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Home My WebLink AboutAPPROVED Miramar I Condominium_178245_Structural Analysis_2021-04-26 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 1 of 99 JWA1En*1__ee1r)Q 4907 NW 43rd Street, Suite D, Gainesville, FL 32606 Pass-Fail Evaluation of the Existing Platform & Antenna Frame Attachment Verizon Wireless Cell Site Equipment Platform and Antenna Upgrades Site located at: Miramar 1 Condominium Verizon Site#178245 9950 South Ocean Drive Jensen Beach, FL 34957 St. Lucie County December 14, 2020 Designed in accordance with the requirements of 71h Edition (2020) Florida Building Code, Wind Loading requirements within Chapter 16. Analysis Prepared for: Tower Engineering Professionals, Inc. Matthew K. Lackey, PE 3401 St. Vardell Lane Suite A Charlotte, NC 28217 Analysis Prepared by: Waylon Francis, El #E11100019320 Seal: Analysis Reviewed by: John Wayne Mishoe, PhD PE #PE25349 Stephen Matthew Belser, PE #PE67514 John W Digitally signed by JWM Engineering, LLC #CA28619 John W Mishoe Mishoe Date:2020 ' ' 12/14/2020 11:34:11 -050000 Signature Date 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 2 of 3wAIEIA*1__eeIr)") 4907 NW 43" Street, Suite D, Gainesville, FL 32606 Table of Contents Page Part 1: Platform Pass-Fail Evaluation Structural Report 4 TEP Proposed Site Plan 10 Selected Pages of Existing Building Construction Documents 11 Wind Loads-Roof Top Equipment 18 RISA 3D Equipment Frame Model 22 Equipment Frame Connections 50 Equipment Frame Base Plate Analysis 52 Hilti Anchor Bolt Checks 55 Frame Knee Brace Checks 59 Building Influence Calculations for Columns 67 Part 2: Antenna Anchor Attachment Evaluation MECA Wind Loads for Antenna 68 TEP Antenna Mount Mapping 70 RISA 3D Equipment Mount Model &Anchor Loading 75 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 3 of 99 3WAvMIA*,I__e(Ir)Q 4907 NW 43" Street, Suite D, Gainesville, FL 32606 HILTI HIT-HY 150 Anchor Check for Concrete 90 HILTI HIT-HY 270 Anchor Check for Grout Filled Masonry 96 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 4 of 99 3WAVMIA*'I__e(Ir)Q 4907 NW 43" Street, Suite D, Gainesville, FL 32606 Project Scope of Work and General Conditions Part 1:Scope of Work The scope of work for this part of the project is to structurally evaluate an existing elevated equipment platform on the rooftop of an existing building and its ability to support the installation of a new outdoor equipment cabinet and associated equipment. The existing frame is attached to steel base plates anchored directly over existing concrete building columns. The following evaluations are based upon load requirements of the 2020 Florida Building Code (FBC). This is a Verizon Wireless site located at 9950 South Ocean Drive, Jensen Beach, Florida in St. Lucie County. The photo below shows the platform in its existing conditions prior to equipment addition: I� Figure 1- Existing Platform at Site Part 2:Scope of Work The scope of work for this project is to evaluate the attachment method used and the anchors ability to support the installation of the proposed antennas and associated equipment. The existing antennas are located at antenna rad center elevation of 184 feet. These evaluations are used to determine loading requirements based upon the TIA-222-H standard and the 2020 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 5 of 99 3WAVMIA*'I__e(Ir)Q 4907 NW 43" Street, Suite D, Gainesville, FL 32606 Florida Building Code (FBC). This is a Verizon Wireless site located at 9950 South Ocean Drive, Jensen Beach, Florida in St. Lucie County. The photo below shows a typical antenna mount in its existing conditions prior to equipment addition: i i Figure 2 - Existing Antenna Mounts at Site PART 1 REPORT Structural Analysis The analysis is based upon the following documentation provided to JWME from TEP: 1. Lease Exhibit of the proposed equipment layout, prepared by TEP, dated 12-07-2020. 2. Proposed Verizon RFDS for the Dune Walk site dated, 11-9-2020. 3. Previous structural design & evaluation of the Miramar 1 site completed by JWME on 08-28-2015. JWME used the best information available to analyze the impact on the building and to determine the required loading. The proposed equipment information was provided by Tower 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 6 of 99 ef1r)") 4907 NW 43" Street, Suite D, Gainesville, FL 32606 Engineering Professional, Inc. (TEP) and the data used to determine the required platform loads. Loads considered in the analysis include the following: 1. Wind loads were computed using ASCE 7-16 methods assuming a wind speed of 163 MPH, Building Category II, Exposure D. 2. Dead weight, Live loads and associated wind loads were included based upon code minimum requirements for the roof area. 3. The table below lists the proposed equipment being added to frame and the equipment to remain: Equipment Type Dead Weight (Ibs.) Dimension (in) (1) Cabinet: CUBE Large SS 1915 32" x 32" x 84" (1) Raycap OVP12 20 21" x 19" x 6" 4. Other known dead weights, such as grating weights, were also added. Evaluations were conducted on the following major components: 1. Member stresses including the beams, girders, and knee braces. 2. Worst case loaded connections were checked using record drawings and model analysis. 3. Base plate analysis. 4. Anchor bolt connection to existing building analysis. 5. Site photographs and in-field measurements provided to JWME by TEP. Because this is an existing structure, no consideration was given to the continuous load path to the foundation. A building influence of the concrete columns was performed in accordance with the 2020 Florida Building Code: Existing Building 707.2. The contractor must verify any assumptions presented in this report and contact engineering if the assumptions are different from conditions existing in the field. However, with this installation, the additional equipment it not expected to change the overall loading of the structure. Results of Analyses The equipment frame has been evaluated and meets the minimum requirements of the 7th Edition (2020) FBC. The specifications are provided by JWME in the attached calculations. This evaluation assumes the current structure has been kept in good repair, code compliant and 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 7 of 99 ef1r)") 4907 NW 43" Street, Suite D, Gainesville, FL 32606 built in accordance with the record drawings. The contractor must verify these assumptions and report to the engineer any discrepancies as it may affect the results of this evaluation. PART 2 REPORT Structural Analysis The analysis is based upon the following documentation provided to JWME from TEP: 1. Lease Exhibit of the proposed equipment layout, prepared by TEP, dated 12-07-2020. 2. Proposed Verizon RFDS for the Dune Walk site dated, 11-9-2020. 3. Previous structural design & evaluation of the Miramar 1 site completed by JWME on 08-28-2015. 4. Site photographs and in-field measurements provided to JWME by TEP. JWME used the best information available to analyze the impact on the building and to determine the required anchor loading. The proposed antenna mount and antenna information was provided by Tower Engineering Professional, Inc. (TEP) and the data used to determine the required anchor loads. Loads considered in the analysis include the following: 1. Wind loads were computed using ASCE 7-16 methods assuming a wind speed of 163 MPH, Building Category II, Exposure D. 2. Dead weight, live loads and associated wind loads were included based upon code minimum requirements for the roof area. 3. The table below lists the proposed equipment being added and the equipment to remain: Mount Equipment Elevation Elevation Quantity Manufacture Model Status (ft) (ft) 3 - VZE01 3 Ericsson 4449 Added 3 Ericsson 8843 177.88 184.00 1 Raycap RHSDC-6627-PF-48 6 JMA Wireless X7CQAP-FRO-645-VRO 1 30kW Generator - 1 EBRE Battery Cabinet _ Retained 1 Raycap OVP Box 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 8 of 3WAIEIA*1__eeIr)") 4907 NW 43" Street, Suite D, Gainesville, FL 32606 This evaluation was conducted using the information provided from TEP to JWME for the Verizon Wireless VZE01 antenna having dimensions 30.4"x15.9"x8T' and weighs 81.6 lbs. as listed in the above table. This evaluation does not cover antennas with larger dimensions or are of heavier weight. This analysis evaluates the anchorage only and does not evaluate the mount/frame of which the antenna is attached. Results of the Mount Analysis There are three different anchorage/attachment methods evaluated in this report. The first method assumes that the antenna mount anchors were installed into a concrete wall. The second method assumes that the antenna anchors were installed into grout filled CMU and the third assumes that the mount was attachment using thru bolts with backer plates. Method 1:Anchor into Concrete This evaluation was completed using the HILTI HIT-HY 150 Anchor Epoxy systems using a total of four (4) 3/4"0 threaded rods with a embedment depth of 3-3/8" into the concrete as stated in the previous Verizon CD's with signed and sealed date 10/19/2015 provided to JWME by TEP. JWME used the RISA finite element program to generate a model of the existing antenna mount provided by TEP. The anchor loads from the RISA model were compared against the loads from the HILTI HIT-HY 150 loads tables and maximum unity code of 0.33 was recorded meaning that the anchor is loaded to 33% of its overall capacity. The calculations can be found on page 90 of this report. Based upon the results of our analysis, the antenna frame anchors WILL support the proposed antenna and mount if installed into concrete. The following evaluations are based upon loading requirements of the TIA-222-H standard and the 2020 Florida Building Code (FBC). Method 2:Anchor into Grout Filled CMU This evaluation was completed using the HILTI HY 270 Anchor Epoxy systems using a total of four (4) 3/4"0 threaded rods with an embedment depth of 6-3/4" into the grout filled CMU. JWME used the RISA finite element program to generate a model of the existing antenna mount provided by TEP. The anchor loads from the RISA model were then transferred to the HILTI PROFIS Engineering software where maximum unity code of 0.56 was recorded meaning that the anchor is loaded to 56%of its overall capacity. The calculations can be found on page 96 of this report. Based upon the results of our analysis, the antenna frame anchors WILL support the proposed antenna and mount if installed into concrete. The following evaluations are based upon loading requirements of the TIA-222-H standard and the 2020 Florida Building Code (FBC). 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 9 of 3WAIEIA*1__eeIr)") 4907 NW 43" Street, Suite D, Gainesville, FL 32606 Method 3: Thru Bolts with Backer Plate(s) This attachment method assumes the uses (4) 5/8"0 threaded rods (thru bolts) with 6"x6"x1/2" backer plates through ungrouted CMU as stated. The details of this method were documented in the previous Verizon CD's dated 10/19/2015 provided to JWME by TEP. The method of using thru bolts with backers plates have been used and has been proven to work in multiple applications including antenna mount attachments. From pass experiences, JWME believes that because a smaller and lighter antenna is replacing a larger antenna, the existing thru bolt attachment method will support the proposed antenna and associated equipment. NOTE: PLANS PREPARED FOR: EQUIPMENT PLATFORM LAYOUT Verizo SHOWN BELOW WAS TAKEN FROM: • CONSTRUCTION DRAWINGS BY EXISTING VERIZON EXISTING VERIZON EXISTING VERIZON 4700 EXCHANGE COURT, SUITE 100 KIMLEY-HORN AND ASSOCIATES, 6120 CABINET TO BATTERY CABINET 30kW GENERATOR INC. DATED OCTOBER 19, 2015. BE REMOVED (EBRE) TO REMAIN TO REMAIN BOCA RATON, FL 33431 PROVIDED BY VERIZON WIRELESS. (561) 995-5539 n%/ �o • SITE VISIT PHOTOS FROM OCTOBER 2 PROJECT INFORMATION: 10, 2020. EXISTING VERIZON EQUIPMENT VZW SITE #: 178245 PLATFORM VZW SITE NAME: MIRAMAR I EXISTING VERIZON EXISTING VERIZON CONDOMINIUM 9950 RAYCAP TO REMAIN DENS TELCO CABINET SOUTH OCEAN DRIVE TO REMAIN ENSEN BEACH, FL 34957 (ST. LUCIE COUNTY) EXISTING VERIZON PLANS PREPARED BY: FIBER CABINET TO REMAIN r� EXISTING VERIZON PANEL TO REMAIN- EXISTING VERIZON MTS I BINET TO REMAIN EXISTING VERIZON \\ ATS CABINET TO REMAIN TOWER ENGINEERING PROFESSIONALS EXISTING EQUIPMENT PLATFORM DETAILS 0 4 8 326 TRYON ROAD RALEIGH,NC 27603-3530 SCALE: Y4" - l'-O" SCALE IN FEET OFFICE:(919)661-6351 www.tepgroup.net FL COA#31011 SEAL: PROPOSED VERIZON EXISTING VERIZON EXISTING VERIZON �� CHARLES CUBE BATTERY CABINET 30kW GENERATOR CABINET TO BE (EBRE) ` INSTALLED �j+ Q EXISTING VERIZON EQUIPMENT _ Pay 0�5 PLATFORM G PROPOSED VERIZON EXISTING VERIZON RAYCAP (OVP12) TELCO CABINET EXISTING VERIZON EXISTING VERIZON RAYCAP FIBER CABINET 0 1 2-07-20 LEASE EXHIBIT REV DATE ISSUED FOR: EXISTING VERIZON DRAWN BY: LLS CHECKED BY: JHJ PANEL SHEET TITLE: EXISTING VERIZON EQUIPMENT MTS CABINET PLATFORM DETAILS EXISTING VERIZON ATS CABINET SHEET NUMBER: REVISION: PROPOSED EQUIPMENT PLATFORM DETAILS 0 4 8 0 SCALE: Y4" = 1'-0" SCALE IN FEET TEP#:250G57.445421 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 11 of 99 t' I2 f✓51 L GDP Li Lrde-, � STu��a rti R�GLET COUNTED FLASHING GAP. 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K 2x S o - - -- y 0 _ 4 T �3. COAT (zYP� s- � t0 ,� X _� LAP WITH '2-0" SPLIG� " SEE SE.GT i oNS A�.l3 'L-�4- E5ARS Z-�� BARS �i I I Lo � O ITYPOCAL FLOOR REINFORCING PLAN I/e" = it- Oil SEE DWG. S -4 FOR DIMENSIONS AND BEAMS . TYPICAL FLOOR SLAB NOTES ALL INTERIOR FLOOR SLABS ARE 711 THICK . EXTERIOR SLABS STEP DOWN I " AT EXTERIOR WALLS TO BECOME 6" THICK . TOP OF EXTERIOR SLABS THEN PITCH Z" TO BECOME 5z" THICK AT THE PERIMETER OF THE BUILDING . ALL BARS SHOWN ON PLAN ARE #4 TOP BARS UNLESS OTHERWISE NOTED . ALL SLAB BOTTOM BARS ARE #4 @ 12"oc EACH WAY UNLESS OTHERWISE NOTED . OUTER LAYER TOP AND BOTTOM BARS SHALL RUN IN THE EAST--WEST DIRECTION z UNLESS OTHERWISE NOTED THUS %� ON THE PLAN . Q J SPACED TOP BARS SHOWN AT COLUMNS SHALL BE CENTERED BOTH WAYS ON cn COLUMN CENTERLINES EXCEPT WHERE OTHERWISE NOTED . z d z $-2h- S8 I IZEV. SECTS A- C? g• �5 . D+QR�C� U SIrGi. MnI'ZlGS GrI, �LA.hI . � LD z n m Q SHE ET NUMBER Z -MCGLIINCHY & PUNDT LQ m CONSULTING ENGINEERS S 5 D F l3 $901 SW 74TH STREET r SOUTH MIAMI. FLORIDA 33143 12/ 0 1 9 „3 " -- I3'- 5 " 12'_ I1 " � t=n il � i �" !:� 2 I � - II r-3-o' , f2 . 11 13 -� 13-a 3-lv 2, „1� 1, , 1, ! 10 r "`" - I Z - - - -- z al"I V — --- - --- - -- - -- - --- -- - - - Q Ar— =0 0 If J rj 0 it I _� r i -`� ! , -- 3 Z � =Q I� Q 'w -� 10 LJ X LL NI N ' { I I I I r - - r AL 00 Lf) 1 L a j Q 2' r i l p - I r �l o" A Sto I A'S� La � k I � !O SLAH �} `�, 10" SLAB co r { N - ® _# _ LA Ln LAI- 11011 JZ P g 1 ! rt32 I {�^�{ THR D ,� s� 4 0 #4sf'2''E.W.eoT. _ r EX G E PT v t/µ e 2E , ! I r - Y ° f i - �- NOTCa CJTHGf WISF, - + jJ s a Q 7<Vw6u ij R I \ R>35 = S=o' !0'--5" - i I - o $ $-ro' 8' `_ 11`-a' 8 S- '�$ -14' 3 - 'r� ELEV.V. MAC4-i . ROOM ROOF FRAMING PLAN +a _ 1l , �✓ „ . „ tf1 o 0 if w - oil lj Ln lc�, all :2Fz A-S 10 ra�J Q DI a 1 �- - - - � 5 �� I " A- -0, P1 E GZ- SEE � I I m l -�' � I� , . tl � I - Lh t D ET. I i LY I pL 2:!o` ,.. 2'I I o ; I I ,- o , a;, g'o' �,. I PET. - �t l � I P U 4 \ ti, T. O _� LL `. Il-_ o r' j,t 4 1 51_�H I 1 Q 1^ VI 14•-�" I"L'�r�,l 4 /1 }-�•+ }. 04 e 24", T. � - - _ L . r - U �C I - �-'1 - — -r7— - - !— f--� . -=�;J l _ �/ z. I - AT 'D SGo1.lT. PS5 �� IO" SLAB q" _ `0, ^ co 'fOu9i_. A8 T z D - -/� I � l ,• ��y--11 r O 17 _®® „ OL r-T 7- r t7 L9 -1 1 _ /' I I I I I I 11 N I ! I I I I I -- - --- J d- � - Yg7 123` ��- - 1 2{ - .._ -... •� , � .aQ i I d0 � 70 A-5 IO I r SL 1 ,! 11 1 r-- x 14- � 3-a 1'5,- z �3+-a' Vdp - L IL I# 1 N I L AP, W A L L 4,LL. MAIN ROOF - FRAM ING P L .f N I /s " _ , '- ol 3(�0 4' �/ 'fit GAIrV_ �,t.IGH . BoL`r"S� , _ F, gY -rcawE;Z- MF;;=.- #4 c-- I2" E.w. BoT. Gal-1 CJI- �" Q.. Q.r, SV� Oer �" 0 I - ''?� Cd� L e F .D E W aTE& ,D[R v�f C� G.? _• _ o � ELEV. MACH . ROOM FLOOR FRAMING PLAN ` 1 �.� � - 2_ � � F. z 1 /E3 " - I '- O to f Q �. - --- --- Sq EAR WALL.--- - _ J_ z O 24" X24 " PIER 12 " X12 " PIERS �I71�g � UIM'S w �+�RE fNplG.c�-CEDE. Z COOLING TOWER SUPPORT DETA I L5 �v G 1.-ttb1 Taw�rz Loc- L AT I o N 5 U P P T [SETA I LS. 5 / 41t = I '- O " 2 o SHEET z McGLINCHY & PUNDT NUMBER CONSULTING ENGINEERS m S 6OF 15 5961 SW 74TH STREET • SOUTH MIAM I. FLORIDA 33143 • 1. 12 020 f 99 o , R r Ij 11 ' ROOF & PENTHOUSE BEAM SCHEDULE `� � `� V � �' -►� -o N Lo TOP REINFORCEMENT Q N _ N Q _ MARK SIZE R E M A R KS �` p x x '9 ELEV. BOT. TOP * 3 STIRRUPS �? _ Z,�go" 2xg;o' - o -� Z a Lj PS ET B M. 1�]FZ WITH G LAI:3. -fit ffl I` I- F` ,. m' {} 8x28 2-# 2- � c l�oG THRUOUTcoNT.' AT MAD-DEt�Tti �' _ - - , - c� I # m d t� IS 8 cam. •1 l��7 r. _ 3 E�' - _ 1571- y ` gx �� II 2_#S 2-#5 = 2F THf�UC�uT P51 RF_ N� Cot,1T. TRRU P52 s. X 4r �,I L ,�lo`-o" x L x lo'o� x4,_ ,r < _ _ I I X, I a v + ,�5'-9 r, 5 x 2.3 2-#5 2- S a 12!oc. THRU0UT — r�_ _ �I - o I I -0 r I Z ,I a -# _# \ 15 C'Ca I ,C q� ' u "IT + -- - -- - --- - -- — I I I� I2x I ><q-o 0 W FB4 + 1-7� -2 5 x I& 2 S 2 5 , THRuoUT N o �}. -, - LJ FPB� + 1-7 Cal'-2 12 X ICm -2-#� 2- S 12 cc THRUOUT SEE STAIR 5ECTf C7t.1 �� I I _ I i L1 � I 0 _T _ , II ,� I-7Co -2. 8 x 21 2-45 2-#5 = Ida ac. ,HRUOUT Pc�GKE_T t 2 1=otz 4 F�otz sLAF_> �' < 8@l0 x to-O = 1-7�. It - UPSET t'.�M. ROUR WITH SLAB O 47 12 + n �� I I Z PB-T •+- 1`r7 - �v SK 'Z9 - 5 G- 5 @ ICE oc THRUOUT °� ' ' ,� , ,I 7Kq-o I �} +1 r I = �,cg1-p' 7xf -O x i Lo 2-4tS CONT. AT MID-DEPTH Q is` -O X �i� 10 � 10-0 1 _ f -' - PEA + I`7Co,_2,1 - Sx 2� " I, O IINF, C�7rP`ij FROM I I 4 L1 0 - r' - # o -- -- --- 2` 5 L 5 !(p � TH K u U T POc�ET 1 2 t=oF_ 4 �R. eLA5 �fi A-'z t =�1 ' - I I - I N -p _ i= �' a W y, tv -0� 4 r h a II _ , • , n + 17�-2 c3x21 Z--#7 V7 5c9 E,E.) 13�L.G1�� 0 c�' 4 9-0 - I �" � i, �c 12 a r - - - { -� ,� F510 + s-7�1- 2+r 8X 21,I 2-#7 2-0 7 C- 9"oc rHRUOUT - -- _.,r—. _ !4C'ac .'` 6 �o I p r 4�,10 N c4 t8 - P5 11 + 1771-� 8 x 29 " 2-' 5 Z- 1�'c TH FUOUT R�PI^AT PBS NoTEs �r X I I 14ec� � $ 0 o -o , - - cIe12'0� �} - 13- SGCo �■■ - o .� + tf - ■ FIE)12 + 17G�--'LII Sx 'G4'L+ 2-#�0 2' � C 16ce- THTZUOuT r -� a =N I _`n' _ o K4, �' o° 1, m �x9^on I - S��-a _ 1� -- -- r�,�g' 0" o -p I I r II " 160 IEl R�1 !C�`7� 1 r` x l fa" 2-#5 2-#S �� -- 101-�' I _ _ -o o Col A ; � 12�. I - - - 0 3'O _a --- 2 - T"H R UO UT -- --- - _ uu R E52 12x Igo 2-#io 2`#5 �- 12r� T r4R000T SEE STAIR SECTION 13_#5 @ Cooc. x.F _ 0 4 c(1 d1 N _a p _O x II V - - t� I� �' �'` � Cow 12 oG_ x 1 q` .. -� � � -� � i' 'j 13�5 @ Cv oc •r!� a - - ----- - - - -- i `5 - x o _1171 —" - _ x 1r r. 8X L�„ 2-# 2' S Ga 1<ok�oc. TI-IT UD'_5T 4- -- --- - ADD mot- S BD-t — � I ¢ �1 14 - X _ _ - - x 12'-o" g (2 a x o" �` x �g x `9 t l� --- ADD d1- � �oT (a W - - - -- - ---�i --� - - -- - n -- - - -- _ - ------ ,, 12-#EDC- r 13@g'cc 4 ct o Q � N 2� 13Gd �" 0 --- 7-�', o t2G1} `Z - 9 2- � i0oc THFZuour EXT. TOP FEARS 48 PAST COLS E.E. 1 , +�" x 12-01 0 4�t oc x i7-o ,�� # 4c:i x 1-7 x 12-0 L r_r I r r r \ - Av 4'� ' II „ __ j It ,I I r- ( - ! 5 x IGJ r #r -#F , c� 1' Tt4F_f-�ou 14�� Od�_ +C IO- �U' t a�.tO I c. �. . SbT. t� Q I >< 12'-O" E — , x4`•o 23 X4-O' �c4-6` \ X L�-'-O,I L} 12'- II 6 p s- n n + n I - I -�0�g I - I ' " > r4Xa-o 4x II'' I �,_� _� �z 0 4X8101, �' v Ax l 2-n - - Sx 3'-�i' I sx 5`--0� �n X I %/ 0 II L---- _Q 4>< 12=011 ,. ll LCI — Cp�. r OG. K IQ`��I I 1� cn I _ +I �O le,oG. X I _ �po' �poc 18� 7F � �` � X I ' ' —Y -- I g K3 0, \ y I XIS'-O�� I V - t4 5.L4 >< - -- - - 14 -r �5 __- - - - --- -- -- -- --� - 14 5 4 aG x 1 S-o Z =0 W -1 P-7no, I _1 I I Q I Lt X ^r-Q, -� q�.�'+oC I =q I -0 to `nN Oit x 12'0" i ai I I 7 -0 I + f `t 1c12-o` po _4 ca 1CaG�oG X IG I Li ADZ) 1.'r1.'r 41~.W. 2 4 - - - - '1 - II IT. -. N ff H 0 5 K l2-o I , � I5c' x �" '� 15�Co� ,X '� ISc-7 x. xIle r ff ice'-CjI4 �1 �? I u i�k I Cc 0 - MAIN ROOF �on�i-a u_ ELEV. + 167 `- 1 " -�y S�� 0 - 8 x�_o S,c a -L iPLA� • i-�M. EtNF, l� 1�Z n� c (�`-/� i8-#= I Z nc. r T IB: J` - _T i ioc IX I Q O I Q z I 12 @ 7 aG I w r i IxlC7-o � pF , 13'a l9 Ilc� �o x�t0-c N IIt �d XIDa ��-, 7 I3'o x10-o" I Lu I II I I 1 ' `AP WITH 2',0" SPL-IC-E. ,� _.� p _ , -� _� I SE- s ECT-. A,� 4 c �- Q C`- � &I >E SECTION A - S 7 � � < o �' o o o i �x 0 1 /2 " = I '- 0" n HATCHED AREAS DENOTE IQ " THICK ! SLABS . � � 8 MAIN ROOF REINFORCING PLAN I /e"= I ' - o'l SEE DWG. S-6 FOR DIMENSIONS AND BEAMS #�'-1- e 12 � T, 92 (Torz vIaE #� x N O T MAIN ROOF SLAB NOTES 2'-o" EA• DtTZFGIi� j PQS1TcatL GAF V R'1 . HOOF SLAB IS 7" THICK EXCEPT WHERE NOTED OTHERWISE . Co�t',IFs �o tr�J i~S T o 133 Z t G i D �y _ L4" � rL�" -� MA1 ►.1T1�1 �-IUD ti 1,tIA{ _I.. . ALL BARS SHOWN ON PLAN ARE #4 TOP BARS EXCEPT WHERE NOTED OTHERWISE . — '� till MAIN ROOF ALL SLAB BOTTOM BARS ARE #4 @ 12"oc EACH WAY EXCEPT AS NOTED OTHERWISE . E L E V. + 1 67 - 1 92 I0 OUTER LAYER TOP AND BOTTOM BARS SHALL RUN IN THE EAST-WEST DIRECTION z #4Dw�s SIG °G' EXCEPT WHERE NOTED OTHERWISE THUS * ON THE PLAN . Q _. 1 _ 1 SPACED BARS SHOWN AT COLUMNS SHALL BE CENTERED BOTH WAYS ON z o �G I Ff1c K�tr"F• I COLUMN CENTERLINES EXCEPT WHERE NOTED OTHERWISE . z I I I v) o _r a��f 8� d ADD tR�1NF. A-r REVISE`U z - - - - _ - - I Goo L 1 N G T�Val� � 5 l�{�PST 5_ U #4c-. 12 - . I 1 4 y I y I 4„ � �- — *4 �aw7. -7"0F' Qa7. :� SZ i�LAr,F_C -- � x A5 SHc� �1 P• . TYPICAL PARAPET SHE ET SEC71ON B - S7 SECTION C - S7 McGLINCHY & PUNDT NUMBER I / 2 " = I '- O " 1 / 2 " = it- oil CONSULTING ENGINEERS S 7 C F 1i 5 5901 SW 74TH STREET + SOUTH MIAMI. FLORIDA 33143 b 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 18 of 99 Miramar 1 Condominium 12/10/2020 ngme�ring, Verizon Site#178245 Equipment Cabinets 9950 South Ocean Drive Wind Load Calculations Jensen Beach,FL 34957 St.Lucie County EQUIPMENT CABINET WIND LOAD CALCULATIONS ASCE 7-10 (CH 29) Unit Definition LEGEND Define Miscellaneous Unit Variables. INPUT CALCUATIONS RESULTS lbf lbf lbf kip if:_ ki := 10001b ft 2 ft ft in Site Location Verizon Site Name:Miramar 1 Condominium Verizon Site#178245 9950 South Ocean Drive Jensen Beach,FL34957 St.Lucie County Codes Design Codes: 7th Edition(2020)Florida Building Code Reference Codes: ASCE 7-16,ACI318-14 andALSC Steel Construction Manual,l4th Ed. Assumptions: Assume cabinets and frame are analyzed using Ch.29 Chimneys,Tanks,Rooftop Equipment,&Similar Structures Method as modified by FBC 2020 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. Verizon Cabinet Information Platform Edclz o W, Modular Cell Cabinets Hi Ho H3 H, wi 1 := 0..(CS— 1 Soffset L. rp L1 S L� S2 L3 j := 0..(CS—2} T:IJWME1JobslTower Engineering Professionals Designed by: WM-SB MathCAD Page 1 of 4 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 19 of 99 Miramar 1 Condominium 12/10/2020 �g eting UZ Verizon Site#178245 Equipment Cabinets w3w^ 9950 South Ocean Drive Wind Load Calculations Jensen Beach,FL 34957 St.Lucie County Code "Cabinet Type" Lo Wo Ho lbs CS Total number of cabinets 0 "EBRE Battery Cabinet" 36 38 78 4960 21 1 "BTS Cabinet-Mod 4.OB" 35.4 40 72 1424 21 2 "CUBE Cabinet Large SS Series" 32 32 84 1915 60 3 "Generator-trans" 72 30 56 2750 30 4 "Emerson Microwave" 30 31 98 1200 21 5 "Lucent Battery Cabinet" 31 30 60 3000 21 6 "LTE-ODE 6201 Ericsson" 36 36 72 715 21 7 "SSC-Delta-Med.(ESOA)" 29.5 34.1 54 1500 20.3 8 "FCOA-Nokia Siemens" 30.3 30.3 61 789 21 9 "1 Okw Fuel Cell-black hand" 26.2 43.2 72 974 21 10 "15kw Fuel Cell-black hand" 26.2 43.2 94 1461 21 CABINETS:= 11 "Storage-Large-Fuel Cell" 39 39 72 1353 21 12 "Storage-Med-Fuel Cell" 27 39 72 929 21 R,:= rows(CABINETS) =23 13 "LTE ODE 6201 w BRAM Bat." 36 36 88 1600 21 ii:= 0..R,— 1 14 "MOD 4.OB w BRAM Bat." 35.4 40 88 2308 21 iii:= 0.. 1 15 "(2)SSC-Small-Stacked" 26 26.75 74 1574 21 Cabcade := CABINETS.. 16 "(1)SSC-Small" 26 26.75 37 787 21 17 "Generac 30kW NG" 40 92.9 71.2 2750 35.5 18 "Generac 30kW NG-Transp." 92.9 40 71.2 2750 85 19 "RBA72 Cabinet" 30 39 72 3000 21 20 "Back Fibre Cabinet" 30 18 36 1000 14 21 "LP Tank" 37 120 37 940 30 22 "LP Tank Trans" 120 37 37 940 100 Chose your Cabinets based off the Cabinet Code Cabinet Type& L Cabinet Location Layout for Site on Beams 0 9 1 12 SITE := LOCATION:= ft 17 18 18 20 Equipment Name "EBRE Battery Cabinet" "BTS Cabinet-Mod 4.OB" EquipVe i:= CABINETS EquipVe= SITE;,1 "Generac 30kW NG" "Generac 30kW NG-Transp." T:IJWME1JobslTower Engineering Professionals Designed by: WM-SB MathCAD Page 2 of 4 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 20 of 99 Miramar 1 Condominium 12/10/2020 ngme�ring, Verizon Site#178245 Equipment Cabinets 9950 South Ocean Drive Wind Load Calculations Jensen Beach,FL 34957 St.Lucie County Q HIDDEN AREA: Calculations Building Information L'building.normal.beam 90ft Depth of building perpendicular to cabinets support beams L'building.parallel.beam 90ft Depth of building parallel to cabinets support beams BuildingTop.AGL:= 167ft Height of Building above grade heab.clear:= 1.5ft Vertical distance from roof top to bottom of cabinet Lstructure:= 18ft Width of Structure perpendicular to equipment cabinet face — I/I Select Building Exposure Category as define in ASCE 7 or FBC Beamspacing:= 2.5ft Spacing Between Beams Beambf:= 8in Flange Width of Beams nV:= 163 Ultimate Wind Speed Q HIDDEN AREA: Calculations 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 ft(ASCE 7-16 29.5.2)and Height>60 ft(Eq 29.5.1. HIDDEN AREA: Calculations SUMMARY OF CABINET REACTIONS DEAD LOADS WT WL c I EQUIPMENT BEAM#1 BEAM#2 "EBRE Battery Cabinet" 2480 2480 712 712 M ? R a "BTS Cabinet-Mod 4.OB" RAy.DL. — •lb RBy.DL. — 'lb R EquipVe. _ 1375 1375 Y ' "Generac 30kW NG" 1375 1375 Rz M "Generac 30kW NG-Transp." Beam T:IJWME1JobslTower Engineering Professionals Designed by: WM-SB MathCAD Page 3 of 4 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 21 of 99 Miramar 1 Condominium 12/10/2020 3wm zo eting UZ Verizon Site#178245 Equipment Cabinets 9950 South Ocean Drive Wind Load Calculations Jensen Beach,FL 34957 St.Lucie County WIND LOADS VERTICAL REACTIONS (CASE A AND B) EQUIPMENT UPLIFT DOWN FORCE "EBRE Battery Cabinet" 3948.6 —2581.1 VAT "BTS Cabinet-Mod 4.OB" 3443.2 —2027.8 EquipVei= "Generac 30kW NG" RAy.WLi— 4880 •lb RBywLI= —1165.4 •lb "Generac 30kW NG-Transp." 8877.4 —5162.9 LATERALREACTIONS RAx ��RBx EQUIPMENT (CASE A AND B) RAY R BY "EBRE Battery Cabinet" —1590.E —1590.E RAY RBY "BTS Cabinet-Mod 4.OB" —1443.8 —1443.8 RAxj RBx11 EquipVe= RAx.WL• = lb RBx.WL• = lb "Generac 30kW NG" ► —1613.2 ► —1613.2 "Generac 30kW NG-Transp." —3746.7 —3746.7 Horizontal Moment Reactions (Load Case C&D) (Load Case C&D) Rzmax=3746.7•lbf Max= 11115.3•lbf•ft Q HIDDEN AREA: Calculations Distributed Wmd Loading on frame members Beamd:= 12in Beam Depth Girderd := 12in Girder Depth Columnd:= 4in Column Width Columnµ,:= 4in Column Depth BeamPLF:= max(Pz•Beamd) = 163.1•plf Distributed Wind Load along Beam GirderpLF:= max(Pz•Girderd) = 163.1•plf Distributed Wind Load along Girder Columnd pif:= max(Pz•Columnd) = 54.4•plf Distributed Wind Load along Column(Depth side) Columnµ,.pdf:= max(Pz•Columnµ, = 54.4•plf Distributed Wind Load along Column Width side) T:IJWME1JobslTower Engineering Professionals Designed by: WM-SB MathCAD Page 4 of 4 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 22 of 99 3WACompany JWME 12/10/2020 E141,eezing Designer W. FRANCIS 3:53:02 PM Job Number Verizon Site#178245 Checked By : W. MISHOE Model Name : Miramir 1 Condominium r ZAX I C Member Code Checks Displayed(Enveloped) Envelope Only Solution JWME Miramir 1 Condominium SK-1 W.FRANCIS Dec 10,2020 Verizon Site#178245 AWS.PLATFORM-Miramar-68824-... RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 1 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 23 of 99 Company JWME 12/10/2020 ngineerting Designer W. FRANCIS 3:53:02 PM Job Number Verizon Site#178245 Checked By : W. MISHOE Model Name : Miramir 1 Condominium r ZAX 1 2 34 1 3 3 fl 3 N43A 0 OA 8 SA 715 5 9A 6A 4 N4 9 46 5 0A 4 47A 9 N12A N49 5A S N10 48 7 N5 N4 N9 1 N2 N36 P1 Envelope Only Solution JWME Miramir 1 Condominium SK-2 W.FRANCIS Dec 10,2020 Verizon Site#178245 AWS.PLATFORM-Miramar-68824-... RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 2 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 24 of 99 Company JWME 12/10/2020 ngineerting Designer W. FRANCIS 3:53:02 PM Job Number Verizon Site#178245 Checked By : W. MISHOE Model Name : Miramir 1 Condominium Y ZAX eF � eer �3a 9 r 2 9 Z �g� 2 2q � Envelope Only Solution JWME Miramir 1 Condominium SK-3 W.FRANCIS Dec 10,2020 Verizon Site#178245 AWS PLATFORM-Miramar-68824-... RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 3 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 25 of 99 Company JWME 12/10/2020 ngineerting Designer W. FRANCIS 3:53:02 PM Job Number Verizon Site#178245 Checked By : W. MISHOE Model Name : Miramir 1 Condominium r ZAX 9 e �No a6 Na �Z6 s Envelope Only Solution JWME Miramir 1 Condominium SK-4 W.FRANCIS Dec 10,2020 Verizon Site#178245 AWS.PLATFORM-Miramar-68824-... RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 4 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 26 of 99 Company JWME 12/10/2020 ngineerting Designer W. FRANCIS 3:53:02 PM Job Number Verizon Site#178245 Checked By : W. MISHOE Model Name : Miramir 1 Condominium r ZAX GRG5`' G �M qta' �50 P G ti� 6fi 41 E a � U Envelope Only Solution JWME Miramir 1 Condominium SK-5 W.FRANCIS Dec 10,2020 Verizon Site#178245 AWS PLATFORM-Miramar-68824-... RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 5 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 27 of 99 Company JWME 12/10/2020 ngineerting Designer W. FRANCIS 3:53:02 PM Job Number Verizon Site#178245 Checked By : W. MISHOE Model Name : Miramir 1 Condominium r ZAX q o B Pgg� 9g Qg9 Agg� 4 9� gg �092 Y 6 P`�g� egg �3 01 6+ .y to Q �pyg 99g2 q r P9g� 4992 0 as '9y �89 0 Ln 9sy2 � ea '�g82 9 a "6' v Envelope Only Solution JWME Miramir 1 Condominium SK-6 W.FRANCIS Dec 10,2020 Verizon Site#178245 AWS.PLATFORM-Miramar-68824-... RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 6 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 28 of 99 Company JWME 12/10/2020 ngineerting Designer W. FRANCIS 3:53:02 PM Job Number Verizon Site#178245 Checked By : W. MISHOE Model Name : Miramir 1 Condominium Y ZAX 7 N h�- 2 Z 12 A 4 2s 4 4 v Member Length(ft)Displayed Envelope Only Solution JWME Miramir 1 Condominium SK-7 W.FRANCIS Dec 10,2020 Verizon Site#178245 AWS.PLATFORM-Miramar-68824-... RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 7 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 29 of 99 3WACompany JWME 12/10/2020 E141,eezing Designer W. FRANCIS 3:53:02 PM Job Number Verizon Site#178245 Checked By : W. MISHOE Model Name : Miramir 1 Condominium Y ZAX g 0 lb b Ib _ -27 -2 -2 -2 -lop Loads.BLC 1,DEAD LOAD Envelope Only Solution JWME Miramir 1 Condominium SK-8 W.FRANCIS Dec 10,2020 Verizon Site#178245 AWS.PLATFORM-Miramar-68824, RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 8 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 30 of 99 3WACompany JWME 12/10/2020 E141,eezing Designer W. FRANCIS 3:53:02 PM Job Number Verizon Site#178245 Checked By : W. MISHOE Model Name : Miramir 1 Condominium Y ZAX so PS Loads:BLC 2.LIVE LOAD Envelope Only Solution JWME Miramir 1 Condominium SK-9 W.FRANCIS Dec 10,2020 Verizon Site#178245 AWS.PLATFORM-Miramar-68824-... RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 9 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 31 of 99 Company JWME 12/10/2020 ngineermq Designer W. FRANCIS 3:53:02 PM Job Number Verizon Site#178245 Checked By : W. MISHOE Model Name : Miramir 1 Condominium Y ZAX arft 73 lb b 73 lb 1b- 8 blft 83Ib 33Ib b �4 Wit b b I I I 177 I Ib/ft Loads.W L+X-Wind Load+x Envelope Only Solution JWME Miramir 1 Condominium SK-10 W.FRANCIS Dec 10,2020 Verizon Site#178245 AWS.PLATFORM-Miramar-68824-..1 RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 10 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 32 of 99 Company JWME 12/10/2020 ngineerting Designer W. FRANCIS 3:53:02 PM Job Number Verizon Site#178245 Checked By : W. MISHOE Model Name : Miramir 1 Condominium Y ZAX 163 Iblft 54 15 $82 lb 152 b ❑Ib 54 � 2Q1 54 Ib)ft 40 lb 40 2 _2 lb b 54 Ib/ft Loads:W L+Z-Wind Load+Z Envelope Only Solution JWME Miramir 1 Condominium SK-11 W.FRANCIS Dec 10,2020 Verizon Site#178245 AWS.PLATFORM-Miramar-68824-..1 RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 11 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 33 of 99 3WACompany : JWME 12/10/2020 E91,eertinq Designer W. FRANCIS 3:53:02 PM Job Number : Verizon Site#178245 Checked By : W. MISHOE Model Name : Miramir 1 Condominium r ZAX -54 Ib 8 lb-R 7 Ib 3 Ih 1033 b -54 Ib Ib - I - -1033 Ib Ib _541b1tt Ib 6 Ib Ib lb 6 Ib Tta -54 Ib/ft Loads:W L-X-Wind Load-X Envelope Only Solution JWME Miramir 1 Condominium SK-12 W.FRANCIS Dec 10,2020 Verizon Site#178245 AWS PLATFORM-Miramar-68824-... RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 12 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 34 of 99 Company JWME 12/10/2020 ngineerting Designer W. FRANCIS 3:53:02 PM Job Number Verizon Site#178245 Checked By : W. MISHOE Model Name : Miramir 1 Condominium Y ZAX -3486 lb 3 IL) -15 582 lb 1 1 lb 1591 4510 lb 0 lb lblft 4 �� 40 -4 4lbltt -40 1220Ib 1 2 lb -403 lb 0311 Ib lb 4 Iblft Loads:W L-Z-Wind Load-Z Envelope Only Solution JWME Miramir 1 Condominium SK-13 W.FRANCIS Dec 10,2020 Verizon Site#178245 AWS.PLATFORM-Miramar-68824-... RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 13 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 35 of 99 3WACompany JWME 12/10/2020 E91,eerting Designer W. FRANCIS 3:53:02 PM Job Number Verizon Site#178245 Checked By : W. MISHOE Model Name : Miramir 1 Condominium Y Code Cheek (Env) 7 x No Calc 1.0 .90-1 0 1.75,90 50-,75 0---50 0 oP 0 a° +�6 0 38 420 002 0� tk� M 0 Member Code Checks Displayed[Enveloped] Envelope Only Solution JWME Miramir 1 Condominium SK-14 W.FRANCIS Dec 10,2020 Verizon Site#178245 AWS PLATFORM-Miramar-68824-... RISA-31D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 14 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 36 of 99 3WACompany : JWME 12/10/2020 E141,eezv)g Designer W. FRANCIS 3:53:02 PM Job Number : Verion Site#178245 Checked By :W. MISHOE Model Name : Miramir 1 Condominium Hot Rolled Steel Properties Label E ksi G [ksil Nu Therm. Coeff. [le y°F-' Density fk/ft'l Yield ksi Ry Fu ksi Rt 1 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 58 1.2 3 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.2 4 A500 Gr.42 29000 11154 0.3 0.65 0.49 42 1.3 58 1.1 5 A500 Gr.46 29000 11154 0.3 0.65 0.49 46 1.2 58 1.1 6 A501 A 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rule Area[ins] I [in°] Izz[in 4] J [in°] 1 BEAM W12X26 Beam Wide Flange A992 Typical 7.65 17.3 204 0.3 2 BAND-BEAM W12X26 Beam Wide Flange A992 Typical 7.65 17.3 204 0.3 3 GIRDER W12X26 Beam Wide Flange A992 Typical 7.65 17.3 204 0.3 4 CROSS-BEAM W8X10 Beam Wide Flange A992 Typical 2.96 2.09 30.8 0.043 5 BRACE L4X4X6 HBrace Sin le An le A36 Gr.36 Typical 2.86 4.32 4.32 0.141 6 Studs HSS4X4X4 Column Tube A500 Gr.46 Typical 3.37 7.8 7.8 12.8 7 Girts HSS4X4X4 Beam Wide Flange A500 Gr.46 Typical 3.37 7.8 7.8 12.8 8 S-Column HSS4X4X4 Beam S uareTube A500 Gr.46 Typical 3.37 7.8 7.8 12.8 Hot Rolled Steel Design Parameters Label Shape Length ft Lb -v FftlLb z-z ft Lcomp top FftlLcomp bot Fftl Function 1 GIRDER1 GIRDER 12 Segment Segment Segment Segment Lateral 2 GIRDER2 GIRDER 13 Segment Segment Segment Segment Lateral 3 BB1 BAND-BEAM 21.75 Segment Segment Segment Segment Lateral 4 BB2 BAND-BEAM 26.5 Segment Segment Segment Segment Lateral 5 BEAM2 BEAM 17.75 Segment Segment Segment Se ment Lateral 6 BEAM1 BEAM 17.75 Segment Segment Segment Se ment Lateral 7 GIRDER3 GIRDER 12 Segment Segment Se ment Se ment Lateral 8 CB2 CROSS-BEAM 8.25 Segment Segment Segment Se ment Lateral 9 CB4 CROSS-BEAM 1.75 Segment Segment Segment Segment Lateral 10 CB6 CROSS-BEAM 2 Segment Segment Segment Segment Lateral 11 M29 S-Column 2 Segment Segment Segment Segment Lateral 12 M30 S-Column 2 Segment Segment Segment Segment Lateral 13 M31A S-Column 2 Segment Segment Se ment Se ment Lateral 14 M32A S-Column 2 Segment Segment Segment Se ment Lateral 15 M38 CROSS-BEAM 8.25 Segment Segment Se ment Se ment Lateral 16 M39 CROSS-BEAM 1.75 Segment Segment Segment Se ment Lateral 17 M40 CROSS-BEAM 2 Segment Segment Segment Segment Lateral 18 M23 BEAM 4 Segment Segment Segment Segment Lateral 19 M24 BEAM 4 Segment Segment Segment Segment Lateral 20 M25 BEAM 4 Segment Segment Segment Segment Lateral 21 M26 BEAM 4 Segment Segment Se ment Se ment Lateral 22 M25B BEAM 4 Segment Segment Segment Se ment Lateral 23 M26A BRACE 1.414 Lateral 24 M27 BRACE 1.414 Lateral 25 M30A BRACE 1.414 Lateral 26 M31 BRACE 1.414 Lateral 27 M27A CROSS-BEAM 8.25 Segment Segment Segment Segment Lateral 28 M28 CROSS-BEAM 1.75 Segment Segment Segment Segment Lateral 29 M29A CROSS-BEAM 2 Segment Segment Segment Se ment Lateral 30 M30B BRACE 1.414 Lateral 31 M31 B BRACE 1.414 Lateral General Section Sets Label Shape Tvpe Material Area in 21 I in 41 Izz[in4l n° 1 GEWA RE4X4 Beam gen_Conc3NW 16 21.333 21.333 31.573 2 RIGID None I RIGID 1e+06 le+06 le+06 le+06 RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... 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MISHOE Model Name : Miramir 1 Condominium Design Size and Code Check Parameters Label Max Axial/Bending Chk Max Shear Chk 1 Typical 1 1 2 Pile Rule 1 1 Connection Rules Label Conn Type Type Beam Conn Col/Girder Conn Eccentricity 1 Col/Bm Clip Angle Shear Column/Beam Clip Double Angle Shear Welded Bolted 1.5 2 Col/Bm Shear Tab Shear Column/Beam Shear Tab Shear Bolted N/A 3 3 B-Girder/Bm Clip An I Shear Girder/Beam Clip Single Angle Shear Bolted Bolted N/A 4 A-Girder/Bm Clip Angle Shear Girder/Beam Clip Single Angle Shear Bolted Bolted N/A 5 Girder/Bm Shear Tab Shear Girder/Beam Shear Tab Shear Bolted N/A N/A 6 Flange Plate Moment Moment Column/Beam Flange Plate Moment Bolted N/A N/A 7 End-Plate Moment Moment Column/Beam Extended End-Plate Moment N/A N/A N/A 8 Col Shear Splice Shear Column Shear Tab Splice N/A N/A N/A 9 Col Moment Splice Moment Column Moment Plate Splice N/A N/A N/A 10 Diagonal Brace Brace Diagonal Vertical Brace N/A N/A N/A 11 Chevron Brace Brace Chevron Vertical Brace N/A N/A N/A Member Point Loads Member Label Direction Magnitude lb, lb-ft Location [(ft, 17 BEAM2 Y -958 3 2 BEAM1 Y -958 3 3 BEAM2 Y -2480 7 4 BEAM1 Y -2480 7 5 M23 Y -275 0.5 6 M24 Y -275 0.5 7 M25 Y -275 0.5 8 M26 Y -275 0.5 9 M25B Y -275 0.5 10 M23 Y -275 3.5 11 M25B Y -275 3.5 12 M24 Y -275 3.5 13 M25 Y -275 3.5 14 M26 Y -275 3.5 Member Point Loads Member Label Direction Magnitude lb, lb-ft Location[(ft, 1 BEAM1 Mz -5558 9 2 BEAM2 Mz -5558 9 3 BEAM1 X 1873 9 4 BEAM2 X 1873 9 Member Point Loads Member Label Direction Magnitude lb, lb-ft Location[(ft, 1 BEAM1 Y 4510 3 2 BEAM2 Y 3486 3 3 BEAM1 Y 3950 7 4 BEAM2 Y -2582 7 5 BEAM2 z 1591 3 6 BEAM1 z 1591 3 7 BEAM2 z 1523 7 8 BEAM1 z 1523 7 Member Point Loads Member Label Direction Magnitude lb, lb-ft Location[(ft, 1I BEAM1 Mz 5558 9 2 BEAM2 Mz 5558 9 RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... 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MISHOE Model Name : Miramir 1 Condominium Member Point Loads(Continued) Member Label Direction Magnitude lb, lb-ft Location [(ft, 3 BEAM1 X -1873 9 4 BEAM2 X -1873 9 Member Point Loads Member Label Direction Magnitude lb, lb-ft] Location [(ft, %)] 1 BEAM2 Y 4510 3 2 BEAM1 Y -3486 3 3 BEAM2 Y 3950 7 4 BEAM1 Y -2582 7 5 BEAM2 z -1523 3 6 BEAM1 z -1523 3 7 BEAM2 z -1591 7 8 BEAM1 z -1591 7 Member Point Loads Member Label Direction Magnitude lb, lb-ft Location [(ft, 1 M23 X 750 0.5 2 M23 X 750 3.5 3 M24 X 750 0.5 4 M24 X 750 3.5 5 M25 X 750 0.5 6 M25 X 750 3.5 7 M26 X 750 0.5 8 M25B X 750 0.5 9 M25B X 750 3.5 10 M26 X 750 3.5 11 M23 Y -1033 0.5 12 M23 Y 1776 3.5 13 M24 Y -1033 0.5 14 M24 Y 1776 3.5 15 M25 Y -1033 0.5 16 M25 Y 1776 3.5 17 M26 Y -1033 0.5 18 M26 Y 1776 3.5 19 M25B Y -1033 0.5 20 M25B Y 683 3.5 Member Point Loads Member Label Direction Magnitude lb, lb-ft Location [(ft, 17- M23 z 403 0.5 2 M23 z 403 3.5 3 M24 z 403 0.5 4 M24 z 403 3.5 5 M26 z 403 0.5 6 M26 z 403 3.5 7 M25B z 403 0.5 8 M25B z 403 3.5 9 M23 Y -291 0.5 10 M23 Y -291 3.5 11 M24 Y -291 0.5 12 M24 Y -291 3.5 13 M26 Y 1220 0.5 14 M26 Y 1220 3.5 15 M25B Y 1220 0.5 16 M25B Y 1220 3.5 RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 17 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 39 of 99 3WACompany : JWME 12/10/2020 E141,eezv)g Designer W. FRANCIS 3:53:02 PM Job Number : Verion Site#178245 Checked By :W. MISHOE Model Name : Miramir 1 Condominium Member Point Loads Member Label Direction Magnitude lb, lb-ft] Location ft, 1 M23 X -750 0.5 2 M23 X -750 3.5 3 M24 X -750 0.5 4 M24 X -750 3.5 5 M25 X -750 0.5 6 M25 X -750 3.5 7 M26 X -750 0.5 8 M25B X -750 0.5 9 M25B X -750 3.5 10 M26 X -750 3.5 11 M23 Y 1776 0.5 12 M23 Y -1033 3.5 13 M24 Y 1776 0.5 14 M24 Y 1033 3.5 15 M25 Y 1776 0.5 16 M25 Y 1033 3.5 17 M26 Y 1776 0.5 18 M26 Y -1033 3.5 19 M25B Y 1776 0.5 20 M25B Y 1033 3.5 Member Point Loads Member Label Direction Magnitude lb, lb-ft] Location ft, 1 M23 z -403 0.5 2 M23 z -403 3.5 3 M24 z -403 0.5 4 M24 z -403 3.5 5 M26 z -403 0.5 6 M26 z -403 3.5 7 M25B z -403 0.5 8 M25B z -403 3.5 9 M23 Y 1220 0.5 10 M23 Y 1220 3.5 11 M24 Y 1220 0.5 12 M24 Y 1220 3.5 13 M26 Y -291 0.5 14 M26 Y -291 3.5 15 M25B Y -291 0.5 16 M25B Y -291 3.5 Member Distributed Loads Member Label Direction Start Magnitude[lb/ft, F, psf, lb-ft/ft End Magnitude[lb/ft, F, psf, lb-ft/ft] Start Location ft, % End Location ft, 1 GIRDER1 X 163 163 0 %100 2 M29 X 54 54 0 %100 3 M30 X 54 54 0 %100 4 M32A X 54 54 0 %100 5 M31A X 54 54 0 %100 Member Distributed Loads Member Label Direction Start Magnitude[lb/ft, F, psf, lb-ft/ft End Magnitude[Ib/ft, F, psf, lb-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 BB1 z 163 163 0 %100 2 M29 z 54 54 0 %100 3 M30 z 54 54 0 %100 4 M32A z 54 54 0 %100 5 M31A z 54 54 0 %100 RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 18 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 40 of 99 3WACompany : JWME 12/10/2020 E141,eezv)g Designer W. FRANCIS 3:53:02 PM Job Number : Verion Site#178245 Checked By :W. MISHOE Model Name : Miramir 1 Condominium Member Distributed Loads Member Label Direction Start Magnitude lb/ft, F, psf, lb-ft/ft] End Magnitude[lb/ft, F, psf, lb-ft/ft Start Location ft, % End Location ft, 1 GIRDER2 X -163 -163 0 %100 2 M29 X -54 -54 0 %100 3 M31A X -54 -54 0 %100 4 M32A X -54 -54 0 %100 5 M30 X -54 -54 0 %100 Member Distributed Loads Member Label Direction Start Magnitude[lb/ft, F, psf, lb-ft/ft] End Magnitude[lb/ft, F, psf, lb-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 BB2 z -163 -163 0 %100 2 M32A z -54 -54 0 %100 3 M30 z -54 -54 0 %100 4 M29 z -54 -54 0 %100 5 M31A z -54 -54 0 %100 Member Distributed Loads Member Label Direction Start Magnitude[lb/ft, F, psf, lb-ft/ft] End Magnitude[lb/ft, F, psf, lb-ft/ft]Start Location[(ft, %)]End Location[(ft, %)] 1 GIRDER1 Y -15.452 -25.139 0 2.4 2 GIRDER1 Y -25.139 -25.058 2.4 4.8 3 GIRDER1 Y -25.058 -23.414 4.8 7.2 4 GIRDER1 Y -23.414 -23.141 7.2 9.6 5 GIRDER1 Y -23.141 -16.038 9.6 12 6 GIRDER2 Y -5.873 -22.978 0 2.167 7 GIRDER2 Y -22.978 -24.898 2.167 4.333 8 GIRDER2 Y -24.898 -20.126 4.333 6.5 9 GIRDER2 Y -20.126 -20.776 6.5 8.667 10 GIRDER2 Y -20.776 -16.368 8.667 10.833 11 GIRDER2 Y -16.368 -9.972 10.833 13 12 GIRDER3 Y -31.772 -38.644 0 2 13 GIRDER3 Y -38.644 -44.328 2 4 14 GIRDER3 Y -44.328 -43.993 4 6 15 GIRDER3 Y -43.993 -42.018 6 8 16 GIRDER3 Y -42.018 -41.005 8 10 17 GIRDER3 Y -41.005 -37.758 10 12 18 CB2 Y -68.229 -39.81 0 1.65 19 CB2 Y -39.81 -39.736 1.65 3.3 20 CB2 Y -39.736 -39.64 3.3 4.95 21 CB2 Y -39.64 -39.2 4.95 6.6 22 CB2 Y -39.2 -66.783 6.6 8.25 23 CB4 Y -45.744 -45.744 1.682e-05 1.75 24 CB6 Y -45.328 -45.328 0 1.999 25 M38 Y -45.342 -45.304 0 2.063 26 M38 Y -45.304 -45.218 2.063 4.125 27 M38 Y -45.218 -44.783 4.125 6.188 28 M38 Y -44.783 -44.049 6.188 8.25 29 M39 Y -45 -45 0 1.75 30 M40 Y -45.025 -45.025 0 1.999 31 M27A Y -56.197 -41.304 0 1.65 32 M27A Y -41.304 -43.142 1.65 3.3 33 M27A Y -43.142 -39.975 3.3 4.95 34 M27A Y -39.975 -36.552 4.95 6.6 35 M27A Y -36.552 -54.606 6.6 8.25 36 M28 Y -113.328 -37.306 0 0.438 37 M28 Y -37.306 -39.112 0.438 0.875 38 M28 Y -39.112 -41.882 0.875 1.313 39 M28 Y -41.882 3.686 1.313 1.75 40 M29A Y -1.922 -50.072 0 0.4 41 M29A Y -50.072 -47.106 0.4 0.8 42 M29A I Y 1 -47.106 1 -65.514 0.8 1 1.2 RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 19 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 41 of 99 3WACompany : JWME 12/10/2020 E141,eezv)g Designer W. FRANCIS 3:53:02 PM Job Number : Verion Site#178245 Checked By :W. MISHOE Model Name : Miramir 1 Condominium Member Distributed Loads(Continued) Member Label Direction Start Magnitude lb/ft, F, psf, lb-ft/ft] End Magnitude[lb/ft, F, psf, lb-ft/ft Start Location ft, % End Location ft, 42 M29A Y -47.106 -65.514 0.8 1.2 43 M29A -65.514 -58.872 1.6 44 M29A Y -58.872 -1.922 1.6 2 Member Distributed Loads Member Label Direction Start Magnitude[lb/ft, F, psf, lb-ft/ft] End Magnitude[lb/ft, F, psf, lb-ft/ft]Start Location[(ft, %)]End Location[(ft, %)] 1 GIRDER1 Y -92.713 -150.831 0 2.4 2 GIRDER1 Y -150.831 -150.351 2.4 4.8 3 GIRDER1 Y -150.351 -140.481 4.8 7.2 4 GIRDER1 Y -140.481 -138.844 7.2 9.6 5 GIRDER1 Y -138.844 -96.229 9.6 12 6 GIRDER2 Y -35.235 -137.87 0 2.167 7 GIRDER2 Y -137.87 -149.39 2.167 4.333 8 GIRDER2 Y -149.39 -120.757 4.333 6.5 9 GIRDER2 Y -120.757 -124.658 6.5 8.667 10 GIRDER2 Y -124.658 -98.205 8.667 10.833 11 GIRDER2 Y -98.205 -59.831 10.833 13 12 GIRDER3 Y -190.632 -231.862 0 2 13 GIRDER3 Y -231.862 -265.971 2 4 14 GIRDER3 Y -265.971 -263.956 4 6 15 GIRDER3 Y -263.956 -252.11 6 8 16 GIRDER3 Y -252.11 -246.031 8 10 17 GIRDER3 Y -246.031 -226.545 10 12 18 CB2 Y -409.373 -238.861 0 1.65 19 CB2 Y -238.861 -238.416 1.65 3.3 20 CB2 Y -238.416 -237.84 3.3 4.95 21 CB2 Y -237.84 -235.201 4.95 6.6 22 CB2 Y -235.201 -400.696 6.6 8.25 23 CB4 Y -274.466 -274.466 1.682e-05 1.75 24 CB6 Y -271.965 -271.965 0 1.999 25 M38 Y -272.049 -271.823 0 2.063 26 M38 Y -271.823 -271.306 2.063 4.125 27 M38 Y -271.306 -268.699 4.125 6.188 28 M38 Y -268.699 -264.294 6.188 8.25 29 M39 Y -270.002 -270.002 0 1.75 30 M40 Y -270.149 -270.149 0 1.999 31 M27A Y -337.182 -247.826 0 1.65 32 M27A Y -247.826 -258.85 1.65 3.3 33 M27A Y -258.85 -239.85 3.3 4.95 34 M27A Y -239.85 -219.311 4.95 6.6 35 M27A Y -219.311 -327.636 6.6 8.25 36 M28 Y -679.97 -223.838 0 0.438 37 M28 Y -223.838 -234.673 0.438 0.875 38 M28 Y -234.673 -251.294 0.875 1.313 39 M28 Y -251.294 22.117 1.313 1.75 40 M29A Y -11.53 -300.433 0 0.4 41 M29A Y -300.433 -282.635 0.4 0.8 42 M29A Y -282.635 -393.086 0.8 1.2 43 M29A Y -393.086 -353.234 1.2 1.6 44 M29A Y -353.234 -11.53 1.6 2 Member Area Loads Node A Node B Node C Node D Direction Load Direction Magnitude s 1 CT1 CT2 CT3 CT4 Y A-B -10 RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 20 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 42 of 99 3WACompany : JWME 12/10/2020 E141,eezv)g Designer W. FRANCIS 3:53:02 PM Job Number : Verion Site#178245 Checked By :W. MISHOE Model Name : Miramir 1 Condominium Member Area Loads Node A Node B Node C Node D Direction Load Direction Magnitude s FIT-- CT1 CT2 CT3 CT4 Y A-B -60 Basic Load Cases BLC Description Category Y Gravity Point Distributed Area Member 1 DEAD LOAD DL -1 14 1 2 LIVE LOAD LL 1 3 WIND X WL+X 4 5 4 WIND Z WL+Z 8 5 5 WIND-X WL-X 4 5 6 WIND-Z WL-Z 8 5 7 GENERATOR X WL+X 20 8 GENERATOR Z WL+Z 16 9 GENERATOR-X WL-X 20 10 GENERATOR-Z WL-Z 16 11 BLC 1 Transient Area Loads None 44 12 BLC 2 Transient Area Loads None 44 Load Combinations Description Solve PDelta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 ASCE Strength 1 Yes Y DL 1.4 2 ASCE Strength 2 a Yes Y DL 1.2 LL 1.6 LLS 1.6 RLL 0.5 3 ASCE Strength 2 b Yes Y DL 1.2 LL 1.6 LLS 1.6 4 ASCE Strength 3 a Yes Y DL 1.2 RLL 1.6 LL 0.5 LLS 1 5 ASCE Strength 3 b a Yes Y DL 1.2 RLL 1.6 WL+X 0.5 6 ASCE Strength 3 b b Yes Y DL 1.2 RLL 1.6 WL+Z 0.5 7 ASCE Strength 3 b c Yes Y DL 1.2 RLL 1.6 WL-X 0.5 8 ASCE Strength 3 b d Yes Y DL 1.2 RLL 1.6 WL-Z 0.5 9 ASCE Strength 3 d a Yes Y DL 1.2 WL+X 0.5 10 SCE Strength 3 d b Yes Y DL 1.2 WL+Z 0.5 11 ASCE Strength 3 d c Yes Y DL 1.2 WL-X 0.5 12 SCE Strength 3 d d Yes Y DL 1.2 WL-Z 0.5 13 SCE Strength 4 a a Yes Y DL 1.2 WL+X 1 LL 0.5 LLS 1 RLL 0.5 7 1 14 SCE Strength 4 a b Yes Y DL 1.2 WL+Z 1 LL 0.5 LLS 1 RLL 0.5 8 1 15ASCE Strength 4 a c Yes Y DL 1.2 WL-X 1 LL 0.5 LLS 1 RLL 0.5 16 SCE Strength 4 a d Yes Y DL 1.2 WL-Z 1 LL 0.5 LLS 1 RLL 0.5 17 SCE Strength 4 b a Yes Y DL 1.2 WL+X 1 LL 0.5 LLS 1 7 1 18 SCE Strength 4 b b Yes Y DL 1.2 WL+Z 1 LL 0.5 LLS 1 8 1 19ASCE Strength 4 b c Yes Y DL 1.2 WL-X 1 LL 0.5 LLS 1 20 ASCE Strength 4 b d Yes Y DL 1.2 WL-Z 1 LL 0.5 LLS 1 21 ASCE Strength 6 a Yes Y DL 0.9 WL+X 1 7 1 22 ASCE Strength 6 b Yes Y DL 0.9 WL+Z 1 8 1 23 ASCE Strength 6 c Yes Y DL 0.9 WL-X 1 24 ASCE Strength 6 d Yes Y DL 0.9 WL-Z 1 25 26 Dead Load Y DL 1 27 Live Load Y LL 1 28 Wind Load+Z Y WL+Z 1 29 Wind Load+X Y WL+X 1 Envelope Beam Deflection Checks Beam Design Rule San DO in Ratio LC Defl in Ratio LC DO in Ratio LC 1 GIRDERI Typical 1 -0.081 1786 1 DL -0.138 1047 2 DL+LL+LLS... -0.138 1047 3 DL+LL+LLS 2 GIRDER2 Typical 1 -0.062 2497 1 DL -0.104 1504 2 DL+LL+LLS... -0.104 1504 3 DL+LL+LLS 3 BB1 Typical 1 -0.266 980 1 DL -0.537 485 2 DL+LL+LLS... -0.537 485 3 DL+LL+LLS 4 BB2 Typical 1 -0.13 2443 1 DL -0.33 963 2 DL+LL+LLS... -0.33 963 3 DL+LL+LLS 5 BEAM2 Typical 1 -0.231 922 1 DL -0.421 505 2 DL+LL+LLS... -0.421 505 3 DL+LL+LLS 6 BEAM1 Typical 1 -0.206 1036 1 DL -0.257 829 2 DL+LL+LLS... -0.257 829 3 DL+LL+LLS RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 21 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 43 of 99 3WACompany : JWME 12/10/2020 E141,eezv)g Designer W. FRANCIS 3:53:02 PM Job Number : Verion Site#178245 Checked By :W. MISHOE Model Name : Miramir 1 Condominium Envelope Beam Deflection Checks(Continued) Beam Design Rule San DO in Ratio LC Defl in Ratio LC DO in Ratio LC 7 GIRDER3 Typical 1 -0.079 1823 1 DL -0.156 920 2 DL+LL+LLS... -0.156 920 3 DL+LL+LLS 8 CB2 Typical 1 -0.011 9422 1 DL -0.067 1478 2 DL+LL+LLS... -0.067 1478 3 DL+LL+LLS 9 CB4 Typical 1 0 NC 1 DL 0 NC 2 DL+LL+LLS... 0 NC 3 DL+LL+LLS 10 CB6 Typical 1 0 NC 1 DL 0 NC 2 DL+LL+LLS... 0 NC 3 DL+LL+LLS 11 M29 Typical 1 -0.02 2429 1 DL -0.052 925 2 DL+LL+LLS... -0.052 925 3 DL+LL+LLS 12 M30 Typical 1 -0.0009822 NC 1 DL -0.006 7488 2 DL+LL+LLS... -0.006 7488 3 DL+LL+LLS 13 M31A Typical 1 0.021 2258 1 DL 0.055 878 2 DL+LL+LLS... 0.055 878 3 DL+LL+LLS 14 M32A Typical 1 0.0009661 NC 1 DL 0.006 7454 2 DL+LL+LLS... 0.006 7454 3 DL+LL+LLS 15 M38 Typical 1 -0.011 8790 1 DL -0.073 1360 2 DL+LL+LLS... -0.073 1360 3 DL+LL+LLS 16 M39 Typical 1 0 NC 1 DL 0 NC 2 DL+LL+LLS... 0 NC 3 DL+LL+LLS 17 M40 Typical 1 0 NC 1 DL 0 NC 2 DL+LL+LLS... 0 NC 3 DL+LL+LLS 18 M23 Typical 1 0 NC 1 DL 0 NC 2 DL+LL+LLS... 0 NC 3 DL+LL+LLS 19 M24 Typical 1 0 NC 1 DL 0 NC 2 DL+LL+LLS... 0 NC 3 DL+LL+LLS 20 M25 Typical 1 0 NC 1 DL 0 NC 2 DL+LL+LLS... 0 NC 3 DL+LL+LLS 21 M26 Typical 1 0 NC 1 DL 0 NC 2 DL+LL+LLS... 0 NC 3 DL+LL+LLS 22 M25B Typical 1 0 NC 1 DL 5.551e-17 NC 2 DL+LL+LLS... 5.551e-17 NC 3 DL+LL+LLS 23 M27A Typical 1 -0.011 9400 1 DL -0.067 1474 2 DL+LL+LLS... -0.067 1474 3 DL+LL+LLS 24 M28 Typical 1 0 NC 1 DL 0 NC 2 DL+LL+LLS... 0 NC 3 DL+LL+LLS 25 M29A Typical 1 0 NC 1 DL 0 NC 2 DL+LL+LLS... 0 NC 3 DL+LL+LLS Envelope AISC 15th (360-16):LRFD Steel Code Checks Member Shape Code Check Loc ft LCShear CheckLoc[ft]DirLC hi*Pnc Ib hi*Pnt Ib hi*Mn - Ib-ft hi*Mn z-z Ib-ft Cb E n 1 GIRDER11 W12X26 0.424 8.25 17 0.148 12 y 18228005.789 344250 30637.5 139500 1.442 H1-1b 2 GIRDER2 W12X26 0.463 11.91718 0.187 12.052 y 1 218758.191 344250 30637.5 139500 1.17 H1-1b 3 BB1 W12X26 0.382 0 22 0.234 0.906 17156954.197 344250 30637.5 139500 1.144 H1-1b 4 BB2 W12X26 0.379 21.531 17 0.094 6.349y 3 137946.369 344250 30637.5 139500 1.761 H 1-1 b 5 BEAM2 W12X26 0.351 7.02618 0.08 0 3 180539.142 344250 30637.5 139500 1.083 H1-1b 6 BEAM 1 W12X26 0.415 7.02620 0.097 0 2 180539.142 344250 30637.5 139500 1.05 H 1-1 b 7 GIRDER3 W12X26 0.352 4.75 21 0.125 12 y 3 228005.789 344250 30637.5 139500 1.017 H1-1b 8 CB2 W8X10 0.162 4.1253 0.053 0 y 3 48174.337 133200 6119.448 23983.077 1.131 111-1b 9 CB4 W8X10 0.006 1.75 17 0.011 0 y 3 123889.159 133200 6119.448 32870.734 1.136 H 1-1 b* 10 CB6 W8X10 0.008 1 3 0.016 0 y 3 122405.052 133200 6119.448 32870.734 1.136 H1-1b 11 M29 HSS4X4X4 0.39 1 3 0.164 2 y 21138935.324 139518 16180.5 16180.5 1.667 H1-1b 12 M30 HSS4X4X4 0.8 1 17 0.305 1 y21138935.3241 139518 16180.5 16180.5 1.666 H1-1b 13 M31A HSS4X4X4 0.374 1 3 0.148 1 y 3 138935.324 139518 16180.5 16180.5 1.667 H1-1b 14 M32A HSS4X4X4 0.631 1 18 0.243 0 z 18138935.324 139518 16180.5 16180.5 1.667 H1-1b 15 M38 W8X10 0.177 4.1253 0.056 0 y 3 48174.337 133200 6119.448 24099.872 1.137 H1-1b 16 M39 W8X10 0.012 1.7519 0.018 1.75 y 18123889.159 133200 6119.448 32870.734 1.136H1-lb* 17 M40 W8X10 0.028 2 20 0.014 0 y 3 122405.052 133200 6119.448 32870.734 1.136 H 1-1 b* 18 M23 W12X26 0.02 2 18 0.037 3.5 y 21303010.938 344250 30637.5 139500 1.015 H 1-1 b 19 M24 W12X26 0.018 2 18 0.032 3.5 y21303010.938 344250 30637.5 139500 1.015 H 1-1 b 20 M25 W12X26 0.011 3.5 21. 0.034 3.5 y17303010.938 344250 30637.5 139500 1.948 H1-1b 21 M26 W12X26 0.024 3.5 22 0.039 3.5 y21303010.938 344250 30637.5 139500 1.015 H 1-1 b 22 M25B W12X26 0.032 3.5 22 0.037 0 y17303010.938 344250 30637.5 139500 1.015 H1-1b 23 M26A L4X4X6 0.254 0.75122 0.1 1.414 y 1790377.522 92664 4398.479 9886.392 1.136 112-1 24 M27 L4X4X6 0.312 0.75121 0.047 1.414 y 1890377.522 92664 4398.479 9886.392 1.136 112-1 25 M30A L4X4X6 0.166 0.6633 0.028 1.414 y 1790377.522 92664 4398.479 9886.392 1.136 112-1 26 M31 L4X4X6 0.207 0.663 0 0.058 1.414 y 1790377.522 92664 4398.479 9886.392 1.136 112-1 27 M27A W8X10 0.163 4.0393 0.054 0 3 48174.337 133200 6119.448 24089.973 1.136 H1-1b 28 M28 W8X10 0.006 0.83917 0.019 0 y20123889.1159 133200 6119.448 32870.734 1.133 H1-1b 29 M29A W8X10 0.009 1.0423 0.014 2 y 3 122405.052 133200 6119.448 32870.734 1.148 H1-1b 30 M30B L4X4X6 0.111 0.66317 0.03 1.414 1 90377.522 92664 4398.479 9886.392 1.136 112-1 31 M31B L4X4X6 0.201 0.6633 0.005 1.414 y 1790377.522 92664 4398.479 9886.392 1.136 112-1 RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 22 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 44 of 99 3WACompany : JWME 12/10/2020 E141,eezv)g Designer W. FRANCIS 3:53:02 PM Job Number : Verion Site#178245 Checked By :W. MISHOE Model Name : Miramir 1 Condominium Envelope Member Section Forces Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Tor ue Ib-ft LC Y-v Moment Ib-ft LC z-z Moment Ib-ft LC 1 GIRDER1 1 max 2450.285 20 4487.297 3 1174.55 23 2.152 23 7258.122 17 227.004 18 2 min -2175.89 22 -857.766 24 -2626.71 13 -60.13 13 -6474.552 22 -189.028 24 3 2 max 2450.285 20 3704.527 3 1174.237 23 2.152 23 3245.919 20 2566.917 24 4 min -2175.89 22 -984.654 24 -2138.308 13 -60.13 13 -3223.937 22 -12320.33 2 5 3 max 2450.285 20 2803.669 3 1174.237 23 2.152 23 3236.308 19 5727.72 24 6 min -2175.89 22 -1122.2 24 -1649.308 13 -60.13 13 -5571.052 13 -22076.309 2 7 4 max 3114.29 20 2258.657 24 3486.786 21 2.152 23 4141.744 23 6659.804 24 8 min -2833.196 14 -4761.079 2 -2331.942 15 -60.13 13 -6302.263 13 -24165.005 2 9 5 max 9527.894 22 7936.545 24 5842.196 18 6.239 22 10823.237 22 1177.384 24 10 min -9488.545 16 12464.324 14 -5244.087 16 -55.221 2 -10204.492 16 -1703.476 14 11 GIRDER2 1 max 2881.187 24 5403.33 17 3562.151 23 29.997 3 10865.49 17 181.115 17 12 min -3108.247 13 -2860.189 23 -5561.874 13 -10.672 22 -6437.008 23 -92.653 23 13 2 max 3291.418 24 3304.347 17 495.018 19 29.997 3 3410.49 19 8990.361 23 14 min -3119.475 14 -1857.606 23 -655.487 21 -10.672 22 -5499.752 21 -16276.428 13 15 3 max 3692.306 24 918.97 19 1439.518 21 29.997 3 4189.59 23 12652.513 23 16 min -3929.872 14 -765.376 21 -748.427 15 -10.672 22 -6897.637 13 -23048.195 13 17 4 max 4104.246 24 1778.381 23 1487.45 18 29.997 3 1933.383 23 8614.883 23 18 min -4722.209 14 -2743.912 13 -1338.905 16 -10.672 22 -3064.251 13 -17778.193 13 19 5 max 7552.675 22 18561.979 24 525.724 3 446.904 23 20.475 23 1184.712 24 20 min -6135.875 16 15125.302 14 -188.975 23 -1131.092 13 -51.648 13 -1984.556 14 21 BB1 1 max 14371.056 21 19694.092 17 3252.318 20 20.669 24 10810.902 22 1629.051 23 22 min -10319.509 15 13024.391 23 -3690.843 14 -23.396 14 -10192.857 16 -2783.176 13 23 2 max 5991.644 18 2428.941 3 548.148 17 8.513 23 4220.059 20 8923.035 23 24 min -6176.922 21 -1341.591 21 -328.878 23 -1.831 16 -4397.042 14 -20474.683 13 25 3 max 5992.079 18 1756.269 3 229.476 18 8.513 23 3141.263 20 2740.389 23 26 min -6181.654 21 -1510.983 21 -291.487 16 -1.831 16 -3522.993 14 -26249.317 2 27 4 max 5992.66 18 1164.951 19 798.524 17 8.513 23 1801.269 20 3141.081 22 28 min -6175.749 21 -1683.263 21 -437.857 23 -1.831 16 -2885.486 22 -33885.102 2 29 5 max 6214.06 18 966.337 22 3636.094 18 8.513 23 10680.794 18 1204.945 17 30 min -5751.862 21 -9212.537 2 -3122.536 13 -1.831 16 -9724.382 21 -465.054 23 31 BB2 1 max 2617.931 17 857.947 24 2456.441 20 189.028 24 6474.552 22 2.152 23 32 min -1177.091 23 -4487.174 2 -2169.077 22 -227.004 14 -7258.122 13 -60.13 13 33 2 max 5502.245 3 7585.872 3 305.542 19 69.708 18 3753.077 20 25856.408 3 34 min -3438.162 21 -772.279 21 -486.071 21 -60.522 24 -3854.084 14 -3971.257 24 35 3 max 5502.247 3 5310.279 3 301.279 18 69.708 18 2383.254 20 2978.374 23 36 min -3441.194 21 -1131.644 21 -649.154 24 -60.522 24 -2863.368 14 -14922.056 2 37 4 max 5379.115 3 2864.242 21 3157.176 17 69.708 18 4695.099 17 2936.781 21 38 min -2685.247 21 -2832.579 2 -1919.694 23 -60.522 24 -2755.954 24 -23932.58 2 39 5 max 3587.161 23 4802.367 17 161.089 17 87.441 23 8.201 23 685.288 17 40 min -4994.487 2 -5613.067 23 -64.076 22 -155.322 13 -14.519 13 -764.436 23 41 BEAM2 1 max 3495.74 23 6708.363 3 655.932 24 3.88 17 0 24 0 24 42 min -4626.395 13 -3508.702 24 -685.44 14 -0.265 22 0 1 0 1 43 2 max 3495.74 23 5420.147 3 932.363 22 3.88 17 721.387 24 10556.827 24 44 min -4626.395 13 35.135 24 -877.81 16 -0.265 22 -754.577 14 -27808.248 2 45 3 max 3487.634 23 1434.915 20 100.387 18 3.88 17 3840.65 20 8427.737 24 46 min -4648.729 13 -1421.496 6 -194.655 24 -0.265 22 -4066.288 14 -35114.425 2 47 4 max 2974.478 18 1063.859 24 182.086 18 3.88 17 2739.208 20 3447.646 24 48 min -2769.2 13 -2809.686 2 -250.4 16 -0.265 22 -3268.495 14 -23266.804 2 49 5 max 2974.192 18 716.735 24 761.024 18 3.88 17 0 24 0 24 50 min -2777.411 13 -5418.085 2 -633.472 16 -0.265 22 0 1 0 1 51 BEAM1 1 max 6809.501 20 8114.904 20 654.782 24 4.963 17 0 24 0 24 52 min -7764.906 14 -3710.879 22 -684.979 14 -0.95 24 0 1 0 1 53 2 max 6809.501 20 3340.688 20 932.76 22 4.963 17 716.281 24 11453.984 22 54 min -7764.906 14 -167.041 22 -879.031 16 -0.95 24 -752.532 14 -29038.65 16 55 3 max 6811.022 20 1329.229 22 98.983 18 4.963 17 3846.859 20 9711.983 22 56 min -7762.589 14 -2803.925 16 -192.052 24 -0.95 24 -4070.357 14 -31163.58 16 57 4 max 6811.154 20 1131.49 22 182.152 18 4.963 17 2738.419 20 4450.208 22 58 min -7762.84 14 -3357.69 16 -252.1 16 -0.95 24 -3272.453 14 -16626.919 16 RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 23 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 45 of 99 3WACompany : JWME 12/10/2020 E141,eezv)g Designer W. FRANCIS 3:53:02 PM Job Number : Verion Site#178245 Checked By :W. MISHOE Model Name : Miramir 1 Condominium Envelope Member Section Forces(Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Tor ue Ib-ft LC Y-v Moment Ib-ft LC z-z Moment Ib-ft LC 59 5 max 6811.279 20 949.343 22 761.953 18 4.963 17 0 24 0 24 60 min -7763.171 14 -3832.929 16 -633.212 16 -0.95 24 0 1 0 1 61 GIRDER3 1 max 3799.396 17 5891.776 3 981.713 18 9.599 3 0 24 0 24 62 min -2377.484 23 -4360.421 21 -783.074 21 -0.733 22 0 1 0 1 63 2 max 3802.273 17 4211.039 3 1558.084 23 9.599 3 2726.076 18 13059.112 21 64 min -2376.31 23 -1961.283 21 -2665.827 13 -0.733 22 -2533.088 21 -15769.8 2 65 3 max 3801.324 17 2308.15 3 272.767 24 9.599 3 4240.243 23 15835.535 21 66 min -2376.838 23 -971.272 22 -436.524 14 -0.733 22 -6918.745 13 -25619.107 2 67 4 max 3856.674 17 3409.288 21 2056.552 21 9.599 3 1861.915 23 7864.311 21 68 min -2399.979 23 -5369.369 2 -1319.113 15 -0.733 22 -3035.338 13 -24927.285 2 69 5 max 3923.403 17 2198.672 21 514.365 17 9.599 3 0 24 0 24 70 min -2684.594 22 -10108.84 2 -296.409 23 -0.733 22 0 1 0 1 71 CB2 1 max 715.22 17 2071.571 3 0 24 0.673 3 0 24 0 24 72 min -420.969 15 205.869 24 0 1 -0.319 24 0 1 0 1 73 2 max 715.22 17 906.702 3 0 24 0.673 3 0 24 -297.203 24 74 min -420.969 15 92.178 24 0 1 -0.319 24 0 1 -2949.449 2 75 3 max 715.22 17 -0.292 23 0 24 0.673 3 0 24 -391.927 24 76 min -420.969 15 -3.503 2 0 1 -0.319 24 0 1 -3880.48 2 77 4 max 715.22 17 -92.404 23 0 24 0.673 3 0 24 -296.207 24 78 min -420.969 15 -909.422 2 0 1 -0.319 24 0 1 -2937.5 2 79 5 max 715.22 17 -204.367 23 0 24 0.673 3 0 24 0 24 80 min -420.969 15 -2053.539 2 0 1 -0.319 24 0 1 0 1 81 CB4 1 max 750.077 17 442.851 3 0 24 2.003 24 0 24 0 24 82 min -460.443 15 43.955 22 0 1 -1.076 14 0 1 0 1 83 2 max 750.077 17 221.43 3 0 24 2.003 24 0 24 -14.423 22 84 min -460.443 15 21.978 22 0 1 -1.076 14 0 1 -145.313 2 85 3 max 750.077 17 0 24 0 24 2.003 24 0 24 -19.231 22 86 min -460.443 15 0 1 0 1 -1.076 14 0 1 -193.751 2 87 4 max 750.077 17 -21.978 24 0 24 2.003 24 0 24 -14.423 22 88 min -460.443 15 -221.43 2 0 1 -1.076 14 0 1 -145.313 2 89 5 max 750.077 17 -43.953 24 0 24 2.003 24 0 24 0 24 90 min -460.443 15 -442.834 2 0 1 -1.076 14 0 1 0 1 91 CB6 1 max 826.742 21 501.624 3 0 24 0.567 22 0 24 0 24 92 min -522.507 15 49.86 22 0 1 -2.37 15 0 1 0 1 93 2 max 826.742 21 250.812 3 0 24 0.567 22 0 24 -18.697 22 94 min -522.507 15 24.93 22 0 1 -2.37 15 0 1 -188.109 2 95 3 max 826.742 21 0 24 0 24 0.567 22 0 24 -24.93 22 96 min -522.507 15 0 2 0 1 -2.37 15 0 1 -250.812 2 97 4 max 826.742 21 -24.93 24 0 24 0.567 22 0 24 -18.697 22 98 min -522.507 15 -250.812 2 0 1 -2.37 15 0 1 -188.109 2 99 5 max 826.742 21 -49.807 24 0 24 0.567 22 0 24 0 24 100 min -522.507 15 -500.986 2 0 1 -2.37 15 0 1 0 1 101 M29 1 max 14389.57 3 6145.731 21 178.816 24 0 24 0 24 0 24 102 min -569.215 24 -5439.979 2 -185.147 14 0 1 0 1 0 1 103 2 max 14382.689 3 6118.731 21 151.816 24 0 24 82.658 24 2719.989 3 104 min -574.375 24 -5439.979 2 -158.147 14 0 1 -85.823 14 -3066.115 21 105 3 max 14375.809 3 5530.388 3 125.795 20 13.575 18 151.816 24 5439.979 3 106 min 657.653 24 -6224.373 21 -165.565 14 -11.262 24 -158.147 14 -6118.731 21 107 4 max 652.493 24 5530.388 3 98.795 20 13.575 18 193.561 24 2674.785 3 108 min -869.496 15 -6251.373 21 -138.565 14 -11.262 24 -216.795 14 -2999.794 21 109 5 max 647.332 24 5530.388 3 71.795 20 13.575 18 235.678 24 132.642 21 110 min -876.376 15 -6278.373 21 -111.565 14 -11.262 24 -279.328 14 -90.409 2 111 M30 1 max 13052.91 3 11642.752 21 7143.684 20 0 24 0 24 0 24 112 min -3069.217 22 -8359.067 15 -7349.909 14 0 1 0 1 0 1 113 2 max 13046.029 3 11615.752 21 7116.684 20 0 24 3565.092 20 4172.784 19 114 min -3074.377 22 -8332.067 15 -7322.909 14 0 1 -3668.204 14 -5814.626 21 115 3 max 24751.539 17 11588.752 21 7089.684 20 19.747 17 7116.684 20 8332.067 19 116 min -8574.839 23 -8305.067 15 -7295.909 14 -13.648 15 -7322.909 14 -11615.752 21 RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 24 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 46 of 99 3WACompany : JWME 12/10/2020 E141,eezv)g Designer W. FRANCIS 3:53:02 PM Job Number : Verion Site#178245 Checked By :W. MISHOE Model Name : Miramir 1 Condominium Envelope Member Section Forces(Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lbl LC Tor ue Ib-ft LC Moment Ib-ft LC z-z Moment Ib-ft LC 117 4 max 24744.659 17 6804.078 19 5826.437 22 19.747 17 4065.163 24 4918.162 19 118 min -8579.999 23 -8893.382 21 -6189.548 16 -13.648 15 -4496.097 14 -7146.42 21 119 5 max 24737.779 17 6831.078 19 5853.437 22 19.747 17 1156.715 24 1612.453 23 120 min -8585.159 23 -8920.382 21 -6216.548 16 -13.648 15 -1680.08 14 -2813.605 13 121 M31A 1 max 6371.158 3 5654.607 3 59.381 24 0 24 0 24 0 24 122 min -2191.256 23 -4348.971 23 -107.147 13 0 1 0 1 0 1 123 2 max 6364.278 3 5654.607 3 35.613 23 0 24 22.941 24 2167.735 23 124 min -2196.416 23 -4321.971 23 -107.147 13 0 1 -53.573 13 -2827.303 2 125 3 max 6357.398 3 5654.607 3 35.613 23 14.519 17 35.613 23 4321.971 23 126 min -4787.68 13 -4294.971 23 -107.147 13 -8.201 23 -107.147 13 -5654.607 2 127 4 max 5618.078 23 3557.535 23 60.029 23 14.519 17 57.427 23 2549.953 23 128 min -4794.56 13 -4979.782 2 -62.694 13 -8.201 23 -123.975 13 -3164.716 2 129 5 max 5612.918 23 3584.535 23 60.029 23 14.519 17 87.441 23 764.436 23 130 min -4801.441 13 -4979.782 2 -62.694 13 -8.201 23 -155.322 13 -685.288 13 131 M32A 1 max 10966.541 3 646.043 17 7023.145 20 0 24 0 24 0 24 132 min -4360.657 22 -287.993 23 -9268.471 14 0 1 0 1 0 1 133 2 max 10959.661 3 619.043 17 6996.145 20 0 24 3504.823 20 137.247 23 134 min -4365.817 22 -260.993 23 -9241.471 14 0 1 -4627.486 14 -316.271 13 135 3 max 15114.819 18 590.697 17 6969.145 20 51.648 17 6996.145 20 260.993 23 136 min -8560.523 24 -233.386 23 -9214.471 14 -20.475 23 -9241.471 14 -619.043 13 137 4 max 15107.938 18 582.199 3 7488.834 22 51.648 17 4090.386 24 350.461 23 138 min -8565.684 24 -206.386 23 -6114.783 16 -20.475 23 -5619.764 14 -855.993 13 139 5 max 15101.058 18 582.199 3 7515.834 22 51.648 17 1184.712 24 446.904 23 140 min -8570.844 24 -179.386 23 -6141.783 16 -20.475 23 -1984.556 14 -1131.092 13 141 M38 1 max 2004.617 22 2063.506 3 0 24 0.451 24 0 24 0 24 142 min -2502.766 13 205.197 24 0 1 -2.28 2 0 1 0 1 143 2 max 2004.617 22 1029.013 3 0 24 0.451 24 0 24 -317.167 24 144 min -2502.766 13 102.37 24 0 1 -2.28 2 0 1 -3189.016 2 145 3 max 2004.617 22 -0.342 23 0 24 0.451 24 0 24 -422.356 24 146 min -2502.766 13 -4.1 2 0 1 -2.28 2 0 1 -4245.628 2 147 4 max 2004.617 22 -102.57 23 0 24 0.451 24 0 24 -316.09 24 148 min -2502.766 13 -1031.413 2 0 1 -2.28 2 0 1 -3176.093 2 149 5 max 2004.617 22 -203.714 23 0 24 0.451 24 0 24 0 24 150 min -2502.766 13 -2045.709 2 0 1 -2.28 2 0 1 0 1 151 M39 1 max 1542.537 19 435.829 3 0 24 6.849 18 0 24 0 24 152 min -2540.855 21 43.37 22 0 1 -7.749 24 0 1 0 1 153 2 max 1542.537 19 217.915 3 0 24 6.849 18 0 24 -14.231 22 154 min -2540.855 21 21.685 22 0 1 -7.749 24 0 1 -143.007 2 155 3 max 1542.537 19 0 24 0 24 6.849 18 0 24 -18.974 22 156 min -2540.855 21 0 1 0 1 -7.749 24 0 1 -190.675 2 157 4 max 1542.537 19 -21.685 24 0 24 6.849 18 0 24 -14.231 22 158 min -2540.855 21 -217.915 2 0 1 -7.749 24 0 1 -143.007 2 159 5 max 1542.537 19 -43.37 24 0 24 6.849 18 0 24 0 24 160 min -2540.855 21 -435.829 2 0 1 -7.749 24 0 1 0 1 161 M40 1 max 3401.708 20 498.355 3 0 24 4.051 24 0 24 0 24 162 min -2713.745 14 49.587 22 0 1 -2.336 14 0 1 0 1 163 2 max 3401.708 20 249.177 3 0 24 4.051 24 0 24 -18.595 22 164 min -2713.745 14 24.794 22 0 1 -2.336 14 0 1 -186.883 2 165 3 max 3401.708 20 0 24 0 24 4.051 24 0 24 -24.794 22 166 min -2713.745 14 0 2 0 1 -2.336 14 0 1 -249.177 2 167 4 max 3401.708 20 -24.794 23 0 24 4.051 24 0 24 -18.595 22 168 min -2713.745 14 -249.177 2 0 1 -2.336 14 0 1 -186.883 2 169 5 max 3401.708 20 -49.543 23 0 24 4.051 24 0 24 0 24 170 min -2713.745 14 -497.819 2 0 1 -2.336 14 0 1 0 1 171 M23 1 max 4919.016 17 1756.225 17 806 22 13.198 21 0 24 0 24 172 min -2543.831 23 -1130.519 23 -403 16 -15.525 2 0 1 0 1 173 2 max 3419.016 17 382.362 19 0 24 13.198 21 403 22 451.108 24 174 min -1793.831 23 -678.822 21 0 1 -15.525 2 -201.5 16 -542.606 13 RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 25 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 47 of 99 3WACompany : JWME 12/10/2020 E141,eezv)g Designer W. FRANCIS 3:53:02 PM Job Number : Verion Site#178245 Checked By :W. MISHOE Model Name : Miramir 1 Condominium Envelope Member Section Forces(Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Tor ue Ib-ft LC Y-v Moment Ib-ft LC z-z Moment Ib-ft LC 175 3 max 3419.016 17 351.125 23 0 24 13.198 21 403 22 439.394 24 176 min -1793.831 23 -702.25 13 0 1 -15.525 2 -201.5 16 -518.475 14 177 4 max 3419.016 17 327.697 23 0 24 13.198 21 403 22 914.858 21 178 min -1793.831 23 -733.487 13 0 1 -15.525 2 -201.5 16 -502.856 14 179 5 max 2187.698 18 2555.394 21 403 24 13.198 21 0 24 0 24 180 min -1341.133 24 -1074.35 15 -806 14 -15.525 2 0 1 0 1 181 M24 1 max 469.318 24 1756.225 17 806 22 3.89 21 0 24 0 24 182 min -772.099 14 -1388.769 23 -403 16 -12.948 2 0 1 0 1 183 2 max 819.906 23 124.112 19 0 24 3.89 21 403 22 636.233 23 184 min -1150.774 13 -678.822 21 0 1 -12.948 2 -201.5 16 -542.606 13 185 3 max 819.906 23 92.875 23 0 24 3.89 21 403 22 531.644 23 186 min -1150.774 13 -702.25 13 0 1 -12.948 2 -201.5 16 -518.475 14 187 4 max 819.906 23 69.447 23 0 24 3.89 21 403 22 914.858 21 188 min -1150.774 13 -733.487 13 0 1 -12.948 2 -201.5 16 -502.856 14 189 5 max 1569.906 23 2555.394 21 403 24 3.89 21 0 24 0 24 190 min -2650.774 13 -974.475 14 -806 14 -12.948 2 0 1 0 1 191 M25 1 max 1743.247 17 1756.225 17 0 24 2.373 22 0 24 0 24 192 min -738.406 23 -1388.769 23 0 1 -9.519 13 0 1 0 1 193 2 max 243.247 17 124.112 19 0 24 2.373 22 0 24 636.233 23 194 min -78.183 24 -678.822 21 0 1 -9.519 13 0 1 -542.606 13 195 3 max 243.247 17 92.875 23 0 24 2.373 22 0 24 531.644 23 196 min -78.183 24 -702.25 13 0 1 -9.519 13 0 1 -265.387 1 197 4 max 243.247 17 69.447 23 0 24 2.373 22 0 24 914.858 21 198 min -78.183 24 -733.487 13 0 1 -9.519 13 0 1 -247.166 1 199 5 max 764.323 19 2555.394 21 0 24 2.373 22 0 24 0 24 200 min -1258.399 21 -457.888 1 0 1 -9.519 13 0 1 0 1 201 M26 1 max 2048.782 18 1756.225 17 806 22 5.374 23 0 24 0 24 202 min -1661.668 16 -2145.644 22 -403 16 -18.185 13 0 1 0 1 203 2 max 2048.782 18 382.362 19 0 24 5.374 23 403 22 1061.108 22 204 min -2003.259 21 -678.822 21 0 1 -18.185 13 -201.5 16 -542.606 13 205 3 max 2048.782 18 351.125 23 0 24 5.374 23 403 22 1049.394 22 206 min -2003.259 21 -702.25 13 0 1 -18.185 13 -201.5 16 -372.975 16 207 4 max 2048.782 18 327.697 23 0 24 5.374 23 403 22 1061.108 22 208 min -2003.259 21 -733.487 13 0 1 -18.185 13 -201.5 16 -377.231 15 209 5 max 2141.924 19 2555.394 21 403 24 5.374 23 0 24 0 24 210 min -3503.259 21 -1074.35 15 -806 14 -18.185 13 0 1 0 1 211 M25B 1 max 6046.507 20 2029.475 17 806 22 9.721 23 0 24 0 24 212 min -7605.561 14 -2145.644 22 -403 16 -24.482 13 0 1 0 1 213 2 max 6046.507 20 124.112 19 0 24 9.721 23 403 22 1061.108 22 214 min -7605.561 14 -405.572 21 0 1 -24.482 13 -201.5 16 -815.856 13 215 3 max 6046.507 20 92.875 23 0 24 9.721 23 403 22 1049.394 22 216 min -7605.561 14 -429 13 0 1 -24.482 13 -201.5 16 -402.475 13 217 4 max 6046.507 20 69.447 23 0 24 9.721 23 403 22 1061.108 22 218 min -7605.561 14 -460.238 13 0 1 -24.482 13 -201.5 16 -357.356 16 219 5 max 6046.507 20 2145.644 22 403 24 9.721 23 0 24 0 24 220 min -7605.561 14 -683.475 16 -806 14 -24.482 13 0 1 0 1 221 M26A 1 max 18418.23 20 6.812 1 0 17 28.956 23 0 24 0 24 222 min -23505.626 22 4.379 21 0 23 -73.042 13 0 1 0 1 223 2 max 18415.31 20 3.406 1 0 17 28.956 23 1.277 1 -0.821 21 224 min -23507.816 22 2.19 21 0 23 -73.042 13 0.821 22 -1.277 1 225 3 max 18412.391 20 0 24 0 24 28.956 23 1.703 1 -1.095 21 226 min -23510.006 22 0 1 0 1 -73.042 13 1.095 22 -1.703 1 227 4 max 18409.471 20 -2.19 23 0 17 28.956 23 1.277 1 -0.821 21 228 min -23512.195 22 -3.406 1 0 23 -73.042 13 0.821 22 -1.277 1 229 5 max 18406.551 20 -4.379 23 0 17 28.956 23 0 24 0 24 230 min -23514.385 22 -6.812 1 0 23 -73.042 13 0 1 0 1 231 M27 1 max 21254.444 19 6.812 1 0 24 34.358 18 0 24 0 24 232 min -28917.381 21 4.379 24 0 14 -31.818 16 0 1 0 1 RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 26 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 48 of 99 3WACompany : JWME 12/10/2020 E141,eezv)g Designer W. FRANCIS 3:53:02 PM Job Number : Verion Site#178245 Checked By :W. MISHOE Model Name : Miramir 1 Condominium Envelope Member Section Forces(Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Tor ue Ib-ft LC Y-v Moment Ib-ft LC z-z Moment Ib-ft LC 233 2 max 21251.524 19 3.406 1 0 24 34.358 18 1.277 1 -0.821 24 234 min -28919.571 21 2.19 24 0 14 -31.818 16 0.821 21 -1.277 1 235 3 max 21248.604 19 0 24 0 24 34.358 18 1.703 1 -1.095 24 236 min -28921.76 21 0 1 0 1 -31.818 16 1.095 21 -1.703 1 237 4 max 21245.685 19 -2.19 22 0 24 34.358 18 1.277 1 -0.821 24 238 min -28923.95 21 -3.406 1 0 14 -31.818 16 0.821 21 -1.277 1 239 5 max 21242.765 19 -4.379 22 0 24 34.358 18 0 24 0 24 240 min -28926.14 21 -6.812 1 0 14 -31.818 16 0 1 0 1 241 M30A 1 max 15008.039 3 6.812 1 0 17 11.597 23 0 24 0 24 242 min -11073.444 23 4.379 21 0 23 -20.533 13 0 1 0 1 243 2 max 15005.119 3 3.406 1 0 17 11.597 23 1.277 1 -0.821 21 244 min -11075.634 23 2.19 21 0 23 -20.533 13 0.821 21 -1.277 1 245 3 max 15002.2 3 0 24 0 24 11.597 23 1.703 1 -1.095 21 246 min -11077.824 23 0 1 0 1 -20.533 13 1.095 21 -1.703 1 247 4 max 14999.28 3 -2.19 23 0 17 11.597 23 1.277 1 -0.821 21 248 min -11080.013 23 -3.406 1 0 23 -20.533 13 0.821 21 -1.277 1 249 5 max 14996.36 3 -4.379 23 0 17 11.597 23 0 24 0 24 250 min -11082.203 23 -6.812 1 0 23 -20.533 13 0 1 0 1 251 M31 1 max 18687.223 20 6.812 1 0 17 26.516 23 0 24 0 24 252 min -18423.005 22 4.379 21 0 23 -42.003 13 0 1 0 1 253 2 max 18684.304 20 3.406 1 0 17 26.516 23 1.277 1 -0.821 21 254 min -18425.195 22 2.19 21 0 23 -42.003 13 0.821 22 -1.277 1 255 3 max 18681.384 20 0 24 0 24 26.516 23 1.703 1 -1.095 21 256 min -18427.385 22 0 1 0 1 -42.003 13 1.095 22 -1.703 1 257 4 max 18678.465 20 -2.19 23 0 17 26.516 23 1.277 1 -0.821 21 258 min -18429.574 22 -3.406 1 0 23 -42.003 13 0.821 22 -1.277 1 259 5 max 18675.545 20 -4.379 23 0 17 26.516 23 0 24 0 24 260 min -18431.764 22 -6.812 1 0 23 -42.003 13 0 1 0 1 261 M27A 1 max 678.35 20 2014.945 3 0 24 2.029 3 0 24 0 24 262 min -883.673 21 201.15 24 0 1 -0.78 24 0 1 0 1 263 2 max 678.35 20 936.245 3 0 24 2.029 3 0 24 -299.788 24 264 min -883.673 21 94.64 24 0 1 -0.78 24 0 1 -2980.47 2 265 3 max 678.35 20 -2.783 23 0 24 2.029 3 0 24 -394.545 24 266 min -883.673 21 -33.401 2 0 1 -0.78 24 0 1 -3911.891 2 267 4 max 678.35 20 -94.842 23 0 24 2.029 3 0 24 -292.54 24 268 min -883.673 21 -938.67 2 0 1 -0.78 24 0 1 -2893.493 2 269 5 max 678.35 20 -194.952 23 0 24 2.029 3 0 24 0 24 270 min -883.673 21 -1940.559 2 0 1 -0.78 24 0 1 0 1 271 M28 1 max 595.536 23 529.357 3 0 24 8.347 24 0 24 0 24 272 min -959.808 13 51.164 22 0 1 -6.987 14 0 1 0 1 273 2 max 595.536 23 168.195 3 0 24 8.347 24 0 24 -13.938 22 274 min -959.808 13 17.542 22 0 1 -6.987 14 0 1 -139.493 2 275 3 max 595.536 23 -1.469 24 0 24 8.347 24 0 24 -17.48 22 276 min -959.808 13 -17.632 2 0 1 -6.987 14 0 1 -172.74 2 277 4 max 595.536 23 -21.381 24 0 24 8.347 24 0 24 -12.521 22 278 min -959.808 13 -214.269 2 0 1 -6.987 14 0 1 -122.489 2 279 5 max 595.536 23 -32.867 24 0 24 8.347 24 0 24 0 24 280 min -959.808 13 -309.796 2 0 1 -6.987 14 0 1 0 1 281 M29A 1 max 1097.616 22 475.46 3 0 24 2.097 18 0 24 0 24 282 min -1071.328 13 47.679 22 0 1 -3.878 24 0 1 0 1 283 2 max 1097.616 22 303.432 3 0 24 2.097 18 0 24 -20.253 22 284 min -1071.328 13 29.315 22 0 1 -3.878 24 0 1 -206.77 2 285 3 max 1097.616 22 29.473 3 0 24 2.097 18 0 24 -28.302 22 286 min -1071.328 13 2.456 22 0 1 -3.878 24 0 1 -291.278 2 287 4 max 1097.616 22 -30.057 24 0 24 2.097 18 0 24 -21.453 22 288 min -1071.328 13 -312.338 2 0 1 -3.878 24 0 1 -221.174 2 289 5 max 1097.616 22 -50.906 24 0 24 2.097 1 18 0 24 0 24 290 min -1071.328 13 -514.175 2 0 1 -3.878 24 0 1 0 1 RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 27 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 49 of 99 3WACompany : JWME 12/10/2020 E141,eezv)g Designer W. FRANCIS 3:53:02 PM Job Number : Verion Site#178245 Checked By :W. MISHOE Model Name : Miramir 1 Condominium Envelope Member Section Forces(Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Tor ue Ib-ft LC Moment Ib-ft LC z-z Moment Ib-ft LC 291 M30B 1 max 10000.346 17 6.812 1 0 18 17.772 24 0 24 0 24 292 min -837.324 24 4.379 22 0 24 -21.892 14 0 1 0 1 293 2 max 9997.426 17 3.406 1 0 18 17.772 24 1.277 1 -0.821 22 294 min -839.514 24 2.19 22 0 24 -21.892 14 0.821 24 -1.277 1 295 3 max 9994.506 17 0 24 0 24 17.772 24 1.703 1 -1.095 22 296 min -841.703 24 0 1 0 1 -21.892 14 1.095 24 -1.703 1 297 4 max 9991.587 17 -2.19 24 0 18 17.772 24 1.277 1 -0.821 22 298 min -843.893 24 -3.406 1 0 24 -21.892 14 0.821 24 -1.277 1 299 5 max 9988.667 17 -4.379 24 0 18 17.772 24 0 24 0 24 300 min -846.083 24 -6.812 1 0 24 -21.892 14 0 1 0 1 301 M31 B 1 max 18126.332 3 6.812 1 0 24 3.674 17 0 24 0 24 302 min -8172.727 21 4.379 24 0 14 -1.845 24 0 1 0 1 303 2 max 18123.413 3 3.406 1 0 24 3.674 17 1.277 1 -0.821 24 304 min -8174.916 21 2.19 24 0 14 -1.845 24 0.821 22 -1.277 1 305 3 max 18120.493 3 0 24 0 24 3.674 17 1.703 1 -1.095 24 306 min -8177.106 21 0 1 0 1 -1.845 24 1.095 22 -1.703 1 307 4 max 18117.574 3 -2.19 22 0 24 3.674 17 1.277 1 -0.821 24 308 min -8179.296 21 -3.406 1 0 14 -1.845 24 0.821 22 -1.277 1 3091 5 max 18114.654 3 -4.379 22 0 24 3.674 17 0 24 0 24 3101 min -8181.485 21 -6.812 1 0 14 -1.845 24 0 1 0 1 RISA-3D Version 19 [AWS PLATFORM-Miramar-68824-Equip... Page 28 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 50 of 99 R/SA Connection version 12.0.2 12.10.2020 LRFD M26 J- GIRDER3: LRFD Results Report Girder/Beam Single Angle(One Side)Shear Connection Material Properties: Girder W12X26 A992 Fy=50.00 ksi Fu=65.00 ksi Beam W12X26 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 2555.39lbs User Input Shear Load Axial Load -3503.38 Ibs User Input Axial Force(tension) lil Governing LC:3D-21-ASCE Strength 6(a) Note:Unless specified,all code references are from AISC 360-16 Limit State Required Available Unity Check Result Geometry Restrictions at Beam PASS Geometry Restrictions at Girder PASS Erection Stability PASS Beam Shear Yield 2555.39 Ibs 72519.00 Ibs 0.04 PASS Clip Angle Shear Yield 2555.39 Ibs 48600.00 Ibs 0.05 PASS Beam Shear Rupture 2555.39 Ibs 58932.90 Ibs 0.04 PASS Clip Angle Shear Rupture at Beam 2555.39 Ibs 41596.88 Ibs 0.06 PASS Clip Angle Shear Rupture at Girder 2555.39 Ibs 41596.88 Ibs 0.06 PASS Beam Axial Yield 3503.38 Ibs 108778.50 Ibs 0.03 PASS Clip Angle Axial Yield 3503.38 Ibs 72900.00 Ibs 0.05 PASS Beam Tension Rupture 3503.38 Ibs 98221.50 Ibs 0.04 PASS Clip Angle Tension Rupture at Beam 3503.38 Ibs 69328.13 Ibs 0.05 PASS Clip Angle Block Shear at Girder 2555.39 Ibs 44669.53 Ibs 0.06 PASS Beam Block Shear 2555.39 Ibs 36653.66 Ibs 0.07 PASS Clip Angle Block Shear at Beam 2555.39 Ibs 44669.53 Ibs 0.06 PASS Beam Tearout 3503.38 Ibs 38122.50 Ibs 0.09 PASS Clip Angle Tearout 3503.38 Ibs 52889.06 Ibs 0.07 PASS Coped Beam Flexural Rupture 2555.39 Ibs 54214.66 Ibs 0.05 PASS Coped Beam Lateral Torsional Buckling 2555.39 Ibs 50044.30 Ibs 0.05 PASS Clip Angle Flexural Yield 0.01 PASS Clip Angle Flexural Rupture 0.01 PASS Bolt Bearing on Girder 2555.39 Ibs 35784.70 Ibs 0.07 PASS Bolt Bearing on Clip Angle at Girder 2555.39 Ibs 35784.70 Ibs 0.07 PASS continued on next page... Page 1 of 2 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 51 of 99 M26 J- GIRDERS: LRFD Results Report(continued): Limit State Required Available Unity Check Result Bolt Bearing on Beam 4336.33 Ibs 35784.70 Ibs 0.12 PASS Bolt Bearing on Clip Angle at Beam 4336.33 Ibs 35784.70 Ibs 0.12 PASS Bolt Shear at Girder 2555.39 Ibs 32351.16 Ibs 0.08 PASS Bolt Group Eccentricity at Girder 0.90 Bolt Shear at Beam 4336.33 Ibs 33848.75 Ibs 0.13 PASS Bolt Group Eccentricity at Beam 0.95 Angle Leg Bending 763.45 lb-ft 917.58 lb-ft 0.83 PASS Bolt Prying Prying Bolt Tension at Girder N/A Page 2 of 2 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 52 of 99 Company JWME December 10, 2020 Designer W. FRANCIS Job Number : 178245 Miramar 1-Equipment Frame BP Checked By: X Bolt X(in) Z(in) 1 4.5 4.5 1 3 2 -4.5 4.5 3 4.5 -4.5 4 -4.5 -4.5 Z N 2 4 l I i 12 in Geometry and Materials Length 12. in Column Shape HSS4x4x4 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 3.683 ksi HSS Tube X-sides welded AB Stretch Length 6. in Bearing Fc' 4.ksi HSS Tube Z-sides welded AB to AB Min Spacing 3 in Pedestal Length 20 in Plain Base Plate Connection AB to Stiffner Min Spacing 1.5 in Pedestal Width 20 in Vx Shear Lug NOT present AB to Column Min Spacing 1.5 in Pedestal Height 20 in Vz Shear Lug NOT present AB to Edge Min Spacing 1.5 in Analyze Base Plate as Flexible AB Row Min Spacing 3 in Pp Based on AISC J8 Criteria Priority is AB to Edge Spacing Steel Code: AISC 14th:LRFD Include Threads for AB Design Concrete Code: ACI 318-11 AB Fv, Ft based on AISC Criteria AB Head: Square NW Concrete Total AB Length: 16. in Seismic Reduction %: 25. Concrete NOT Cracked NO Supp. Reinforcement ABs NOT Welded to Base Plate NO Anchor Reinforcement Tension Anchor Reinf Bar Fy: N.A. Shear Anchor Reinf Bar Fy:N.A. Loads P(lb) Vx(lb) Vz(Ib) Mx(lb-ft) Mz(lb-ft) DL 5678. 301. 51. LL 5822. 2260. -2.5 W L -1686. -7831. -28. 01-1 -7842. -423. -7045. Base Plate Stress and Bearing Result Base Plate Stress(ksi) Bearing Pressure(ksi) Combination Load Sets Allowable ASIF U.C. Allowable ABIF U.C. SCE Strength 1 (1) 1.4DL 48.6 1. .011 3.683 1. .082 A CE Strength 2(a) 2) 1.2DL+1.6LL 48.6 1. .023 3.683 1. .165 A CE Strength 3(b) 3) 1.2DL+.5WL 48.6 1. .008 3.683 1. .063 (# DL+.5OL1 48.6 1. .004 3.683 1. .033 A CE Strength 4 a 5 1.2DL+.5LL+1WL 48.6 1. .011 3.683 1. .083 1.ZW+.5LL+1OL1 48.6 1. .003 3.683 1. .023 SCE Strength 6( ) .9DL+1WL 48.6 1. .005 3.683 1. .038 (89DL+1OL1 48.6 1. .068 3.683 1. .222 RISABase Version 2.10 [T:\JWME\Jobs\Tower Engineering......LCULATIONS\Miramar-Equipment BasePlate 178245.rbs] Page 1 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 53 of 99 Company JWME December 10, 2020 Designer W. FRANCIS Job Number : 178245 Miramar 1-Equipment Frame BP Checked By: Bearing Contours 303 .607 .232 ®(ksi) �(ksi) ®(ksi) EM .004 :M] 0. :M] .007 1.4DL 1.2DL+1.6LL 1.2DL+.5WL Allowable : 3.683 ksi Allowable : 3.683 ksi Allowable : 3.683 ksi U.C. : .082 U.C. : .165 U.C. : .063 121 .306 .085 ®(ksi) �(ksi) ®(ksi) :M] .012 .004 .014 1.2DL+.5OL1 1.2DL+.5LL+1 WL 1.2DL+.5LL+1 OL1 Allowable : 3.683 ksi Allowable : 3.683 ksi Allowable : 3.683 ksi U.C. : .033 U.C. : .083 U.C. : .023 14 .818 (ksi) �(ksi) .011 0. .9DL+1WL .9DL+1OL1 Allowable : 3.683 ksi Allowable : 3.683 ksi U.C. : .038 U.C. : .222 Base Plate Stress Contour 533 1.115 .4 (ksi) ®(ksi) ®(ksi) .000840549 .051 .000631331 1.4DL 1.2DL+1.6LL 1.2DL+.5WL Allowable : 48.6 ksi Allowable :48.6 ksi Allowable :48.6 ksi U.C. : .011 U.C. : .023 U.C. : .008 194 .539 .126 (ksi) �(ksi) ®(ksi) .000305864 .000850002 .000199066 1.2DL+.5OL1 1.2DL+.5LL+1 WL 1.2DL+.5LL+1 OL1 Allowable :48.6 ksi Allowable :48.6 ksi Allowable :48.6 ksi U.C. : .004 U.C. : .011 U.C. : .003 RISABase Version 2.10 [T:\JWME\Jobs\Tower Engineering......LCULATIONS\Miramar-Equipment BasePlate 178245.rbs] Page 2 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 54 of 99 Company JWME December 10, 2020 Designer W.FRANCIS Job Number : 178245 Miramar 1-Equipment Frame BP Checked By: Base Plate Stress Contours(continued) 23 3.286 (ksi) �(ksi) .000362075 0. .9DL+1 WL .9DL+1 OL1 Allowable :48.6 ksi Allowable :48.6 ksi U.C. : .005 U.C. : .068 Anchor Bolt Results Note: Fnt and Fnv shown below include phi factors. Combination Load Sets Bolt Tens.(lb) Vx(lb) Vz(lb) Fnt(ksi) ft(ksi) Fnv(ksi) fv(ksi) Unity SCE Strength 1 1 1 ADL 1 0. -105.35 -17.85 45. 0. 27. .242 .012 S 2 0. -105.35 -17.85 45. 0. 27. .242 .012 S 3 0. -105.35 -17.85 45. 0. 27. .242 .012(S) 4 0. -105.35 -17.85 45. 0. 27. .242 .012 S A CE Strength 2(a) 2) 1.2DL+1.6LL 1 48.549 -994.3 -14.3 45. .11 27. 2.251 .111 (S) 2 48.549 -994.3 -14.3 45. .11 27. 2.251 .111 S 3 48.549 -994.3 -14.3 45. .11 27. 2.251 .111 S 4 48.549 -994.3 -14.3 45. .11 27. 2.251 .111 (S) A CE Strength 3 b 3 1.2DL+.5WL 1 0. 888.575 -11.8 45. 0. 27. 2.011 .099 S 2 0. 888.575 -11.8 45. 0. 27. 2.011 .099(S) 3 0. 888.575 -11.8 45. 0. 27. 2.011 .099 S 4 0. 888.575 -11.8 45. 0. 27. 2.011 .099 S (11PDL+.5OL1 1 0. -37.425 865.325 45. 0. 27. 1.96 .097(S) 2 0. -37.425 865.325 45. 0. 27. 1.96 .097 S 3 0. -37.425 865.325 45. 0. 27. 1.96 .097 S 4 0. -37.425 865.325 45. 0. 27. 1.96 .097(S) A CE Strength 4 a 5 1.2DL+.5LL+1WL 1 0. 1584.95 -7.987 45. 0. 27. 3.588 .177 S 2 0. 1584.95 -7.987 45. 0. 27. 3.588 .177(S) 3 0. 1584.95 -7.987 45. 0. 27. 3.588 .177 S 4 0. 1584.95 -7.987 45. 0. 27. 3.588 .177 S 1.4W+.5LL+1OL1 1 0. -267.05 1746.26 45. 0. 27. 3.999 .197(S) 2 0. -267.05 1746.26 45. 0. 27. 3.999 .197 S 3 0. -267.05 1746.26 45. 0. 27. 3.999 .197(S) 4 0. -267.05 1746.26 45. 0. 27. 3.999 .197 S SCE Strength 6 .9DL+1WL 1 0. 1890.02 -4.475 45. 0. 27. 4.278 .211 S 2 0. 1890.02 -4.475 45. 0. 27. 4.278 .211 (S) 3 0. 1890.02 -4.475 45. 0. 27. 4.278 .211 S 4 0. 1890.02 -4.475 45. 0. 27. 4.278 .211 (S) 8 DL+1OL1 1 924.947 38.025 1749.77 45. 2.094 27. 3.961 .196 S 2 924.868 38.025 1749.77 45. 2.093 27. 3.961 .196 S 3 924.857 38.025 1749.77 45. 2.093 27. 3.961 .196(S) 4 924.779 38.025 1749.77 45. 2.093 27. 3.961 .196 S RISABase Version 2.10 [T:\JWME\Jobs\Tower Engineering......LCULATIONS\Miramar-Equipment BasePlate 178245.rbs] Page 3 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 55 of 99 Ed 1 Hilti PROFIS Engineering 3.0.65 www.hilti.com Company: JWME Page: 1 Address: 4907 NW 43rd Street,Suite D,Gainesville, FL 32606 Specifier: WF Phone I Fax: i E-Mail: Design: 178245-Miramar 1 Condominium Date: 12/10/2020 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: HIT-HY 200+HAS-V-36(ASTM F1554 Gr.36)3/4 Item number: 2198028 HAS-V-36 3/4"x6"(element)/2022793 HIT-HY 200-R(adhesive) Effective embedment depth: hef,apti=3.500 in.(hef,limit= 15.000 In.) Material: ASTM A 1554 Grade 36 Evaluation Service Report: ESR-3187 Issued I Valid: 4/1/2020 i 3/1/2022 Proof: Design Method ACI 318-14/Chem Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate : Ix x ly x t=12.000 in.x 12.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: Square HSS(AISC), HSS4X4X.25;(L x W x T)=4.000 in.x 4.000 in.x 0.250 in. Base material: cracked concrete,2500,f�=2,500 psi;h=420.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition: Dry Reinforcement: tension:condition B,shear:condition B; no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[lb,in.lb] 1 d Design loads Sustained loads �a 0 ,Y 83» 4 e s a 2 a a Z 0 Y �-� x Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering(c)2003-2020 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 56 of 99 Ed 1 Hilti PROFIS Engineering 3.0.65 www.hilti.com Company: JWME Page: 2 Address: 4907 NW 43rd Street,Suite D,Gainesville, FL 32606 Specifier: WF Phone I Fax: i E-Mail: Design: 178245-Miramar 1 Condominium Date: 12/10/2020 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max. Util.Anchor[%] 1 Combination 1 N=4,361;Vx=570;Vy=9,281; no 35 Mx=0;My=0;Mz=0; Nsus=0;Mx,sus=0; My.sus=0; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering(c)2003-2020 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 57 of 99 Ed 1 Hilti PROFIS Engineering 3.0.65 www.hilti.com Company: JWME Page: 3 Address: 4907 NW 43rd Street,Suite D,Gainesville, FL 32606 Specifier: WF Phone I Fax: i E-Mail: Design: 178245-Miramar 1 Condominium Date: 12/10/2020 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity PN/(iv N Status Tension Concrete Breakout Failure 4,361 12,477 35/- OK Shear Pryout Strength(Concrete Breakout 9,298 26,874 435 35 OK Strength controls) Loading (3N Pv Utilization PN,V[%] Status Combined tension and shear loads 0.350 0.346 5/3 35 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering(c)2003-2020 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 58 of 99 Ed 1 Hilti PROFIS Engineering 3.0.65 www.hilti.com Company: JWME Page: 4 Address: 4907 NW 43rd Street,Suite D,Gainesville, FL 32606 Specifier: WF Phone I Fax: i E-Mail: Design: 178245-Miramar 1 Condominium Date: 12/10/2020 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering(c)2003-2020 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 4 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 59 of 99 INLAND TOWERS 12/10/2020 3WAznow ering,LLC T-Mobile Site#6MD1673M Knee Brace Connection Design 2075 NE 164TH Street North Miami Beach,FL 33160 Miami-Dade County KNEE BRACE CONNECTION DESIGN AISC 15TH Ed. LRFD Unit Definition LEGEND Define Miscellaneous Unit Variables. INPUT CALCUATIONS RESULTS Ibf lbf ]bf 3 kip 2 3 (plf) = 1•— (psf) = 1•— (pcf) = 1 (kip) = 1 x 10 Ibf (ksi) = 1 — SF:= ft CF:= ft pi:= 3.142 ft ft2 ft3 in2 Site Location INLAND TOWERS T-Mobile Site#6MD1673M 2075 NE 164TH Street North Miami Beach,FL33160 Miami-Dade County NOTES: 1. This procedure is based on Chapters J&K of AISC 15th Edition. 2. Any Unity Code(UC)above 1.0 represents a failed design check. Column Information Girder/Beam Information Bolt Information Column :_ "HSS "4x4x1/4" Column Type Girder:= "W12x26° Girder Type Bolt:= "A490X', Bolt Type Fy c:= 46ksi Member Yield Strength (Fy g:= 50ksi) Yield Strength of Member F := 84ksi Nominal nv.b Shear Fu c := 58ksi Member Tensile Strength (Fug:= 65ksi) Tensile Strength of Member Strength Bc:= 4in Column Width CMD:= 12 Member Nominal Depth Fnt.b 113ksi Nominal 1 . CM := 26 Member Nominal Weight Tension tc :_ —m Column Thickness �'�' Strength 4 (Es:= 29000ksi) Modulus of Elasticity AC:_ 3.37in2 Area of Coulmn 3 Sx g:= 33.4in3 Section Modulus of W-Section Sc:= 3.90in Section Modulus of Column �J_HIDDEN AREA: Calculations Load Information ORIGIN:= 0) Pu := Okip Required Design Shear Strength of Connector(YAxis From RISA Model) Zshear Okip Required Design Shear Strength of Connector(ZAxis From RISA Model) T:\JWME\Jobs\Tower Engineering 1 of 8 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 60 of 99 INLAND TOWERS 12/10/2020 3WATL"9_WW e�ring,LLG T-Mobile Site#6MD1673M Knee Brace Connection Design 2075 NE 164TH Street North Miami Beach,FL 33160 Miami-Dade County Lev.min:= 1 in Minimum Edge Distance Table J3.4 3 in Bolt Diameter eb := 45deg Angle of knee brace from the Y axis Dbolt 4 (XY Plane) ❑f HIDDEN AREA: Calculations Lee:= Oin Must be>/=L.cc.min 19.4 Required Design x Tensile Strength Axial force in brace 0 )kip memberArray.Set up for two cases LFRD FORCES. F0 FMCU raTio^= Determine The Number of Bolts 3.1 5) LRFD Factor (�,Rn3.1 :_ �'3.1'Fnv.b'Ab =27.836-kip) Design Shear Strength ofA Snug-Tightened Bolt(Eq.J3-1) 1 Nbolt.req:= ceil Faxial.b = Number of Bolts Required �Rn3.1 0 Nbolt 1 Design Number of Bolts Nhole 1 Number of Holes perpendicular to tension load Connector Information Approx. As f Connector:= "Angle4"x4"xl/4" Connector Type a C1/ (<C i 1 a+2 Nc J Number of Braces Per Connector r 1 b Fy b:= 36ksi Connector Yield Strength Fu b:= 58ksi Connector Tensile Strength l� w tb:= 1 in Thickness connector 4 Dimensional Requirements 1. a? 1.33 by Ag b:= 1.93in2 Area of Connector 2. w?2be+d 3. c?a r := 0.783in where z Radius of Fillet b,,=2t*0.63 in. (16 mm) 5 b xbar.b 1.08in Center of Gravity X axis ybar.b 1.08in Center of Gravity Y axis Lb.total:= 1.42ft Total Brace Length T:\JWME\Jobs\Tower Engineering 2 of 8 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 61 of 99 INLAND TOWERS 12/10/2020 3WAznow ering,LLG T-Mobile Site#6MD1673M Knee Brace Connection Design 2075 NE 164TH Street North Miami Beach,FL 33160 Miami-Dade County lb := 4in Width of Connector Lee := 2.Om Distance From Center of Connection To Edge Q HIDDEN AREA: Calculations lb.check:= OK" if lb > lb.min = "OK" "Width of Angle too small" otherwise Tensile Yielding In The Gross Section Od.2.1 := 0.90 LFRD Q HIDDEN AREA: Calculations Faxial.b UCoPn.d.2.1 NC (0-0 0.3) Unity Code Check on Tensile TieldingAngle(Eq. D2-1) '_ Opmd.2.1 Tensile Rupture In The Net Section Q HIDDEN AREA: Calculations Od 2 2:= 0.75 LFRD Q HIDDEN AREA: Calculations Faxial.b UCgPn d 2 2 := NC = (0-0 0.5) Unity Code Check on Tensile Rupture Angle(Eq. D2-2) OPn.d.2.2 Block Shear Strength of Brace Q HIDDEN AREA: Calculations Faxial.b UCOR.n.4.5.b :— NC _ (0.0 0.4) Unity Code Check on Block ShearAngle(Eq.J4-5) oRn4.5.b Bearing Strength at Bolt Hole in Brace (43.6:= 0.75) (LFRD) Q HIDDEN AREA: Calculations Faxial.b UCORn.3.6a.b Nc'Nbolt (0.00 0.99) Unity Code Check on Bearing Strength Angle(Eq.J3-6a) :— —oRn.3.6a.b T:\JWME\Jobs\Tower Engineering 3 of 8 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 62 of 99 INLAND TOWERS 12/10/2020 3WAZnow ering,LLC T-Mobile Site#6MD1673M Knee Brace Connection Design 2075 NE 164TH Street North Miami Beach,FL 33160 Miami-Dade County Connector Plate Design ASTMA36(Plate Material) 10 Holetype:_ "STD WELD - A\" Hole Type(Table 10-9) CONNECTOR r�+% Fy p:= 36ksi Plate Yield Strength Fu p:= 58ksi Plate Tensil Strength ❑et := Oin Spacing Between Bolts(1 bolt used) G� ¢P Dp Lcc:= loin Design Plate Height Lec— - ❑cp ❑p Dcp:= Lcc sin(0b) = 0•in Vert. Distance Between Bolts z D Leh +— Det:= 5in Distance Center of Bolt to Plate Vert. Edge p U Dep Dep:= Dp -(Det+ Dcp) = 5•in Rhole Wp := l Oin Design Plate Length Wet Wcp Wep Wep:= 5in Distance Center of Bolt to Plate Horz. Edge W P Wcp:= LCC•c0s(0b) = 0•in Horz. Distance Between Bolts Wet:= Wp -Wcp- Wep= 5-in 3 tp := 8 in Thickness Plate Single Plate Connection Design Checks: Q HIDDEN AREA: Calcuations ir tp.check= "Plate thickness OK" Plate Thickness Check Q HIDDEN AREA: Calculations Plate Connection Calculations Q HIDDEN AREA: Calculations Pr.tension.plate (0.1) 0Rn.t.dgn.UC.p = Unity Code of Connector Strength in Tension min(ORn.4.l.p.t,ORn.4.2.p.t) 0.0 (Eq.J4-1 &J4-2) Strength of Plate in Shear Q HIDDEN AREA: Calculations Pr.shear.plate 0.2 UCOR.n.4.3.p = Unity Code Check of Connector in Gross Shear(Eq.J4-3) Rn4.3.p (0.0 Q HIDDEN AREA: Calculations T:\JWME\Jobs\Tower Engineering 4 of 8 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 63 of 99 INLAND TOWERS 12/10/2020 3WAZnow ering,LLC T-Mobile Site#6MD1673M Knee Brace Connection Design 2075 NE 164TH Street North Miami Beach,FL 33160 Miami-Dade County Pr.shear.plate 0•2 UC�R.n.4.4.p = Unity Code Check of Connector in Net Shear(Eq.J44) Rn4.4.p 0 Block Shear Strength of Plate Q HIDDEN AREA: Calculations Pr.shear.plate 0•1 UC�R.n.4.5.p :_ = Unity Code Check on Block Shear(Eq.J4-5) �)Rn4.5.p (0.0 Bearing Strength at Bolt Hole in Connector Distance in Direction of Force Between Edges of Bolt Holes. If Just One Bolt Is Used, It Becomes The Distance From the Edge of The Bolt Hole To The Edge of The Material(Eq.J3-6a) L •= 2.Oin — CDboltl — l 625•in Distance From Hole Edge To Edge of Material. eh.plate.edge 2 JJ Ls.I.p := mm1(Leh.plate.edge)1(Ip — 1 Dhole)] = 1.625•in Input Number of Bolts Q HIDDEN AREA: Calculations Faxial.b Nbolt 0.7 Unity Code Check at Bolt Hole in Connector(Eq.3-6a) UCORn.3.6a.p '_ _ ORn.3.6a.p (0.0 Weld Design tweld:= 3 in Weld Size in Sixteenths of An Inch 16 0 HIDDEN AREA: Calculations Cexx I Electrode Strength Coefficient(Table 8-3) 0 HIDDEN AREA: Calculations ex aecc= = 0.5 ]weld t k:= p = 0.038 9b = 45•deg ]weld Cecc 2.87 Eccentrically Loaded Weld Group With Angle(Table 8-4) Q HIDDEN AREA: Calculations T:\JWME\Jobs\Tower Engineering 5 of 8 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 64 of 99 INLAND TOWERS 12/10/2020 3WAZnow ering,LLC T-Mobile Site#6MD1673M Knee Brace Connection Design 2075 NE 164TH Street North Miami Beach,FL 33160 Miami-Dade County Faxial.b 0.3 UCORn.8.13 = Unity Code for Stregth of Weld(Eq.8-13) �Rn.8.13 0 HSS Shear Rupture Welds Q HIDDEN AREA: Calculations tmin.HSS.check:— OK if tc >tmin.HSS = OK "HSS Wall thickness too thin,resize" otherwise HSS Member Thickness Check tmin.connector.check:_ " OK" if tmin.connector<tp <tp.max = OK "Shear Plate thickness,resize" otherwise Connector Thickness Check Available Strengths of Plate-to-Rec. HSS Connections (Table K1.2 Functions): Q HIDDEN AREA: Calculations u•p CheckKI.3 := "OK" if tp <_ F •tc = "OK" Plate Thinkness Check Table K1.2(K1-3) Y•p "Fails Eq.K1-3" otherwise Q HIDDEN AREA: Calculations Faxial.b0 0.5 UC(�Rn.k.1.12:= = 0.5 Unity Code for HSS Member Plastification(1) (�R n.k.1.12 0.5 Faxial.bl 0 UC(�Rn.k.1.12 = 0 Unity Code for HSS Member Plashcation(2) (�Rn.k.1.12 0 Faxial.b0 0.2 UC(�Rn.k.1.13 = 0.2 Unity Code For HSS Member Punching Shear(1) �Rn.k.1.13 0.2 Faxial.bl 0 UC(�Rn.k.1.13 = 0 Unity Code For HSS Member Punching Shear(2) (�Rn.k.1.13 0 Q HIDDEN AREA: Calculations Kl 3 = "OK,for Plate Limit States and HSS Punching Shear" T:\JWME\Jobs\Tower Engineering 6 of 8 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 65 of 99 INLAND TOWERS 12/10/2020 3WAznow e�r�ng,LLC T-Mobile Site#6MD1673M Knee Brace Connection Design 2075 NE 164TH Street North Miami Beach,FL 33160 Miami-Dade County Bolt Information Summary of Design (Bolt) _ "A490X" Bolt Type (Dbolt) = 0.75•in Bolt Diameter Approx. Asf (Nbolt) = l Number of Bolts . a (Dhole) = 0.812•in Bolt Hole Diameter c a + Plate Information b Wp = 10•in Plate Length Wet= 5-in Distance from Edge Col.To Center of Hole - w Wcp=0•in Horz.Spacing Between Holes Dimensional Requirements Wep= 5-in Distance from Center of Hole To Fwd Edge of Plate 1. a? 1.33 be 2. w?2be+d Dp = 10•in Plate Height 3. c?a where Det= 5-in Distance from Top Edge Col.To Center of Hole bg=2t+0.63 in. (16 mm) b Dcp= 0•in Vert.Spacing Between Holes Dep= 5-in Distance fron Center of Hole To Lower Edge of Plate Dhole =0.812-in Diameter of Hole tp = 0.375•in Plate Thickness Connector Information WELD , (Connector) _ "Angle 4"x4"x1/4" CONNECTOR 1/<162 1 Nc = Number of Braces Per Connector l Det G� (Dhole) = 0.812•in Lee Lec— - Dcp Dp Leh=2.406•in z Leh +— O Lcc = 0•in v Dep Rh ole Lee = 2-in Wet Wcp Wep tb = 0.25•in Wp T:\JWME\Jobs\Tower Engineering 7 of 8 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 66 of 99 INLAND TOWERS 12/10/2020 3WAznow ering,LLG T-Mobile Site#6MD1673M Knee Brace Connection Design 2075 NE 164TH Street North Miami Beach,FL 33160 Miami-Dade County Design Force C 1 Faxial.b 0 19.4 J kip Fillet Weld of Plate to HSS Member(All Around) Using An E70XX Electrode tweld- 0.187.in Fillet Weld Thickness lweld- 10-in Fillet Weld Length T:\JWME\Jobs\Tower Engineering 8 of 8 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 67 of 99 3WAMiramar 1 Condominium 12/10/2020 En &e ing,LLC Verizon Site#178245 Building Influence Check 9950 South Ocean Drive Jensen Beach,FL 34957 BUILDING INFLUENCE CHECK ON EXISTING CONCRETE COLUMN LEGEND Unit Definition INPUT CALCUATIONS RESULTS Define Miscellaneous Unit Variables. lbf lbf lbf 3 kip 2 3 PH = I. psf = I. pcf = I. kip = 1 x 10 lbf ksi = 1•— SF:= ft CF:= ft ft ft2 ft3 in2 Site Location Verizon Site Name:Miramar 1 Condominium Verizon Site#178245 9950 South Ocean Drive Jensen Beach,FL34957 St.Lucie County NOTES: 1. This mathcad sheet checks the influence of the imposed verticle load on an existing building concrete column axial axis per 2020 FBC:EB 707.2. n := 1 Number of Columns Checked i := O..n - 1 Lcol :_ (28)in Length of Concrete Column Wcol :_ (16)in Width of Concrete Column 0 HIDDEN AREA: Calculations fc := 3000psi Concrete Strength frebar:= 60ksi Rebar Strength Fy.max :_ (14390)lbf Maximum Vertical Load from RISA at worse case column,worst case load combination(LFRD Value) 010.2:= 0.65 LFRD Factor 0 HIDDEN AREA: Calculations Fy.maxi Loadchecki:= P � n.10.2. i Loadcheck= (1.977)•% Percent Increase in of Load on Column's Capacity Q HIDDEN AREA: Calculations Result= ("Less than 5%increase in Column Capacity,no further analysis needed per 2020 FBC:EB 707.2." ) T:\JWME\Jobs\Tower Engineering Professionals JWM Engineering, LLC 1 of 1 Page 1 of 2 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 68 of 99 MecaWind v2308 Software Developer: Meca Enterprises Inc., www.meca.biz, Copyright © 2018 Calculations Prepared by: Calculations Prepared For: JWME Client: TEP - Verizon 4907 NW 43rd Ter Project #: 178245 Miramar 1 Condominium Suite D Location: Jensen Beach, FL Gainesville, FL, 32606 Description: Date: Dec 11, 2020 Antenna Analysis Designer: WF File Location: T:\JWME\Jobs\Tower Engineering Professionals\178245 - Miramar 1 Condominium\ CALCULATIONS\Antenna Anchor Calcs\ MECA Wind Antenna Loads--178245 Miramar 1 Condominium 12-11-2020.wnd Basic Wind Parameters Wind Load Standard = ASCE 7-16 Exposure Category = D Wind Design Speed = 163.0 mph Risk Category = II Structure Type = Other Other Structure Type = Chimney General Wind Settings Incl_LF = Include ASD Load Factor of 0.6 in Pressures = False DynType = Dynamic Type of Structure = Rigid NF = Natural Frequency of Structure (Mode 1) = 10.000 Hz Zg = Altitude (Ground Elevation) above Sea Level = 0.000 ft Bdist = Base Elevation of Structure = 0.000 ft Reacs = Show the Base Reactions in the output = False MWFRSType = MWFRS Method Selected = Ch 27 Pt 1 Topographic Factor per Fig 26.8-1 Topo = Topographic Feature = None Kzt = Topographic Factor = 1.000 Chimney: Top Elev Bot Elev Diameter Shape Width_Addl ft ft ft ft-2/ft 185.300 182.700 1.325 Square Wind Normal to Face 0.00 Exposure Constants per Table 26.11-1: Alpha: Const from Table 26.11-1= 11.500 Zg: Const from Table 26.11-1= 700.000 ft At: Const from Table 26.11-1= 0.087 Bt: Const from Table 26.11-1= 1.070 Am: Const from Table 26.11-1= 0.111 Bm: Const from Table 26.11-1= 0.800 C: Const from Table 26.11-1= 0.150 Eps: Const from Table 26.11-1= 0.125 Gust Factor Calculation: Gust Factor Category I Rigid Structures - Simplified Method G1 = For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm = 0.6 * Ht = 111.180 ft Izm = Cc * (33 / Zm) 0.167 = 0.123 Lzm = L * (Zm / 33) ^ Epsilon = 756.576 Q = (1 / (1 + 0.63 * ( (B + Ht) / Lzm)^0.63) )^0.5 = 0.891 G2 = 0.925* ( (1+1.7*lzm*3.4*Q) /(1+1.7*3.4*lzm) ) = 0.883 Gust Factor Used in Analysis G = Lessor Of G1 Or G2 = 0.850 Main Wind Force Resisting System (MWFRS) Calculations for Chimney per Ch 29: LF = Load Factor based upon STRENGTH Design = 1.00 hs = Overall height of structure = 185.300 ft h = Mean Roof Height above grade = 185.300 ft Kh = 15 ft [4.572 m]< Z <Zg -->(2.01* (Z/zg)^ (2/Alpha) {Table 26.10-11= 1.595 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 file:///C:/tJsers/Waylon/AppData/Roaming/MecaWind/SelectedAnalysis.html 12/11/2020 Page 2 of 2 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 69 of 99 Kd = Wind Directionality Factor per Table 26.6-1 = 1.00 qh = (0.00256 * Kh * Kzt * Kd * Ke * V^2) * LF = 108.50 psf MWFRS Chimney Pressures per Fig 29.4-1 All wind pressures include a load factor of 1.0 Top Bot D Cross h/D Af Ae Elev Elev Section ft ft ft sq ft sq ft ------- ------- ----- -------------------------- ------ ----- ----- 185.300 182.700 1.325 Square Wind Normal to Face 139.85 3.45 0.00 ------- ------- ----- -------------------------- ------ ----- ----- Total 3.45 0.00 MWFRS Chimney Forces Top Bot Kz qz Dqz Cf Atot F Mbot Elev Elev ft ft psf sq ft lb lb-ft 185.300 182.700 1.595 108.50 143.76 2.000 6.89 635 116917.8 ------- ------- ----- ------ ------ ----- ----- --- -------- Total 6.89 635 116917.8 Notes: D = Diameter of Circular Cross Section or Least Horizontal Dim of Polygon h = Overall Height of Structure qz = Wind Pressure: 0.00256 * Kz * Kzt * Kd * V^2 * LF {Eqn 29.3-11 Cf = Force Coefficient per Fig 29.4-1 Af = Area of Chimney Ae = Area of Additional Attachments (Cf = 1) Atot = Total Effective Area: Cf * Af + Ae Dqz = D * qz^0.5 {Imperial Units} F = Total Force: qz * G * At {Eqn 29.4-11 Mbot = Moment about Base @ Elevation 0: F * (Elev Top + Elev Bot)*0.5 file:///C:/tJsers/Waylon/AppData/Roaming/MecaWind/SelectedAnalysis.html 12/11/2020 Report 12/14/2020 7 UNKNOWN � A (DER Tower Owner: PRIVATE Mapping Date: 8/27/2020 y j�� Site Name: VZW:Miramar I Condominium Tower Type: I Other Site Number or ID: I VZW:151 ITower Height(Ft.): 171.25 Mapping Contractor: IRKS Design 8.Engineering LLC. I Mount Elevation(Ft.): 187.42 This antenna mapping form is the property of TES and under PATENT PENDING.The formation contained herein is considered confidential in nature and is to be used only for the specific customer it was intended for.Reproduction, transmission,publication,modification or disclosure by any method is prohibited except by express written permission of TES.All means and methods are the responsibility of the contractor and the work shall be compliant with ANSI/ASSE A 10.48,OSHA,FCC,FAA and other safety requirements that may apply.TES is not warrantying the usability of the safety climb as it must be assessed prior to each use in compliance with OSHA requirements. Please Insert Sketches of the Antenna Mount EL 191 9'' A AA 00 L, [187'S"] Ln CE (187'5") v cat 716-5' 64.5 113.5' SECTOR A EL 191'9" EL 191'9" �A `1 N AL —AA t) Ck (187'5') CE (187 5') SO 1 SD 1 v N �o 58- N 5... SECTOR B (Bl 1 SECTOR B f621 Please Insert Sketches of the Antenna Mount,cont'd EL 191'9" n r°0 A4 AiL-- 1A5 .1 CE {187 S'} zo N so 1 SO h O- 53.5' 100.5" 150.S' SECTOR C WALL BENT PL 2"X 12" X 0.5" (2) 0.625'' 0 BOLT BENTPL 1.5" X6" X0.5" (2) 0.5'' 0 TR SECTION A-A 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 72 of 99 Please Insert Sketches of the Antenna Mount,cont'd PIPE 2.375"X 0.15'X 70"LON �n PIPE 2.376'X 0.IF X 14.5'LONG .75'0X34'LONGSIR c � PIPE 2.375"X 0.1 TX 49'LONG WALL STAND OFF VIEW 7 PIPE 2.375"X 0.15'X AT LDN `n PIPE 2.375'X 0.15' X 43"LONG U-, .75'0X34"LONG SIR PIPE 2.375'X 0.15'X 49'LDNG WALL STAND OFF VIEW 2 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 73 of 99 Please Insert Sketches of the Antenna Mount,cont'd PENTHOUSE 10"TALL,S.S'THICr PARAPET PENTHOUSE ELEVATION 191'9"±AGL $27' BETA SEC D Ant1, SEC p 22Y' Ant lb ROOF ELEVATION 171'S'±AGL is GAMMA SEC Q Ant Ia 3091, ALPHA ROOF TOP VIEW 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 74 of 99 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 75 of 99 3WACompany : JWME 12/11/2020 E141,eezv)g Designer W. FRANCIS 10:43:39 AM Job Number : Verizon Site#178245 Checked By :W. MISHOE Model Name : Miramir 1 Condominium r ZAX Envelope Only Solution JWME Miramir 1 Condominium SK-2 W.FRANCIS Dec 11,2020 Verizon Site#178245 178245 Miramar-Antenna Mount.... RISA-3D Version 19 [ 178245 Miramar-Antenna Mount.r3d] Page 1 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 76 of 99 Company : JWME 12/11/2020 ngineermg Designer W. FRANCIS 10:43:39 AM Job Number : Verizon Site#178245 Checked By :W. MISHOE Model Name : Miramir 1 Condominium r ZAX N7 3 4 N9 N13 N11 N15 1 2 N8 N12 N14 Envelope Only Solution JWME Miramir 1 Condominium SK-3 W.FRANCIS Dec 11,2020 Verizon Site#178245 178245 Miramar-Antenna Mount.... RISA-3D Version 19 [ 178245 Miramar-Antenna Mount.r3d] Page 2 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 77 of 99 Company : JWME 12/11/2020 ngineermg Designer W. FRANCIS 10:43:39 AM Job Number : Verizon Site#178245 Checked By :W. MISHOE Model Name : Miramir 1 Condominium r ZAX M7 �3 N Mg �Y Envelope Only Solution JWME Miramir 1 Condominium SK-4 W.FRANCIS Dec 11,2020 Verizon Site#178245 178245 Miramar-Antenna Mount.... RISA-3D Version 19 [ 178245 Miramar-Antenna Mount.r3d] Page 3 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 78 of 99 3WACompany : JWME 12/11/2020 E141,eezv)g Designer W. FRANCIS 10:43:39 AM Job Number : Verizon Site#178245 Checked By :W. MISHOE Model Name : Miramir 1 Condominium r ZAX na Z� M im N O oa Q- 4� 0 M m na i p Envelope Only Solution JWME Miramir 1 Condominium SK-5 W.FRANCIS Dec 11,2020 Verizon Site#178245 178245 Miramar-Antenna Mount.... RISA-3D Version 19 [ 178245 Miramar-Antenna Mount.r3d] Page 4 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 79 of 99 Company JWME 12/11/2020 ngineerting Designer W. FRANCIS 10:43:39 AM Job Number Verizon Site#178245 Checked By : W. MISHOE Model Name : Miramir 1 Condominium r ZAX �cro M m C Fn --I Cl� C7' OAP 'u m C 0 IGrO Envelope Only Solution JWME Miramir 1 Condominium SK-6 W.FRANCIS Dec 11,2020 Verizon Site#178245 178245 Miramar-Antenna Mount.... RISA-31D Version 19 [ 178245 Miramar-Antenna Mount.r3d] Page 5 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 80 of 99 3WACompany JWME 12/11/2020 E141,eezinq Designer W. FRANCIS 10:43:39 AM Job Number Verizon Site#178245 Checked By : W. MISHOE Model Name : Miramir 1 Condominium r ZAX �cro A5 a w �6 r w A Envelope Only Solution JWME Miramir 1 Condominium SK-7 W.FRANCIS Dec 11,2020 Verizon Site#178245 178245 Miramar-Antenna Mount.... RISA-31D Version 19 [ 178245 Miramar-Antenna Mount.r3d] Page 6 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 81 of 99 Company JWME 12/11/2020 ngineerting Designer W. FRANCIS 10:43:39 AM Job Number Verizon Site#178245 Checked By : W. MISHOE Model Name : Miramir 1 Condominium r ZAX 3� A r [S1 Cn Member Length(ft)Displayed Envelope Only Solution JWME Miramir 1 Condominium SK-8 W.FRANCIS Dec 11,2020 Verizon Site#178245 178245 Miramar-Antenna Mount.... RISA-31D Version 19 [ 178245 Miramar-Antenna Mount.r3d] Page 7 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 82 of 99 Company JWME 12/11/2020 ngineerting Designer W. FRANCIS 10:43:39 AM Job Number Verizon Site#178245 Checked By : W. MISHOE Model Name : Miramir 1 Condominium r ZAX -57.4 lb -57.4 Ito Loads.LC 1,ASCE Strength 1 Envelope Only Solution JWME Miramir 1 Condominium SK-9 W.FRANCIS Dec 11,2020 Verizon Site#178245 178245 Miramar-Antenna Mount.... RISA-3D Version 19 [ 178245 Miramar-Antenna Mount.r3d] Page 8 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 83 of 99 Company JWME 12/11/2020 ngine&mq Designer W. FRANCIS 10:43:39 AM Job Number Verizon Site#178245 Checked By : W. MISHOE Model Name : Miramir 1 Condominium r ZA, 21 Ibift 73 Iblft ufEtft Iblft Loads:BLC 3.WIND X Envelope Only Solution JWME Miramir 1 Condominium SK-10 W.FRANCIS Dec 11,2020 Verizon Site#178245 178245 Miramar-Antenna Mount.... RISA-3D Version 19 [ 178245 Miramar-Antenna Mount.r3d] Page 9 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 84 of 99 Company JWME 12/11/2020 ngineermq Designer W. FRANCIS 10:43:39 AM Job Number Verizon Site#178245 Checked By : W. MISHOE Model Name : Miramir 1 Condominium r ZAX -21 Ibl1t kz -z ititf[ft -73 Ib)ft -21 Wit Loads:6LC 5,WINEnvelope Only S JWME Miramir 1 Condominium SK-11 W.FRANCIS Dec 11,2020 Verizon Site#178245 178245 Miramar-Antenna Mount.... RISA-3D Version 19 [ 178245 Miramar-Antenna Mount.r3d] Page 10 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 85 of 99 Company JWME 12/11/2020 ngineermq Designer W. FRANCIS 10:43:39 AM Job Number Verizon Site#178245 Checked By : W. MISHOE Model Name : Miramir 1 Condominium r ZAX b/ft Loads:BLC 6.WIN❑-Z Envelope Only Solution JWME Miramir 1 Condominium SK-12 W.FRANCIS Dec 11,2020 Verizon Site#178245 178245 Miramar-Antenna Mount.... RISA-3D Version 19 [ 178245 Miramar-Antenna Mount.r3d] Page 11 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 86 of 99 3WACompany : JWME 12/11/2020 E141,eezv)g Designer W. FRANCIS 10:43:39 AM Job Number : Verion Site#178245 Checked By :W. MISHOE Model Name : Miramir 1 Condominium Hot Rolled Steel Properties Label E [ksil G fksil Nu Therm. Coeff. le"F-' Densitv fk/ft'l Yield fksil RV Fu ksi Rt 1 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 58 1.2 3 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.2 4 A500 Gr.42 29000 11154 0.3 0.65 0.49 42 1.3 58 1.1 5 A500 Gr.46 29000 11154 0.3 0.65 0.49 46 1.2 58 1.1 6 A501 A 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 7 A53 Gr. B 29000 11154 0.3 0.65 0.49 35 1.5 58 1.2 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rule Area[in 21 Iyy[in4j Izz in° J [in]° 1 PIPE VERT. PIPE 2.0 Column Pie A53 Gr. B Typical 1.02 0.627 0.627 1.25 2 PIPE HORZ. PIPE 2.0 Column Pie A53 Gr. B Typical 1.02 0.627 0.627 1.25 3 DIAG. BRACE 0.75 Dia Rod Column BAR A36 Gr.36 Typical 0.442 0.016 0.016 0.031 Hot Rolled Steel Design Parameters Label Shape Length ft Lcomp to ft Function 1 M1 PIPE VERT. 5.666 Lbyy Lateral 2 M2 PIPE VERT. 4.75 Lbyy Lateral 3 M3 PIPE HORZ. 3.583 Lbyy Lateral 4 M4 PIPE HORZ. 3.584 Lbyy Lateral 5 M5 DIAG. BRACE 4.369 Lbyy Lateral General Section Sets Label Shape Type Material Area [in 2] I [in 4] Izz[in 4] J [in°] 1 GEN1A RE4X4 Beam gen Conc3NW 16 21.333 21.333 31.573 2 RIGID None RIGID 1e+06 1e+06 1e+06 1e+06 Design Size and Code Check Parameters Label Max Axial/Bending Chk Max Shear Chk 1 Typical 1 1 2 Pile Rule 1 1 Connection Rules Label Conn Type Type Beam Conn Col/Girder Conn Eccentricity 1 Col/Bm Clip Angle Shear Column/Beam Clip Double Angle Shear Welded Bolted 1.5 2 Col/Bm Shear Tab Shear Column/Beam Shear Tab Shear Bolted N/A 3 3 B-Girder/Bm Clip An I Shear Girder/Beam Clip Single Angle Shear Bolted Bolted N/A 4 A-Girder/Bm Clip Angle Shear Girder/Beam Clip Single Angle Shear Bolted Bolted N/A 5 Girder/Bm Shear Tab Shear Girder/Beam Shear Tab Shear Bolted N/A N/A 6 Flange Plate Moment Moment Column/Beam Flange Plate Moment Bolted N/A N/A 7 End-Plate Moment Moment Column/Beam Extended End-Plate Moment N/A N/A N/A 8 Col Shear Splice Shear Column Shear Tab Splice N/A N/A N/A 9 Col Moment Splice Moment Column Moment Plate Splice N/A N/A N/A 10 Diagonal Brace Brace Diagonal Vertical Brace N/A N/A N/A 11 Chevron Brace Brace Chevron Vertical Brace N/A N/A N/A 12 Base Plate Base late Single Column Base late N/A N/A N/A 13 Knee Brace Brace Knee Brace N/A N/A N/A Member Distributed Loads Member Label Direction Start Magnitude[lb/ft, F, psf, lb-ft/ft] End Magnitude[lb/ft, F, psf, lb-ft/ft] Start Location [(ft, %)]End Location[(ft, %)] 1 M1 X 73 73 0 %100 2 M3 X 21 21 0 %100 3 M4 X 21 21 0 %100 4 M2 X 21 21 0 %100 5 M5 X 7 7 0 %100 RISA-3D Version 19 [ 178245 Miramar-Antenna Mount.r3d] Page 12 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 87 of 99 3WACompany : JWME 12/11/2020 E141,eezv)g Designer W. FRANCIS 10:43:39 AM Job Number : Verion Site#178245 Checked By :W. MISHOE Model Name : Miramir 1 Condominium Member Distributed Loads Member Label Direction Start Magnitude Ib/ft, F, psf, lb-ft/ft End Magnitude Ib/ft, F, psf, lb-ft/ft Start Location[(ft, % End Location[(ft, 1 M5 X -7 -7 0 %100 2 M3 X -21 -21 0 %100 3 M4 X -21 -21 0 %100 4 M2 X -21 -21 0 %100 5 M 1 X -73 -73 0 %100 Member Distributed Loads Member Label Direction Start Ma nitude[lb/ft, F, psf, lb-ft/ft] End Magnitude [Ib/ft, F, psf, lb-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M1 Z -144 -144 0 %100 Basic Load Cases BLC Description Category Y Gravity Nodal Distributed 1 DEAD LOAD DL -1 2 2 LIVE LOAD LL 3 WIND X WL+X 5 4 WIND Z WL+Z 5 WIND-X WL-X 5 6 WIND-Z WL-Z 1 Load Combinations Description Solve PDelta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 ASCE Strength 1 Yes Y DL 1.4 2 ASCE Strength 2 a Yes Y DL 1.2 LL 1.6 LLS 1.6 RLL 0.5 3 ASCE Strength 2 b Yes Y DL 1.2 LL 1.6 LLS 1.6 4 ASCE Strength 3 a Yes Y DL 1.2 RLL 1.6 LL 0.5 LLS 1 5 ASCE Strength 3 b a Yes Y DL 1.2 RLL 1.6 WL+X 0.5 6 ASCE Strength 3 b b Yes Y DL 1.2 RLL 1.6 WL+Z 0.5 7 ASCE Strength 3 b c Yes Y DL 1.2 RLL 1.6 WL-X 0.5 8 ASCE Strength 3 b d) Yes Y DL 1.2 RLL 1.6 WL-Z 0.5 9 ASCE Strength 3 d a Yes Y DL 1.2 WL+X 0.5 10 SCE Strength 3 d b Yes Y DL 1.2 WL+Z 0.5 11 ASCE Strength 3 d c Yes Y DL 1.2 WL-X 0.5 12 SCE Strength 3 d d Yes Y DL 1.2 WL-Z 0.5 13 SCE Strength 4 a a Yes Y DL 1.2 WL+X 1 LL 0.5 LLS 1 RLL 0.5 7 1 14 SCE Strength 4 a b Yes Y DL 1.2 WL+Z 1 LL 0.5 LLS 1 RLL 0.5 8 1 15ASCE Strength 4 a c Yes Y DL 1.2 WL-X 1 LL 0.5 LLS 1 RLL 0.5 16 SCE Strength 4(a) (d) Yes Y DL 1.2 WL-Z 1 LL 0.5 LLS 1 RLL 0.5 17 SCE Strength 4 b a Yes Y DL 1.2 WL+X 1 LL 0.5 LLS 1 7 1 18 SCE Strength 4 b b Yes Y DL 1.2 WL+Z 1 LL 0.5 LLS 1 8 1 19ASCE Strength 4 b c Yes Y DL 1.2 WL-X 1 LL 0.5 LLS 1 20 ASCE Strength 4 b d Yes Y DL 1.2 WL-Z 1 LL 0.5 LLS 1 21 ASCE Strength 6 a Yes Y DL 0.9 WL+X 1 7 1 22 ASCE Strength 6 b Yes Y DL 0.9 WL+Z 1 8 1 23 ASCE Strength 6 c Yes Y DL 0.9 WL-X 1 24 ASCE Strength 6 d) Yes Y DL 0.9 WL-Z 1 25 26 Dead Load Y DL 1 27 Live Load Y LL 1 28 Wind Load+Z Y WL+Z 1 29 Wind Load+X Y WL+X 1 Envelope AISC 15th (360-16):LRFD Steel Code Checks Member Shape Code CheckLoc ft LC Shear CheckLoc ft LC hi'Pnc Ib hi'Pnt Ib hi'Mn - [lb-ft hi'Mn z-z[lb-ft Cb E n 1 M1 PIPE 2.0 1 0.092 11.535 20 0.023 1.535 20 21864.71 32130 1871.625 1871.625M-1 2 M2 PIPE 2.0 0.406 0.544 19 0.595 0.544 19 24514.617 32130 1871.625 1871.625 3 M3 PIPE 2.0 0.476 0 19 0.039 0 19 27546.24 32130 1871.625 1871.625 RISA-3D Version 19 [ 178245 Miramar-Antenna Mount.r3d] Page 13 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 88 of 99 3WACompany : JWME 12/11/2020 E141,eezv)g Designer W. FRANCIS 10:43:39 AM Job Number : Verion Site#178245 Checked By :W. MISHOE Model Name : Miramir 1 Condominium Envelope AISC 15th (360-16):LRFD Steel Code Checks(Continued) Member Sha e Code CheckLoc ft LC Shear CheckLoc ft LC hi*Pnc Ib hi*Pnt Ib hi*Mn - [lb-ft hi*Mn z-z[lb-ft Cb E n 4 M4 PIPE 2.0 1 0.481 1 0 19 0.044 1 0 119127544.949 32130 1871.625 1 1871.625 2.4911-11-1b 5 M5 0.75 Dia Rodl 0.15 1 0 19 0.037 1 0 119111276.576 14313.866 178.929 1 178.929 2.84 H1-1b Envelope Member Section Forces Member Sec Axial[lb] LC v Shear[Ibj LC z Shear[lb] LC Torque Ib-ft LC y-y Moment Ib-ft LC z-z Moment Ib-ft LC 1 M1 1 max 57.4 1 0.026 19 0.065 20 0 24 0 24 0 24 2 min 36.9 21 -0.026 13 -0.012 1 0 1 0 1 0 1 3 2 max 64.283 1 103.43 19 204.041 20 0 24 144.56 20 73.274 17 4 min 41.325 21 -103.43 13 -0.012 1 0 1 -0.017 1 -73.274 15 5 3 max 67.66 1 3.906 17 10.041 20 1.533 17 20.859 24 14.484 21 6 min 35.001 24 -3.906 15 5.01 21 -1.533 15 -0.116 1 -14.484 23 7 4 max -41.325 24 103.362 21 0.012 1 0 24 144.377 24 73.177 21 8 min -64.283 1 -103.362 23 -203.912 24 0 1 -0.017 1 -73.177 23 9 5 max -36.9 24 0.056 19 0.087 20 0 24 0 24 0 24 10 min -57.4 1 -0.056 13 0.005 21 0 1 0 1 0 1 11 M2 1 max 0 24 0 24 0 1 0 24 0 24 0 24 12 min 0 1 0 1 0 24 0 1 0 1 0 1 13 2 max 835.528 20 19.764 21 -25.567 23 11.189 17 44.585 1 30.222 19 14 min 53.196 21 -19.764 23 -39.772 1 -11.189 15 -15.064 24 -30.222 13 15 3 max 840.474 20 5.295 19 -25.567 23 11.189 17 -1.699 23 38.748 23 16 min 56.905 21 -5.295 13 -39.772 1 -11.189 15 -51.873 16 -38.748 21 17 4 max 853.278 20 318.297 23 555.362 20 880.961 19 -56.451 23 55.642 23 18 min 72.815 21 -318.297 21 109.931 21 -880.961 13 -167.314 16 -55.642 21 19 5 max 0 24 0 24 0 23 0 24 0 24 0 24 20 min 0 1 0 1 0 16 0 1 0 1 0 1 21 M3 1 max 399.565 24 26.505 20 285.845 21 15.121 21 890.9 23 33.906 1 22 min -7.804 1 13.446 21 -285.845 23 -15.121 23 -890.9 21 1.205 24 23 2 max 399.565 24 22.774 20 267.035 21 15.121 21 643.279 23 17.121 1 24 min -7.804 1 10.648 21 -267.035 23 -15.121 23 -643.279 21 -17.262 24 25 3 max 399.565 24 19.043 20 248.224 21 15.121 21 412.507 23 4.236 1 26 min -7.804 1 7.85 21 -248.224 23 -15.121 23 -412.507 21 -33.222 24 27 4 max 399.56$ 24 15.313 20 229.413 21 15.121 21 198.593 19 -3.056 23 28 min -7.804 1 5.052 21 -229.413 23 -15.121 23 -198.593 13 -47.699 16 29 5 max 399.565 24 11.582 20 210.602 21 15.121 21 1.533 19 -6.328 23 30 min -7.804 1 2.254 21 -210.602 23 -15.121 23 -1.533 13 -59.745 16 31 M4 1 max 593.317 20 22.68 1 290.386 17 22.282 19 892.675 19 69.05 20 32 min 135.247 21 13.488 24 -290.386 15 -22.282 13 -892.675 13 24.391 21 33 2 max 593.383 20 18.328 1 271.572 17 22.282 19 640.949 19 54.274 20 34 min 135.295 21 10.69 24 -271.572 15 -22.282 13 -640.949 13 12.583 21 35 3 max 593.448 20 13.975 1 252.759 17 22.282 19 406.079 19 42.841 20 36 min 135.344 21 7.891 24 -252.759 15 -22.282 13 -406.079 13 3.283 21 37 4 max 593.513 20 9.622 1 233.945 17 22.282 19 188.072 23 35.928 24 38 min 135.393, 21 5.093 24 -233.945 15 -22.282 13 -188.072 21 -5.465 1 39 5 max 593.578 20 5.27 1 215.132 17 22.282 19 13.098 17 32.619 24 40 min 135.442 21 2.295 24 -215.132 15 -22.282 13 -13.098 15 -12.136 1 41 M5 1 max -160.869 23 3.95 1 18.476 21 4.627 21 25.258 23 3.274 1 42 min -250.243 1 1.547 24 -18.476 23 -4.627 23 -25.258 21 0.036 24 43 2 max -160.024 23 2.064 1 10.83 21 4.627 21 9.253 23 -0.007 23 44 min -248.928 1 0.335 24 -10.83 23 -4.627 23 -9.253 21 -0.994 16 45 3 max -159.178 23 0.179 1 3.185 21 4.627 21 1.599 19 -0.696 24 46 min -247.612 1 -0.877 24 -3.185 23 -4.627 23 -1.599 13 -1.236 1 47 4 max -158.333 23 -1.097 23 4.461 19 4.627 21 2.297 19 0.923 24 48 min -246.297 1 -2.454 16 -4.461 13 -4.627 23 -2.297 13 -0.402 1 49 5 max -157.487 23 -2.309 23 12.107 19 4.627 21 11.345 19 4.4 20 50 min -244.981 1 -4.07 16 -12.107 13 -4.627 23 -11.345 13 1.602 21 51 M6 1 max 811.7161 23 349.016 24 1016.505 23 0 24 468.827 17 157.299 24 52 min -1007.62 13 -269.664 13 -1040.235 13 0 1 -458.133 23 -121.536 13 53 2 Imax,811.716 23 1 349.016 24 1016.505 23 0 1 24 1 351.621 1 17 1 117.974 1 24 RISA-3D Version 19 [ 178245 Miramar-Antenna Mount.r3d] Page 14 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 89 of 99 3WACompany : JWME 12/11/2020 E141,eezv)g Designer W. FRANCIS 10:43:39 AM Job Number : Verion Site#178245 Checked By :W. MISHOE Model Name : Miramir 1 Condominium Envelope Member Section Forces(Continued) Member Sec Axial[lb] LC v Shearflbl LC z Shear[lb] LC Tor ue Ib-ft LC v-v Moment Ib-ft LC z-z Moment Ib-ft LC 54 min -1007.62 13 -269.664 13 -1040.235 13 0 1 -343.6 23 -91.152 13 55 3 max 811.716 23 349.016 24 1016.505 23 0 24 234.414 17 78.65 24 56 min -1007.62 13 -269.664 13 -1040.235 13 0 1 -229.066 23 -60.768 13 57 4 max 811.716 23 349.016 24 1016.505 23 0 24 117.207 17 39.325 24 58 min -1007.62 13 -269.664 13 -1040.235 13 0 1 -114.533 23 -30.384 13 59 5 max 811.716 23 349.016 24 1016.505 23 0 24 0 24 0 1 60 min -1007.62 13 -269.664 13 -1040.235 13 0 1 0 1 0 2 61 M7 1 max 811.716 21 349.016 24 1040.235 19 0 24 458.133 21 157.299 24 62 min -1007.62 15 -269.664 15 -1016.505 21 0 1 -468.827 15 -121.536 15 63 2 max 811.716 21 349.016 24 1040.235 19 0 24 343.6 21 117.974 24 64 min -1007.62 15 -269.664 15 -1016.505 21 0 1 -351.621 15 -91.152 15 65 3 max 811.7161 21 349.016 24 1040.235 19 0 24 229.066 21 78.65 24 66 min -1007.62 15 -269.664 15 -1016.505 21 0 1 -234.414 15 -60.768 15 67 4 max 811.716 21 349.016 24 1040.235 19 0 24 114.533 21 39.325 24 68 min -1007.62 15 -269.664 15 -1016.505 21 0 1 -117.207 15 -30.384 15 69 5 max 811.716 21 349.016 24 1040.235 19 0 24 0 24 0 1 70 min -1007.62 15 -269.664 15 -1016.505 21 0 1 0 1 0 2 71 M8 1 max 969.184, 19 182.446 21 990.911 19 0 24 435.885 21 82.228 21 72 min -773.98 21 -428.994 16 -967.142 21 0 1 -446.598 15 -193.345 16 73 2 max 969.184 19 182.446 21 990.911 19 0 24 326.914 21 61.671 21 74 min -773.98 21 -428.994 16 -967.142 21 0 1 -334.948 15 -145.009 16 75 3 max 969.184 19 182.446 21 990.911 19 0 24 217.943 21 41.114 21 76 min -773.98 21 -428.994 16 -967.142 21 0 1 -223.299 15 -96.672 16 77 4 max 969.184, 19 182.446 21 990.911 19 0 24 108.971 21 20.557 21 78 min -773.98 21 -428.994 16 -967.142 21 0 1 -111.649 15 -48.336 16 79 5 max 969.184 19 182.446 21 990.911 19 0 24 0 24 0 24 80 min -773.98 21 -428.994 16 -967.142 21 0 1 0 1 0 1 81 M9 1 max 969.184 17 182.446 23 967.142 23 0 24 446.598 17 82.228 23 82 min -773.98 23 -428.994 16 -990.911 13 0 1 -435.885 23 -193.345 16 83 2 max 969.184, 17 182.446 23 967.142 23 0 24 334.948 17 61.671 23 84 min -773.98 23 -428.994 16 -990.911 13 0 1 -326.914 23 -145.009 16 85 3 max 969.184 17 182.446 23 967.142 23 0 24 223.299 17 41.114 23 86 min -773.98 23 -428.994 16 -990.911 13 0 1 -217.943 23 -96.672 16 87 4 max 969.184 17 182.446 23 967.142 23 0 24 111.649 17 20.557 23 88 min -773.98 23 -428.994 16 -990.911 13 0 1 -108.971 23 -48.336 16 89 5 max 969.18 17 182.446 23 967.142 23 0 24 0 24 0 24 90 min -773.98 23 -428.994 16 -990.911 13 0 1 0 1 0 1 RISA-3D Version 19 [ 178245 Miramar-Antenna Mount.r3d] Page 15 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 90 of 99 Miramar 1 Condominium 12/11/2020 3WA znowefmq.LLC Verizon Site#178245 HILTI HY 150 EPDXY 9950 South Ocean Drive ANCHOR CHECK Jensen Beach,FL 34957 HILTI HIT HY 150 EPDXY LEGEND UNIT DEFINITION INPUT CALCUATIONS RESULTS Ibf Ibf IV 3 kip 2 3 PH = I. psf = I. pcf = I. kip = 1 x 10 lbf ksi = 1•— SF:= ft CF:= ft ft ft2 ft3 in Site Location Verizon Site Name:Miramar 1 Condominium Verizon Site#178245 9950 South Ocean Drive Jensen Beach,FL34957 St.Lucie County Codes Design Codes: 7th Edition(2018)Florida Building Code Reference Codes: ASCE 7-16,ACI 318-19 andAISC Steel Construction Manual,15th Ed. DHY150:= 3'n Anchor Diameter 4 fc.ccrete:= 3000psi Existing Concrete Column Lembedment:= 3.375in Embedment Depth of Bolt Trisa.max:_ (1424)lbf Maximum Factored Tension Load on Single Bolt(From RISA BASE Model) Vrisa.x.max (261)Ibf Maximum Factored X Shear Load on Single Bolt(From RISA BASE Model) Vrisa.y.max:_ (349)lbf Maximum Factored Y Shear Load on Single Bolt(From RISA BASE Model) Vrisa.max �Vrisa.x.max2 + Vrisa.y.max2=(0.436) kipMaximum Shear Component on Single Bolt T:\JWME\Jobs\Tower Engineering 1 of 6 Professionals\178245-Miramar 1 Condominium\CALCULATIONS\Antenna 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 91 of 99 Miramar 1 Condominium 12/11/2020 3wA T=9_wwefmg,UZ Verizon Site#178245 HILTI HY 150 EPDXY 9950 South Ocean Drive ANCHOR CHECK Jensen Beach,FL 34957 TABLE 4-REDUCTION FACTORS FOR REDUCED SPACING AND EDGE DISTANCE IN NORMAL-W EIGHT AND STRUCTURAL LIGHTWEIGHT CONCRETE TENSION CAPACITY SHEAR CAPACITY SPACING AND EDGE Tension Reduction Factor DISTANCE(G) 01) Direction of Load Sheaf RedUcllon Factor Ifni Toward edge ,w=0.25 C. 0.7 Not toward edge Toward edgk: 0.2 C„r„=0.33ea CZ Not toward etl a 0.6 TABLE s--ALLOWAEILE TENSION LOADS FOR THREADED RODS INSTALLED INZwo psi AND 1.0W p51 NORMAL-WEIGHT CONCRETE,U51NG HILT]HY-150 ADHESIVE 17.3.4.1 ANC"OR EMBEDMENT CRITICAL CRITICAL ALLOWABLE ALLOWABLE TENSION LOAD BASED DIAMETER DEPTH EDGE SPACING. TENSION LOAD ON STEEL STRENGTH(pounds) rinclim) (inchesl DISTANCE. 5, BASED ON BOND OR C_ (inches) CONCRETE CAPACITY (inches) (pounds) A57M I50 an A57M AI51 V=2.ON V,=11000 A 36 Class 5.E A 193 3CW315 psi Psi Grade 55 B7 131, Ar, 1,1115 318 3r12 5'1, 7 1,72C 2,540 115 2.&40 4,555 3.645 511a 8 1D112 2,470 2.625 2/a 4114 1,145 1,475 113 4/, 81, BJ3 2,555 3.690 3,775 4,700 6,1od 6,464 63fa 91f> 123{, 4,035 4.965 2% 33;• 5 1,520 1..865 5 4,120 4,920 1 5,670 7.340 12.655 10,125 712 11 ;, 15 5,645 7.715 fa 5 01 2,715 3,680 ,1, 09 10 731f, 4,365 8,330 5,455 10,570 18,225 17,39D 10 15 8,920 11i'mc, 3314 Sir' 7'/ 2,93D 4,560 % 7% 11 ;, 15 7,355 10,250 11.510 14,395 24.805 16,965 1111, 22 f; 12,495 15,605 4118 $1i; B11, 3,2311 4,560 1 811a 12'f; 16,13 7,610 10,910 15,030 16,790 32,400 27,03D 101, 1B'; 243r, 14,570 18,305 C 4,365 ;,565 1.2 1d _ 14.520 19,475 23.490 29,360 50.620 34,425 15 22 f 30 18.010 25.14C For SI:1 Incin=25-4 mm.1 11F=4.45 N,1 psi=&69 KPa. Allowable load Snail tie Ule lesser or tabulated Mond or€oricrete and steel values. Load-reduction ractws glv2n In Table 9 for reduced edge distance (C)and anchor spacing(s)snail be applied to values In the tond of concrete capa€Ity€olumn. Linear Interpolation may be used ror Intermediate spa€Ings,edge distances,embedmenls and concrete stlenglns.Load-redur.tlon tactors are cumulame ror anchors with mulllple an€nor spacings ar base-material edge distances. 2The tabulated Values are nor anchors Installed In concrete complying with SecUon 2.2.4 and hawing the designated€ompresslve strength U�)or nlgner at the time or Instal IaUon- 3Allowable bads based on bond or concrete strength have been calculated using a saraty factor or 4-0. 4Conr rete Mir Kness m ust be equal to or greater Ulan 1.5 tt mes Ule anchor emb�Wmenl depth. 'Wnen an€ears are used to resist snarl-term loads,allowatHe loads must be calculated In aodordarlcL3WM Sc Uon 2-3-2 or this report. T:\JWME\Jobs\Tower Engineering 2 of 6 Professionals\178245- Miramar 1 Condom inium\CALCULATIONS\Antenna 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 92 of 99 Miramar 1 Condominium 12/11/2020 3WA T=9_WWefmg,UZ Verizon Site#178245 HILTI HY 150 EPDXY 9950 South Ocean Drive ANCHOR CHECK Jensen Beach,FL 34957 TABLE 7-ALLOWABLE SHEAR LOADS FOR THREADED RODS INSTALLED IN NORMAL-WEIGHT CONC R ETE USI NG HI LTI HY-1 b0 ADH ESIV E(pounds) 1°'a i AFJ-:4DR EMBEDMENT CRITICAL CRITICAL ALLOWABLE SHEAR ALLOWABLE SHEAR LOAD BASED ON D AVE-Erg DEPTH EDGE SPACING, LOAD BASED ON STEEL STRENGTH(pounds) {inchr sl :inches; DISTANCE, S, BOND OR CONCRETE CR (inches) CAPACITY(pollnds) (inches) ASTM ISO age AST1A AISI 1'r=2;OW 1 i=4,000 AN C Ices A 193 30218 psi 0�;I 5.13 Grade SS 137 231, 3. 1,010 5Y, - 1,675 2.36,S I.G90 1,360 2,345 1.875 B 1 3,33.5 4.715 311.4 411.1 1,900 1,90o 61� a Zme 3,590 1.935 2,420 4,170 3,335 9!� 12`.�' 3,060 7,150 2,985 2,985 3,575 5,0 k 3.025 3.780 6,sm 5.215 7 7,125 10,081) vie 5 B3i4 4,3811 4.380 61g 10 131, f5095 8.620 5,445 9,390 6,385 10 20 17,360 A a"4 7113 6,700 5,700 711? 1If: 15 7,885 11,150 S,930 7.410 12.780 8,690 Il% is 221, 16.706 22,215 G i4 7.005 7.005 12 f, I L r2 Q'G50 13,545 9,680 16,15W 11,350 1 Buff 2411, 19.225 27 190 9 12 18 1 24 1 19,510 27,590 25.Dw 17,735 15 221 30 23-510 40,375 For Sl=1 Inc =25.4 mm, 1 Ibr=4.45 N,1 p51=6-6'9 KPa. Allowable wa snail be ule lesser or tabulated bond or concrete arld steel values. Load-rebunon factors given In Table4 iof reduced edge distance(r)aM ancrtorspacing(s)stlall be applied to values In To concrete capacity column.Linear Interpdatlon may he used roc Intermedlate spacings.edge dIstanaes,embedmonts arld concrete strengths.Load-recluctlon factors are cumulative Far arc mars with multiple anchor spac Ings or base mateNal edge blstanoes. 'The tabulated values are far arlcnors Installed In mrrcrete from plying wltti Section 2-2-4 and having the designated compressive strength(f£)or nlginer at U1e time or Instal IaUan. 3Allowable bads based on Donn or concrete strefiglM Tlave teen calcul9bM using a s.araty factor or 4.0. 4Concrete thickness must be equal tD ar greater than 1.5 Umes the anchor embedment depth. 'wnen anc Wrs resist smart-term loads,allowable smear loads must be calculated In accordance w1V7 Seaton 2.3.2 or UIIs report. Linear Interpolation of Allowable Adhesive Bond Tension Loads Tension:Crtical Spacing TSpacingdgn := 6.75in Critical Spacing TSpacingmin:= TSpacingdgn•0.25 = 1.688in Minimum Spacing TSpacingallow 6.75in Currenting Spacing(Shall be Equal to Critial Spacing if Greater) THY150.dgn 29471bf Allowable Design Tension Capacity for HILTI HY 150 Epoxy at Critical Spacing T:\JWME\Jobs\Tower Engineering 3 of 6 Professionals\178245-Miramar 1 Condominium\CALCULATIONS\Antenna 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 93 of 99 Miramar 1 Condominium 12/11/2020 3WA znowefmq.LLC Verizon Site#178245 HILTI HY 150 EPDXY 9950 South Ocean Drive ANCHOR CHECK Jensen Beach,FL 34957 fs.STension 0.70 Adjustment Factor ofAllowable Load At Minimum Spacing THY 150.min := THY 150.dgn'fs.STension =2062.91bf Allowable Design Tension Capacity at Minimum Spacing (THY]50.dgn —THY150.min).(TSpacingallow— TSpacingmin) THY 150.allow:= THY 150.min + (TSpacingdgn —TSpacingmin) =29471bf UCT.HY150:_ Trisa.max =(0.48) Unity Code for HILTI HY 150 Epoxy for Tension Loading(Spacing) THY150.allow Tension: Edge Distance TEDistance.dgn:= 5in Critical Edge Distance TEDistance.min:= TEDistance.dgn'0.33 = 1.65 in Minimum Edge Distance TEDistance.allow 5in Currenting Edge Distance(Shall be Equal to Critial Edge Distance if Greater) TED.dgn 29471bf Allowable Design Tension Capacity for HILTI HY 150 Epoxy at Critical Edge Distance fsED.Tension 0.60 Adjustment Factor ofAllowable Load At Minimum Edge Distance TED.min := TED.dgn'fsED.Tension = 1768.21bf Allowable Design Tension Capacity at Minimum Edge Distance (TED.dgn —TED.min).(TEDistance.allow —TEDistance.min) TED.allow:= TED.min + = 29471bf (TEDistance.dgn—TEDistance.min) Trisa.max UCT.ED:= T = (0.48) Unity Code for HILTI HY 150 Epoxy for Tension Loading at Edge Distance ED.allow Linear Interpolation of Allowable Adhesive Bond Shear Loads Shear:Crtical Spacing VSpacingdgn := 6.75in Critical Spacing VSpacingmin:= VSpacingdgn•0.25 = 1.688 in Minimum Spacing VSpacingallow 4in Currenting Spacing(Shall be Equal to Critial Spacing if Greater) T:\JWME\Jobs\Tower Engineering 4 of 6 Professionals\178245-Miramar 1 Condominium\CALCULATIONS\Antenna 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 94 of 99 Miramar 1 Condominium 12/11/2020 3WA znowefmq.LLC Verizon Site#178245 HILTI HY 150 EPDXY 9950 South Ocean Drive ANCHOR CHECK Jensen Beach,FL 34957 VHY150.dgn 43801bf Allowable Design Shear Capacity for HILTI HY 150 Epoxy at Critical Spacing fs.SShear:= 0.70 Adjustment Factor ofAllowable Load At Minimum Spacing VHY150.mi, := VHY150.dg,'fs.SShear= 30661bf Allowable Design Shear Capacity at Minimum Spacing (VHYI50.dgn —VHYI50.min)'(VSpacingallow—VSpacingmin) VHY150.allow:= VHY150.min + = 3666.222lbf (VSpacingdgn —VSpacingmin) UCV.HY150 :_ Vrisa.max _ (0 12) Unity Code for HILTI HY 150 Epoxy for Shear Loading at Spacing VHY150.allow Shear: Edge Distance VEDistance.dgn:= 5.Oin Critical Edge Distance VEDistance.min:= VEDistance.dgn'0.33 = 1.65 in Minimum Edge Distance VEDistance.allow 5.Oin Currenting Edge Distance(Shall be Equal to Critial Edge Distance if Greater) VED.dgn 43801bf Allowable Design Shear Capacity for HILTI HY 150 Epoxy at Critical Edge Distance Load Towards Ed pe fsED.Shearl := 0.20 Adjustment Factor ofAllowable Load At Minimum Edge Distance(Load Towards Edge) VED.min I := VED.dgn'fsED.Shearl = 8761bf Allowable Design Shear Capacity at Minimum Edge Distance (VED.dgn —VED.minl)'(VEDistance.allow —VEDistance.min) VED.allowl := VED.minl + =43801bf (VEDistance.dgn—VEDistance.min) Vrisa.max UCV.EDI := V = (0.10) Unity Code for HILTI HY 150 Epoxy for Shear Loading at Edge Distance ED.al l ow 1 T:\JWME\Jobs\Tower Engineering 5 of 6 Professionals\178245-Miramar 1 Condominium\CALCULATIONS\Antenna 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 95 of 99 Miramar 1 Condominium 12/11/2020 3WA Znowef;nq. Verizon Site#178245 HILTI HY 150 EPDXY 9950 South Ocean Drive ANCHOR CHECK Jensen Beach,FL 34957 Load Not Towards Edge fsED.Shear2 0.60 Adjustment Factor of Allowable Load At Minimum Edge Distance(Load Not Towards Edge) VED.min2 VED.dgn'fsED.Shear2 =26281bf (VED.dgn —VED.min2)-(VEDistance.allow —VEDistance.min) VED.allow2 VED.min2 + =4380lbf (VEDistance.dgn —VEDistance.min) UCV.ED2�— _ Vrisa.max = (0.10) Unity Code for HILTI HY 150 Epoxy for Shear Loading at Edge Distance VED.allow2 Unity Codes For Combined Loading 5 5 Jnity Code Combined Loading for Spacing UCCombined.Loading] (UCT.HY150)3 + (UCV.HY150)3 =(0.33) 5 5 UC 3 3 Unity Code Combined Loading for Edge UC Combined.Loading2 := T.ED) + UC V.EDI) = (0.32) Distance(Perpendicular) 5 5 Unity Code Combined Loading for Edge UCCombined.Loading3 (UCT.ED)3 + (UCV.ED2)3 = (0.32) Distance(Parallel) T:\JWME\Jobs\Tower Engineering 6 of 6 Professionals\178245-Miramar 1 Condominium\CALCULATIONS\Antenna 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 96 of 99 Ed 1 Hilti PROFIS Engineering 3.0.65 www.hilti.com Company: JWME Page: 1 Address: 4907 NW 43rd Street,Suite D,Gainesville, FL 32606 Specifier: WF Phone I Fax: i E-Mail: Design: 178245-Miramar 1 Condo Date: 12/11/2020 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: HY 270+threaded rod 5.8 3/4 Item number: 385432 HAS 5.8 3/4"x10"(element)/2194247 HIT-HY , 270(adhesive) Effective embedment depth: hef=6.750 in. Material: 5.8 Evaluation Service Report: ESR-4143 Issued I Valid: 1/1/2020 i 1/1/2021 Proof: Design Method ASD Masonry Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate : Ix x ly x t=12.000 in.x 12.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: Grout-filled CMIJ,L x W x H: 16.000 in.x 8.000 in.x 8.000 in.; Joints:vertical:0.375 in.;horizontal:0.375 in. Base material temperature:68°F Installation: Face installation Seismic loads no R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.] i Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering(c)2003-2020 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 97 of 99 Ed 1 Hilti PROFIS Engineering 3.0.65 www.hilti.com Company: JWME Page: 2 Address: 4907 NW 43rd Street,Suite D,Gainesville, FL 32606 Specifier: WF Phone I Fax: i E-Mail: Design: 178245-Miramar 1 Condo Date: 12/11/2020 Fastening point: Geometry[in.]&Loading[lb,in.lb] ■ 2 Y Z x 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max. Util.Anchor[%] 1 Combination 1 N= 1,424;Vx=261;Vy=349; no 56 Mx=0;My=0;Mz=0; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering(c)2003-2020 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 98 of 99 Ed 1 Hilti PROFIS Engineering 3.0.65 www.hilti.com Company: JWME Page: 3 Address: 4907 NW 43rd Street,Suite D,Gainesville, FL 32606 Specifier: WF Phone I Fax: i E-Mail: Design: 178245-Miramar 1 Condo Date: 12/11/2020 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity PN/Pv N Status Tension Bond strength 712 1,914 38/- OK Shear Bond strength - - 419 19 OK Loading PN Pv a' Utilization PN,V N Status Combined tension and shear loads 0.372 0.116 1.000 56 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering(c)2003-2020 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 178245 Miramar 1 Condominium Platform Pass-Fail Report 12/14/2020 99 of 99 Ed 1 Hilti PROFIS Engineering 3.0.65 www.hilti.com Company: JWME Page: 4 Address: 4907 NW 43rd Street,Suite D,Gainesville, FL 32606 Specifier: WF Phone I Fax: i E-Mail: Design: 178245-Miramar 1 Condo Date: 12/11/2020 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering(c)2003-2020 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 4