WL+X ,5 1. 10 . ASCE Strength 3 (d) (b).. _ Y _ DL 1.2 W L+Z _5 11 ASCE Strength 3 (d) (c) Y DL 1.2 W L-X .5 12 ASCE Strength 3 (d) (d) Y DL ' .1.2 W LZ .5 ' 13 ASCE Strength 4 (a) (a) Y DL 1.2 WL+X 1 LL 1 R.. .5 14 ASCE Strength 4 (a) (b) _ Y._ DL 1.2 W L+Z 1 - LL E.5LLS . 1 R...5- 15 ASCE Strength 4 (a) (c) Y DL 1.2 W L-X 1 LL 1 R.. .5 16 ASCE Strength 4 (a) (d) Y DL 1.2 W L-Z 1 LL 1 R.. .5 17 ASCE Strength 4 (b) (a) Y DL 1.2 WL+X 1 LL 1 18 ASCE Strength 4 (b) (b) Y DL 1.2 W L+Z 1 LL 1 19 ASCE Strength 4 (b) (c) Y DL WL-X 1 LL .5 LLS 120 ASCE Strength4 (b) (d) Y DL WL-Z 1 11 '_ _LL .5 LLS _121 ASCE Stren th 6 a Y DL WL+X 1 22 ASCE Stren th 6 b Y DL WL+Z 1 23 ASCE Stren th 6 c Y DL [1.2 WL-X 1 24 ASCE Stren th 6 d Y DL WL-Z 1- 25 26 ASD LOAD COMBINATIO..: 27 ASCE ASD 1 Yes Y DL 28 ASCE ASD 2 Yes Y _ DL 1 LL 1 LLS 1 29 ASCE ASD 3 a Yes Y DL 1 30 ASCE ASD 5 a a Yes Y DL 1 WL+X .6 31 ASCE ASD 5 a b Yes Y DL 1 WL+Z .6 32 ASCE ASD 5 a c Yes Y DL 1 WL-X .6 RISA-3D Version 12.0.0 [SA ... \...\... \...\...\CALCULATIONS\68870 FRAME--lantenna.r3d] Page 8 Sand On The Ocean Verizon-KHA 01/18/2016 Page 50 of 116 Des 3WRE191" nn9 LLC JobModel umber :Name : 6 870-SAND ON THE OCEAN Checked By W MISHOE Load Combinations (Continued) Iloerrinfinn 4nhro Rrl SR RI r P. RI r P. RI r Fn RI r F. R W. RI r W. R W. R W. Joint Boundary Conditions Ininf I nhcl Y wr-i V n,rw 7 n,rw Y Rnf f4_fr/mrll V Rnf f4_fr/r�dl 7 Rnf f4_fr/rndl Fnniinn 1 BN1 Reaction Reaction Reaction 2 BN3 ` • Reaction • 'Reaction Reaction -:.- 3 BN4 Reaction Reaction I Reaction 4 1 BN2 Reaction i Reaction, I, Reaction . , Envelope Joint Reactions .Ininf Y nhl I r V rlhl I r 7 rlhl I r MY rlh-ffl I r. RAV rlh_frl I C M7 flh_ffl I r 1 BN1 m..11216.702 36 13772.842 36 5097.688 33 0 27 0 27 0 27 2 4951,086 38 -4002.21 38' -3836.757 39 0 27 0 27 6 27 3 BN3 m.. 6516.127 40 12576.689 34 3345.056 33 0 27 0 27 0 27 4. , _ i -12525.549 34 -4753.003 40 3110.799 39 0-< 27 0 _ 21 0 27 5 BN4 m..6159.756 40 8897.797 34 3528.78 41 0 27 0 27 0 27 g .,_ i -10386:094I 34 -2387.625 40 -3978.702 31, ;0 27 -'" •. 0 ._ _ 27 0 27 7 BN2 m..9211.659 36 9209.989 35 3605.18 41 0 27 0 27 0 27 8 i -4420.657 38._ -2620.226. 38 -4656:028 31, 0 27 0 27 0 27 +' 9 Totals: m•• 27891.24 32 35403.739 28 15232.12 41 10 - 27891.24 38 7741.259 38' -.15232:12 31 _ Envelope A1SC 14th(360-10). ASD Steel Code Checks ... 1- - I-,- 1 n e".. I _ I n . __I R.-fI- 1.61 .Amm/.-m nA Hl .A-1- r6 Cron 1 GIRDER-1 W10x33 .539 5.6... 30 .401 218104.. 90718.563 34930.14 96806.3.. 1.631 HI -lb 2 GIRDER-2 _W10z33 _ .549 .8.. 30 -369 `1. 213065.. 90718.563 34930.14 ." 96806.3.. p.027 H1.1b 3 BEAM-3 W1Ox33 .234 1.8... 32 .145 193769.. 90718.563 34930.14 96806.3.. 1.52 H1-1b 4 BEAM-1- MUM, ' .503 14 -32 .286 193769f. 90718.563 _`34930.14_ 96806:8.. 1.01 H1-i6 5 BEAM-2 W10x33 .558 10... 30 .267 0 193769.. 90718.563 34930.14 96806.3... 1.006 H1-1b 6 BEAM-5' W10x33 .197 17: 31 .115 1�..i 1193769::90718.563 _ 34930.14_ 9680s:3:..2.503H1=1b 7 M9 SS6xo.5o .417 1 36 .189 6 202995.. 03461.078 299710.06 29970.06 1.316 H1-18 M10 SS6x0:5o .346 1 36 .157 ':6 202995.. 03461.078 29970.06 29970.06 1.315 H1-lb 9 M11 Hss6xo.s0 .455 1 34 .206 4 2o299s..03461.078 29970.06 29970.06 1.665 H1-1b 10 M12 SS6x0:50 .382 _1 34 .172.4 2o2ss5:: 03461 078 29970.06 29970.06 1.665 H7-1b RIG-13 SSex0.5oo .330 1 32 .332 2 202994.. 03461.0781 29970.06 29970.06 1.699 H3-6 12 _ RIG-14 . SS6x0:500 .338 1 _ 31 .307. 0, - 32 202995.. 03461.o78 _ 29970.06- 29970.06 1.671 HT-16 RISA-31D Version 12.0.0 [SA ... \...\...\...\... \CALCULATIONS\68870 FRAME--lantenna.r3d] Page 9 Sand On The Ocean Verizon-KHA 01/18/2016 Page 51 of 116 Des LSER ngineering. LlC Joblel umber : Name : 688E0-SAND ON THE OCEAN Checked By W MISHOE Model Envelope AISC 14th(360-10): ASD Steel Code Checks (Continued) Memher Shane Codes _ 1 nn.-. I C Rhaar I nc I r. Pndn PnNnm r1h1 Mnmdnm rlh-Hl RA ,In r.h Pnn 13 RIG-15 HSS6xo.50O .177 1 33 .194 0 33 202995.. 03461.078 29970.06 29970.06 1.656 H11-1b 14 RIG-16 SS6x0:50 _249. 1 .31 ;311 - 0 31', 202995.. 03461.078 _ 29970.06 29970.06 1.632 H1-1b 15 RIG-17 HSS6xO.50O .606 1 32 .309 0 32 202995.. 03461.078 29970.06 29970.06 1.671 H1-1b 16 - 'RIG-18 SS6xO.50 .595 1 32 .342 0 '32. 202995.. 03461.078 29970.06 - 29970.05'1.667 H1-1b 17 RIG-19 HSS6xo.50O .563 1 30 .268 0 30 202995.. 03461.078 29970.06 29970.06 1.647 H1-1b 18 RIG-20 HSS6xO.50C .556 1 30 < .318 0 30 202995.. 03461.07a 29970.06 29970.06 1.666 H1-1b 19 CB-21 W8x21 .016 1.75 37 .029 0 36 170026..184431.138 14196.607 50898.2... 1.138 H-1-1b 20 _ CB 22 W8x21 .016 .875 37 _.076' _0 z 30 180719_184431.138 14196.607" 50898.2. '1.136 H171b 21 CB-23 W8x21 .034 23 34 .028 1 0 V. 34 158776.... 84431.138 14196.607 50898.2... 1.138 H1-1b _ 22 1 CB-24 W8x21 .013 1.75 28 .013. - 0 v 28 170026..184431.138 14196.607 50898.2... .1,13g H1-1b 23 CB-25 "W8x21 .009 .875 28 .009 1 0 37 180719..184431.138 14196.607 50898.2... 1.136 1-11-11b 24 CB-26 W8x21' .023_2.3'.. 28 .016 1 0 v 28 158776..184431.138 14196.607 50898.2..:1.138 H1-1b 25 CB-27 W8x21 .022 1.75 35 .028 1 0 y 36 170026..184431.138 14196.607 50898.2... 1.138 H1-1b 26. CB-28 ;_W8x21' .019 .875..35 .072 _ 0 z 30 180719..184431.138 -.14196.607-- - 50898.2.. 1.136 H1.1b 27 CB-29 W8x21 .033 2.3.. 35 .028 0 y 34 158776..184431.138 14196.607 50898.2... 1.138 H1-1b 28 M34 C8x11.5 'r .131 1.75 31 .050. 0 z 31 57209..::72846.707 2230.61 17299.4... 1.138 H1-1b 29 M35 C8x11.5 .052 .875 31 .117 1.75 30 68434.... 72646.707 2230.61 17299.4... 1.136 H1-1b 30 M36 C8x11.5 _243 2.3.. 31 .049 '0 v, 34 46786.... 72646.707 2230.61 _ 17299.4 .... 1.137 H1-1b 31 M34A C8x11.5 .133 1.75 33 .046 0 v 36 57209.... 72646.707 2230.61 17299.4... 1.138 H1-1b 32 _. M35A ..C8x11.5 .056 .875.33 .130. 1.75 v 30 68434....72646.707 _.2230.61 .., 17299.4...:1.136 1-11-11) 33 M36A C8x11.5 .251 2.3.. 33 .041 0 v 34 46786.... 72646.707 2230.61 17299.4... 1.137 Hl-lb 34 _KB-34 1-4x4x8 .393 1.619 36 .029 0 v 32 78828.... 80838.323 3646.311 8366.354 1.136 1,12-1 35 KB-35 L4x4x8 .272 .619 36 .018 0 v 32 78828.... 80838.323 3646.311 8366.354 1.136 1-12-1 36 KB-36 L4x4x8 .444 .619 34 .020' 1.4... z 37'78829.... 80838.323: 3646.311 8366.354 1.136 H2-1 37 KB-37 L4x4x8 .366 .619 34 .027 0 z 31 78828.4.. 80838.323 3646.311 8366.354 1.136 H2-1 38.. - BEAM-4:. - W 10x33 - .319 2 2- '30 .273-. 2.0 .. y 30 1937694. 90718.563 ' - 34930.14 - :. - 96806.3... '2.55 - HI-1b. 39 RIG-39 HSS6xO.50 .285 0 30 .308 0 30 202995.. 03461.078 29970.06 29970.06 1.578 H3-6 40 RIG-40.. HSS6xO.500 -.205 0 30 -.327 0 - 30 202995.. 03461.078 29970.06 29970.06 1..667 H3-.6 41 M41 C8x11.5 .094 1.5 31 .041 0 35 60952.... 72646.707 2230.61 17299.4... 1.136 H1-1b 42 M42 W8x21 .014 1.5 37 .019 3 28 173734.:1 Eaa31.tab 14196.607 50898:2... 1.136 HI-1ti 43 M43 W8x21 .010 1.5 28 .012 3 28 173734..184431.138 14196.607 50898.2... 1.136 H1-1b 44 M44 - -W8x21 .015 1.5 35 .019 3 y 28 173734.!184431.138 14196.607 _ 50898.2... 1.136 Hi -,lb 45 M45 C8x11.5 .099 1.5 33 .027 3 V 28 60952.... 72646.707 2230.61 17299.4... 1.136 H1-16 46 _ AP-1 P1PE_5.Ox .755 .0 33 .080 12---- 32 1100767..120089.82 16591.816 16591.8.. 2.065 H171b 47 AP-2 PIPE_5.OX .752 0 31 .080 12.... 32100767..120089.82 16591.816 16s91.8... 2.71 H1-1b 48. HB-52 PIPE_3.OX ,083 0 33 ,057° .5 132 59227... 59311:377 - 5082.335 5082335 1.701 Ht,tti 49 HB-53 PIPE_3.0X .124 0 33 .276 0 32 59227.... 59311.377 5082.335 5082.335 1.428 H1-1b 50 --.HB-54-. PIPE 3.ox .084 _ 0 31 :063 _.0 32'. 59227.... b93114377 5082.335.. '5082.335 1.721 H11-1b 51 HB-55 PIPE_3.0X .113 0 31 .282 0. 30 592274... 59311.377 5082.335 5082.335 1.394 H1-1b 52'ANTENNA-1 PIPE_3:OK _226 1 32 d027 5 358977:...59311:377 $ _ 5082.335' 5082:335'1.455 H7-1b 53 ANTENNA-2 PIPE_3.OX .226 1 1 30 .027 5 32 58977.... 59311.377 5082.335 5082.335 4.892 H1-1b 54 AB-70 'PIPE_3:Ox ;066 3.25 33 .026 ' 6.5 31 55882...4 59311.377 5082.335 sos2.33s 1.A99 H1-1b 55 AB-71 PIPE_3.OX .066 3.25 31 .028 0 31 55882.... 59311.377 5082.335 5082.335 1.424 H1-1b 56 AVB-76 PIPE_3.OX _.000 _0 '30 .014- _0 32 54195.... 59311.377 5082.335 5082.335 1 H1-1b 57 M80 L4x4x8 .203 3.7.- 32 .009 0 33 38827.... 80838.323 3646.311 8027.604 1.136 H2-1 58 KB-35A L4x4x8 .198 1.5.. 31 :020 0 y 32 71669.... 80838.323 3646.311 - 8366.354 1.136 H2-1 59 KB-34A L4x4x8 .181 1.3.. 33 .028 0 y 32 73035.... 80838.323 3646.311 8366.354 1.136 H2-1 60 KB36A L4x4x8 .132 r.3:, 33' .020 2:8::. 34, 730355... 80838.323 3646.311 8366.354 1.136 H2-1 61 KB-37A L4x4x8 .146 1.3.. 31 .027 0 31 7303s.... 80838.323 3646.311 8366.354 1.136 H2-1 RISA-3D Version 12.0.0 [SA ... \..A ... \...\... \CALCULATIONS\68870 FRAM E--1antenna. r3d] Page 10 Sand On The Ocean Verizon-KHA 01/18/2016 Page 52 of 116 RISA Connection version 4.0.1 3WAEIraeti-ql uc 0412512014 Global Parameters - Description: Project Title 68870-SAND ON THE OCEAN Company JVlME Designer S BELSER Job Number Notes Global Parameters - Solution: Design Method AISC 14th (360-10): ASO Bolt Group Analysis Method Center of Rotation Weld Analysis Method Center of Rotation Consider Bolt Hole Deformation? Yes Check Weld Filler Material Matching? Yes Check Rotational Ductility? Yes Project Explorer Summary: GirderlBm Clip Angle (Lateral) CB-21 I - BEAM-3 PASS (LC-11, UC-0.1) CB-221- BEAM-1 _ - PASS (LC-11, UC-0.1) CB-21 I - BEAM-3: 2D Views GirderBeam Clip Angle Shear Connection Side view 3,04� 1 3.00 x, ; 1 1 ...a a. N g O O Id y r it kry I Front view j Sand On The Ocean Verizon-KHA 0111812016 Page 53 of 116 CB-21 I - BEAM-3: ASD Results Report ASD Girder/Beam Clip Angle Shear Connection Material Properties: Girder W10x33 A992 Fy = 50.00 ksi Fu = 65.00 ksi Beam W8x21 A992 Fy = 50.00 ksi Fu = 65.00 ksi Angle L4x3.5x6 A36 Fy = 36.00 ksi Fu = 58.00 ksi Input Data: ShearLoad 499.51 Ibs User Input Shear Load Axial Load x 2678.61 Ibs User Input Axial Force (compression) Note: Unless specified, all code references are from AISC 360-10 Governing M 3D - 37 - ASCE ASD 6 (a)(d) € Limit State Required Available Unity Check Result Geometry Restrictions at Girder PASS 1 r Beam Weld Limitations PASS Erection Stability PASS Beam Shear Yield 2724.79lbs _ 36350.00lbs 0.07 PASS Clip Angle Shear veld 2724.79 Ibs 32400.00 Ibs 0.08 PASS (Beam Shear Rupture 2724.79 Ibs 35441.25 Ibs 0.08 PASS Clip Angle Shear Rupture at Beam^ _ 2724.79 Ibs 39150.00 Ibs _ 0.07 PASS Sand On The Ocean Verizon-KHA 01/1812016 Page 54 of 116 r- i Clip Angle Shear Rupture at Girder 499.51 Ibs 27731.25 Ibs 0.02 PASS Clip Angle Block Shear at Girder 499.51 Ibs 29779.69 Ibs 0.02 PASS J Compression Buckling of the Clip Angle 2678.61 Ibs 48502.99 Ibs 0.06 PASS `Coped Bean! Flexural Rupture 499.51 Ibs 26591.73 Ibs 0.02 PASS [Copei Beam Local Web Buckling I 499.51 Ibs 2449721 Ibs 0.02 PASS F.- Bolt Bearing on Girder 499.51 Ibs 23856.47 Ibs 0.02 PASS Bolt Bearing on Clip Angle at Girder 499.51 Ibs 23856.47 Ibs 0.02 PASS Bolt Shear at Girder 499.51 Ibs 21976.58 lbs 0.02 PASS Bolt Group Eccentricity at Girder 0.92 [Beam Weld Strength 2724.79 Ibs 53990.67 Ibs 0.05 PASS CB-221 - BEAM-1: 2D Views GirderlBeam Clip Angle Shear Connection Side view e 384 Front view Sand On The Ocean Verizon-KHA 011182016 Paae 55 of 116 I I I I i I �1.50� 263 �r i ! _..! N _••lPv.„ 4 ---------- x yu -- — — i T . {a i i I .:... .:..:.... .....:... . .......:. .:..:..... i I 1 CB-22 1 - BEAM-1: ASD Results Report Aso GirderBeam Clip Angle Shear -Connection Material Properties: Girder W10x33 A992 Fy = 50.00 ksi Fu = 65.00 ksi Beam W8x21 A992 Fy = 50.00 ksi Fu = 65.00 ksi Angle L4x3.5x6 A36 Fy = 36.00 ksi Fu = 58.00 ksi Input Data: Shear Load 306.32 lbs User Input Shear Load Axial Load 4733.08 Ibs User Input Axial Force (compression) Note: Unless specified, all code references are from AISC 360-10 Governing M 3D - 37 - ASCE ASD 6 (a) (d) L— Limit State Required Available Unity Check Result Geometry Restrictions at Girder PASS Beam Weld Limitations PASS - _J Erection Stability PASS I Beam Shear Yield -- 4742.98lbs 36350.00lbs 0.13 PASS 1 _-----=_- Clip AngleShearYield ----- 4742.98lbs� ---_-.-_..___ 32400.00Ibs 0.15 PASS I Beam Shear Rupture 4742.98 Ibs 35441 25 Ibs 0.13 PASS 1 Clip Angle Shear Rupture at Beam 4742.98 Ibs _ 39150.00 Ibs 0.12 PASS 0 Sand On The Ocean Verizon-KHA 01/182016 Page 56 of 116 Clip Angle Shear Rupture at Girder 306.32 Ibs 27731.25 Ibs 0.01 PASS Clip Angle Block Shear at Girder 306.32 Ibs 29779 69 Ibs 0.01 PASS Compression Buckling of the Clip Angle 4733.08 Ibs 48502.99 Ibs 0.10 PASS Coped Beam Flexural Rupture 306.32 Ibs 26591 73 Ibs 0.01 PASS Coped Beam Local Web Buckling 306.32 Ibs 24497.21 Ibs 0.01 PASS 'Bolt Bearing on Girder 306.32 Ibs 23856 47 Ibs 0.01 PASS Bolt Bearing on Clip Angle at Girder 306.32 Ibs 23856.47 Ibs 0.01 PASS Bolt Shear at Girder 306.32 Ibs 21202 44 Ibs 0.01 PASS Bolt Group Eccentricity at Girder i Beam Weld Strength a89 4742.98lbs 51577.951bs 0.09 PASS Sand On The Ocean Verizon-KHA 01/1812016 Page 57 of 116 Sand on The Ocean 4/25/2014 ngineerin9, LLC Verizon 68870 Connector Analysis Girder on top of col CONNECTOR REVIEW - SITE 68870 NOTE: Unity Codes (UC) < or= 1 pass. UC > 1 FAIL LEGEND UNIT DEFINITION tN_PUT CALCUATIONS RESULTS Ibf Ibf lbf 3 kip 2 3 plf = 1 Itpsf = I � Z pcf = I � 3 kip = 1 x 10 Ibf ksi = 1 � Z SF := R CF := fr fr fr in Beam to Girder 8r Girder to Column Connection Check Girder to Column is simple connection Total Number of Members n:=0..i— 1 Member Dimensions Memler0 . "WlOz33" LabelQ.— xl X2 Girder Bolt Top Plate Column bf0: 7.96 b 00:— 9.73in tfo:�,435i tNO 0.29in Shear and Tension Values Per Member from RISA Model Label = ("W' ) Ty:- 1377216 VZ:— 49361bf `VX:— 51451b„ Torsion and Moment Values Per Member from RISA Model Label = ("M9" ) Bolt Information db61t —'75r° Bolt Diameter Numboltsl-=1 Assumed number of bolts Lbt.bolts := dbolf 3 = 2.25.in Ledge.min dbolf 1.5 = 1.125-in S:UWME\Jobs\KHA\Verizon Wireless My: O-Ibf-B Mz: O,Ibf-ft Bol[Q :— !'A325XS' Fnv.b.= 68ks Nominal Shear Strength Fnt.b:= 90ks' Nominal Tension Strength Min Distance Between Bolts Min Edge Distance 1 of3 I n Jw/*IvMIgIIeef%nq.LI.C 2 Ab:= Tr dbolt = 0.442 in2 4 Dhole:= dbolt + 0.0625in = 0.812. in rhole:= 0.5.Dhole= 0.406-in Shear Vz2 + Vx2 = 7.13-kip Tension Ty = 13.772-kip Sand On The Ocean Verizon-KHA 01/18/2016 Page 58 of 116 Sand on The Ocean 4/25/2014 Verzon68870 Connector Analysis Girder on top of col Area of Bolt Standard Nominal Hole Diameter (Table J 3.3) Bolt Hole Radius TensionMax:= (ma'�MT,My,Mz)) = (0)-lbf-ft TensionMax TensionM :_ = (0 ) X1 Shear Shearperbolt:= = 1.782-kip Numbolts Tension TensionM Tensionperbolt:= 4 + 2 1' ASD Factor 2- Shearbolt:= d'3.1-Fnv.b-Ab = 15.021-kip Tensionbolt (3M'Fnt.b'Ab = 19.88•kip Shenp,rbolt UCsb� = O.L19 Shearbrit Tensionperbolt. UC (0.173) tension Tension bolt__ 1 ASD ,2] Worst Case Factored Tension due to uplift at connection. Worst Case Factored Tension due to moment at connection (resisted by two bolts) Worst Case Factored Shear per bolt Worst Case Factored Tension per bolt Shear capacity (1) 3/4" A325-X Bolt in single shear (J3-1, AISC) Tension capacity of (1) 3/4" A325-X Bolt in tension (J3-1, AISC) Unity Code for Shear Unity Code for Tension S:UWMEUobs\KHA\Verizon Wireless 2 of 3 3WAE%9I,,&;nq.LIuC (�Fnt.J3.3b'= 1.3Fnt.b Sand On The Ocean Verizon-KHA 01/18/2016 Page 59 of 116 Sand on The Ocean 4/25/2014 Verizon 68870 Fnt.b Shear = 106.32-ksi �3.1'Fnv.b Ab'Numbolts rpFnt:= for j e n = 90.ksi Ont.J3.3b if 0,03.3b < Fnt.b Fnt.b otherwise 4'Rn.J3.2:= 4)3.2',�Fn['Ab = 19.88-kip 4)Rn.J3.2 = 19.88-kip UCJ:3:2 — y — 0.693 (�Rn.J3.2 Connector Analysis Girder on top of col (J3-3b AISC) Combined Tension and Shear in Bearing Type Connection (J3-2, AISC) Unity Code of Available Tensile Strength of Bolt suject to combined tension and shear S:UWME\Jobs\KHA\Verizon Wireless 3 of 3 u Sand On The Ocean Verizon-KHA 01/182016 Page 60 of 116 3WRIE191"enng.SAND ON THEOCEAN 4/25/2014 ESIGNLLC VERIZON SITE #68670 BRACE DESIGN Brace Connection Design AISC 14TH Ed. LRFD NOTE: LEGEND 1. This procedure is based on Chapters J&K ofAISC 14th Edition 2. Any Unity Code (UC) above 1.0 represents a failed design check Input Calculation Result lbf lbf lbf 3 kip 2 3 plf = I�— psf = 1�— pcf = 1�— kip = 1 x 10 lbf ksi = 1•— SF := ft CF := ft ft w ft3 in2 s,= 29000ks Modulus of Elasticity ASTM A500 B Fy b.;c=42ksi - Girder: "W YOz33" Bolbi "A4907C". Fuc-' 58V ASTM A992 i . I — 84ks. Yield Strength of Member nvsb �— B£:— 6,` Fy g:, SOksi Tensile Strength of Member F - :— 65kA tc � 5in u.g Thickness of Flange Fnt:6 113ksy Area CMD = 10 Thickness of Web Ac.:= 8.09in2 3 Section C ;= 33 Depth of Member Mod CM:= W_Shape(CMD,CMW)-in Girder = "W 1003" Array Location bfg:= CM5 = 7.96.in tµ,g:= CM4= 0.29-in dg := CM = 10 in tfg:= CM6= 0.435-in Tg = CM9 = 7.5-in kg := CM = 0.75- in qB&M= 0 "D" 1 "W„ 2 "d" 3 "tw" 4 "bf' 5 "tf' 6 "Wes" 7 "kV 8 "T" 9 Nominal Shear Strength Nominal Tension Strength Required Design Shear Strength of Connector (y axis From RISA model) Zsh Okip Required Design z Shear S:UWME\Jobs\KHA\Verizon Wireless 1 of 11 Sand On The Ocean Verizon-KHA 01/18/2016 Page 61 of 116 3WAILIQ11'enng. SAND ON THE OCEAN 4/25/2014 LLC VERIZON SITE #68870 BRACE DESIGN Ob := 45deg Angle of knee brace for from the y axis (XY Plane) -- -- — Minimum Edge Distance from cent. of hole to Lev:min `= 1.25rp edge of connector Table J 3.4 (pg 16.1-123) Dbolt'T in Bolt Diameter Dhole Dbolt+ 0.0625in= 1.063 in Standard Nominal Hole Diameter (Table J 3.3) 'hole:= 0.5,Dhole= 0.531-in Bolt Hole Radius Ab :=:.785in' Area of Bolt Lcc.min 2.667-Dbolt= 2.667-in Minimum Spacing Between Bolts (J 3.3) Lce-s Sin 60kip Required Design x Tensile Strength Axial force in brace axiaLli� P. member Array set up for two cases LFRD FORCES 42.426 Pcshear.plate cos(Ob)-Fa�cial b = 42.426 -kip Required tension and shear in plate 42.426 Pctension.plate cos(90deg — Ob)'Paxial b = -kip 42.426 Determine the number of bolts '3.1 0.75 LRFD Factor Must be >/= L.cc.min Eq. J3-1 Design Shear Strength of a (�R0.1 '_ '�3.1'Fnv.b'Ab = 49.455'lup snug -tightened bolt . Faxial.b - /I2l Nbolt.req — ceil $ \2/ 'Number of Bolts Required Rn3.l Nboltl:= 2 Design Number of Bolts Noie: 1 Number of Holes perpendicular to tension load Connector: ' "Double, Angle 4x4x4'/8" S:UWMEUobs\KHA\Verizon Wireless 2 of 11 3WARo91neennq,U_r Sand On The Ocean Verizon-KHA 01118/2016 Page 62 of 116 SAND ON THE OCEAN 4/25/2014 VERIZON SITE #68870 BRACE DESIGN Fy b== 36ks tb = 4'in Thickness connector 8 Fd b := 58ksi € �_3 `4g•b' 3.02 n= Lbtotal 1'-.Sft Total Brace Length rz .618i Lec:=.2in Ib 4m Nc 2 Number of ybarb = 1.22 n l i Braces per connector Xbarb 4f1,.2 n Where w = lb b := 0.5-(lb — Dhole) = 1.469 in be := I2•tb + 0.63in if 2•tb + 0.63in <_ b = 1.469-in b otherwise amin:= 1.33-be= 1.953•in a: tin Leh := a + rhole = 2.531 -in lb.min := 2-be + Dbolt = 3.938-in lb.c)ieck IOC' I'b—' b min OK" ". o[herwe'Widtho£Angle'tooma' Tensile Yielding in the gross section Ed2.1 Q LFRD (Pn.d.2.1 ' '�d.2.1'Fy.b'Ag.b = 97.848-kip Eq. D2-1 Faxial.b i Nc �0.307� i�CdiPn d.2 1 ', Pn .2.I Tensile Rupture in the net section 4 ---w Dimensional Requirements 1.a>1.33be 2. w22be+d 3. c2ta where be = 2t+ 0.63 in. (16 mm) <_ b Total Length between c/I of bolts in line with lbw.bolt Lcc'(Nbolt— 1) = 3-in tension load An.b := Ag.b — tb'Dbole Nhole = 2.489- in2 S:IJWME\Jobs\KHA\Verizon Wireless 3of11 Sand On The Ocean Vedzon-KHA 01/16/2016 Page 63 of 116 JW1A1EoQ1"ef;nq.vV7 SAND ON THE OCEAN 4/25/2014 VERIZON SITE #68870 BRACE DESIGN (Dhole'tb + 0.5An.b) Ub :_ if Nbolt' 1 = 0.593 Case 2 of Table D3.1 Ag.b I _ Xbar.b if N > 1 bolt lbw.bolt Ae.b'= An.b'Ub = 1.477-in2 Ed.2.2 ` 0.75 LFRD (Fn.d.2.2 '�d.2.2'Fu.b'Ae.b = 64.235-kip Eq. D2-2 Faxial.b UCdi]'n.d.2.2 Nc (0.467) I\ /I �Fn.d.2.2 0.934 J4 3. Block Shear Strength of Brace (4 5:= 0.75 LRFD J4-5 Anv.bs.b Leh+ Lcc'(Nbolt — 1)]4b = 2.766•in2 Gross Block Shear Area Anv.bs.b Agv.bs.b — (Nhole'Dhole+ UDhole) tb = 1.969-in2 Net Block ShearArea Ant.bs.b b-tw g = 0.426•in2 Net Block Tension Area Tension Stress Factor (use: 1 for uniform tension stress, ?fit s` 1 0.5 for non uniform tension stress) Rn.4.5.1s.b 0.60-Fu.b'Anv.bs.b + Ubs'Fu.b'Ant.bs.b = 93.217'kip Rn.4.5.rs.b 0.60.Fy.b'Agv.bs.b+ Ubs'Fu.b'Ant.bs.b = 84.442-kip (�Rn4.5.13' 4.5 Rn.4.5.1s.b if Rn.4.5.ls.b < Rn.4.5.rs.b = 63.331-kip '45'Rn.4.5.rs.b otherwise Design Block Shear Strength (J4-5) S:UWME\Jobs\KHA\Verizon Wireless 4 of 11 0 Sand On The Ocean Verizon-KHA 01/18/2016 Page 64 of 116 3WINSAND ON THE OCEAN 4/25/2014 E14"wennui, LlC VERIZON SITE #68870 BRACE DESIGN Fa ial b Nc (� 9470.474 Unity Code Check on Block UC�Ryn 4 5 b _. -) Shear angle (Eq. J4-5) �Rn4.5.b Bearing Strength at Bolt Hole in Brace (J 3-10) E3. :O.75 LFRD Ls. Lb Leh — 'hole = 2. in �)Rn.3.6a.b'= 1(6.6-2.4DboIt-tb-Fu.b (§3.6'1.2Ls.1.b'tb'Fu.b if 1.2-Ls.l.b'tb,Fu.b�2.4Dbolftb.Fu.b =52.2-kip otherwise w Faxial.b I _ (Nc Nbolt� 0.287 UC('Rn 3 6 b : — ( 'Rn.3.6a.b 0.575 2) Connector Plate Design ASTM A36 FyP:=,361fs[ Hole ,pe,= SSTD" FtiP SBksi Design Plate Length BP : 5.5it Design Plate Width Dcp:= Lcc'sin(0b) = 2.121-in Det = 2.5in Dep := Dp — (Det + Dcp) = 5.379-in 1Wep 2b�c Wcp:= Lcc'cos(0b) = 2.121 in Wet:= Wp — Wcp — Wep = 3.191-in Eq. J3.6a WELD —CONNECTOR 411LCc Wcp -,— We Wp Det Dcp Dp Dep S:UWME\Jobs\KHA\Verizon Wireless 5 of 11 JWM ngineering, LLC tp : 9 in Thickness Plate 16 Sand On The Ocean Verizon-KHA 01/18/2016 Page 65 of 116 SAND ON THE OCEAN 4/25/2014 VERIZON SITE #68870 BRACE DESIGN Single Plate Connection Design Checks: From Table 10-9 for Plate w/ 2-5 Bolts tp.check := Plate thickness OK" if tp < Dhole + 1 in 2 16 "Plate thickness FAILS, resize bolts and/or plate" otherwise p.check "Plate thickness OK" tp max Dhole + 1 in = 0.594-in 2 16 Plate too thick for Table 10-9 use Extended Design checks page 10-102 3) Plate Connection Calculations Areas of Plate in Shear Calculations I := Dp = 0.833 ft Plate Thickness Check Ate, p := Ip,tp = 5.625•in2 Gross Area Subject to Shear Anv.p Agv.p — tp,DholeNbolt= 4.43-in2 Net Area Subject to Shear of Joist Coped Web Ae.p.t Anv.p if Anv.p < 0.85-Agv p = 4.43.in2 1(0.85-Agv.p) otherwise J41. Strength of Plate in Axial Tension (1`4 1 := 0.90 LFRD J4-1 'Rn.4.l.p.t := 44.1'Fy.p'Agv.p = 182.25Skip (4 2:= 0.75 LFRD J4-2 (IiRn.42.p.t:= (�4.2'17u.p-Ae.p.t= 192.691-kip Effective net area Tensile Yielding of Connecting Elements (J4-1) Tensile Rupture of Connecting Elements (J4-2) S:UWMEUobs\KHA\Vedzon Wireless 6of11 Sand On The Ocean Venzon-KHA 01/182016 Page 66 of 116 3WAIL91"'enng, SAND ON THE OCEAN 4/25/2014 ESIGNLlC VERIZON SITE #68870 BRACE DESIGN t - r tension.plate _ 0. 21 Unity Code of 33 { �Rn t dgn.UC.p Connector Strength min (�x„ 4.Lp.t,�Rn 4.2.p.t� _ (0 233' in Tension J4 2.Strength of Plate in Shear (�43:=1.00 LRFDJ4-3 (�Rn4.3.p 4)4.3'0.60-Fy P Ag, p = 121.5-kiflesign Shear Yielding of the Element (Eq. J4-3) Fcshear plE:O 0 349 UC Unity Code Check of Connector �R n:4.3:p �Rn4.3.p349 ry in Gross Shear ( 4.4:= 0.75 LRFD J4A Design Shear Rupture of the Element (Eq. J4-4) (Rn4.4.p (k4'0.60-Fu.p Anv.p = 115.615-kip Pnshear.plate 0167 ^ (0.367jE�R-7-_4— n4.4.p J4 3. Block Shear Strength of Plate (4.5 = 0.75 LRFD J4-5 Unity Code Check of Connector in Net Shear Agv.bs.p :_ (Lcc)'tp = 1.688-in2 Gross Block ShearArea Anv.bs.p (Lcc — Dhole)'tp = 1.09-in2 Net Block Shear Area Antbs.p := (Det+ Dep — Dhole)'tp = 3.834-in2 Net Block Tension Area ETension Stress Factor (use: 1 for uniform tension stress, 0.5 for non uniform tension stress) Rn.4.5.1s.p 0.60-Fu.p'Anv.bs.p + Ubs.p'Fu.p'Ant.bs.p = 260.304-kip Rn.4.5.rs.p := 0.60-Fy.pAg,.bs.p + Ubs.p'Fu.p'Ant.bs.p = 258.828-kip 'Rn4.5.p := ' 4.5'Rn.4.5.1s.p if Rn.4.5.1s.p < Rn.4.5.rs.p = 194.121-kip I�45Rn.4.5.rs.p otherwise Design Block Shear Strength (J4-5) S:V WME\Jobs\KHA\Verizon Wireless 7 of 11 Sand On The Ocean Verizon-KHA 01/18/2016 Page 67 of 116 3W/ASAND ON THE OCEAN 4/25/2014 ng�neering, LLC VERIZON SITE 1i68870 BRACE DESIGN late' 0219 Pr shear.pUnity Code Check on Block UC4)R n 4:S.p (0 219) Shear (Eq. J4-5) RM.5.p Bearing Strength at Bolt Hole in Connector (J 3-10) '3:6-'0.75'. LFRD Leh.plate.edge 3.5in tp = 0.563 - in Ls.l.p := min[(Leh.plate.edge)•(Lcc — E)hole)] = 1.937-in �Rn.3.6a.p := I �)3.6' 1.2-Ls.l.P tP Fu p if 1.2-Ls.l.p'tp'Fu.p < 2.4Dbo1[ tp•Fu p = 56.89-kip I�)3.6'2.413bolftp•Fup otherwise — - Eq. J3.6a Pic b Nbolt 0.527 UCffiRn3.6a.p'� Rn3.6a p —�0.527� Weld Design 4, tweld :=' 16u! lweld'-_Dp l0ir kecc:= P = 0.056 lweld 16 Dweld tweld in = 4 LFRD ,Cexx.- I Electrode Strength Coefficient Table 8-3 eX:= Wp — (Wcp+ Wep) = 0.266 It ex aecc = 0.319 lweld Cecc<-y3:342 From Table 8-4 for Eccentrically Loaded weld group with Angle: Ob = 45-deg S:UWMELIobs\KHA\Verizon Wireless 8 of 11 Sand On The Ocean Verizon-KHA 01/18/2016 Page 68 of 116 3WAILE41"enng,SAND ON THE OCEAN 4/25/2014 ESIGNtlC VERIZON SITE #68870 BRACE DESIGN LIP — �Rn.8.13 �8.13'Cecc'Cexx'Dweld'Iweld' in — 100.26kip Weld Strength for Weld Group _ Faxial b 0.598 UC�Rn 813 — (0.598) Unity Code �Rn 8 13 HSS Shear Rupture Welds 3.09-Dµeld tmin.HSS:= ,ksi,in= 0.213-in Fu.c tmniconnector 6.19-Dweld tmin.connector'= •ksi-in=0.427-in Fu p Available Strenaths of Plate-to-Rec. HSS Connections (Table K1.2 Functions): ex B B — 3t = 4.5-in Mu := P� — Okipft p.c c c Oplate 180deg — Ob = 135-deg cos(Ob) U� Pu + Mu = 0 p:= Bp.c = 0.75 Fy.c'Ac Fy.c'Sc Be 1 U Ul I " tension " 1.3 — 0.4�—J I if l 1.3 — 0.4�-1 <_ 1 f:= \\ P j ll a/ = I "compression late" Q � � P P 1 I\ 1 J "compression for long. & long through plate" CheckKl 3 ,"OK � . if tP <_ FwP tc >' pOli" .Fy.p ` "Fails Eq. K13' other --S6 Note: Limitingthesingle-plate thickness precludes a shear yielding failure of the HSS wall �K:L12:�-�t tRDD 1:13.?=.:1. LFRD S:UWMEUobs\KHA\Verizon Wireless 9 of 11 Sand On The Ocean Verizon-KHA 01/18/2016 Page 69 of 116 SAND ON THE OCEAN 4/25/2014 ngmeering, LLC VERIZON SITE #68870 BRACE DESIGN 2 117.012 ly—c tp '�2 +4Fe Qf) sin Opl-- — 117.012 kip (Eq. K1-12) Be late 117.012 Bc 2Ft 2 I t �234.0231 �Rn.k.1.13 t 2- B + 4 1 — B 'Qf sin 0 — 234.023 kip (Eq. K1-13) y.c c p p 1 p c F plate 234.023 1-- Bc Faxial b0 0.5f3 UC4)Rn.k.1.12 0.513 .1.12 0.513 U., Faxial.bl 0.513 c CIC Rn k 1.12 .— 0.513 )Rn.k.L12_ 0.513� Faxial b0 0256 MC Rn.k. i;13 - = 0.256 �Rn.k.1.13 ,0.256 Faxial.bl 0.256 [UC�Rn.k.1.13 = - 0:256 �Rn.k:.1.13 0.256 K1 3 :_ "OK, for Plate Limit States and HSS Punching Shear" if tp !— Fac tc Fy p "Connection FAILS under Shear Load, see AISC pg 16.1-144" otherwise K1 3 — "OK, for Plate Limit States and HSSPunching.Shear" Fac tc = 0.806-in Fy p tp = 0.563-in S:UWME\Jobs\KHA\Verizon Wireless 10 of 11 3WAVM191n1evirvQ.UC Sand On The Ocean Verizon-KHA 01/1812016 Page 70 of 116 SAND ON THE OCEAN 4/25/2014 VERIZON SITE #68870 BRACE DESIGN Summary of Design in inl Dbolt 4'-4 D11ole'�=17��, Eb'ole 2 Plate Wp =J.813 Wet=.3.191-in! Wep=2.121 n DP' 10.in Det ='2t5i Dcp=-2.121 n DeP 5.379 in' Dliole IT mt Diameter of Hole t 9 in plate thickness 16 Gorinector "Double Angle 4x4z4l8" T.eh =. 2.531 in 3 17 in Dh°h 16. Lccr '3 ii11 [tb , 4.81 LeC-2� 85 Desig�'o�Force 60 IFaxial.b,. (60) �P 6 Lc 7 i VVIARWIMM i WELD \" -CONNECTOR Det c� Lec - - Dcp Dp )4 — Wet ­7�- Wcp -7— Wep Wp - e Dimensional Requirements 1. a >_ 1.33 be 2. w>_ 2be+d 3. c>a where ba = 21 + 0.63 in. (16 mm) 5 b E70XX Electrode 4 tlwveld 16I lweld--;IOri Fillet Weld Thickness Fillet Weld Length S:V WME\Jobs\KHA\Verizon Wireless 11 of 11 Company JWME Designer SB - WM Sand On The Ocean Verizon-KHA 01/182016 Page 71 of 116 April 25, 2014 Job Number : 68870 Checked By:_ 12 in Geometry and Materials Bolt X (in) Z (in) 0®® Length 12. in Column Shape HSS6x0.500 Anchor Bolt Diameter .75 in Width 12. in Column eX 0. in Anchor Bolt Material A307 Thickness .75 in Column eZ 0. in Anchor Bolt Fu 60. ksi Base Plate Fy 36. ksi Column to Edge Min (X) 1. in Anchor Bolt Fy 36. ksi Base Plate E 29000. ksi Column to Edge Min (Z) 1. in Anchor Bolt E 29000. ksi Bearing Fp 1.732 ksi AB Stretch Length 3. in Bearing I'd 4. ksi Pedestal Length 24 in Pedestal Width 24 in Pedestal Height 60 in Analyze Base Plate as Flexible Fp is User Defined Steel Code: AISC 14th:ASD Concrete Code: ACI 318-11 AB Head: Square Seismic Reduction %: 25. DL LL WL EL OL1 OL2 Plain Base Plate Connection Vx Shear Lug NOT present Vz Shear Lug NOT present Coarse Solution Selected NW Concrete Concrete NOT Cracked ABs NOT Welded to Base Plate AB to AB Min Spacing 3 in AB to Stiffner Min Spacing 1.5 in AS to Column Min Spacing 1.5 in AB to Edge Min Spacing 1.5 in AB Row Min Spacing 3 in Priority is AB to Edge Spacing Include Threads for AB Design AB Fv, Ft based on AISC Criteria Total AS Length: 16. in NO Supp. Reinforcement NO Anchor Reinforcement Tension Anchor Reinf Bar Fy: N.A. Shear Anchor Reinf Bar Fy:N.A. P fib) Vx fib) Vz fib) Mx (lb-ft) Mz (lb-ft) 6913. 4875. 176. 3942. 2900. 618. -13560. -13134. -3063. -4605. -2745. -7127. 8995. 9695. 2609. 4600. 2777. 7301. Base Plate Stress and Bearing Result Base Plate Stress (ksi) Bearing Pressure (ksi) Combination Load Sets Allowable ASIF U.C. Allowable ABIF U.0 ASCE ASD 1 1 10L 32.4 1. .016 1.732 1. .146 ASCE ASD2 2 1DL+1LL 32.4 1. .026 1.732 1. .227 SCE ASD5 a) 3 1DL+.6WL 32.4 1. .017 1.732 1. .031 SCE ASD 5 a 4 1 DL+.6EL 32.4 1. .01 1.732 1. ..089 5j D L+.6OL1 32.4 1. .029 1.732 1. .257 DL+.6OL2 32.4 1. .023 1.732 1. .203 SCE ASD 6 a 7 1DL+.75LL+.45WL 32.4 1. .008 1.732 1. .08 SCE ASD 6 (a) 1 DL+.75LL+.45EL 32.4 1. .018 1.732 1. .164 9 1 DL+.75LL+.45OL1 32.4 1. .033 1.732 1. .29 SCE ASD 6 b 1 1 DL+.75LL+.45OL2 32.4 1. .028 1.732 1. .249 ASCE ASD7 11 .6DL+.6WL 32.4 1. .055 1.732 1. .091 RISABase Version 2.10 [S:UWME\Jobs\KHA\Verizon Wrel...... N\CALCULATIONS\68870 FRAME BASE PLATE - PINNED.rP*e 1 Sand On The Ocean Verizon-KHA 01/18/2016 Page 72 of 116 Company JWME April 25, 2014 Designer SB - WM Job Number : 68870 Checked By:_ Base Plate Stress and Bearing Results (continued Base Plate Stress (ksi) Bearing Pressure (ksi) r:nmhina}inn I nail -qMc Allnwahlo COIF I I r. Allnwahlo ARIF I I r. ASCE ASD 7 12 .6DL+.6EL 32.4 1. .003 1.732 1. .032 ASCE ASD 8 13 .6DL+.6OL1 32.4 1. .022 1 1.732 1. .2 1. DL+.6OL2 1 32.4 1 1. 1 .016 1 1.732 1. .146 Bearing Contours 253 (ksi) 0. 1DL Allowable : 1.732 ksi U.C.:.146 1 DL+.6EL Allowable : 1.732 ksi U.C.:.089 1 DL+.75LL+.45WL Allowable : 1.732 ksi U.C.:.08 432 ® (ksi) 0. 1 DL+.75LL+,45OL2 Allowable :1.732 ksi U.C.:.249 346 (ksi) 0. .6DL+.6OL1 Allowable :1.732ksi U.C.:.2 1DL+1LL Allowable : 1.732 ksi U.C.:.227 1 DL+.6OL1 Allowable : 1.732 ksi U.C.:.257 1 DL+.75LL+.45EL Allowable : 1.732 ksi U.C.:.164 .6DL+.6WL Allowable : 1.732 ksi U.C.:.091 .6DL+,6OL2 Allowable : 1.732 ksi U.C.:.146 393 (ksi) 0. 445 ® (ksi) 0. 284 (ksi) 0. 253 (ksi) 0. 1DL+.6WL Allowable : 1.732 ksi U.C.:.031 1DL+.6O1-2 Allowable : 1.732 ksi U.C.:.203 1DL+.75LL+.45OL1 Allowable : 1.732 ksi U.C.:.29 .6DL+.6EL Allowable : 1.732 ksi U.C.:.032 054 (ksi) 0. 351 (ksi) 0. 602 (ksi) 0. 055 (ksi) .003 RISABase Version 2.10 [S:UWMEUobs\KHA\Verizon Wirel...... N\CALCULATIONS\68870 FRAME BASE PLATE - PINNED.rgs�ge 2 Sand On The Ocean Verizon-KHA 01/18/2016 Page 73 of 116 Company JWME April25, 2014 Designer SB - WM Job Number : 68870 Checked By:_ Base Plate Stress Contour 522 (ksi) .008 1DL Allowable : 32.4 ksi U.C.:.016 313 (ksi) .005 1 DL+,6EL Allowable :32.4 ksi U.C.:.01 , 266 (ksi) .009 1 DL+.75LL+.45WL Allowable :32.4 ksi U.C.:.008 1DL+.75LL+.45OL2 Allowable :32.4 ksi U.C.:.028 728 (ksi) .01 .6DL+.6OL1 Allowable : 32.4 ksi U.C.:.022 1DL+1LL Allowable : 32.4 ksi U.C.:.026 1 DL+.60L1 Allowable : 32.4 ksi U.C.:.029 1DL+.75LL+.45EL Allowable : 32.4 ksi U.C.:.018 .6DL+.6WL Allowable : 32.4 ksi U.C.:.055 .6DL+.6OL2 Allowable : 32.4 ksi U.C.:.016 828 (ksi) .012 939 (ksi) .013 59 (ksi) .009 1.782 (ksi) .081 522 (ksi) .008 1DL+.6WL Allowable :32.4 ksi U.C.:.017 1 DL+.60L2 Allowable :32.4 ksi U.C.:.023 1 DL+.75LL+.45OL1 Allowable :32.4 ksi U.C.:.033 .6DL+,6EL Allowable :32.4 ksi U.C.:.003 549 (ksi) .026 738 (ksi) .01 1.062 (ksi) .015 096 (ksi) .00029375 RISABase Version 2.10 [S:UWMEUoWKHA\Verizon Wlrel...... N\CALCULATIONS\68870 FRAME BASE PLATE - PINNED.rfthe 3 Company JWME Designer SB-WM Sand On The Ocean Verizon-KHA 01/182016 Page 74 of 116 April 25, 2014 Job Number : 68870 Checked By:_ Anchor Bolt Results Note: Fnt and Fnv shown below include phi factors. Combination Load Sets Bolt Tens.(Ib) Vx (lb) Vz (lb) Fnt (ksi) ft (ksi) Fnv (ksi) fv (ksi) Unity ASCE ASD 1 1 1 DL 1 0. -1218.75 -44. 45. 0. 27. 2.76 .204 (S) 2 0. -1218.75 -44. 45. 0. 27. 2.76 .204 S 3 0. -1218.75 -44. 45. 0. 27. 2.76 .204 S 4 0. -1218.75 -44. 45. 0. 27. 2.76 .204 S ASCE ASD 2 2 1 DL+1 LL 1 0. -1943.75 -198.5 45. 0. 27. 4.422 .328 S 2 0. -1943.75 -198.5 45. 0. 27. 4.422 .328 S 3 0. -194175 -198.5 45. 0. 27. 4.422 .328 S 4 0. -1943.75 -198.5 45. 0. 27. 4.422 .328 S SCE ASD 5 a 3 1DL+.6WL 1 311.454 751.35 415.45 45. .705 27. 1.943 .144 S 2 1311.454 751.35 1 415.45 45. .705 1 27. 1.943 1 .144 S 3 311 A55 751.35 415.45 45. .705 27. .144 S 4 311.455 751.35 415.45 45. .705 27. .144 S SCE ASD 5 a 1DL+.6EL 1 0. -807. 1025.05 45. 0. 27. .219 S 2 0. -807. 1025.05 45. 0. 27. .219 (S 3 0. -807. 1025.05 45. 0. 27. P61433 .219 S 4 0. -807. 1025.05 45. 0. 27. .219 S 5 DL+.60Ll 1 0. -2673. -435.35 45. 0. 27. .454 S 2 0. -2673. -435.35 45. 0. 27. .454 S 3 0. -2673. -435.35 45. 0. 27. .454 S 4 0. -2673. -435.35 45. 0. 27. .454 S DL+.6OL2 1 0. -1635.3 -1139.15 45. 0. 27. 4.511 .334 S 2 0. -1635.3 -1139.15 45. 0. 27. 4.511 .334 S 3 0. -1635.3 -1139.15 45. 0. 27. 4.511 .334 S 4 0. -1635.3 -1139.16 45. 0. 27. 4.511 .334 (S) SCE ASD 6 a 7 1 DL+.75LL+.45WL 1 0. -284.925 184.712 45. 0. 27. .769 .057 S 2 0. -284.925 184.712 45. 0. 27. .769 .057 S 3 0. -284.925 184.712 45. 0. 27. .769 .057 S 4 0. -284.925 184.712 45. 0. 27. .769 .057 S SCE ASD 6 a 8 1 DL+,75LL+.45EL 1 0. -1453.69 641.912 45. 0. 27. 3.597 1 .266 S 2 1 0. -1453.69 1641.912 45. 0. 1 27. 3.597 .266(S) 3 0. -1453.69 641.912 45. 0. 27. 3.597 .266 (S 4 0. -1453.69 641.912 45. 0. 27. 3.597 .266 S 9) 1DL+.75LL+.450L1 1 0. -2853.19 -453.387 45. 0. 27. 6.539 .484 S 2 0. -2853.19 -453.387 45. 0. 27. 6.539 .484 S 3 0. -2853.19 -453.387 45. 0. 27. 6.539 .484 (S). 4 0. -2853.19 -453.387 45. 0. 27. 6.539 .484 S SCE ASD 6 b 1 1 DL+.75LL+.45OL2 1 0. -2074.91 -981.237 45. 0.. 27. 5.195 .385 S 2 0. -2074.91 -981.237 45. 0. 27. 5.195 .385 S) 3 0. -2074.91 -981.237 45. 0. 27. 5.195 .385 S 4 0. -2074.91 -981.237 45. 0. 27. 5.195 .385 S ASCE ASD7 11 .6DL+,6WL 1 1042.76 1238.85 433.05 45. 2.36 27. 2.97 .22 S 2 1042.76 1238.85 433.05 45. 2.36 27. 2.97 .22 S 3 1042.76 1238.85 433.05 45. 2.36 27. 2.97 .22 (S) 4 1042.76 1238.85 433.05 45. 2.36 27. 2.97 .22 (S) ASCE ASD 7 (12 .6DL+,6EL 1 0. -319.5 1042.65 45. 0. 27. 2.468 .183 S 2 0. -319.5 1042.65 45. 0. 27. 2.468 .183 S 3 0. -319.5 1042.65 45. 0. 27. 2.468 .183 S 4 0. -319.5 1042.65 45. 0. 27. 2.468 .183(S) ASCE ASD 8 13 .6DL+.6OL1 1 0. -2185.5 -417.75 45. 0., 27. 5.036 .373 S 2 1 0. -2185.5 1 -417.75 45. 0. 1 27. 5.036 .373 S 3 0. -2185.5 417.75 45. 0. 27. 5.036 .373 S 4 0. -2185.5 -417.75 45. 0. 27. 5.036 .373 S 1. DL+.6OL2 1 0. -1147.8 -1121.55 45. 1 0. 27. 3.632 .269 S 2 0. -1147.8 -1121.55 45. 0. 27. 3.632 .269 S 3 0. -1147.8 -1121.551 45. 0. 27. 3.632 .269 (S 4 0. -1147.8 -1121.551 45. 1 0. 27. 1 3.632 .269 S RISABase Version 2.10 [S:UWMEVobs\KHA\Verizon Wrel...... N\CALCULATIONS\68870 FRAME BASE PLATE - PINNED.rfte 4 I 3WAIE1911eeing. LLC Sand On The Ocean Verizon-KHA 01/182016 Page 75 of 116 68870 Sand on the Ocean 4/252014 HILTI HY-1200 ANCHOR CHECK HILTI HIT HY 200 Adhesive & HAS Rod Check NOTE: LEGEND UNIT DEFINITION INPUT CALCUATIONS RE U T Ibf Ibf Ibf plf = 1-- psf = I. pcf = 1 — kip = 1 x 103 Ibf ksi = 1 kip SF = ft2 CF := ft3 fr ft2 fr3 in2 Allowable Steel Strength for Carbon Steel HAS Rods (as defined in AISC Manual of Steel Construction, ASO) For HAS Stainless Steel (AISI 304/316 SS) [Table 4.2.2 Hilti Product Technical Guide 2001] Diameter Tensile Shear 0 0.375 3645 1875 1 0.5 6480 3335 Row 2 0.625 10125 5215 - Number for 3 Dhas.s := 0.75 in Thas.s := 12390 lbf Vhas.s 6385 Ibf Selection 4 0.875 16865 8690 5 1.00 22030 11350 6 1.25 34425 17735 For HAS A36 Rod Standard (ASTM A36) [Table 4.2.2 Hilti Product Technical Guide 2001] Diameter Tensile Shear 0 0.375 1 0.5 Row 2 0.625 Number for 3 Dhas.A36 0.75 in Selection 4 0.875 5 1.00 6 1.25 n 3. Bolt Diameter Selection k = 1 for HAS Standard rod k:='1 k= 2 for HAS -E Standard rod k= 3 for HAS Stainless Steel Dhas = 0.75-in Thas = 8.455-kip Vhas = 4.355-kip S:UWME\Jobs\KHA\Verizon Wireless 2115 logo 3755 1935 5870 3025 Thas.A36 := 8455 lb1 Vhas.A36 := 4355 Ibf 11510 5930 15030 7745 23490 12100 ,_W \ Connector "BN3" jj 1 of 3 Sand On The Ocean Verizon-KHA 01/18/2016 Page 76 of 116 3 68870 Sand on the Ocean 4/2512014 AIEM, eri€1q, LLC HILTI HY-1200 200 ANCHOR CHECK {fc.ccret�e -- 3000ps Existing Concrete Column pLembed_nlent -- ?!� Embedment Depth of Bolt �19251 Trisa.max '(3!15 JIbf Maximum Factored Tension Load on Single Bolt (From RISA Model) _ (4248 risa-x.ma, 2479 1b Maximum Factored X Shear Load on Single Bolt (From RISA Model) <V (199$ljb Maximum Factored Z Shear Load on Single Bolt (From RISA Model) } nsa-z:max" 253 II I!i 4,693 2- Jkiaximum Shear Component on Single Bolt € nsa.max nsa-z max rtsa x max 2 492 Connector = BNV( BN3" BNl" Connector = "BN3" 'Tnsamax 0:228 UCT:has Thy r (6O 463 ) }Vrisamax 1078 UCH has Vh� 0.572 Unity Code for Super HAS Rod for Tension Load. Unity Code for Super HAS Rod for Shear Load HIT-HY 200 Allowable Bond/Concrete Capacity for HAS Rods in Page 83-90 Product Technical guide v2 (online) Assuming embeded 6 3/4%sing 3/4"dia rod T ' -_ 1- 06151fii� 200.dgn E200dgh := 22660I6 Connector = BNV "BN3" Connector = BNV BN3 Allowable Design Tension Capacity for HY-150 Injection Adhesive Allowable Design Shear Capacity for HY-150 Injection Adhesive Trisa.max 0181 UCI'.200 T ' _ (0.369� _ 200 dgn . Vnsaemax 0.2- sIICV.200 V (0.11 . - 200.dgn Unity Code for HY-150 Adhesive for Tension Loading Unity Code for HY-150 Adhesive for Shear Loading S:UVVMEWobs\KHA\Verizon Wireless 2 of 3 Sand On The Ocean Verizon-KHA 0111812016 Page 77 of 116 3WAE19",68870 Sand on the Ocean I4/25/2014 HY-1200enny LlC HILTI HY-1200 ANCHOR CHECK Simultaneously Loaded Anchor in both Tension and Shear (Hilti Design Guide Vol 2. LFRD Factored Loads) 9DL+1WL" �orst Load Case of Simultaneously Loaded LC Ahfrom RISA Base Model "1.2DL+.SLL+WL")ncor ( ) 1925 Maximum Factored Tension Load on Specified Load Combination for a Tlc 0 ` Ib Single Bolt (From RISA Model) 1 Vx lc �— I (2186._ JI¢� Maximum Factored X Shear Load on Specified Load Combination for a 4248 Single Bolt (From RISA Model) 726 b- Maximum Factored Z Shear Load on Specified Load Combination for a Vx 1c'— (782))b Single Bolt (From RISA Model) (2.303 x 103) Vtot.ic Vx.lc + Vz.lc lbf 4:319 x 103 5 (alpha corresponds to the type of interaction equiation being used where 1 <= a ac —�! <= 2 for a straight line interatction equation a = 1, for a parabolic interaction 3 equation a = 5/3) Tlc a Vtot.lc n 0,431 'VTcheck.hasxod + Hilti Eq. 3.1.8:3 (Thal)•�0.986),. Tlc a Vto)* a 0.08 VTc'heck.epoxy + Hilti Eq. 3.1.8.3 T200 dgi V200:dgn 0:063 S:UWMEUobs\KHA\Verizon Wireless 3 of 3 I Sand On The Ocean Venzon-KHA 01/182015 Pa a 78 of 118 KHA-Verizon #68870 4/25/2014 3WREng"Im"g, uC Sand on the Ocean Building Influence ChecF BUILDING INFLUENCE CHECK ON EXISTING CONCRETE COLUMN NOTE: 1. This mathcad sheet checks the influence of the imposed verticle load on an existing building concrete column axial axis UNIT DEFINITION plf _ I Ibf psf = I. Ibf ft ft2 AM'r= 1224inin=`2`e LEGEND INPUT CALCUATIONS R,_ES,ULT pcf = I. Ibf kip = 1 x 103lbf ksi = I kip SF := ft2 CF := 113 ft3 in Existing building column dimensions. Column has 8#7bars w/ #3 ties @14" o/c Area of Column 2 l`4retiaF 4 w. (OSin) 0 785 in Area of Rebar LL 4 fd 4000ps1 Concrete Strength Kbar ;- 60ks' Rebar Strength 210001 Maximum Vertical Load from y m RISA at Column, worst case load (LFRD) Mm Olbf 8 Maximum Moment from RISA at Column, worst case load (LFRD) bspacing 9in Base Plate Bolt Spacing Mmax Fy.tot' Fy.max+ = 21-kip bspacing IL 13 A25 I TUE Pe2SET Cross -sectional Area of Reinforcing Steel of Concrete Column (Minimum of 1%, max 8% perACl 318-08 Section 10-9) Max factored frame reaction into building F(�10!2.'.= 0.6g LFRD Factor -pn.10.2' 0.8010 2'�0.85'•fc'(Acol — Arebar) + frebar'`�rebar� = 532.3-kip Concrete Column's maximum axial load (perACl 318-08 Eq. 10-2) oadeh k �pn 102 0.039, I,oadcheck � 3s945;%{ Percent Increase in of Load on Column's Capacity S:\.1WME\Jobs\KHA\venzon Wireless\68870- JWM Engineering, LLC 1 of 1 SAND ON THE OCEAN\CALCULATIONS\ Sand On The Ocean Vedzon-KHA 01/182016 Page 79 of 116 MecaWind Pro v2.2.4.9 per ASCE 7-10 Developed by MECA Ent erprises,-Inc. Copyright www.mecaenterprises. ca. Date 4/28/2014 Project No. : Sand On The Ocean Company Name JWM Engineering Designed By wm Address 2605 NW 34 Ter Description Antenna Solid Sign for #68870 City Gainesville Customer Name.: KHA-Verizon State Florida Proj Location : St Lucie County File Location: S:\J➢:ME\Jobs\KHA\Verizon Wireless\68870 - SAND ON THE OCEAN\CALCULATIONS\ANTENNA\Wind- SolidSign Antenna -Sand on the Ocean.wnd Input Parameters: Other Structures 6 Building Appurtances MWFRS (Ch 29) Basic Wind Speed(V) = 161.00 mph Structural Category = II Exposure Category = D Natural Frequency N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha 11.50 Zg = 700.00 ft At = 0.09 Bt = 1.07 Am = 0.11 BM = 0.80 Cc = 0.15 1 = 650.00 It Epsilon 0.13 Zmin = 7.00 £t B - Horizontal Dim. = 1.05 ft Ht- Grade to Top of Sign= 156.00 ft W - Sign Depth = 0.50 ft S - Vertical Sign Dim. = 6.00 ft Bs- Ratio of B / S = 0.18 Sh- Ratio of S / Ht = 0.04 E - Solidity Ratio 100.00 6 Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 93.60 ft Ism: Cc-(33/Zm)^0.167 = 0.13 Lzm: 1*(Zm/33)^Epsilon = 740.47 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.90 Gust2: 0.925*((1+1.7'lzm*3.4*Q)/(1+1.7-3.4*lzm)) = 0.89 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Design Wind Pressure - Other Structures Elev Er Ert qs W Pres_CE( 1.86) £t ------- ------- ------- Ps£ ps£ 156.00 1.55 1.00 -------- 87.321 ---------------- 138.05 140.00 1.52 1.00 85.693 135.48 130.00 1.50 1.00 84.596 133.75 120.00 1.48 1.00 83.426 131.90 110.00 1.46 1.00 82.174 129.92 100.00 1.43 1.00 80.823 127.78 90.00 1.41 1.00 79.355 125.46 80.00 1.38 1.00 77.746 122.92 70.00 1.35 1.00 75.962 120.10 60.00 1.31 1.00 73.952 116.92 50.00 1.27 1.00 71.644 113.27 40.00 1.22 1.00 68.917 108.96 30.00 1.16 1.00 65.554 103.64 20.00 1.08 1.00 61.090 96.58 10.00 1.03 1.00 58.109 91.87 Note: W Pres Cf is Wind Pressure based on Cf(Force Coefficient) Figure 29.4-1: Wind Loads for Solid Signs 6 Freestanding Walls Cast A Cf - Force Coefficient Rd - Reduction Factor (1-(1-E)^1.5) K. Kzt 4z Wind Pressure at Elevation 156 ft Sand On The Ocean Verizon-KHA 01/18/2016 Page 80 of 116 Case B 3 ' F UB --► Hind Fa4c = 1.00 = 1.55 1.00 87.321 ps£ = 138.055 psf Notes: 1) Signs with openings comprising < 30% of gross area are considered solid signs 2) Force Coefficients for solid signs with openings shall be multiplied by Rd 3) Case C only applies when Bs >= 2 JWME EIVIIi Antenna using pole and SK-11 Antenna -Ocean on the Sand Verizon-68870 i Apr 28, 2014 at 10:46 AM NEW ANTENNA TWO POLE FRA... Envelope Only Solution JWME SK- 12 Wm Antenna -Ocean on the Sand Verizon-68870 Apr 28, 2014 at 10:47 AM Antenna using pole and ba.. NEW ANTENNA TWO POLE FRA... JWME Wm Antenna using pole and SK-13 Antenna -Ocean on the Sand Verizon-68870 1 Apr 28, 2014 at 10:47 AM NEW ANTENNA TWO POLE FRA... Loads: BLC 1, DEAD LOADS Envelope Only Solution JWME Wm Antenna using pole and SK-14 Antenna -Ocean on the Sand Verizon-68870 I Apr 28, 2014 at 10:47 AM NEW ANTENNA TWO POLE FRA... Loads: BLC 2, Wind+X Direclion JWME Wm Antenna using pole and SK-15 Antenna -Ocean on the Sand Verizon-68870 i Apr 28, 2014 at 10:47 AM NEW ANTENNA TWO POLE FRA... -57.5lb/ft Loads: BLC 3, Wind -X Direction Envelope Only Solution JWME Wm Antenna using pole and SK- 16 Antenna -Ocean on the Sand Verizon-68870 I Apr 28, 2014 at 10:47 AM NEW ANTENNA TWO POLE FRA... Loads: BLC 4, Wind+Z Direction JWME Wm Antenna using pole and SK - 17 Antenna -Ocean on the Sand Verizon-68870 I Apr 28, 2014 at 10:47 AM NEW ANTENNA TWO POLE FRA... Sand On The Ocean Verizon-KHA 01/18/2016 Page 88 of 116 -34.51b/fi -451b/ft -34.51b/ Ih/f[ ` -57.51b -57.51b/ Loads: BLC 5, Wind-Z Direction Envelope Only Solution JWME Antenna -Ocean on the Sand Verizon-68870 SK- 18 Wm Apr 28, 2014 at 10:47 AM Antenna using pole and ba... NEW ANTENNA TWO POLE FFIA... JWME wm Antenna using pole and ba. SK-19 Antenna -Ocean on the Sand Verizon-68870 i Apr 28, 2014 at 10:48 AM NEW ANTENNA TWO POLE FRA... JWME Wm Antenna using pole and SK-20 Antenna -Ocean on the Sand Verizon-68870 I Apr 28, 2014 at 10:48 AM NEW ANTENNA TWO POLE FRA... 1wA nglneering.LLC Global Sand On The Ocean Verizon-KHA 01/182016 Page 91 of 116 Company JWME Apr28,2014 Designer wm Job Number Antenna using pole and base plate Checked By: sb Model Name Antenna -Ocean on the Sand Verizon-68870 Display Sections for MembefflCalcs 5 Max Internal Sections forMe97Include Shear Deformation?Yes Include'War in ?Yes. Trans Load Btwn IntersectinYes Increase Nailin Ca aci foYes Area Load Mesh in^2144 Mere Tolerance in .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automaticl Iterate Stiffness for Walls? Yes Maximum IteYation Numberfor Wall[Stiffne s9 Gravi Acceleration fUsec^2 32.2 WalfMesh Size in 12 Ei ensolution Convergence Tol. 1.E- 4 Vertical Axis Y Global Member Orientation Plane XL Static Solver 1 S arse Accelerated Dynamic Solver I Accelerated Solver Hot Rolled Steel Code AISC 14th 360-10 : LRFD Adjust Stiffness? Yes Iterative RISAConnection Code AISC 14th 360-10 : LRFD Cold Formed Steel Code AISI S100-07: LRFD Wood Code AF&PA NDS-05/08: ASD Wood7em erature < 100E Concrete Code ACI 318-11 Masonry Code ACI 530-08: ASD . Aluminum Code AA ADM1-05: ASD - Building Number of Shear Regions 4 Region Spacing Increment in 4 Biaxial Column Method Exact Integration Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framing Warnings? No, Unused Force Warnings? Yes Min 1 Bar Diann. S` acin ? . No Concrete Rebar Set REBAR SET ASTMA615 Min %Steel•for'Column _ 1 Max % Steel for Column 8 RISA-3D Version 12.0.0 IS:\ ... \... \..A...\ ... \... \... \NEW ANTENNA TWO POLE FRAME ROOFTOP MOUNP.EM 1 Sand On The Ocean Verizon-KHA 01/182016 Page 92 of 116 3WRE41"Company : JWME Check d 14 By;e(mg, Uc Designer wm Job Number Antenna using pole and base plate Checked By: sb Model Name Antenna -Ocean on the Sand Verizon-68870 Global, Continued Seismic Code ASCE 7-10 Seismic Bas &Elevation: ft Not Entered Add Base Weight? Yes Ct X .02 TZ sec , NotlEntered. _. T X sec Not Entered RZ ,. 3 RX 3 Ct Exp. Z, _ ` .. .75 Ct Ex . X 75 SD1 ., 1 SIDS 1 S1 1 _, TL sec 5 Risk Cat 1 or II' Seismic Detailing Code ASCE 7-05 m Z, 1 mX 1 Rho Z 1 Rho X 1 Hot Rolled Steel Properties I e , c nLnn C TL, n N.. Thnr.n A ne ;c . woN ,1 ViaiArb.n Q„ m.n ea Of 1 A36 Gr.36 29000 11154 .3 .65 49 36 1.5 58 1.2 2 'A572Gr:50 29000 11154 _.3" " .65 A9 '` 50 . -1.1 1, 58 1.2 'P 3 A992 29000 11154 .3 .65 .49 50 1.1 58 1.2 4 A500 Gr.42 29000 11.154 3 .65. .49. , 42 1:3 ','58- 71.1 5 A500 Gr.46 29000 11154 .3 .65 .49 46 1.2 58 1.1 6 `' 'A53 GrB' 29000 11154 .3 :65 .49 _ 35 1.5 60 Hot Rolled Steel Section Sets 1 nkl Ci.nI. n,.nl,... 1 in \n..1�A ,l A 1in71 I.n, rinAl 1- rinzi 1 nnAl 1 1 L-V-BRACE 1 L4x4x8 VBrace 1 Sin le An le A36 Gr.36 IT ical 3.75 1 5.52 5.52 .322 2 1 POLE' PIPE, 4.0X Column HSS Pie _ _I ' . A53 GrB I Typical ji 4.14 %1 9.12 ji-9:12 18.2 _ 3 1 H-POLE I PIPE 3.OX I Column I Pie I A53 GrB I TvDical 1 2.83 1 3.7 1 3.7 7.4 Member Primary Data I _l _, I I .in. I L.ie1 v L.ie.v,...,. Cnnlinn/CFo..e Y.- nuainn nne.n.lel nu ;i 1 POLE BN1 POLE TOP POLE Column SS Pip A53 GrB Typical 2• BRACE-1` _BN3 'N9 L-V-BRACE VBrace Sin le:., A36 Gr.36 T ical, 3 BRACE-2 BN4 N20 L-V-BRACE VBrace Single ... A36 Gr.36 Typical 4 . POLE2. BN2 N19 POLE . Column SS Pip . A53 GrB Typical 5 C-BEAM1 PIPE_ANT_S N16 H-POLE Column Pie A53 GrB Typical 6 ... C-BEAM2 PIFE_ANT T -' N17 H-POLE Column Pipe A53 GrB Typical 7 M16 N32 N30 PIPE 3.5 Beam Wide Fl.. A36 Gr.36 Typical 8 .. M17 N31 N29' PIPE.'3 5 Beam Wide Fl.. A36 Gr.36 ` Typicat 9 M. N27 N28 PIPE 3.OX Beam wide Fl.. A36 Gr.36 T ical 10 M19 _ _ N38 N36 _ _ PIPE: 3.5:. Beam. wide FI_ , A36 Gr.36 Typical 11 M20 N37 N35 1 PIPE 3.5 Beam Wide Fl.. A36 Gr.36 T pical 12> M21 ` , N33 N34 PIPE 3.OX Beam Wide FL A36 Gr.36cal, Typi RISA-3D Version 12.0.0 [S:\... \... \... \... \... \... \... \NEW ANTENNA TWO POLE FRAME ROOFTOP MOUNP.6A 2 Company erin0 LLC Designer Job Number 3WAE19", Model Name Sand On The Ocean Verizon-KHA 01118/2016 Page 93 of 116 JWME Apr 28, 2014 wm Antenna using pole and base plate Checked By: sb Antenna -Ocean on the Sand Verizon-68870 Joint Loads and Enforced Displacements Joint Label L D M Direction Ma nitude Ib Ib-ft in rad Ib's^2/fi lh` 7`ft No Data to Print ... Member Point Loads (BLC 1 : DEAD LOADS) Member Distributed Loads (BLC 2: Wind +X Direction) Memberel Direction fart Macnitu End M2anituderib/ftart L patio End L patio ft'o 1 POLE X 57.5 57.5 0 0 2... BRACE-1 - _ -X - 46. 46 _0. - -- - 0 ....- , 3 BRACE-2 X 46 46 0 0 4 POLE2 X 57.5 57.5 0 0 5 C-BEAM1 X 34.5 34.5 0 0 6 C-BEAM2 X 34.5 34.5 0 _. 0 7 M18 X 144 144 0 0 8.. _ M21 - X 144- 144 0.- 0- Member Distributed Loads (BLC 3: Wind X Direction) Member Lahel Directinn. Start Mnnnifu_. Fnd Mannitndarlh/ft Fl Start I ncatin Fnd I nnatmnrft % 1 1 I POLE X -57.5 -57.5 0 0 2 BRACE-1_-. X- -46 -46 0 - 0 " 3 BRACE-2 X -46 -46 0 0 4 POLE2 X 57.5 -57.5 0' 0 5 C-BEAM1 X -34.5 -34.5 0 0 6-. -C-BEAM2_ - X 34.5 -34.5 -. 0' 0 7 M18 X -145 -145 0 0 8 M21 X -145_ -145 0 0 Member Distributed Loads (BLC 4: Wind +Z Direction) Memher I nhel niracfinn Start Ma ffi. Fnd Mannitndenh/ff R Start I ncatin Fnd 1 ncatinnrfr .1 1 1 POLE 57.5 57.5 0 0 2 BRACE 2 46 46 0 0- 3 BRACE-1 46 46 0 0 4; POLE2 WIZ _ 57.5 57.5 0 0 5 M18 34.5 34.5 0 0 6 M21 34.5 _ 34.5 0 0 Member Distributed Loads (BLC 5: Wind -Z Direction) Member Label Direction Start Ma nitu... End Ma nitude Ib/ft Start Locatio... End Location ft % 1 I POLE I Z -57.5 -57.5 0 0 2 _ BRACE-2 Z -46. 1 -46 0 1 0 3 BRACE-1 Z -46 46 0 0 4 POLE2 Z -57.5 757.5 0 0_ 5 M18 Z -34.5 -34.5 0 0 -6 -M21 - _ Z --34.5 - -34.5 0- RISA-3D Version 12.0.0 [S:\... \... \... \...\...\... \... \NEW ANTENNA TWO POLE FRAME ROOFTOP MOUNP..tM 3 Sand On The Ocean Verizon-KHA 01/18/2016 Page 94 of 116 JW1"I,E Company JWME Check 2014 dBy: ngtnee %ng, WC Designer wm Job Number Antenna using pole and base plate Checked By: sb Model Name Antenna -Ocean on the Sand Verizon-68870 Member Area Loads Joint A Joint 6 Joint C Joint D Directiorl Distribution Macinituderos No Data to Print ... Basic Load Cases RI C noerrintinn r lcnnv Y r.... le, Y r.mnh, 7 r. Ah, WN f Pnim niebih A.na R.An q..H... IPiolnM .11) 1 DEAD LOADS DL 2 2 Wind +XDirection' WL+X 8 3 Wind -XDirection WL-X 8 4 " Wind +Z Direction . WL+Z 6 5 Wind-ZDirection WL-Z 6 Load Combinations n,.--. ;..+:., e.J.,.. Pn cP nl r r., ni r en m r r., ni r rn o r.a ni (� ra P re n ro 1 ASCE ASD 1 Y DL 1 2 ,:,,, -,. "ASCE ASD 2 Y DL 1 .LL•: °1 ,dILIS, 3 ASCE ASD 3 a Y DL 1 4' cASCE ASD 5,(a) a ._ y DL ' 1 , wL+x'',6° 5 ASCE ASD 5 a b Y DL 1 WL-X .6 6c ASCEASD5 a c 'Y DL 1 WL+Z'.6 7ASCE ASD S a d Y DL 1 WL-Z .6 'ASCEASD6 a ' a Y DL 1. WL+x .45:75 LLS.75 9 ASCE ASD 6 a b Y DL 1 WL-X .45.75 LLS .75 1 A EA D6 a'c. .Y DL_ 1 WL+Z.4 LL_ 7 LL1.75 11 ASCE ASD 6 a d Y DL 1 WL-Z .45 LL .75 LLS .75 12 ASCE AS7 a ; Y . DL 6 wL+x .6' a `: 13 ASCE ASD 7 b Y DL .6 W L-X .6 14' ASCE ASD 7 c ' Y", DL'": .6 WL+Z ,6 ®" t• :.. 15 ASCE ASD 7 Y DL .6 W L-Z .6 16 _d Y 17 Y 18 Dead load only.,..- Y_ DL 1 19 Wind X onlyY WL+X 1 '20 '_ Wind -Xonl Y ,: WL-X 1,. 21 Wind Zonl Y WL+Z 1 221 Wind=Zonl" Y -,WL-Z 1 23 Y 24 t , y • 25 ASCE Strength 1 Y DL 1.4 26 ''ASCE Stren th,2 a Yes . Y 'DL - 1.2J'R6 ".LLS 1.6 RLL' :5. 27 ASCE Strength 2 b Yes Y DL 1.2 LLS 1.6 28 ':ASCE Strength 3 a Yes • Y DL . 1.2 "FILL, ILL i.5 LLS :] 29 ASCE Strength 3 (b) (a) Yes Y DL 1.2FILL W L+X .5 30 " - `ASCE Strength'3 (b) (b) ; Yes Y DL = K2 .1 LL W L`+Z '5` <" 31 ASCE Strength 3 (b) (c) Yes Y DL 1.2 . WL-X .5 '32 - ASCE Strength 3 (b) (d) ,, Yes Y <; DL'­ 1:2 RLL 1 i6 W L-Z .5' 33 ASCE Strength 3 (d) (a) Yes Y DL 1.2 WL+X .5 34" - -ASCE Strength,3 {B)'=(6y _ 'Yes Y .' "DL r. 1.2 W L+Z .5 ` 35 ASCE Strength 3 (d) (c) Yes Y DL 1.2 WL-X .5 36` `ASCEstrefigth8-(d) (d) r Yes Y' DL . 1.2 WL-Z 5 37 ASCE Strength 4 (a) (a) Yes Y DL 1.2 W L+X 1 LL .5 LLS 1 R.. .5 38 ASCE Strength4(a)(b) f Yes Y DL'".1.2WL+Z 1 LL- .5 LLS, 1" R.. ".5',_' "` 39 ASCE Strength 4 (a) (c) Yes Y DL 1.2 W L-X 1 LL .5 LLS 1 R.. .5 40 ".ASCE Strength 4'(a)`(d) Yes Y DL 1.2 W L-Z :1 L`L." 41 ASCE Strength 4 (b) (a) Yes Y DL 1.2 W L+X 1 LL .5 LLS 1 RISA-3D Version 12.0.0 [SA ... \..A..A... \...\...V.ANEW ANTENNA TWO POLE FRAME ROOFTOP MOUN-RaA4 Sand On The Ocean Verizon-KHA 01/18/2016 Page 95 of 116 3WRE191MCompany JWME Check d 14 By:Designer wm ering, 11C Job Number Antenna using pole and base plate Checked By: sb Model Name Antenna -Ocean on the Sand Verizon-68870 Load Combinations (Continued) n.­i.ai.,., Q,h- on co v1 r .- v1 r .- v1 r r- n1 r r., n r., c1 r r., o v_ o r� 42 ASCE Strength 4 (b) (b) Yes Y DIL 1.2 WL+Z1 1. LL - ' .5 1 LLS 1 1. 43 ASCE Strength 4 (b) (c) Yes Y DL 1.2 W L-X 1 LL .5 ILLS 1 1 44 . ASCE Strength 4 (b) (d) Yes; Y . DIL 1.2 W L-Z 1 LL .5 LLS 1 45 ASCE Strength 6 a Yes Y DL .9 WI-+x 1 46 ASCE Strength 6 b Yes _Y_ DL .9 WL+Z 1- 47 ASCE Strength 6 c Yes Y DL .9 W L-X 1 48 ASCE Strength 6 d Yes" Y DL .9 WL=Z 1 Joint Boundary Conditions .Inint I ahcl Y ner,nl V n,rm1 7 r4/inl Y Pm r4-H/roril V Pm r4-ft/r.rl 7 Pm r4-H/r.Hl Fnntinn 1 BN1 Reaction Reaction Reaction Reaction Reaction Reaction 2. _N9 3 BN3 Reaction Reaction Reaction Reaction Reaction Reaction 4, BN2 _ Reaction Reaction Reaction_ Reaction Reaction Reaction 5 N20 6 •' BN4 Reaction Reaction _ Reaction_ Reaction _ Reaction_ Reaction Envelope Joint Reactions Wn t Y rlhl I f: V Uhl 1 C 7 rlhl I (. MY rlh-ttl I C MV rlh-Rl I (: LA711h-Nl I r` 1 BN1 m.. 51.107 40 2648.722 37 1167.852 48 40 14.24 38 445.753 47 2 i -38:628 46. -2567.19 47 -1182.839 46 38 . -14.239 40 -475.79 37 3 B_N3 m.. 2290.67 47 2600.49 47 163.434 4040 14.239 40 0 26 4 ' i -2294:713 37 -2604.322 37... -163 723 38 38 -14.24 .�_..38 0. _.26 5 BN2 m.. 51.107 38 2648.722 37 1182.839 4840 MA238, 14.239 38 445.753 47 6 i:-38.628 48 -2567.19 47.-1167.852:46- 38-14.24 40 -475.79 377 BN4 m.. 2290.67 47 2600.49 47 163.723 40 40 14.24 40 0 26 8 -2294.713 37' -2604.322 37 -163.434 38 38 -14.239 - 38 0 ' 26 9 Totals: m.. 4555.783 39 88.8 39 2677.783 48 10 -4543.783 45_ 66.6 45 -2677.783 46 Envelope A(SC 14th(360-10): LRFD Steel Code Checks Kfi-k r clone r_Ae I .... I r cA..... I .. I r ..6ro.. 11 .1 nA Ni ehl+AAn -. rk rnn 1 POLE PIPE_4.OX .421 0 40 .031 1 0 1 40 67689.... 130410 1 14516.25 14516.25 2.029 H1-1b 2 BRACE-1 L4z4x8 .094 3.4. 47 .019 1 0 z 38 64339.... _121500 5480.406 12206.7.:'1.136 H2-1 3 BRACE-2 L4x4x8 .094 3.4... 47 .019 1 0 z 40 64339.... 121500 5480.406 12206.7.. 1.136 1­12-1 4 POLE2 PIPE 4.0X .421 0 38 .031 1 0 38 67689.... 130410 14516.25. 14516.25 2.029 H1-1b 5 C-BEAM1 PIPE_3.0x .191 1 38 .046 7 40 62145.... 89145 7638.75 7638.75 1.923 HI -lb 6' C-BEAM2 PIPE_3.0X _194 7 46 .064 8 37 62145.... 89145 7638.75 7638.75 1.923 HI -lb 7 M16 PIPE 3.5 .186 0 38 .291 0 38 80661.... 81000 8181 8181 1.241 1­13-6 8 M17 PIPE'3.5 .157 0 38 _284 0 38'.80661.... 81000 8181 8181 1.002 1­13-6 9 M18 PIPE_3.OX .222 1.6... 38 .116 1.6... 38 74417.... 91692 7857 785714.4021H1-1b 10 M19 PIPE 3.5 .186 0 40 291 0 40 80661.... 81000 1 8181 8181 11.241 1­13-6 11 M20 IPIPE 3.5 .157 0 40 .284 0 40 80661.... 1 81000 8181 8181 1.002 H3-6 12 M21 I PIPE_3:ox .222 1.6.. 40 .116 1.6... 40 74417.... 1 91692 1 7857. 7857. 4.402 H1-1b RISA-3D Version 12.0.0 [S:\... \...\..A ... \...\...\... \NEW ANTENNA TWO POLE FRAME ROOFTOP MOUNpE2A 5 Sand On The Ocean Vedzon-KHA 01/182016 Pa a 96 of 116 Sand On The Ocean 4/28/2014 ugineering us- Equipment Cabinets Load Calculations Verizon Site 68870 ANTENNA FRAME LOAD CALCULATIONS FOR SLAB PLACEMENT Unit Definition ASCE 7-10 (CH 29) Define miscellaneous unit variables. bf IV �100016 kip ft ft2 ft3 n2 psi ❑ Ibf .2 Site Eocation Sand on the Ocean LEGEND Site#68870 INPUT CAL&ATIONS RESULTS'' 3100 N A1A Fort Pierce, FL St. Lucie County COdeS Design Codes: 2010 Florida Building Code Reference Codes: ASCE 7-10,ACI 318-05 and AISC.Steel Construction Manual,14th Ed. Assumptions S:WWMEWobsVHAIVe6zonWireless168870-SAND Designed by:WM-SB MathCAD Page 1 of 2 ON THE OCEANICALCULATIONStANTENNA 1ANTENNA - Slab loading calculations.xmcd Sand On The Ocean Verizon-KHA 01/182016 Page 97 of 116 Sand On The Ocean 4/28/2014 ngineerinq, LLC Equipment Cabinets Load Calculations Verizon Site 68870 Cabinets are located in enclosed equipment room Floor slab is 8" thick with steel #4 @ 12" Note Steel placement taken for best info available -but no verifiable info is available related to steel. Check Shear loading in cabinet(punching) (� := 0.75 Page 2-9 Simplified Design a:= 1.0 fprimee:= 2500psi bµ,:= 4. 12in = 48-in tsaab ` Sin d := 0.5-tslab = 4-in effective depth 0..allowed = (�-2-X- fprimWsi)-bwd Eq 11-3 ACI page 158 0..allowed = 14400dbf Vc.�q,,;�d:= 2400Ibf Vc req"ued' UCstieai V callowed -- 0.167 Punching Shear Unity Code UCcheck.shear := OK" if V...piwd < 0..allowed "Fails --check loading of cabinets" otherwise UCcheckstiear S:WWMEIJobsMAIVe6zonWireless168870-SAND Designed by:VVM-SB MathCADPage 20f2 ON THE OCEANICALCULATIONSIANTENNA ANTENNA -Slab loading calcula6ons.xmcd 4 Sand On The Ocean Verizon-KHA 01/1 Profis Anchor 2.4.6 Company: JWME Page: 1 Specifier: win Project: Address: 2605 NW 34TH TERRACE GAINESVILLE, FL 32605 Sub -Project I Pos. No.: Phone I Fax: 352-505-8890 1 Date: 4/28/2014 E-Mail: Specifier's comments: 1 Input data Anchortype and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Kwik Bolt 3 - HDG 112 (3 114) hat.aa = 3.250 in., hnam = 3.563 in. Carbon Steel ESR-2302 6/1/2012 112/1/2013 Proof: design method ACI 318-11 / Mach. Stand-off installation: eb= 0.000 in. (no stand-0ff); t= 0.500 in. Anchor plate: I, x Iy x t = 12.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: Round HSS, Steel pipe (AISC); (L x W x T) = 5.560 in. x 5.560 in. x 0.375 in. Base material: uncracked concrete, 2500, fs' = 2500 psi; h = 8.000 in. Installation: hammer drilled hale, installation condition: dry Reinforcement: tension: condition B, shear, condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Geometry [in.] & Loading [lb, in.lb] z; N �t Input data and results must be aheded for agreement with the edsting conditions and for plausibilgy! PROFIS Ancbor(c) 20032009 Hilt AG, FL-94945chaan Hi!fiisamgistemd TmdemadWHitliAG,Sdiam e Company: Specifier: Address: Phone I Fax: E-Mail: Sand On The Ocean Verizon-KHA 01/1 Profis Anchor 2.4.6 JWME Page: win Project: 2605 NW 34TH TERRACE GAINESVILLE, FL 32605 Sub -Project I Pas. No.: 352-505-88901 Date: 2 Load case/Resulting anchor forces Load rase: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear forcex Shear force 1 0 143 9 143 2 0 146 9 146 3 0 149 9 149 4 1200 143 6 143 5 1200 149 6 149 6 2472 143 4 143 7 2472 146 4 146 8 2472 149 4 149 max. concrete compressive strain: 0.16 [%a] max. concrete compressive stress: 677 [psi] resulting tension force in (x/y)=(0.000/3.400): 9817 Jib] resulting compression force in (x/y)=(0.0001-5.415): 7133 [Ib] 3 Tension load K 412812014 06 07 08 To ion 04 x 05 �01 02 3 0' Load Na, [lb] Capacity ON, [lb] Utilization 6R = Na, ^ Status Steel Strength` 2472 8745 29 OK Pullout Strength` 2472 4251 59 OK Concrete Breakout Strength` 9817 11232 88 OK *anchor having the highest loading "anchor group (anchors intension) 3.1 Steel Strength Ns, = ESR value refer to ICC-ES ESR-2302 0 NamalZ Naa ACI 318-11 Table D.4.1.1 Variables in Ase.N [in'] fuss [psi] 1 0.11 106000 Calculations N:a []b] 11660 Results Nsa []b] mstaa? 0 Ns. [lbl Nus [ b] 11660 0.750 8745 2472 Input data and results must be checked for sgmementwth the a dsgng andidons and for plausibility? PROMS Anchor( c) 2003-2009 Him AG, FL-9494 Schaan HIM is a registered Tmdemadc of Hilo AG, Stlaan Sand On The Ocean Vedzon-KHA 01/1 w .hiltl.us Company: JWME Page: Specifier: wm Project: Address: 2605 NW 34TH TERRACE GAINESVILLE, FL 32605 Sub -Project I Pos. No.: Phone I Fax: 352-505-8890 1 Date: E-Mail: 3.2 Pullout Strength �� Npn,f, = N1.2500 ].a UK refer to ICC-ES ESR-2302 Npn,f, a Nee ACT 318-11 Table D.4.1.1 Variables fc [psil 11a N21250o jib] 2500 1.000 6540 Calculations p 2500 1.000 Results None [Ib] Aoanorete A Nonf. [lb] Nna [Ib] 6540 0.650 4251 2472 3.3 Concrete Breakout Strength Nwa ' We4N Wed.N WeN Wep,N Nb ACI 318-11 Eq. (D-4) \ANW N,,, > Nna ACI 318-11 Table D.4.1.1 ANe see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANcg = 9 hef ACI 318-11 Eq. (D-5) 1 WegN = 2 eN51.0 1+3 ACI 318-11 Eq. (D-8) he,) Wed.N ll = 0.7 + 0.3 / Ca,mmr/ 5 1.0 ACI 318-11 Eq. (D-10) Ww.e = MAX /ca_mm 1.5her\ < 1.0 ' ACI 318-11 Eq. (D-12) `` cap eac / Ne = ke as f hep5 ACI 318-11 Eq. (D-6) Variables her [In.] ed N [in.] eu N [in.] ca mm [in.] WSN 3.260 0.000 0.700 m 1.000 gae [in.] kc xa {o [psi] 5.750 24 1.000 2500 Profis Anchor 2.4.6 UXIARIGEI Calculations AN. [in 2] ANaO [Tn 2] Went N Wer2 N Wed N Wcn.N Ne [Ib] 267.19 95.06 1.000 0.874 1.000 1.000 7031 Results Nmg [1b] Own=ate b N,, [Ib] Nue [Ib] 17280 0.650 11232 9817 Input data and results must be cftetl ed for agreement witfN Ube emstmg conditions and for plausibility) PROFISAncbor(c)200 2009HiIti AG,FL-94 SWaan HilbisamgisWmdTmdema*of HllOAG,Sc aan l Sand On The Ocean Verizon-KHA 01/1 Profis Anchor 2.4.6 Company: JWME Page: 4 Specter: wm Project: Address: 2605 NW 34TH TERRACE GAINESVILLE, FL 32605 Sub -Project I Pos. No.: Phone I Fax: 352-505-8890 1 Date: 412812014 E-Mail: 4 Shear load Load Vu, [lb] Capacity �Va jib] Utilization gv = VuAVn Status Steel Strength* 149 3815 4 OK Steel failure (with lever arm)' N/A NIA NIA N/A Pryoul Strength' 1168 35396 4 OK Concrete edge failure in direction " N/A NIA NIA NIA anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength V,a = ESR value refer to.ICC-ES ESR-2302 � VsNel z Vua ACI 318-11 Table D.4.1.1 Variables n Nev [in 2] f as [psi] 1 0.11 106000 Calculations Vs. [lb] 5870 Results Vs. [Ib] baeel $ V. jib] V„e [Ib] 5870 0.650 3815 149 4.2 Pryout Strength Vwg = kw [(ANC r(ANel 1 WeeN Wed.N W=N Ww.N Nb! ACI 318-11 Eq. (0-41) V� 2 Vaa ACI 318-11 Table D.4.1.1 AN, see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANC = 9 her ACI 318-11 Eq. (D-5) 1 WmN = 1 + 2 eN 51.0 ACI 318-11 Eq. (D-8) 3 her Wed, = 0.7 + 0.3 1 ca'mm) 51.0 ACI 318-11 Eq. (D-10) Ww.N = MAX /c_aan 1.5her\ 1.0 ACI 318-1 t Eq. (D-12) Nb = ke /,a �Ff. he75 ACI 318-11 Eq. (D-6) Variables kw her lm.l em.N[in.] eezN find camin fin.] 2 3.250 0.133 0.006 Wr N cae fin.] ke 1. {o [psi] 1.000 5.750 24 1.000 2500 Calculations AN. [in.� AW [in.J Wect N Wer2N Wed N WW N Nb [Ib] 351.56 95.06 0.974 0.999 1.000 1.000 7031 Results Vwa [Ib] bmnmete 0 V„g [lb] Vue [lb] 50566 0.700 35396 1168 Input data and results must be checked for agreementwida the emsting conditions and for plausibilityl PROFISAnnc.r(c)20012009HiIb AG,FL.N4 Schaan Hilt isareg1.%ued Tredemarkof Hilti AG, Schaan Sand On The Ocean Verizon-KHA 0111 Profis Anchor 2.4.6 Company: JWME Page: 5 Specifier: wm Project: Address: 2605 NW 34TH TERRACE GAINESVILLE, FL 32605 Sub -Project I Pos. No.: Phone I Fax: 352-505-8890 1 Date: 4/2812014 E-Mail: 5 Combined tension and shear loads ON pv t; Utilization(1N,v [%] Status 0.874 0.039 1.000 77 OK ONV = (ON + (iv) / 1.2 <= 1 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFS Anchor. Load re -distributions 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 loading! • Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • Hilb post -installed anchors shall be installed in accordance with the Hilli Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-11, Part D.9.1 Fastening meets the design criteria! Input data and results must be cliecl ed for agreementanth the existing contl2ons and for plausibility! PROFIS Anchor (c) 200b2009 Hilt) AG, FL-9494 SM aan Hilb is a registered Tmdemai of Hilti AG, SOiaan Sand On The Ocean Verizon-KHA 01/1 www.hilti.us Profis Anchor 2.4.6 Company: JWME Page: 6 Specifier: win Project: Address: 2605 NW 34TH TERRACE GAINESVILLE, FL 32605 Sub -Project I Pos. No.: Phone I Fax: 352-505-8890 1 Date: 4/2812014 E-Mail: 7 Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt 3 - HDG, 1/2 (3 1/4) Profile: Round HSS, Steel pipe (AISC); 5.560 x 5.560 x 0.375 in. Installation torque: 480.001 in.lb Hole diameter in the fixture: df = 0.563 in. Hole diameter in the base material: 0.500 in. Plate thickness (input): 0.500 in. Hole depth in the base material: 4.000 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 8.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Coordinates Anchor in. Anchor x y c.s c,x c-r c,t. 1 -4.500 -4.500 - - - - 2 0.000 4.500 - - - - 3 4.500 4.500 - - - - 4 4.500 0.000 - - - - Anchor x y c-,r c„ c, c,t, 5 4.600 0.000 - - - - 6 4.500 4.500 - - - - 7 0.000 4.500 - - - - 8 4.500 4.500 - - - - Input data and results must be created for agreement vnth die e)ostng conditions and for plause,1141 PROFISAncror(c)200b2009Hilfi AG.FL-94 Scraan Hilt is a registered Trademark of Hill AG. scraan Sand On The Ocean Verizon-KHA 0111 www.hiltims Profis Anchor 2.4.6 Company: JWME Page: 7 Specifier. win Project: Address: 2605 NW 34TH TERRACE GAINESVILLE, FL 32605 Sub -Project I Pos. No.: Phone I Fax: 352-505-8890 1 Date: 428/2014 E-Mail: 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hild 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 Hild Website. Hill 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. Input data and results must be checked foragreementwith the eAsbng conditions and for plausibility! PROFIS Mchor (c) 200Y2009 HiN AG, FL-Ua Sohaan Hilti is a registered Trademark of Hilt) AG Selman r Sand On The Ocean Verizon-KHA 011182016 Page 105 of 116 � �'� Verizon a Ocean 4la Mount ngineerug, LLC Sand On The Ocean Antenna Mount WMI00AMM200 Antenna Bracket Check NOTE: UC</= 1 Pass, UC> 1 Fail LEGEND UNIT DEFINITION INPUT CALCUATIONS 'RESULTS Ibf Ibf Ibf 3 kip 2 3 plf = 1 •— psf = l — pcf = 1 �— kip = 1 x IO Ibf ksi = 1 �— SF := ft CF ft ft ft2 ft3 in " �--� Connector := WM-100L . Number of Connectors "CIW-221" n 0..i- I WM100/WM200 Connector Check DLWM.200 2301b Max combined load weight rating of WM100 connector (from manufacturer) WLWM200 11301bf max allowed wind load per manufacturer spec sheet These calculations are based upon the manufacturer's specification and the specified wind loads are based upon area therefore the manufacturers values account for moment, etc. Wind Pressures for antenna and pipe computed using Mecca Wind Loading Program Using Antenna CSS X7CAP-665 'antenna : 138psf Wpipe,=_ li8psf hantenna:.height- 72m dantenr a.depth - 5- ELrop:Antenna Eltop.wn100 - 155ft ELBot.wm100- 151ft E+L�tenna'= 36Ib I)Lpipestandbff=^ 301b j �1 Wantenna.width 12.5a ELBot.Antenna ELtop.Antenna- hantennaheight S:UWME\Jobs\KHA\Verizon Wireless 1 of 2 Sand On The Ocean Verizon-KHA 01/182016 Page 106 of 116 rizon 3WRE191le8870eAng,LIC Sa de On The Ocean Ante nra$Moulnt WM1001WM200 Compute forces on wall connectors This assumes the Antenna is "lollopoped" above connectors Sum the moment about bottom connector to get wind force on top WM100 Connector hantena.heigh[ L1 := EL[op.An[enna — 2 — ELBot.wm100 = 2 It L2 := E1top.wm100 — FLBot.wm100 = 4 ft L Twind.top.WM100' Wantenna (hantena.heighfwantena.width)' 1 = 431.2516f L2 LFwind:= 0.6 Load combination factor forASD wind Rwind.required.bmcket'= LFwind'Twind.top.WM100 = 258.75IV LFdead 1.0 Rdead.required.bracket LFdead'(DLantenna + DLpipe.standoff). 2 = 33lbf UC Rdead.required.bracket _ O.I43 dead :_ DLWM.200 Rwind.required.bracket UCwind = 0.229 WLWM200 Unity Code of Dead Load Capacity of WM 200 Connector Unity Code of wind Load Capacity of WM 200 Connector S:UWME\Jobs\KHA\Verizon Wireless 2 of 2 Sand On The Ocean Ve - HIT-HY 200 Adhesive Anchoring System 3.2.3 3.2.3.3 Hilt! HIT-HY 200-AR Adhesive with Hilti HAS threaded rod Figure 9 -HAS threaded rod installation conditions m c Uncracked concrete Dry a Hammer drilling with carbide tipped drill bit .,-00_ concrete �. v--' i V 9 F= L e. o o . o Cracked ne Water saturated E IL ,��^--�-f�i1�_--, Hilti TE-CD or TE-YD Hollow Drill Bit concrete ao concrete LI Table 38 - HAS threaded rod specifications Nominal rod diameter Setting information Symbol Units 3/8 1/2 5/8 3/4 7/8 1 1-1/4 Nominal bit diameter d in. 7/16 9/16 3/4 7/8 1 1-1/8 1-3/8 in. 3-3/8 4-1/2 5-5/8 6-3/4 7-7/8 9 11-1/4 Standard effective embedment hd" (mm) (86) (114) (143) (171) (200) (229) (286) in. 2-3/8 2-3/4 3-1/8 3-1/2 3-1/2 4 5 Effective minimum hn.mm (mm) (60) (70) (79) (89) (89) (102) 127) in. 7-1/2 10 12.1/2 15 17-1/2 20 25 embedment maximum he. (mm) (191) (254) (318) (381) 1 (445) (508) 1 (635) Fixture hole through -set in. 1/2 5/8 13/161 15/161 1.1/81 1-1/41 1-1/21 diameter Fixture hole preset in. 7/16 9/16 11/16 13/16 15/16 1-1/6 1-3/8 diameter Installation torque T. ff-lb 15 30 60 100 125 150 200 (Nm) (20) (40) (80) (136) (169) (203) (271) 1 Install using (2) washers. See Figure 11. Figure 10 - HAS threaded rods har / het Sid Figure 11 - Installation with (2) washers Ho HAS-E carbon steel threaded rod specifications Carbon steel rods conform to ISO 898 class 5.8 with a minimum tensile strength of 72.5 ksi (500 MPa) and a minimum yield strenoth of 58 ksi (400 MPa). HAS-E nuts conform to SAE J995 Grade 5. HAS-E washers conform to ASTM F884, HV, and ANSI B18.22.1 Type A Plain. HAS-E rod, nut and washer has an electroplated zinc coating conforming to ASTM B633, SC 1. HAS Super high strength threaded rod specifications Carbon steel rods manufactured from ASTM A193, Grade B7, with a minimum tensile strength of 125 ksi (862 MPa) and a minimum yield strength of 105 ksi (724 MPa). ' HAS Super nuts conform to SAE J995 Grade 5. HAS Super washers conform to ASTM F884, HV, and ANSI 1318.22.1 Type A Plain. HAS Super rods, nuts and washers, except the 7/8-in. diameter, have an electroplated zinc coating conforming to ASTM B633, SC1. 7/8-in. HAS Super rods, nuts and washers are hot -dip galvanized in accordance with ASTM A153. HAS-R 304 stainless steel 3/8-, 1/2- and 5/8-in. rods manufactured from AISI Type 304 stainless steel with a minimum tensile strength of 100 ksi (689 MPa) and a minimum yield strength of 65 ksi (448 MPa). 3/4-, 1- and 1 1/4-in. rods are manufactured from AISI Type 304 stainless steel conforming to ASTM F593 Condition CW or cold worked. AISI Type 304 stainless steel nuts conform to ASTM F594. AISI Tvoe 304 stainless steel washers conform to ASTM A240 and ANSI 818.22.1 Type A Plain. HAS-R 316 stainless steel and 5/8-in. rods manufactured from AISI Type 316 stainless steel with a minimum tensile strength of AISI Type 316 stainless steel nuts conform to ASTM F594. AISI Type 316 stainless steel washers conform to ASTM A240 and ANSI 1318.22.1 Type A Plain. Hilll, Inc. (LJS)1-800-879-60001 �.Us.hinl.com 1 en espaicl 1-800-879-50001 HON(Canada) Corp. 1-800-363-44581 w hlttLca I Anchor Fastening Technical Guide 2014 81 Sand On The Ocean Verizon-KHA 01/18/2016 Page 108 of td6 3.2.3 HIT-HY 200 Adhesive Anchoring System Table 39 - Hilti HIT-HY 200 adhesive design strength with concrete/ bond failure for threaded rod in uncracked concrete 1-2A4h&7a Nominal Tension -MN� or K Shear- W. or V, f', - 2500 psi f, - 30D0 psi f. = 4000 psi f, - 6000 psi f', = 2500 psi f'. = 3000 psi f', - 4000 psi f'e = 6000 psi anchor Effective diameter embedment (172 Mpa) (20.7 Mpa) (27.6 Mpa) (41 A Mpa) (172 Mpa) (20.7 Mpa) (27.6 Mpa) (41.4 Mpa) In. in. (mm) lb (kN) lb (kN) lb (M) Ib (kh0 lb (kN) lb (k51) Ib (M) lb (M) 2-3/8 2,855 3,125 3.415 3,620 3,075 3,370 3,680 3.900 60 12. 13.9 15.2 16.1 13. 15.0 16.4 17.3 3-3/8 4,835 4,855 4.855 5,150 10.415 10,460 10,460 11,085 86 21. 21.6 1.6 2.9 46.3 46. 46.5 493 3/8 4-1/2 6,475 6,475 6,475 6.865 13,945 13,945 13.945 14.785 11A 28.8 8. 28.8 0.5 62.0 62.0 62.0 65.8 7-1/2 10,790 10,790 10,790 11,440 23,245 23,245 23,245 24,640 19t 48.0 48. 48.0 50.9 103.4 103.4 103.4 109.6 2-3/4 3.555 3,895 4,500 5,510 7,660 8,395 9,690 11,870 0 15.8 17.3 20.0 24.5 34.1 7.3 43.1 2.8 4-1/2 7,445 8.155 6,635 9,150 16,035 17,570 18,595 19,710 114 3.1 36.3 38.4 40. 1.3 8.2 82. 7. 12 6 11,466 11,510 11,510 12.200 24.690 24,795 24,795 26,280 152 51.0 51.2 512 54.3 109.8 1108 110.3 116.9 10 19,185 19.185 19,185 20,335 41,320 41,320 41,320 43,800 Sd 5.3 65.3 .3 0. 183.8 183.8 183.8 94. 3-1/8 4.310 4,720 5,450 6,675 9.280 10.165 11.740 14,380 9 19.2 21.0 42 29. 41.3 45.2 52.2(64-01 5-518 10.405 11,400 13.165 14,300 22,415 24.550 28,350 30,795 143 46.3 50. 58.6 63. 99. 109.2 126.1 137,0 5/8 7-12 16,020 17,550 17,985 19,065 34.505 37,800 38.740 41,065 19/ 1.3 8.1 0.0 84.8 153. 168.1 172. 182. 12-1/2 29,975 29,975 29,975 31,775 64,565 64,565 64,565 68,440 318 133.3 133.3 133.3 141.3 287.2 287.2 287.2 04.4 3-1/2 5,106 5.595 6,460 7,910 ll,000 12,050 13,915 17.040 89 2. 24.9 28. 5.2 48.9 53.6 61.9 5.8 6-3/4 13,680 14,985 17,305 20,590 29.460 32,275 37,265 44,350 171 60.9 66. 7.0 91.8 131.0 143.E 165.8 197.3 3/4 9 21,060 23,070 25.900 27,455 45,360 49,690 55,785 59,130 29 3. 102.E 1152 122.1 01.6 221.0 48.1 63.0 15 43,165 43,165 43,165 45,755 92,975 92,975 92,975 98,550 (3811 092.0)192.0 192.0 203. 413. 413.E 413.6 438.4 3-1/2 5,105 5,595 6,460 7,910 11.000 12,050 13,915 17,040 89 2. 4.9 28. 35.2 48.9 53.6) (61.91 5.8 7-7/e 17,235 18.885 21,805 26,705 37,125 40.670 46,960 57,515 00 6. 4.0 7.0 118.8 165.1 180.9 08.9 255.8 7/8 10-1/2 26,540 29,070 33,570 37.365 57,160 62,615 72,300 80,485 26 118.1 129.3 149.3 166.2 64.3 278.5 21. 58.o 17-1/2 57,100 58,755 58,755 62,280 122,990 126.545 126,545 134.140 44 254.0 261.4 261.4 277.0 547.1 562.9 562.9 596. 4 6,240 6,835 7.895 9.665 13'"0 14,725 17.000 20,820 102 7.8 0.4 .1 43.0 59.8 65. 5.6f92.61 9 21,060 23,070 26,640 32,625 45,360 49.690 57,375 70,270 29 3. 102.6 118 145.1 201.8 1.0 255.2 12.6 1 12 32.426 35,520 41,015 48,805 69,835 76,500 88,335 105,120 05 144.2 158-0 182.4 217.1 10. 0.3 392.9 467. 20 69,765 76,425 76,740 81.345 150,265 164,605 165285 175,205 508 10.3 40.0 41.4 61.8 668.4 32.2 35.2 79.3 5 8,720 9,555 11,030 13,510 18,785 20,575 23,760 29,100 12 8.8 42. 49.1 60.1 83.6 1.5 105. 129.4 11-1/4 29,430 32.240 37,230 45,595 63,395 69,445 80,185 98,205 286 130.9 143.4 165.E 202.8 82.0 08.9 56. 436.8 1 1/4 15 45,315 49,640 57,320 70,200 97,600 106,915 123,455 151,200 81 O1. 0.8 255.0 312.3 434.1 475.6 549.2 672.6 25 97,Soo 106,805 119,905 127,100 210,000 230.045 258,260 273,755 635 433. 475.1 533.4 565.4 .1 1023.3 1148.8 1217. 1 See section 3.1.7 far explanation on developmem of load values. 2 See wagon 3.1.73 to carved design strength(Fdctered resistance) valueto AM value. 3 Unear Interpolation between embedment depths and concrete compressive strengths is rat permitted. 4 Apply spacing. edge distance, and concrete Wckress factors in tables 42 - 55 as necessary. Compare to the steel values In table 41. The lesser of the values is to be used for he design. 5 Data is for Walpembxm moue A: Max. shod term temperature -IN' F (40-q, max. long term temperature-75° F (24° Q. For lemperetae range B: Max. short term temperature - 176° F (80° C), max long term temperature -122° F (5m C) multiply above value by O.M. For temperature range C Max. short teem temperature - Ntto F (1200 q, mac long team temper num -16-F (7r C) mutiply above value by 0.70. Short term elevated contents temperatures are hose that occur over brief intervals, e.g., as a reset of c mat cycling. long term concrete temperatures are roughly constant over significant periods of time. 6 Tabular values are for dry cvxrete conotions. Far water saturated raves muldply design strength (factored resistace) by 0.86, 7 Tabular values era for short tern beds only. For sustained loads indumrg overhead use, see section 11.7.5. 8 Tabular values are for normal weight concrete only. For lightweight concrete, multiply design sbength(factored resistance) by)y as follows: For sat -lightweight, A, - 051. For all -lightweight, k a OAS. 62 Hi1ti,mc.(US)1-800-879-80001 www.us.hMoom I enespanoll-800-879-50001 Hili(Camda) Corp. 1-8004103-4458I w Jflftl.ra I Anchor Fastening Technical Guide 2014 Sand On The Ocean Ver HIT-HY 200 Adhesive Anchoring System 3.2.3 Table 40 - Hilti HIT-HY 200 adhesive design strength with concrete/ bond failure for threaded rod in cracked concrete tQ7ae Nominal Tension - ON. or N, Shear- Ova or %, f', = 2500 psi /', = 3000 psi f'. = 4000 psi J', = 6000 psi /', = 2500 psi /', = 3000 psi f', = 4000 psi f', = 6000 psi anchor Effective diameter embedment (17.2 Mpa) (20.7 Mpa) (27.6 Mpa) (41.4 Mpa) (17.2 Mpa) (20.7 Mpa) (27.6 Mpa) (41.4 Mpa) in. in. (mm) Ile (kN) lb (kN) lb (kN) Ile (kN) Ile (kN) Ib (kN) Ile (kN) lb (kN) 2-3/8 1,900 1,900 1,900 2,015 2,045 2,045 2,045 2,165 60 8.5 8.5 8.5 .0 9.1 9.1 9.1 9.6 3-3/8 2,700 2,700 2.700 2,860 5,810 5,810 5.810 6,160 86 12.0 12.0 12.0 12. 25.8 25.8 5.8 27.4 3/8 4-1/2 3,600 3,6D0 3,600 3,815 7,750 7,750 7,750 8,215 114 16-0 16.0 16-0 17.0 4.5 34.5 .5 36.5 7-1/2 5.995 5,995 5.995 6,355 12,915 12,915 12,915 13,690 191 26. 6. 26. 8.3 57.4 57.4 57.4 60.9 2-3/4 2,520 2,760 2,950 3,130 5,425 5.945 6,355 6,735 0 11.2 12.3 13.7 13.9 24.1 26-4 28.3 30.0 4-1/2 4,830 4,830 4,830 5,120 10,400 10,400 10,400 11,025 114 21. 21.5 1. 22.8 46.3 46.3 46.3 49.0 1/1 14,700 6 6,440 6,440 6,440 6,825 13,870 13.870 13,870 15 8.6 8. 8.6 30.4 61.7 61. 61. 65.4 10 10,730 10,730 10,730 11,375 23,115 23,115 23,115 24,500 54 47. 47.7 47. 50.6 102.8 102.8 102.8 109.0 3-1/8 3,050 3,345 3,860 4,470 6,575 7,200 8,315 9.625 9 13.6 14.9 17.2 19.9 92 32.0 37.0 42.8 5-5/8 7,370 7,590 7,590 8,045 15,875 16,345 16,345 17,325 143 32.8 a 33.8 35.8 0.6 2. 2. 7.1 518 7-1/2 10.120 10,120 10,120 10,725 21,790 21,790 21,790 23,100 191 45.0 45.0 45.0 47. 6.9 96.9 96.9 102.8 12-1/2 16,865 16,865 16,865 17,875 36,320 36,320 36,320 38,500 18 5.0 5.0 5.0 9.5 161.6 161.6 161.8 171.3 3-1/2 3,620 3,965 4,575 5,605 7,790 8,535 9,855 12,070 89 6.1 17.6 0.4 24.9 .7 38.0 43.8 53. 6-3/4 9,690 10,615 10,980 11.635 20,870 22,860 23,645 25,065 171 43.1 472 48.8 51.6 92.8 101. 105.2 111. 3/4 9 14,640 14.640 14,640 15,515 31,530 31,530 31.530 33,420 229 65.1 65.1 65.1 6ao 140.3 140.3 140.3 148. 15 24,395 24,395 24,395 25.860 52,550 52,550 52,550 55,700 381 108.5 108. 10as 115-0 33.6 233.8 33.8 47.8 3-1/2 3,620 3,965 4,575 5,605 7,790 8.535 9,855 12,070 89 16.1 17.6 20.4 4.9 38.0 43.8 53. 7-7/8 12,210 12.666 12,665 13,425 26,300 27275 27,275 28,910 20 54.3 56.3 56.3 59. 117.0 121.3 121.3 128.6 7/8 10-1/2 16,885 16,885 16,885 17,900 36,370 36,370 36,370 38,550 6 5.1 5.1 5.1 9. 161.6 161.E 161.8 171.5 17-1/2 28,140 28,140 28,140 29,830 60,615 60,615 60,615 64,250 44 125.2 125.2 252 132. 69.6 269.6 69. 285.8 4 4,420 4,840 5,590 6,845 9,520 10.430 12,040 14,750 102 19. 21. 4.9 0.4 42.3 46.4 53. 65.6 9 14,920 16,340 16,615 17,610 32.130 35,195 35,785 37.930 229 66.4 2. 3.9 8.3 142.9 156.6 1591 168. 1 12 22,150 22.150 22,150 2 4480 47.710 47,710 47,710 50,575 305 8. 98. 8.5 104.4 2122 2122 212.2 25.0 20 36,920 36,920 36,920 39,135 79.520 79,520 79.520 94,290 508 164.2 164.2 164.2 174.1 353. 53. 353. 374.9 5 6,175 6,765 7,815 9,670 13,305 14,575 16.830 20,610 12 7. 0.1 34.8 42.6 59.2 64.8 4.9 1. 11-1/4 20,850 22,840 26,130 27,700 44,905 49,190 56,285 59,660 86 2. 01.6 116.2 123.2 199. 218.8 50.4 265.4 1 1/4 15 32,095 34.840 34,840 36,935 69,135 75.045 75,045 79,545 381 142.8 155.0 55.0 164.3 307 33.8) P53.8 25 58,070 58,070 58,070 61,555 125,075 125,075 125,075 132,580 63 258.3 258.3 5a.3 273.8 556.4 556.4 556.4 589.7 1 See section 3.1.7 forexp anafim on de dopment of bad vMum. 2 See sxtian 3.1.73 to comad design strength (factored resistance) value W Aso value. 3 linear Interpolation between embedment depths and concrete compressive strengths is not pemdtted. 4 Apply spacing, edge distance, and conmate thickness factors in tables 42 - 55 as necessary. Compare to Me steel values in table 41. The lesser of the values le W be used for We design. 5 Date is for temperature range Au Max. shad term temperature-1W F (40' C), mac long term temperature - 75° F (24' C). For temperature range 8: Max. shod term temperature -176° F PW C), max. long team temperature -1W F (50° C) multiply above value by 0-60. For temperature range G` Max. short term temperature -24r F(120° Q. mac long term tampeatum -16V F (7r C) multiply above value by 0.70. Shed term elevated concrete temperatures are these that occur over brief Imervdls. e.g.. as a result of diurnal cycling. Long tens concrete temperatures are roughly constant over significant periods of time. 6 Tabdar values are for dry concrete condNons- For water saturated concrete multiply design strength (factored resistance) by 0.85. 7 TaWrlar values are for shod term Was only. For sustained bads Including ovemead use, see section 3.1.7.5. 8 Tabula values are for control weight concrete only. For lightweight concrete, multiply design strength (hectored nesistanre) by k, as follows For Se d4ightweighl. %- OSt. For ail -lightweight, ),.0.45. 9 Tabular values are for static loads only. For seismic leads, multipy cracked concrete leader values by the following reduclian factors: 3/8-into3/4-indWnater-a -0.60 7/8-Into 1-1/4-In diameter- a=„ - 0.75 See section 3.1.7.4 for additional information on seismic applications. Hitri, Inc. (l1S)1.600-879-6000 1 www.us.hilli.com I en esparol 1-800.679-5000 1 Hi ti (Caisda) Corp. 1-800-363- 158 1 www.hil4.w I Anchor Fastening Technical Guide 2014 83 Sand On The Ocean Verizon-KHA 01/18/2016 Page,110 of 116 3.2.3 HIT-HY 200 Adhesive Anchoring System Table 41 - Steel design strength for Hilti HAS threaded rods 3 HAS-E' HAS Super ASTM A193 B75 HAS SS AISI 304/316 SS' Nominal anchor Tensile' Shear' Tensile' Shear' Tensile' Shears diameter @N- qtV- 4,N- q,V„ PN. 4,V„ in. Ib (M) lb (M) a,,' Ito (kN) lb (kN) pmav lb (kN) to (kN) q.,! 3/8 3,655 1,685 0.7 7.265 3,150 0.7 5,040 2,325 0.7 (16.3) (7.5) (32.3) (14.0) (22.4) (10.3) 6,690 3,705 13,300 6.915 9,225 51110 1/2 0.7 0.7 0.7 29.8 16.5 59.2 30.8 41.0 2. 70,650 5.900 21,190 11,020 14,690 8,135 5/8 0.7 0.7 47.4 26.2 94.3 49.0 65.3(36.2)0.7 15,765 8,730 31.360 16,305 18,480 10,235 3/4 0.7 0.7 0.1 38.6 (139.5 2.5 82.2(45.5)0.7 7/e 21,755 12,050 0.7 43,295 22.505 0.. 25,510 14.125 0.7 96.8 53.6 t92.5 100.1 113. 62.8 28.540 15,805 56,785 29,525 33,465 18,535 1 0.7 0'7 0.7 127.0 0.3 252.6 131.3 148.9 82.4 45.670 25295 90,850 47.240 53,540 29,655 1-1/4 0.7 0.7 0.7 203.1 112.5 404.1 210.1 238.2 131.9 1 Tensile - P A ,x fu, as noted in ACI 318 Appendix D 2 Shear - 4 0.60 A� , fw as noted in AC1318 Appendix D 3 See section 3.1.7.3 to convert design strength (factored resistance) value to Aso value. 4 Reduction factor for seismic shear only. See section 3.1.7A for additional information on seismic applications. 5 HAS Super rods are considered ductile steel elements. HAS standard-E and HAS SS rods are considered txittle steel elements. 84 Hilti, Ira:. (US)1.800-679.8000 1 w .us.h86.com I an espanol 1-800-879-5000 1 HIM (Canada) Corp 1-800-363-4458 1 w .h96.ca 1 Anchor Fastening Technical Guide 2014 EI �r STRUCTURAL NOTES EI � P x Cmdie lremroawdeuEoxOc«Fwmun o,K lrcµ pa PEOfiwa .Olm➢ raa N r. m em w�- -J.L PEED. 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