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Home My WebLink About20190153 Wesley Antenna Replacement Structural Analysis ,_ STRUCTURAL ANALYSIS REPORT For FA N10028180 ( 6C) Site Name: EMBURY APARTMENTS 133 Lawrence Street Saratoga Springs, NY 12866 1 Antennas Mounted to Penthouse Facade; Equipment Shelter on Rooftop , •,s, -,.5, - r J 0,1. ii Z1 li RItV, MP' -- { ii - Prepared for: 1#7"116 v ..0 CENTERLINE -11.1.1.14-1°°' atact ,imor of Dated: October 23, 2018 ii.,'" 00-P.itil Q.c Prepared by: 7,,,6, . (---)) , ar 1 .i 1 :q+ n .1 , it- 1 � to , L HUdSOt 418 52. se.„- kin-- Design Engineering PLLC =� �SS1-‘ ,c3.. - _1,.. ," . ,,,, Jr ' ileo ., .1 it 29 Hamm Road D 'Hudson, NY 12534 Phone: (978) 557-5553 www.hudsondesigngroupIIc.com •UdSOD Design Engineering PLLC SCOPE OF WORK: Hudson Design Engineering PLLC (HDE) has been authorized by AT&T to conduct a structural evaluation of the structure that will support the existing AT&T equipment located in the areas depicted in the latest HDE construction drawings. This report represents this office's findings, conclusions and recommendations pertaining to the support of AT&T's proposed equipment. This office conducted an on-site visual survey of the above areas on May 30, 2018. Attendees included Manuel Tejada (HDG-Field Technician). CONCLUSION SUMMARY: Building plans were not available and could not be obtained for our use. A limited visual survey was performed in the areas of the proposed work. The following documents were used for our reference: • Previous HDG Structural Analysis Report dated May 23, 2016. Based on our evaluation, we have determined that the existing structure IS CAPABLE of supporting the proposed equipment loading. Based on our evaluation, we have determined that the existing antenna mounts ARE NOT CAPABLE of supporting the proposed equipment loading. HDE recommends the following modifications: • Remove existing pipe masts and install new 2" X-Strong (2.38" O.D.) steel pipe masts for the proposed SBJAH4-1 D6SC-DL Antennas, secured to the existing mount (total of 2 per Gamma Sector). r- Hudso i•DI Design Engineering PLLC APPURTENANCE/EQUIPMENT CONFIGURATION: • (3) DBXLH-9090C-VTM Antennas (96.3"x15.3"x4.6" -Wt. = 50 lbs. /each) I • (3) SBNHH-1 D65C Antennas (96.5"xl 1.9"x7.1" -Wt. = 50 lbs. leach) • (3) SBNHH-1 D45C Antennas (95.9"x18.0"x7.0" -Wt. = 80 lbs. leach) • (3) RRUS-1 1 RRH's (19.7"x17.0"x7.2" -Wt. = 51 lbs. leach) • (3) RRUS-32 RRH's (27.2"x12.1"x7.0" --Wt. = 60 lbs. /each) • (2) RRUS-32 B66 RRH's (27.2"x12.1"x7.0" -Wt. = 60 lbs. /each) • (2) RRUS-32 B2 RRH (27.2"x12.1"x7.0" -Wt. = 60 lbs.) • (3) RRUS-12 RRH's (20.4"x18.5"x7.5" -Wt. = 58 lbs. /each) • (1) A2 Module (16.4"x15.2"x3.4" -Wt. = 22 lbs.) • (4) E 15201 P 13 TMA's (13.0"x7.2"x5.5" -Wt. = 24 lbs. /each) • (1) Fiber Management Box (15.5"x13.5"x7.7" -Wt. = 9 lbs.) (Gamma Sector) • (2) 9E Surge Arrestors (10.8"x10.4"x6.3" -Wt. = 16 lbs. leach) (Gamma Sector) • (2) Squid Surge Arrestors (24.0"x9.7" 0-Wt. = 33 lbs. leach) • (2) SBJAH4-1 D65C-DL Antennas(96.0"x13.8"x8.2" -Wt. = 74 lbs. /each) • (2) TPA45R-KU8A Antennas(98.7"x15.4"x8.2" -Wt. =80 lbs. /each) • (4) B14 4478 RRH's (18.1"x13.4"x8.3" -Wt. = 60 lbs. leach) • (3)4415 B25 RRH's(15.0"x13.2"x5.4" -Wt. = 44 lbs. /each) • (4)4478 B5 RRH's(16.5"x13.4"x7.7" -Wt. = 60 lbs. leach) • (1) Squid Surge Arrestor(24.0"x9.7" 0-Wt. = 33 lbs.) *Proposed Equipment Shown in Bold. HudsonD Design Engineering PLLC DESIGN CRITERIA: 1. International Building Code (IBC) 2015, 2016 NYSBC Supplement, and ASCE 7-10 (Minimum Design Loads for Buildings and Other Structures). Wind Analysis: Basic Wind Speed: 115 mph (ASCE 7-10 Figure 26.5-1 A) Exposure: B (ASCE7-lOCh. 26) Roof: Ground Snow, Pg: 50 psf (NYSBC 2016 Figure 1608.2) Occupancy Category II (ASCE7-lOTable 1.5-1) Importance Factor, I: 1.0 (ASCE 7-10 Table 1.5-2) Exposure Factor, Ce: 1.0 (Partially Exposed, Table 7-2) Thermal Factor, Ct: 1.0 (ASCE 7-10 Table 7-3) Calculated Flat Roof Snow Load: Pf=0.7*Ce*Ct*I*Pg: 35 psf (ASCE 7-10 Equation 7.3-1) 2. EIA/TIA -222- G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures City/Town: Saratoga Springs County: Saratoga Wind Load: 90 mph Nominal Ice Thickness: 3/4 inch 3. Approximate height above grade to centerline of antennas: 153'-0" +1- _ _ _...._ __ _ _ FludsoAliik Design Engineering PLLC 1 ANTENNA SUPPORT RECOMMENDATIONS: • The new alpha &gamma sector antennas are proposed to be mounted on existing pipe masts secured to existing steel frames which are secured to the penthouse facade with epoxy anchors. • The new beta sector antenna is proposed to be mounted on an existing pipe mast secured to the existing penthouse facade with epoxy anchors. RRH / SURGE ARRESTOR SUPPORT RECOMMENDATIONS: The new RRH's and surge arrestor are proposed to be mounted on new unistrut components secured to the existing penthouse facade with epoxy anchors. Limitations and assumtom;, 1. Reference the latest HDE construction drawings for all the equipment locations and details. 2. Mount all equipment per manufacturer's specifications. 3. All structural members and their connections are assumed to be in good condition and are free from defects with no deterioration to its member capacities. Contractor to perform pre-inspection prior to construction. 4. All antennas, coax cables and waveguide cables are assumed to be properly installed and supported as per the manufacturer requirements. 5. HDE is not responsible for any modifications completed prior to and hereafter which HDE was not directly involved. 6. A condition assessment of the existing penthouse was not part of the scope of work. 7. If field conditions differ from what is assumed in this report, then the engineer of record is to be notified as soon as possible. ___ - _ _ _ ________. soy ivDesign Engineering PLLC FIELD PHOTOS: i, — I / 1 ,r 7 - , 1 Ilii,',.,,,,, ; Ir-m r d �!! i ti r I . • ' r t ti+ i5P r• • 4 1.,.0:1 1_ v.,2_ , fis L " a \ ...- de, , _ t ihi fi __ r d _ -, , i 1 _ E i wilp . , I _ , , „,,, Photo 1: Sample photo illustrating the existing alpha sector antennas, Nis,,,- ii, _:1, , 0. r - i 41+ I ii 1 ti 1 c Y a IrIt .,=-i =may c w ■ • a.sir :. -— r _i ! • 1 r ' I1 i a , 1 Photo 2: Sample photo illustrating the existing beta sector antennas. ,7=— - _, ___ _ _ _ _ _ _ _II Hudson•ni Design Engineering PLLC IIFIELD PHOTOS (Cont.): ow I ''- . . A-4, ,, , _ ,.. .. _._ LI, . ,..:.: ..,,,,. _.,,.._, •..,„ , 4 ,, , , .,. .: n, r _ i i ! ` ' ...jivia.,...„...._____, ., . I,� 41' I. . , IF 11. Ir., 6 , ■*r. '" # t .4i ,: , „L.. iirr 4:1, . i, _ I 1 \ '1, .. . 1 I 1 r'irli: it.II ; II _, 2,,, , L .. i. :-., .,ii....,,...i.:_ coli.,'.%j'i 1,7;Pt. _...:,.,.., :.. -- k” . l ,'. #, 4 a' 1 10'- ; ' 4,01II ,'z h I 4 M I' Photo 3: Sample photo illustrating the existing gamma sector antennas. y ) --2,-..... ---'._,,, it- .4.,.„... 0,9 ...., .,,,iwail - _ ..."...zz.:...,.. , „.., _ . _______.:_ . iiiii,s--)0iw . .., __... .-,--- II , „lair --. AL y -y ! 1 , . 1...._.....A_ Off. . 1. r •_ N # Nut' , • . . ,...itIciii- :fir" 1I 2 . a r i - L.... ,------— — ,IIV 0. 1 Photo 4: Sample photo illustrating the existing equipment shelter. !! _ _ Hudson•40* 1 Design Engineering PLLC I Wind & Ice Calculations I Date: 10/23/2018 Project Name:EMBURY APARTMENTS4> Project Number: 10028180 Hudson D Design Engineering PLIC Designed By: BD Checked By:MSC 2.5.5.2 Velocity Pressure Coeff: Kz=2.01(z/zg)2/a z� 153 (ft) zg^ 1200 (ft) ICI= 1.116 a= 7.0 Kzmin5Kz2.01 Table 2-4 Exposure Zg a Kzm>In Ke B 1200 ft 1 7.0 0.70 1 0.9 1 C 900 ft 9.5 0.85 1.0 1 0 1 700 ft 11.5 1.03 1.1 1 2.5.6.4 Tal og aphic Factor: Table 2-5 Topo.Category Kt f 2 0.43 1.25 3 0.53 2.0 4 ( 0.72 1.5 Kzt= [1+(Ke Kt/Khy]z Kh=e If*z/") Kit= #DIV/O! Kh= #DIV/0! Ke= 0 (from Table 2-4) (If Cat q ry 1 then K it=1.0) Kt= 0 (from Table 2-5) f= 0 (from Table 2-5) Category= 1 z= 153 H= 0 (Ht. of the crest above surrounding terrain) Kzt= 1.00 K1z= 1.17 (from Sec. 2.6.8) 2.5.8 Des ign Ice Thickness Max Ice Thickness= t1= 0.75 in t1z=2.0*ti*l*Kiz*(Kzt)O 35 tiz= 1.75 in Date: 10/23/2018 Project Name: EMBURY APARTMENTS Project Number: 10028180 Hudson 1 Design Engineering PLLC 9 9 Designed By: BD Checked By: MSC 2.6.7 Gust Effect Factor 2.6, .1 Self Supporting Lattice Structures Gh = 1.0 Latticed Structures>600 ft Gh =0.85 Latticed Structures 450 ft or less Gh =0.85+0.15 [h/150-3.0] h= ht.of structure h- 140 Gh= 0.85 .6.7.2 ed sts Gh= 0.85 2.6.7.3 Pole Structures Gh= 1.1 2.6.9 Appurtenances Gh= 1.0 2.6.7.4 Structures Su•sorted on Other Structures (Cantilivered tubular or latticed spines,pole,structures on buildings(ht. ; width ratio>5) Gh= 1.35 Gh= 1.35 2.6.9.2 Design Wind Force nAppurtenn F= qI*Gh*(EPA)A q1= 0.00256*Kz*Kzt*Kd*Vmax2*I K= 1.116 Kzt= 1.0 qi= 21.98 Kd= 0.95 q: 4.34 Umax= 90 Vmax(ice)- 40 I= 1.0 Table 2-2 Structure Type Wind Direction Probability Factor,Kd Latticed structures with triangular,square or rectangular cross sections 0'85 Tubular pole structures, latticed structures with other cross 0.95 sections, appurtenances Date: 10/23/2018 Project Name:EMBURY APARTMENTS Project Number: 100281801110 Hn n"Figfl&miner hr.i Designed By: BD Checked By:MSC Determine Ca: Table 2-8 Force Coefficients(Ca)for Appurtenances Aspect Raio 55 2.5 Aspect Ratio=7 I Aspect Ratio a 25 Member Type Ca Ca I Ca Flat 1.2 1.4 2.0 Round C c 32 0.7I 0,8 1.2 (Subcritical) 325C564 ; (Transitional) 3.76/(C°485) 3.371(C°415) 38.4/(C10) C 0.5 0.6 0.6 (Supercritical) Aspect Ratio is the overall length/width ratio in the plane normal to the wind direction. (Aspect ratio is independent of the spacing between support points of a linear appurtenance, and the section length considered to have uniform wind load). Note: Linear interpolation may be used for aspect ratios other than those shown. Ice Thickness= 1.75 in Aspect Frres appurtenancesHeight Width Depth Flat Area Ca Force(isi -_. Ratio (w/ice). DBXLH-9090C-VTM Antenna 96.3 15.3 4.6 10.23 6.29 1.37 416 105 SBNHH-1D65C Antenna 96.5 11.9 7.1 7.97 8.11 1.44 340 90 SBNHH-1D45C Antenna 95.9 18.0 7.0 11.99 5.33 1.33 472 115 SBJAH4-1D65C-DL Antenna 96.0 13.8 8.2 9,20 6.96 1.40 382 98 TPA45R-KU8A Antenna 98.7 15.4 8.2 10.56 6.41 1.37 430 108 TPA45R-KU8A Antenna(Side) 98.7 8.2 15.4 5.62 12.04 1.57 262 76 RRUS-11 RRH 19.7 17.0 7.2 2.33 1.16 1.20 83 23 RRUS-32 RRH 27.2 12.1 7.0 2.29 2.25 1.20 81 23 RRUS-32 B66 RRH 27.2 12.1 7.0 2.29 2.25 1.20 81 23 RRUS-32 B2 RRH 27.2 12.1 7.0 2.29 2.25 1.20 81 23 RRUS-12 RRH 20.4 18.5 7.5 2.62 1.10 1.20 93 26 RRUS-12 RRH(Shielded) 20.4 4.7 7.5 0.67 4.34 1.28 25 10 A2 Module 16.4 15.2 3.4 1.73 1.08 1.20 62 18 B14 4478 RRH 18.1 13.4 8.3 1.68 1.35 1.20 60 18 814 4478 RRH(Shielded) 18.1 1.5 8.3 0.19 12.07 1.57 9 7 4415 B25 RRH 15.0 13.2 5.4 1.38 1.14 1.20 49 15 4478 B5 RRH 16.5 13.4 7.7 1.54 1.23 1.20 55 17 Fiber Management Box 15.5 13.5 7.7 1.45 1.15 1.20 52 16 9E Surge Arrestor 10.8 10.4 6.3 0.78 1.04 1.20 28 10 E15201P13 TMA 13.0 7.2 5.5 0.65 1.81 1.20 23 9 Squid Surge Arrestor 24.0 9.7 9.7 1.62 2.47 0.70 34 10 Date: 10/23/2018 Project Nome:EMBURY APARTMENTS Project Number: 10028180 Hudson Design Engineering PLLC Designed By: BD Checked By:MSC ICE WEIGHT CALCULATIONS Thickness of ice. 1.75 in. Density of ice: 56 pcf DBXLH-9090C-VTM Antenna SBNHH-1D65C Antenna Weight of ice based on total radial SF area: Weight of ice based on total radial SF area: Height(in): 96.3 Height(in): 96.5 Width(in): 15.3 Width(in): 11.9 Depth(in): 4.6 Depth(in): 7.1 Total weight of ice on object: 304 lbs Total weight of ice on object: 268 lbs Weaght of object: 50 lbs Weight of object: 50 lbs LOL)mbined weight of ice and object: = 354 lbs Combined weight of ice and object: 318 lbs i SBNHH-1D45C Antenna SBJAH4-1D65C-DL Antenna Weight of ice based on total radial SF area: Weight of ice based on total radial SF area: Height(in): 95.9 Height(in): 96.0 Width(in): 18.0 Width(in): 13.8 Depth(in): 7.0 Depth(in): 8.2 Total weight of ice on object: 360 lbs Total weight of ice on object: 304 lbs Weight of object: 80 lbs Weight of object: 74 lbs Combined weight of ice and object: 440 lbs .Combined weight of ice and object: 378 lbs TPA45R-KUSA Antenna RRUS-11 RRH Weight of ice based on total radial SF area. Weight of ice based on total radial SF area: Height(in): 98.7 Height(in): 19.7 Width(in): 15.4 Width(in): 17.0 Depth(in): 8.2 Depth(in): 7.2 Total weight of ice on object: 338 lbs Total weight of ice on object: 71 lbs Weight of object 80 lbs _Weight of object: 51 lbs Combined weight of ice and object: 418 lbs Combined weight of ice and object: 122 lbs J RRUS-32 RRH RRUS-32 B66 RRH Weight of ice based on total radial SF area: Weight of ice based on total radial SF area: Height(in): 27.2 Height(in): 27.2 Width(in): 12.1 Width(in): 12.1 Depth(in): 7.0 Depth(in): 7.0 Total weight of ice on object: 76 lbs Total weight of ice on object: 76 lbs Weight of object: 60 lbs Weight of object: 60 lbs Combined weight of ice and object: 136 lbs Combined weight of ice and object: 136 lbs RRUS-32 B2 RRH RRUS-12 RRH Weight of ice based on total radial SF area: Weight of ice based on total radial SF area: Height(in): 27.2 Height(in): 20.4 Width(in): 12.1 Width(in): 18.5 Depth(in): 7.0 Depth(in): 7.5 Total weight of ice on object: 76 lbs Total weight of ice on object: 79 lbs Weight of object: 60 lbs Weight of object: 58 lbs Combined weight of ice and object: 136 lbs Combined weight of ice and object_ 137 lbs Dote: 10/23/2018 Project Name:EMBURY APARTMENTS Project Number: 10028180 Hudson Design Engineering PLIC Designed By: BD Checked By:MSC ICE WEIGHT CALCULATIONS Thickness of ice: 1.75 in. Density of ice: 56 pcf A2 Module B14 4478 RRH Weight of ice based on total radial SF area: Weight of ice based on total radial SF area: Height(in): 16.4 Height(in): 18.1 Width(in): 15.2 Width(in): 13.4 Depth(in): 3.4 Depth(in): 8.3 Total weight of ice on object: 51 lbs Total weight of ice on object: 56 lbs Weight of object: 22 lbs Weight of objet: 60 lbs 'Combined weight of ice and object: 73 lbs ,Combined weight of ice and object: 116 lbs 4415 B25 RRH 4478 B5 RRH Weight of ice based on total radial SF area: Weight of ice based on total radial SF area: Height(in): 15.0 Height(in): 16.5 Width(in): 13.2 Width(in): 13.4 Depth(in): 5.4 Depth(in): 7.7 Total weight of ice on object: 43 lbs Total weight of ice on object: 51 lbs .Weight of object: 44 lbs .Weight of object: 60 lbs Combined weight of ice and object: 87 lbs Combined weight of ice and nbject: 111 lbs Fiber Management Box 9E Surge Arrestor Weight of ice based on total radial SF area: Weight of ice based on total radial SF area: Height(in): 15.5 Height(in): 10.8 Width(in): 13.5 Width(in): 10.4 Depth(in): 7.7 Depth(in): 6.3 Total weight of ice on object: 48 lbs Total weight of ice on object: 27 lbs Weight of object: 9 lbs Weight of object: 16 lbs Combined weight of ice and object: 57 lbs I Combined weight of ice and object: 43 lbs E15201P13 TMA Weight of ice based on total radial SF area: Squid Surge Arrestor Height(in): 13.0 Weight of ice based on total radial SF area: Width(in): 7.2 Depth(in): 24.0 Depth(in): 5.5 Diameter(in): 9.7 Total weight of ice on object: 25 lbs Total weight of ice on object: 49 lbs Weight of object: 24 lbs Weight of object: 33 lbs Combined weight of ice and object: 49 lbs Combined weight of ice and object: 82 lbs L 3x3x1/2 Angles 2"pipe Weight of ice based on total radial SF area: Per foot weight of ice: Height(in): 3 diameter(in); 2.38 Width(in): 3 Per foot weight of ice on object: 9 plf Per foot weight of ice on object: 13 pit 3"pipe Per foot weight of ice: diameter(in): 3.5 I Per foot weight of ice on object: 11 plf iHudso "i- Design Engineering PLLC ,9, L r ,, Alpha Sector Antenna Mount Calculations n f3enfte�,,i Current date: 10/23/2018 1:43 PM Units system: English File name: WASTRUCTURAL DEPARTMENTIANALYSIS SOFTWAREIRAM Elements\RAM Proiect M NY1100281801LTE 6010828180 (LTE 8C) - A] _0 — — m cm Ll Lla v 6 � C-9 A* 7 M CD w M A Qa * �2 M L -�_g 191 Y a Benfley Current Date; 10/23/2018 1:43 PM Units system: English File name: W:ISTRUCTURAL DEPARTMENTIANALYSIS SOFTWAREIRAM Elements\RAM Projects\AT&T1NY1100281801LTE 60110028180 (LTE 6C) - Alpha.etzl 1084 data GLOSSARY Comb : Indicates if load condition is a load combination Load Conditions Condition Description Comb. Category DL Dead Load No DL Wo Wind Load (No Ice) No WIND Wi Wind Load (With Ice) No WIND Di Ice Load No LL Distributed force on members V2 -,F� i.:!? dl ilf i d2 Condition Member Dirl Vail Val2 Distl % Dist2 % [Kip/ft] [Kip/ft] IN IN ------------- Di 1 Y --------------------- -0.013 ------------------------------------------------------ -0.013 0.00 Yes 100.00 Yes 2 Y -0.013 -0.013 0.00 Yes 100.00 Yes 3 Y -0.009 -0.009 0.00 Yes 100.00 Yes 5 Y -0.009 -0.009 0.00 Yes 100.00 Yes 6 Y -0.009 -0.009 0.00 Yes 100.00 Yes 7 Y -0.009 -0.009 0.00 Yes 100.00 Yes 18 Y -0.009 -0.009 0.00 Yes 100.00 Yes Concentrated forces on members P 1 dl � � d2 Pagel Condition Member Dirt Valuel Dist1 % Wo Wind Load (No Ice) No [Kip] [ft] 0.00 DL 3 y -0.025 0.00 No Di ---------------------------------- Ice Load y -0.025 8.00 No y -0.024 6.00 No 5 y -0.025 0.00 No y -0.025 8.00 No y -0.06 5.00 No 6 y -0.025 0.00 No y -0.025 8.00 No 7 y -4.025 0.00 No y -0.025 8.00 No 18 y -0.044 4.00 No Wo 3 z -0.208 0.00 No z -0.208 8.00 No 5 z -0.17 0.00 No z -0.17 8.00 No z -0.009 5.00 No 6 z -0.17 0.00 No z -0.17 8.00 No 7 z -0.17 0.00 No z -0.17 8.00 No 18 z -0.049 4.00 No W 3 z -0.053 0.00 No z -0.053 8.00 No 5 z -4.045 0.00 No z -0.045 8.00 No z -0.007 5.00 No 6 z -0.045 0.00 No z -0.045 8.00 No 7 z -4.045 0.00 No z -0.045 8.00 No 18 z -0.015 4.00 No Di 3 y -0.152 0.00 No y -0.152 8.00 No y -0.025 6.00 No 5 y -0.134 0.00 No y -0.134 8.00 No y -0.056 5.00 No 6 y -0.134 0.00 No y -0.134 8.00 No 7 y -0.134 0.00 No y -0.134 8.00 No 18 y -0.043 4.00 No Self weight multipliers for load conditions Self weight multiplier Condition Description Comb. M ultX M uitY M ultZ -R1-�-Rei-N-FIFFFa----��-iFl. DL i•+F�R�--��ie eTF.:moi--------- --------- ---------- .e»..................------. Dead Load s--------,-------------- No 0.00 ......... -1.00 0.00 Wo Wind Load (No Ice) No 0.00 0.00 0.00 Wi Wind Load (With Ice) No 0.00 0.00 0.00 Di ---------------------------------- Ice Load No -- --- 0.00 0.00 0.00 Pagel Earthquake (Dynamic analysis only) Condition alg Ang. Damp. [Deg] 1%] DL 0.00 0.00 0.00 wo 0.00 0.00 0.00 wi 0.00 0.00 0.00 Di 0.00 0.00 0.00 Page3 f Current a Units syst Fife name 0 �`I C y t x 9 -j� Bentley Current Date: 10/23/2018 1:44 PM Units system: English File name: W:1STRUCTURAL DEPARTMENTIANALYSIS SOFTWAREIRAM Elements\RAM Projects\AT&T1NY1100281801LTE 6C110028180 (LTE 6C) - Alpha.etzl Steel Code Check Report: Summary - Group by member Load conditions to be included in design : LC1=1.2DL+1.6Wo LC2=0.9DL+1.6Wo LC3=1.2DL+Wi+Di LC4=1.2DL LC5=0.9DL — ................. _:w_s----_.aaa...._aa_oa_.__._.____._.a_r_____.....a........_.._a........_..__r..._.�___��-.:__—��—w—�n:—___T�-i..�4�{.;qtY+paa_4}��,aa�_t___—a_a.ua:ara Description Section Member Ctrl Eq. Ratio Status ----------------------- aaaaa r.aa..a Reference ------------- ---------------------------------------------a.----- L 3X3X7_2 1 LC2 at 7.81 % 0.51 OK Eq. 1-12-1 2 LC at 7.81 % 0.68 OK Eq. 1-13-8 PIPEW. 754 3 --------------- LC 1 at 41.67% -- —ate_—aa---_.--- 1.00 a.a---as_ar.a............. ACCEPTABLE I ------------------ ---------- ------PIPE Eq. H1 -1b 5 LC at 41.67% 0.82 OK Eq. H1 -1b 6 LC1 at 41.67% 0.82 OK Eq. H1 -1b 7 LC1 at 41.67% 0.82 OK Eq. H1 -1b 18 —w--e--------------------------w LC2 at 29.17% 0.17 —"---...........u._a....._...._....... OK ------------- Eq. H1 -1b ------------------ f3enfley Current Date: 10/2312018 1:45 PM Units system: English File name: WASTRUCTURAL DEPARTMENTIANALYSIS SGFTWAREIRAM Elements\RAM Projects\AT&TINY1100281801LTE 60110028180 (LTE 6C) Alpha.etzl Geometry data GLOSSARY Cb22, Cb33 ; Moment gradient coefficients Cm22, Cm33 : Coefficients applied to bending term in interaction formula d0 : Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in axis X DJY Rigid end offset distance measured from J node in axis Y DJZ = Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X DKY : Rigid end offset distance measured from K node in axis Y DKZ : Rigid end offset distance measured from K node in axis Z dL : Tapered member section depth at K end of member Ig factor Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 ; Effective length factor about axis 2 K33 Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity LB pos : Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX Rotation about X RY ; Rotation about Y RZ ; Rotation about Z TO ; 1 = Tension only member 0 = Normal member TX y Translation in X TY : Translation in Y TZ Translation in Z Nodes Node X Y Z Rigid Floor Ift] [ft] [ft] 0.00 0.00 0.00 0 2 12.50 0.00 0.00 0 3 0.00 4.0833 0.00 0 4 12.50 4.0833 0.00 0 5 0.25 -1.00 0.20 0 6 0.25 8.00 0.20 0 9 12.25 -1.00 0.20 0 10 12.25 8.00 0.20 0 11 1.00 0.00 0.00 0 12 1.00 4.0833 0.00 0 13 11.50 0.00 0.00 0 14 11.50 4.0833 0.00 0 15 4.42 8.00 0.20 0 16 4.42 -1.00 0.20 0 17 8.08 8.00 0.20 0 18 8.08 -1.00 0.20 0 19 0.25 0.00 0.00 0 20 0.25 4.0833 0.00 0 21 12.25 0.00 0.00 0 22 12.25 4.0833 0.00 0 23 8.08 4.0833 0.00 0 Pagel 24 8.08 0.00 0.00 0 25 4.42 4.0833 0.00 0 26 4.42 0.00 0.00 0 27 12.25 0.00 0.20 0 28 12.25 4.0833 0.20 0 29 8.08 4.0833 0.20 0 30 8.08 0.00 0.20 0 31 4.42 4.0833 0.20 0 32 4.42 0.00 0.20 0 33 0.25 4.0833 0.20 0 34 0.25 0.00 0.20 0 36 6.25 4.0833 0.00 0 37 6.25 0.00 0.00 0 38 6.25 4.0833 0.20 0 39 6.25 0.00 0.20 0 40 6.25 -1.00 0.20 0 41 6.25 6.00 0.20 0 Restraints Node TX TY TZ RX RY RZ ------------------------------------------------------------------------------------------------- 11 1 1 1 1 1 12 1 1 1 1 1 13 1 1 1 1 1 1 14 1 1 1 1 0.00 Members Member NJ NK Description Section Material do dL Ig factor [in] [in] 1 1 2 L 3X3X1 2 A36 0.00 0.00 0.00 2 3 4 L 3X3X1-2 A36 0.00 0.00 0.00 3 6 5 PIPE 2x0.154 A53 GrB 0.00 0.00 0.00 5 10 9 PIPE 2x0.154 A53 GrB 0.00 0.00 0.00 6 15 16 PIPE 2x0.154 A53 GrB 0.00 0.00 0.00 7 17 18 PIPE 2x0.154 A53 GrB 0.00 0.00 0.00 18 --------------- 41 40 -------_-------------------------------------------------------------------------- PIPE 20.154 A53 GrB 0.00 0.00 0.00 Orientation of local axes Member Rotation Axes23 NX NY NZ [Deg] 1 270.00 0 0.00 0.00 0.00 2 270.00 0 0.00 0.00 0.00 -----__-_-_---------_------------------------------------------------------t__��_ Paget Bentley Current Date: 1012312018 1:45 PM Units system: English File name: W:ISTRUCTURAL DEPARTMENTMALYSIS SOFTWAREIRAM Elements\RAM Proiects\AT&T1NY1100281801LTE 60110028180 (LTE 6C) - AID Z N 1� N 14 ff 13 Bentley Current Date: 10/23/2018 1:45 PM Units system: English File name: WASTRUCTURAL DEPARTMENTMALYSIS SOFTWAREIRAM Elements\RAM Projects\AT&T1NY1100281801LTE 6C110028180 (LTE 6C) Alpha.etzl Analwisresult Reactions My x F y Mx F F� MZ Direction of positive forces and moments Pagel Forces KPI Moments [Kip*ftl Node FX FY FZ MX MY MZ Condition LC1=1.2DL+1.6Wo 11 -0.00253 -1.55601 0.10085 -0.02444 -0.10960 0.80632 12 0.00253 1.96626 1.14795 0.20060 -0.74859 -0.35710 13 0.00415 -1.24747 0.09771 -0.02192 0.10877 -0.58844 14 -0.00415 1.70091 1.04389 0.17114 0.82982 0.16505 SUM 0.00000 0.86369 2.39040 0.32539 0.08040 0.02582 Condition LC2=0.9DL+1.6Wo 11 -0.00441 -1.60820 0.09790 -0.02380 -0.10704 0.75372 12 0.00441 1.91588 1.15090 0.20121 -0.75116 -0.40655 13 0.00583 -1.30485 0.09431 -0.02112 0.10649 -0.53935 14 -0.00583 1.64493 1.04729 0.17192 0.83211 0.21071 Sum 0.00000 0.64777 2.39040 0.32820 0.08040 0.01853 Condition LC3=1.2DL+Wi+Di 11 0.01962 0.42457 0.06259 -0.01443 -0.05676 0.72350 12 -0.01962 0.96017 0.14091 0.02245 -0.09097 0.49757 13 -0.01888 0.48397 0.06484 -0.01429 0.05471 -0.68192 14 0.01888 0.93898 0.12966 0.01760 0.09978 -0.51353 #-F�11 i1.11-IFf.i-IIiFRti.l-FIFFIFFf++!-.+,--+FRt SUM FFiF.e-IFFr+F+IFF.t--•--------------------- 0.00000 2.80769 t------------ 0.39800 0.01133 0.00675 -----.--------.---• 0.02561 Condition LC4=1.2DL 11 0.00752 0.20873 0.01181 -0.00258 -0.01026 4.21039 12 -0.00752 0.20151 -0.01181 -0.00241 0.01026 0.19778 13 -0.00673 0.22950 0.01361 -0.00318 0.00912 -0.19636 14 0.00673 0.22394 -0.01361 -0.00311 -0.00912 -0.18264 SUM 0.00000 0.86369 0.00000 -0.01127 0.00000 0.02918 Pagel Condition LC5=0.9DL LC1=1.2DL+1.6Wo 11 0.00564 0.15655 0.00886 -0.00193 -0.00770 0.15779 12 -0.00564 0.15114 -0.00886 -0.00181 0.00770 0.14834 13 -0.00505 0.17213 0.01021 -0.00238 0.00684 -0.14727 14 0.00505 0.16796 -0.01021 -0.00233 -0.00684 -0.13698 sum 0.00000 0.64777 0.00000 -0.00845 0.00000 0.02188 Envelope for nodal reactions Note.- Ic is the controlling load condition Direction of positive forces and moments Envelope of nodal reactions for Pagel LC1=1.2DL+1.6Wo LC2=0.9DL+1.6Wo LC3=1.2DL+Wi+Di LC4=1.2DL LC5=0.9DL . - Forces Moments Node Fx Ic Fy Ic Fz Ic AAx Ic My Ic Mz Ic [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] 11 Max 0.020 LC3 0.425 LC3 0.101 LC1 -0.00193 LC5 -0.00770 LC5 0.80632 LC1 Min -0.004 LC2 -1.608 LC2 0.009 LC5 -0.02444 LC1 -0.10960 LC1 0.15779 LC5 ._....t_..._......t_ar...-R._.._............. 12 ....... Max 0.004 LC2 ...... .................A.s....__...._...___--___..._._ 1.966 LC1 1.151 LC2 0.20121 LC2 .................................... 0.01026 LC4 .... 0.49757 .. LC3 Min -0.020 LC3 0.151 LC5 -0.012 LC4 -0.00241 LC4 -0.75116 LC2 -0.40655 LC2 13 Max 0.006 LC2 0.484 LC3 0.098 LC1 -0.00238 LC5 0.10877 LC1 -0.14727 LC5 Min -0.019 LC3 -1.305 LC2 0.010 LC5 -0.02192 LC1 4.00684 LC5 -0.68192 LC3 14 Max 0.019 LC3 1.701 LC1 1.047 LC2 0.17192 LC2 0.83211 LC2 0.21071 LC2 --------------- Min -0.006 LC2 ----------- 0.168 LC5 -0.014 -------- - LC4 - -0.00311 ------ -- ----- LC4 - -0.00912 ----:_:.-.-- LC4 -0.51353 LC3 Pagel Date: 10/23/2018 Project Name: EMBURY APARTMENTS Project Number: 10028180 Designed By: BD Checked By: MSC ALPHA SECTOR: Hudson Design Engineering PLLc CHECK CONNECTION CAPACITY (Worse Case Reference: Hilti HIT-HY 70 Hybrid Adhesive for Masonry Epoxy Type = HIT-HY70 Anchor Diameter = 3/8 in. Embedment Depth = 3-1/8 in. (Min.) Allowable Tensile Load = Allowable Shear Load = WIND FORCES Reaction GRAVITY LOADS Ice and Eguipment No. of Supports = No. of Anchors / Su ncort = FTall = 905 lbs. FVall= 1045 lbs. F = 1151 lbs. Tension Desien Load / Anchor ft 1966 lbs. 2 2 287.75 lbs. C 905 lbs. Therefore, DK ! Shear Design Load / Anchor= f„= 491.50 lbs. C 1045 lbs. Therefore, OK ! CHECK COMBINED TENSION AND SHEAR ft / FT + f„ / FW C 1.0 0.318 + 0.470 = 0.788 C 1.0 Therefore, DK ! Beta Sector Mount Calc ;;gmnttek Current date: 10/23/2018 1:46 PM Units system: English File name: WA TRUCTU ASL DEPARTME Bentley Current Date: 10/23/2018 1:46 PM Units system: English File name: WASTRUCTURAL DEPARTMENTIANALYSIS SOFTWAREIRAM Elements\RAM Projects\AT&T1NY1100281801LTE 6C110028180 (LTE 6C) Beta.etzl GLOSSARY Comb Indicates if load condition is a load combination Load Conditions Condition Description DL Dead Load Wof Wind Load (NO ICE) (FRONT) Wos Wind Load (NO ICE) (SIDE) Wif Wind Load (WITH ICE) (FRONT) Wis Wind Load (WITH ICE) (SIDE) Di Ice Load Distributed force on members Y1 Y2 di d2 load data Comb. Category No DL No WIND No WIND No WIND No WIND No LL Condition Member Dirt Vail Va12 Distl % Dist2 % [Kip/ft] ---------------------- [Kip/ft] [ft] [ft] -------- ----------------------------------------------------- Di 1 Y -0.011 -0.011 0.00 Yes 100.00 Yes Concentrated forces on members P1 P2 .t d1 iKi d2 Condition Member Dirt Valuel Distl % [Kip] [ft] DL 1 y -0.04 0.50 No y -0.04 8.73 No Wof z -0.215 0.50 No z -0.215 8.73 No Wos x -0.131 0.50 No x -0.131 8.73 No Pagel Wif 'r 7 -0.054 0.50 No z -0.054 8.73 No Wis 1x -0.038 0.50 No x -0.038 8.73 No Di 1 -0.169 0.50 No r -0.169 8.73 No Self weight multipliers for load conditions Self weight multiplier Condition Description Comb. MultX MultY NIuItZ DL Dead Load No 0.00 -1.00 0.00 Wof Wind Load (NO ICE) (FRONT) No 0.00 0.00 4.00 Wos Wind Load (NO ICE) (SIDE) No 0.00 0.00 0.00 Wif Wind Load (WITH ICE) (FRONT) No 0.00 0.00 0.00 Wis Wind Load (WITH ICE) (SIDE) No 0.00 0.00 0.00 Di Ice Load No 0.00 0.00 0.00 Earthquake (Dynamic analysis only) Condition alg Ang. Damp. [Deg] 1%] DL 0.00 0.00 0.00 Wof 0.00 0.00 0.00 Wos 0.00 0.00 0.00 Wif 0.00 0.00 0.00 Wis 0.00 0.00 0.00 Di 0.00 0.00 0.00 Paget 3 intiey Current Date: 10123/2018 1:46 PM Units system: English File name: WASTRUCTU RAL DEPARTMENTIANALYSIS SOFTWAREIRAM Elements\RAM Prolects\AT&T1NY1100281801LTE 60110028180 (LTE 6C) - Bet, _ r A. n t Lew Current Date: 10/23/2018 1:46 PM Units system: English File name: w:1STRU TU AL DEPARTMENTMALYSIS SOFTWARE1RAM Elements\RAM PFcJ-ecls T&T1NY1100281801LTE 6C\10028180 LTE C - Se J. Design status I . Not designed ILI Error on design Design Q.K. With warnings Benfley Current Date: 10/23/2018 1:46 PM Units system: English File name: W:ISTRUCTURAL DEPARTMENTIANALYSIS SOFTWAREIRAM Elements\RAM Projects\AT&T1NY1100281801LTE 6C110028180 (LTE 6C) B eta . etzl Steel code check Report: Summary - Group by member Load conditions to be included in design , LC1=1.2DL+1.6Wof LC2=1.2DL+1.6Wos LC3=0.9DL+1.6Wof LC4=0.9DL+1.6Wos LC5=1.2DL+Wif+Di LC6=1.2DL+Wis+Di LC7=1.2DL LC8=0.9DL --------------------------------------------------------------- Description Section Member -_-------__..._�---- Ctrl Eq. __.________-__..__-_--___--___R_.._. Ratio sa a..�s Status Reference - ��-------------------- s------------------- --------- r��_tr-- PIPE 3x0.216 ----------------------------- 1 ---------------------------------- --- �,{�,._aa_aa_aa LCI at 66.67% f.._._.{��+i----- 0.62 GK Eq. H1 -1b ---------------------------- Page 1 n4. Benfley Current Date: 10/23/2018 1:46 PM Units system: English File name: WASTRUCTURAL DEPARTMENTIANALYSIS SOFTWAREIRAM Elements\RAM Projects\AT&T1NY1100281801LTE 60110028180 (LTE 60) Beta.etzl Geometudala GLOSSARY Cb22, Cb33 Moment gradient coefficients Cm22, Cm33 : Coefficients applied to bending term in interaction formula d4 : Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in axis X DJY : Rigid end offset distance measured from J node in axis Y DJZ : Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X DKY k Rigid end offset distance measured from K node in axis Y DKZ ; Rigid end offset distance measured from K node in axis Z dL ; Tapered member section depth at K end of member Ig factor ; Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 - Effective length factor about axis 2 K33 Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity LB pos Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg Lateral unbraced length of the compression flange in the negative side of local axis 2 RX Rotation about X RY : Rotation about Y RZ : Rotation about Z TO ; 1 = Tension only member 0 = Normal member TX ; Translation in X TY ; Translation in Y TZ : Translation in Z Nodes Node X Y Z Rigid Floor [ft] Ift] ----------R..t._-----T_._Rr_--__._�.�.�.�_�____�T_,_ [ft] 1 0.40 0.00 0.00 0 2 0.00 0.50 0.00 0 3 0.00 3.50 0.00 0 4 0.00 ------------- 11.00 _._ ---------- 0.00 0 Restraints Node TX TY TZ RX RY RZ ----------------------,-------_��_--------------�---- ,-.Y--��..�..._,.,. 2 3 1 1 1 1 1 1 -----........... .------ —_v_ ________._.__----------------------------��_�. Members Pagel Member NJ NK Description Section Material dO dL Ig factor [in] [in] - -=---- ---_� -_.-------------------- ------ ----------- 1 4 "1 PIPE 3x0.216 A53 GrB 0.00 0.00 0.00 Paget Bpnttey Current Date: 10/23/2018 1:46 PM Units system: English File name: WASTRUCTURAL DEPARTMENTIANALYSIS SOFTWAREIRAM Elements\RAM Pro#ectMT TINYI10028180ILTE 60110028180 LTE 603 - Ee Bentley Current Date: 10/23/2018 1:46 PM Units system: English File name: WASTRUCTURAL DEPARTMENTMALYSIS SOFTWAREIRAM Elements\RAM Projects\AT&T1NY1100281801LTE 60110028180 (LTE 6C) - Beta.etzl Analysis result Reactions My Mx F Fz I~z Direction of positive forces and moments Pagel Forces fKipl Moments tKio*ftl Node FX FY FZ MX MY MZ --_._._.-_.-_.....: ----------------- Condition LC1=1.2DL+1.6Wof --- -------------------------------------------------------------------- _ --_------------------ 2 0.00000 0.03656 0.12606 0.10235 0.00000 0.00000 3 0.00000 0.15228 0.56194 2.26071 0.00000 0.00000 ----------------------_----------- ---------------------- sum 0.00000 0.18884 ---------- 0.68800 --._t........ 2.36306 ------ --------------------------- 0.00000 0.00000 Condition LC2=1.2DL+1.6Wos 2 0.07681 0.03656 0.00000 0.00000 0.00000 -0.08236 3 0.34239 0.15228 0.00000 0.00000 0.00000 -1.37746 ------------- --- ---------------------------------------------------------------------- 0.41920 0.18884 0.00000 -------------------- 0.00000 - - -----------------------------sum 0.00000 -1.43982 Condition LC3=0.9DL+1.6Wof 2 0.00000 0.02742 0.12606 0.10235 0.00000 0.00000 3 0.00000 0.11421 0.56194 2.26071 0.00000 0.00000 __. _. ....;...._...._........._.._�_...,..�.. ..s. .... .. ,.�..; sum 0.00000 -.,.-._a.-_-_ .-----------_------- 0.14163 ------------ 0.68800 2.36306 0.00000 0.00000 Condition LC4=0.9DL+1.6Wos 2 0.07681 0.02742 0.00000 0.00000 0.00000 -0.06236 3 0.34239 0.11421 0.00000 0.00000 0.00000 -1.37746 --------- -.4--._._-y...------Yi------------ SUM 0.41920 ------------------------ 0.14163 0.00000 ---- 0.00000 0.00000 -1.43982 Condition LC5=1.2DL+Wif+Di 2 0.00000 0.12785 0.01979 0.01607 0.00000 0.00000 3 0.00000 0.51999 0.08821 0.35488 0.00000 0.00000 SUM 0.00000 0.64784 0.10800 0.37095 0.00000 0.00000 Condition LC6=1.2DL+Wis+Di 2 0.01393 0.12785 0.00000 0.00000 0.00000 -0.01131 3 0.06207 0.51999 0.00000 0.00000 0.00000 -0.24973 __-------_ SUM 0.07600 __-___------------------------------------_--_-_-_--__-__---_---__--_--------------------------.--.-. 0.64784 0.00000 0.00000 0.00000 -0.26104 Pagel Condition LC7=1.2DL 2 0.00000 0.03656 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.15228 0.00000 0.00000 0.00000 0.00000 sum 0.00000 0.18884 0.00000 0.00000 0.00000 0.00000 Condition LC8=0.9DL 2 0.00000 0.02742 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.11421 0.00000 0.00000 0.00000 0.00000 sum 0.00000 0.14163 0.00004 0.00400 0.00000 0.00000 Envelope for nodal reactions Note.- Ic is the controlling load condition Direction of positive forces and moments Envelope of nodal reactions for LC1 =1 .2DL+1.6Wof LC2=1.2DL+1.6Wos LC3=0.9DL+1.6Wof LC4=0.9DL+1.6Wos LC5=1.2DL+Wif+Di LC6=1.2DL+Wis+Di LC7=1.2DL LC8=0.9DL Forces Moments Node Fx Ic Fy Ic Fz Ic NIX Ic My Ic Mz Ic [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] 2 Max 0.077 LC2 0.128 LC5 0.126 LC1 0.10235 LC1 0.40000 LC1 0.00000 LC1 Min 0.000 LC1 0.027 LC3 0.000 LC2 0.00000 LC2 0.00000 LC1 -0.46236 LC2 ---------------------- 3 Max ___.__---------------------------------------------- 0.342 LC2 0.520 LC5 0.562 LC1 ------------------r 2.26071 LC1 0.00000 LC1 --_-------- 0.00000 LC1 Min 0.000 LC1 0.114 LC3 0.000 LC2 0.00000 LC2 0.00000 LC1 -1.37746 LC2 Paget Date: 10/23/2018 Project Name: EMBURY APARTMENTS Project Number: 10028180 Designed By: BD Checked By: MSC BETA SECTOR: Hudson Design Engineering Pic CHECK CONNECTION CAPACITY (Worse Case Reference: Hilti HIT-HY 70 Hybrid Adhesive for Masonry Epoxy Type = HIT-HY70 Anchor Diameter = 3/8 in. Embedment Depth = 3-1/8 in. (Min.) Allowable Tensile Load = FTall = 945 lbs. Allowable Shear Load = Fvall= 1045 lbs. WIND FORCES Reaction F = 562 lbs. GRAVITY LOADS Ice and Equipment No. of Supports = No. of AnchorsI Suippo rt Tension Design Load Anchor = f�= 520 lbs. 2 2 140.50 lbs. C 905 lbs. Therefore, OK ! Shear Design Load 1 Anchor= fv= 130.00 lbs. C 1045 lbs. Therefore, OK ! CHECK COMBINED TENSION AND SHEAR ft / FT + f„ / Fv C 1.0 0.155 + 0.124 = 0.280 C 1.0 Therefore, OK Hudson Design Engineering PLLC RentlP.L Current Date: 10/23/2018 1:47 PM Units system: English Pile name WWR U T V RAL DEP RT M E NTA NALYS C.S_ S0 F T W A R EARA M r Ierri e n I S\ RAM Prajects\ATWA YAI 00.28180\LTE 60101281 qQ LTE 8 I - Gp Sentlev Current Date: 10/23/2018 1:47 PM Units system: English File name: W:ISTRUCTURAL DEPARTMENTMALYSIS SCFTWAREIRAM Elements\RAM ProiectslAT&T1NY1100281801LTE 6C110028180 (LTE 6C) - Garo 10 m chi, X W i CO cri co 0A X W rn w' W ao ao M � A36 L 3X3X 1 2 1 L3X3X1_2 ni- Ln w d d a Condition Member Dirt Valuel Distl % ._..,............... .._.------ [Klp] [ft] _---------------- DL 3 y -0.037 0.00 No -0.037 8.00 No -0.06 3.00 No -0.024 6.00 No 5 y -0.04 0.00 No -0.04 8.00 No y -0.044 2.00 No -0.06 4.00 No 6 Y -0.037 0.00 No v -0.037 8.00 No -0.08 3.00 No -0.06 6.00 No 16 y -0.005 2.00 No 17 y -0.005 2.00 No 18 Y -0.008 2.00 No 19 y -0.008 2.00 No Wo 3 z -0.191 0.00 No z -0.191 8.00 No 5 z -0.131 0.00 No -0.131 8.00 No z -0.049 2.00 No z -0.06 4.00 No 6 -0.191 0.00 No -0.191 8.00 No z -0.025 3.00 No 16 -0.026 2.00 No 17 -0.026 2.00 No 18 -0.014 2.00 No 19 z -0.014 2.00 No W i 3 z -0.049 0.00 No z -0.049 8.00 No 5 2 -0.038 0.00 No z -0.038 8.00 No f -0.015 2.00 No z -0.018 4.00 No 6 Z -0.049 0.00 No z -0.049 8.00 No z -0.01 3.00 No 16 z -0.008 2.00 No 17 z -0.008 2.00 No 18 z -0.005 2.00 No 19 z -0.005 2.00 No Di 3 y -0.152 0.00 No -0.152 8.00 No -0.056 3.00 No -0.025 6.00 No 5 y -0.169 0.00 No y -0.169 8.00 No y -0.043 2.00 No -0.056 4.00 No 6 y -0.152 0.00 No y -0.152 8.00 No -0.13 3.00 No -0.051 6.00 No 16 y -0.024 2.00 No 17 y -0.024 2.00 No 18 } -0.014 2.00 No ---------- 19 --------- y -0.014 ---- ---------------- 2.00 No Paget Self weight multipliers for load conditions Condition Description Self weight multiplier Comb. MUM MultY MUM DL Dead Load No 4.00 -1.00 0.00 Wo Wind Load (No Ice) No 0.00 0.00 0.00 Wi Wind Load (With Ice) No 4.00 0.00 0.04 Di Ice Load No 0.00 0.00 0.00 Earthquake (Dynamic analysis only) Condition a/g Ang. Damp. [Deg] 1%] D L 0.00 0.00 0.00 Wo 0.00 0.00 0.00 Wi 0.00 0.00 0.00 Di --------------------------------------------------------------------------- 0.00 0.00 0.00 Page3 "Ientlev "ko Current Date: 10/23/2018 1:47 PM Units system: English File name: WASTRUCTURAL DEPARTMENT1A11IALYSIS SOFTWAREIRAM Eaements\RAM Projects\AT&nNY1100281801LTE 6C110028180 (LTE 6C) - Gaht W -2 �U, SentLetj, Current date: 10/23/2018 1:47 PM Units system: English Fi le Iia me: WAST T P U TU FAL DE PA RTM E N T1ANALYS I S SOFTWARBRAM E lem entskRAM Projects T T1N1100281 8ML-T E 6C\ 10 028180 LTE 8 - a i Design status Not designed Error on design Design O.K. With warnings $entley Current Date: 10/23/2018 1:47 PM Units system: English File name: W:ISTRUCTURAL DEPARTMENTIANALYSIS SOFTWAREIRAM Elements\RAM Projects\AT&T1NY1100281801LTE 60110028180 (LTE 6C) Gamma.etzl Steel code cheek Report: Summary - Group by member Load conditions to be included in design LC1=1.2DL+1.6Wo LC2=0.9DL+1.6Wo LC3=1.2DL+VII!+Di LC4=1.2DL LC5=0.9DL Description Section Member Ctrl Eq. Ratio Status Reference -_- .--.._a ..-.. ------- .____________________-__________y._____-:._a_._._._.___._...... --- L 3X3X1_2 1 .-_.._a_._....._..a_..._..__..--------- LC2 at 7.50% 0.44 OK Eq. 1-12-1 2 LC1 at 7.50% 0.69 OK Eq. 1-13-8 P 1-318xl-318 16 --------------------------------- LC3 at 100.00% ...... .,_.,..w.t.-------- 0.26 -_.,R--t-r,----,--w---t��.�_.�LL, OK Sec. C5.2 17 LC3 at 100.00% 0.22 CK Sec. C5.2 18 LC3 at 0.00% 0.33 OK Sec. C5.2 19 LC3 at 0.00% 0.29 OK Sec. C5.2 PIPE 2XO.154 3 LC1 at 50.00% 1.11 --------Y_--- N.G. ---__---__d-_._.....----..._....--... Eq. H1 -1b 5 LC1 at 50.00% 0.97 OK Eq. H1 -1b 6 ..-'-.---w+�w�.+r+Fn•+'..--------------------- LC1 at 50.00% 1.16 N.G. Eq. H1 -1b ------------- Pagel 7 Pto Benfley Current Date: 10/23/2018 1:47 PM Units system: English File name: W:ISTRUCTURAL DEPARTMENTIANALYSIS SCFTWAREIRAM Eiements\RAM Projects\AT&T1NY1100281801LTE 6C110028180 (LTE 6C) Gamma.etzl Geometry data GLOSSARY Cb22, Cb33 : Moment gradient coefficients Cm22, Cm33 = Coefficients applied to bending term in interaction formula d0 : Tapered member section depth at J end of member DJX ; Rigid end offset distance measured from J node in axis X DJY ; Rigid end offset distance measured from J node in axis Y DJZ Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X DKY : Rigid end offset distance measured from K node in axis Y DKZ : Rigid end offset distance measured from K node in axis Z dL : Tapered member section depth at K end of member Ig factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 ; Member length for calculation of axial capacity LB pas ; Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg ; Lateral unbraced length of the compression flange in the negative side of local axis 2 RX : Rotation about X RY = Rotation about Y RZ Rotation about Z T4 : 1 = Tension only member 0 = Normal member TX : Translation in X TY : Translation in Y TZ Translation in Z Nodes Node X Y Z Rigid Floor Ift] [ft] [ft] 1 0.00 0.00 0.00 0 2 12.50 0.00 0.00 0 3 0.00 4.0833 0.00 0 4 12.50 4.0833 0.00 0 5 0.25 -0.25 0.20 0 6 0.25 8.75 0.20 0 9 12.25 -0.25 0.20 0 10 12.25 8.75 0.20 0 11 1.00 0.00 0.00 0 12 1.00 4.0833 0.00 0 13 11.50 0.00 0.00 0 14 11.50 4.0833 0.00 0 15 5.25 8.75 0.20 0 16 5.25 -0.25 0.20 0 19 0.25 0.00 0.00 0 20 0.25 4.0833 0.00 0 21 12.25 0.00 0.00 0 22 12.25 4.0833 0.00 0 25 5.25 4.0833 0.00 0 26 5.25 0.00 0.00 0 27 12.25 0.00 0.20 0 Pagel 28 12.25 4.0833 0.20 0 31 5.25 4.0833 0.20 0 32 5.25 0.00 0.20 0 33 0.25 4.0833 0.20 0 34 0.25 0.00 0.20 0 36 7.5833 4.0833 0.00 0 37 8.75 4.0833 0.00 0 40 7.5833 0.00 0.00 0 41 8.75 0.00 0.00 0 44 2.625 4.0833 0.00 0 45 3.50 4.0833 0.00 0 47 2.625 0.00 0.00 0 48 3.50 0.00 0.00 0 Restraints Node TX TY TZ RX RY RZ 11 1 1 'i 1 1 12 1 1 0.00 1 1 13 1 1 1 1 1 14 1 1 1 1 1 1 Members Member NJ NK Description Section Material d0 dL Ig factor 1 [in] -------------------------------------------------- [in] 0.00 1 1 2 L 3X3X1 2 ....... A36 0.00 0.00 0.00 2 3 4 L 3X3X1 2 A36 0.00 0.00 0.00 3 6 5 PIPE 20.154 A53 GrB 0.00 0.00 0.00 5 10 9 PIPE 20.154 A53 GrB 0.00 0.00 0.00 6 15 16 PIPE 2x0.154 A53 GrB 0.00 0.00 0.00 16 37 41 P 1-3!8x1-318 A36 0.00 0.00 0.00 17 36 40 P 1-318x1-318 A36 0.00 0.00 0.00 18 45 48 P 1-3!8x1-318 A36 0.00 0.00 0.00 19 44 47 P 1-318x1-318 A36 0.00 0.00 0.00 Orientation of local axes Member Rotation Axes23 NX NY NZ [Deg] 1 270.00 0 0.00 0.00 0.00 2 270.00 0 0.00 0.00 0.00 16 180.00 0 0.00 0.00 0.00 17 180.00 0 0.00 0.00 0.00 18 180.00 0 0.00 0.00 0.00 19 -------------------------------------------------------------------------------------------------------------------- 180.00 0 0.00 0.00 0.00 Paget Hudson' Design Engineering PLLC Conditions) f3enttpy Current Date: 10/23/2018 1:27 PM Units system: English F d e n a rn a: II ASTRU CTURAL DE PA I TME N1)A ALYSIS OFT A EV�AM ElemenIMRAM ProjecMT&T 1 10028180%LTE 6010028180 TE 6C) - Gamma (MOD.), �� 1 Bent(ey Current date: 10/23/2018 1:48 PM Units system: English File name: WASTRUCTURAL DEPARTMENTMALYSIS SGFTWAREIRAM Elements\RAM Proiects\AT&T1NY1100281801LTE 60110028180(LTE 6C) - Ga Y i Ul a W n W LJO O co - 2) w x u� N L 3X3X1 2 d T v W W n W Wj m co co T r 1^}M('j ko W 1 1 CD �0 a A36 L 3X3X1 2 Y i BentLeLj Current Date: 10/23/2018 1:48 PM Units system: English File name: WASTRUCTURAL DEPARTMENTIANALYSIS SGFTWAREIRAM Elements\RAM Proiects\AT&T1NY1100281801LTE 6C110028180 (LTE 6C) - Garhj MMIIIIII f3entlet.., Current Date: 10/23/2018 1:48 PM Units system: English File name: WASTRUCTURAL DEPARTMEN RANALYSIS SOFTVVAREIRAM Elements\RAM Pro eots\AT T NY\100281801LTE 60110028180 (LTE 6D)- Ga Design status Not designed Error on design Design Q.K. With warnings f3entLey Current Date: 10/23/2018 1:48 PM Units system: English File name: WASTRUCTU RAL DEPARTMENTIANALYSIS SOFTWAREIRAM ElementslRAM Projects\AT&TINY1100281801LTE 6010028180 (LTE 6C) - Gamma (MOD.).etzl Steel Code Check Report: Summary - Group by member Load conditions to be included in design LC1=1.2DL+1.6Wo LC2=0.9DL+1.6Wo LC3=1.2DL+Wi+Di LC4=1.2DL LC5=0.9DL Description Section Pagel Member Ctri Eq. Ratio Status Reference L 3X3X1_2 1 LC2 at 7.50% 0.40 OK Eq. 1-12-1 2 LC1 at 92.50% 0.62 OK Eq. 1-13-8 P 1-318x7-318 16 LC3 at 100.00% 0.26 OK Sec. C5.2 17 LC3 at 100.00% 0.22 OK Sec. C5.2 18 LC3 at 100.00% 0.33 OK Sec. C5.2 19 LC3 at 0.00% 0.29 OK Sec. C5.2 PIPE W.154 5 ---------- - --------------- LC 1 at 50.00% ---------- 0.97 OK ---------- ---- Eq. H1 -1b PIPE W.218XS 3 LC1 at 50.00% 0.82 OK Eq. H1 -1b --------.._--_-- 6 LC1 at 50.00% ..4{��. ----------------- 0.86 OK _.__---__ Eq. H1 -1b -y._._--------. ----- -a----------------- Page1 Bentley Current Date: 10/23/2018 1:48 PM Units system: English File name: WASTRUCTURAL DEPARTMENTIANALYSIS SOFTWAREIRAM Elements\RAM Projects\AT&T1NY1100281801LTE 60110028180 (LTE 6C) Gamma (MOD.).etzl GeometrY data r,i r)ccnQv Cb22, Cb33 ; Moment gradient coefficients Cm22, Cm33 : Coefficients applied to bending term in interaction formula d0 : Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in axis X DJY : Rigid end offset distance measured from J node in axis Y DJZ Rigid end offset distance measured from J node in axis Z DKX = Rigid end offset distance measured from K node in axis X DKY : Rigid end offset distance measured from K node in axis Y DKZ Rigid end offset distance measured from K node in axis Z dL Tapered member section depth at K end of member Ig factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity LB pos v Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX ; Rotation about X RY Rotation about Y RZ , Rotation about Z TO 1 = Tension only member 0 = Normal member TX : Translation in X TY Translation in Y TZ : Translation in Z Nodes Node X Y Z Rigid Floor Ift] [ft] Ift] ------------------- 1 0.00 0.00 0.00 0 2 12.50 0.00 0.00 0 3 0.00 4.0833 0.00 0 4 12.50 4.0833 0.00 0 5 0.25 -0.25 0.20 0 6 0.25 8.75 0.20 0 9 12.25 -0.25 0.20 0 10 12.25 8.75 0.20 0 11 1.00 0.00 0.00 0 12 1.00 4.0833 0.00 0 13 11.50 0.00 0.00 0 14 11.50 4.0833 0.00 0 15 5.25 8.75 4.20 0 16 5.25 -0.25 0.20 0 19 0.25 0.00 0.00 0 20 0.25 4.0833 0.00 0 21 12.25 0.00 0.00 0 22 12.25 4.0833 0.00 0 25 5.25 4.0833 0.00 0 26 5.25 0.00 0.00 0 27 12.25 0.00 0.20 0 Pagel 7 P� I.,, f e . Current Date: 10123/2018 1:48 PM Units system: English File name: WASTRUCTURAL DEPARTMENTMALYSIS SOFTWARE\RAM Elements\RAM Pro'eots\AT&T1NY1100281801LTE 6C\10028180 LTE 6C - Ga i N12 N?4 F N11 N 13 Bentley Current Date: 10/23/2018 1:48 PM Units system: English File name: WASTRUCTURAL DEPARTMENTMALYSIS SGFTWAREIRAM Elements\RAM Projects\AT&T1NY1100281801LTE 6C110028180 (LTE 6C) Gamma (MOD.).etz1 Analysis result Reactions Direction of positive forces and moments Pagel Forces rKiy1 Moments Ki *ft Node FX FY FZ MX MY Mz Condition LC1=1.2DL+1.6Wo 11 0.00595 -1.17106 -0.09106 0.00351 0.01920 0.87409 12 -0.00595 1.79891 1.17996 0.13738 -0.65977 -0.33807 13 -0.00248 -1.15974 -0.08620 0.00952 0.06441 -0.89950 14 0.00248 1.70100 0.98130 0.14207 0.29884 0.52984 ------------- SUM .a...}----------------------------------------- 0.00000 .------------ 1.16911 .--. .............. ---_---_-___-- 1.98400 0.29248 -0.27732 --__-. 0.16635 Condition LC2=0.9DL+1.6Wo 11 -0.00517 -1.25179 -4.09615 0.00436 0.02315 0.81755 12 0.00517 1.72047 1.18505 0.13825 -0.66375 -0.38782 13 0.00014 -1.22612 -0.09009 0.01052 0.06266 -0.86064 14 -0.00014 1.63427 0.98518 0.14316 0.30055 0.56363 SUM 0.00000 --------------..r._.----- 0.87683 y4..___ 1.98400 ___«,... ,......__.....L ......... 0.29629 ....Y- ....... .............. -0.27739 0.13271 Condition LC3=1.2DL+Wi+Di 11 0.10673 0.61382 0.04124 -0.00857 -0.03897 0.64893 12 -0.10673 1.06401 0.13875 0.01235 -0.07441 0.39050 13 -0.02430 0.46188 0.02774 -0.00975 0.03126 -0.49204 14 0.02430 0.98040 0.13326 0.01375 0.42561 -0.17274 -_-___----------- SUM -------a==-----------------------------a 0.00000 -._.._-_-_y----------------------------------------------------_--------------------- 3.12011 0.34100 0.00778 -0.05651 ---------------- 0.37465 Condition LC4=1.2DL 11 0.04446 0.32291 0.02034 -0.00339 -0.01579 0.22617 12 -0.04446 0.31378 -0.02036 -0.00349 0.01593 0.19899 13 -0.01049 0.26553 0.01558 -0.00399 0.00700 -0.15545 14 0.01049 0.26689 -0.01555 -0.00439 -0.00686 -0.13515 SUM 0.00000 1.16911 0.00000 -0.01526 0.00028 0.13456 Pagel Condition LC5=0.9DL LC1=1.2DL+1.6Wo 11 0.03334 0.24218 0.01525 -0.00254 -0.01185 0.16963 12 -0.03334 0.23533 -0.01527 -0.00262 0.01195 0.14924 13 -0.00786 0.19914 0.01168 -0.00299 0.00525 -0.11659 14 0.00786 0.20017 -0.01166 -0.00329 -0.00515 -0.10137 --------------- sUM 0.00000 0.87683 0.00000 -0.01144 --------------------------------- 0.00021 0.10092 Envelope for nodal reactions Note.- Ic is the controlling load condition Direction of positive forces and moments Envelope of nodal reactions for Pagel LC1=1.2DL+1.6Wo LC2=0.9DL+1.6Wo LC3=1.2DL+Wi+Di LC4=1.2DL LC5=0.9DL Forces Moments Node Fx Ic Fy Ic Fz Ic Mx Ic My Ic Mz Ic [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ---.....-.....-, 11 Max 0.107 LC3 0.614 LC3 0.041 LC3 0.00436 ------------- LC2 0.02315 LC2 0.87409 LC 1 Min -0.005 LC2 -1.252 LC2 -0.096 LC2 -0.00857 LC3 -0.03897 LC3 0.16963 LC5 12 Max 0.005 LC2 1.799 LC1 1.185 LC2 0.13825 LC2 0.01593 LC4 0.39050 LC3 Min -0.107 LC3 0.235 LC5 -0.020 LC4 -0.00349 LC4 -0.66375 LC2 -0.38782 LC2 13 Max 0.000 LC2 0.462 LC3 0.028 LC3 0.01052 LC2 0.06441 LC1 -0.11659 LC5 Min -0.024 LC3 -1.226 LC2 -0.090 LC2 -0.00975 LC3 0.00525 LC5 -0.89950 LC1 --------------------------------------- 14 Max 0.024 LC3 -------------- 1.701 LC1 0.985 LC2 ------------------------------------- 0.14316 LC2 0.30055 LC2 --------------------- 0.56363 LC2 -_..-a._..__...._.._....._..._..-.-------- Min 0.000 LC2 0.200 LC5 -0.016 --------------------------------___.__..,......_-........_..._.,...-- LC4 -0.00439 LC4 -0.00686 LC4 -0.17274 LC3 Pagel Date: 10/23/2018 Project Name: EMBURY APARTMENTS Project Number: 10028180 Designed By: BD Checked By: MSC GAMMA SECTOR: Hudson Design Engineering PLC CFS E CK CO N N ECTI ON CAPACITY # Wo arse Case Reference: Hilti HIT-HY 70 Hybrid Adhesive for Masonry Epoxy Type = HIT-HY70 Anchor Diameter = 3/8 in. Embedment Depth = 3-1/8 in. (Min.) Allowable Tensile Load = FTall = 905 lbs. Allowable Shear Load = Fvall= 1045 1 bs WIND FORCES Reaction GRAVITY LOADS F = 1185 1 bs. Ice and Eg u ipment No. of Supports No, of AnchorsI Support� Tension Design Load L Anchor = ft= 1799 lbs. 2 2 295.25 lbs. C 905 lbs. Therefore, OK ! Shear Design Load Anchor= f„= 449.75 lbs. C 1045 lbs. Therefore, OK CHECK COMBINED TENSION AND SHEAR ft 1 FT + f„ 1 Fv < 1.0 0.327 + 0.430 = 0.758 C 1.0 Therefore, OK