Loading...
RC-07-19-1576, 1298 NE 95th St (6)Miami Shores Village � Building Department ZZQZ T 0 -' -j 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 asHaILJ`1" Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 20 BUILDING Master Permit No. RC-07-19-1576 PERMIT APPLICATION Sub Permit No. ®BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING [:]MECHANICAL [:]PUBLICWORKS [--]CHANGE OF ❑ CANCELLATION ® SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 1298 NE 95 Street City: Miami Shores County: Miami Dade Zii33138 Folio/Parcel#: 11-3206-014-4030 Is the Building Historically Designated: Yes NO X_ Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): Yuri Morales Phone#: 305-790-3849 Address: 302 NE 92 Street city: Miami Shores State: FL Zip: 33138 Tenant/Lessee Name: Phonem 305-790-3849 Email: yurimorales@gmail.com CONTRACTOR: Company Name: CAIBAI Construction LLC Phone#: 786-229-2770 Address: 10876 SW 24 Terr City: Miami state: FL zip: j.3165 Qualifier Name: Jose LOsa Phone#: 786-229-2770 State Certification or Registration #: CGCO58065 Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ 12,150 Square/Linear Footage of Work: 90 linear feet Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: Interior Railings and glass partition Specify color of color thru tile: Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ Techno ogy Fee $ Struct al Reviews $ Training/Education Fee $ CCF $_ DBPR $ CO/CC $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ 1 3::f - M (Revised02/24/2014) Bonding Company's Name (if applicable) _ Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be app oved and a reinspection fee will be charged. i Signature Signature INNER or AGENT COW14CTOR The foregoing instrument was acknowled d before me this I day of 20 ZZ by AO \' � who is personally known to me or who has produced r--L, as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: =?: �' CommAH 222410 Expires: Jan. 31, 2026 Notary Public- State of Florida APPROVED BY The foregoing instrument was acknowledged before me this .;3't 1�" day of ^� , 20 1-ZI' by JDse !q' /VS who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: ( -Baas Wa .sue.d Find Seal: I Corm wdw a W 2280 Comm. ExOm Sept 19, 2( Plans Examiner 27/ Structural Review Zoning Clerk (Rev1sed02/24/2014) STRUCTURAL AND CIVIL ENGINEERING CONSULTANTS �y Eastern r. Engineering Group Structural Specialty Engineering Structural Specialty Engineering Civil Inspections Windows and Doors Engineering Structural Components Engineering 103 13 L r O 0 0 i www.easterneg.com 305-599-8133 ENTM —�"D 1298 NE 95TH STREET Job. No: 22-0086 MI SC. SHOP DWGS 1298 NE 95th Street, Miami FL 33138 STRUCTURAL CALCULATION Prepared By: ❑ Raissa Lopez, PE Lie. No. 59399 CAN # 26655 AP,� 0 t tail t.� 4, Prepare By: ❑ Gonzalo az , PE Lie. No. 60734 26655 3401 NW 82nd Ave, Suite 370, Miami, Florida 33122 Telf. (305) 599-8133 / Email: info@easterneg.com 1 of 22 DESIGN CRITERIA: Calculations based on: 1. 2020 Florida Building Code 2. Minimum Design Loads for Buildings and Other Structures ASCE 7-16 3. Building Code Requirements for Structural Concrete ACI 318-14 4. American Institute of Steel Construction AISC-14ed 5. Aluminum Design Manual 2015 6. Specifications for the Design of Cold -Formed Stainless Steel Structural Members SEI/ASCE8-02 CALCULATION INDEX: Railing Design CALCULATION STATEMENT: 3-22 Total Pages = 22 To the best of my knowledge, ability, belief and professional judgment, I hereby attest that the manual calculations and computer -generated calculations are in complian e with the existing governing codes. Prepared By: Prepared Bjz Raissa Lopez, PE Gonzalo Paz ;_ Lic. No. 59399 Lic. No. 60734 CAN # 26655 CAN # 26655 3401 NW 82nd Ave, Suite 370, Miami, Florida ,33122 Telf. (305) 599-8133 / Email: info@easterneg.com 2 of 22 AN, Eastern Ste. 70 oral Avenue Ste. 370 Doral, FL 33122 Phone: (305) 599-8133 info@easterneg.com Engineering Group www.easterneg.com RAILING DESIGN 3 of 22 0h 341 NW 82nd venue, E a s t e r n Suite 3 0 M ami, FL 33122 (305) 599-8133 Engineering Group www.easterneg.com PROJ. NAME: ----------------------- PROJ No.: _____- _ DATE: DESIGNED BY: E.F PAGE: REVIEWED BY: A.M. OR R.L. SOLID SQUARE PICKETS 1 1 /2" 3/4" 3/4"X3/4" Area = 0.5625 in"'2 ❑ Ixx = 0.0264 in-4 lyy = 0.0264 in^4 Jz = 0.0527 in-4 Pxy = 0.0000 in-4 rxx = 0.2165 in ryy =0.2165in Sxx max = 0.0703 in^3 Sxx min = 0.0703 in^3 Syy max = 0.0703 in-3 Syy min = 0.0703 in^3 WORST CASE t 5/8" INSERT �r Area = 0.3068 in-2 O Ixx = 0.0075 in^4 lyy = 0.0075 in-4 Jz = 0.0150 in^4 Pxy =-0.0000 in-4 rxx = 0.1562 in ryy = 0.1562 in Sxx max = 0.0240 in-3 Sxx min = 0.0240 in^3 Syy max = 0.0240 in^3 Syy min = 0.0240 in-3 TOP RAIL 1i"xi" Area = 0.7500 in^2 Ixx = 0.0156 in^4 lyy = 0.1406 in^4 Jz = 0.1563 in-4 Pxy = 0.0000 in-4 rxx = 0.1443 in ryy = 0.4330 in Sxx max = 0.0625 in-3 Sxx min = 0.0625 in^3 Syy max = 0.1875 in^3 Syy min = 0.1875 in^3 4 of 22 Solution: Envelope Member z Bending Moments (k-ft) EEG E.F 22-0086 SK - 1 1298 NE 95th Street Mar 7, 2022 at 10:16 AM Steel structural pickets v03.r3d Y, X z 124 12 0 0 8 9 8 7 6 6 5 4 4 3 2 2 123 1 0 7TIM122 9 8 8 920 7 6 6 Y18 5 4 5i16 4 3 2 2 i314 1 0 0 112 9 8 8 910 7 6 6 Y08 5 4 %06 4 3 2 804 2 1 0 0 102 8 100 7 6 8 5 4 6 94 92 gNM 0 8 -tM6 4 Loads: BLC 1, Live Load at Start Solution: Envelope Member z Bending Moments (k-ft) EEG SK-2 E.F 1298 NE 95th Street Mar 7, 2022 at 10:17 AM 22-0086 Steel structural pickets v03.r3d -f 22 YX z 124 2 01 0 8 H 7 6 6 5 4 4 2 2 3 ' 123 1 0 122 9 � H 920 7 G 6 718 5 4 ti16 .2k-- 3 4 ,2 2 D14 1 0 t] 112 9 H 8 910 c 6 6 7 Y08 5 1 4 b06 22 :9 W4 1 0 0 102 llqq9 H „ 100 7 6 H 5 a 6 3 94 92 0 -IRM88 6 4 Loads: BLC 3, Live Load at Center Solution: Envelope Member z Bending Moments (k-ft) EEG SK-3 E.F 1298 NE 95th Street Mar 7, 2022 at 10:18 AM 22-0086 Steel structural pickets v03.r3d ,f 22 lux Z .2k 24 1 2 0 9 0 8 7 s 6 66 4 4 3 2 2 r 123 1 TO 122 9 8 8 8L0 7 67MM718 6 5 4 4 516 3 2 2 814 1 0 0 112 13 8 8 910 7 6 6 ?08 4 5 4 HJ6 3 ` 2 2 $04 1 0 0 102 •9 8 100 7 6 8 5 4 6 3 94 92 0 88 6 4 Loads: BLC 2, Live Load at End Solution: Envelope Member z Bending Moments (k-ft) EEG SK-4 E.F 1298 NE 95th Street Mar 7, 2022 at 10:19 AM 22-0086 Steel structural pickets v03.r3d -f 22 lux z .05k/ft 0 05k/ftl- 24 .05k ft - 2 d/tWft 0 1 06N,, � d 05k/ft 8 05k/ft 8 Ook/ft� 7 05 ft %- 0 k/ft 6 6 0 ft�.-:- 05k5ft 5 �.05k/ft =' 4 0 05k/ft - 3 4 05kft E= 2 7IM123 05k/ft - 2 0505ft fl , 0 1 122 d5ktft ` 05kift 8 WO 9 d5klft � 05kJft 0' Ift ft 6 7 718 05}c/ft 5 05t t ' 0005kft 44 516 05kft` 2 2 3 II14 0505,ft 1 0015ft ft 0 d 112 05k 5ft 9 O�k/ft 8 8 ' 910 5k/ft 05k ft - 05k ft 05k/ft '_:_ 5 05k/ft,.c -' 4 4 b06 0 0/ft /ft .. 3 OSkft 2 2 '804 0 k!ft 1 05kft /._ 102 05k/fts' : 0 O 0$k/ft c - 9 05 ft ,_. OSk/ft �. - 10O 0 5 k/ft- . 7 8 05kft --- 8 O5k/fft _ := 8 O ikftk/ft� ~' S 6 .05k/ft,f', 3 4 94 77 92 0 8 6 4 Loads: BLC 4, 50 plf at Top Solution: Envelope Member z Bending Moments (k-ft) EEG SK-5 E.F 1298 NE 95th Street Mar 7, 2022 at 10:20 AM 22-0086 Steel structural pickets v03.r3d It zz Company : EEG Mar 7, 2022 Designer E.F 9:47 AM Job Number 22-0086 1298 NE 95th Street Checked By: Hot Rolled Steel Section Sets Basic Load Cases 01 !` V (_`.- ,{+., V (`_r ii+„ 7 (_r ii+„ In n+ Dn n+ r)ic+rihi i+ A- /AA 6 irfa 1 Live Load at Start LL 1 2 Live Load at End LL 1 3 Live Load at Center LL 1 4 _ 50 Of at To LL 61 Load Combinations Description Sol.. P... S... B... Fa ... B... Fa ... BLC Fa ... B... Fa ... B... Fa ... B... Fa ... B... Fa ... B... Fa.. 1 200# Live Load at Start Yes Y 1 1 `2 200# Live Load at End Yes Y 2 ` 1 3 200# Live Load at Center Yes Y 3 1 4 50 If at Top Yes Y 4 General Material Properties 1 1-1 C rL ;1 r` R-;1 Kh, Tharm Al Pr F1 n-;+vrL/f+A21 1Conc3NW 3155 1372 .15 .6 .14E5 2 en Conc4NW 3644 1584 .15 .6 145 3en en Conc3LW 2085 906 .15 .6 .11 4 gen Conc4LW 2408 1047 .15 .6 .11 5 gen Alum 10600 4077 .3 1.29 .173 6 gen Steel 29000 11154 .3 65 .49' 7 RIGID 1e+6 .3 0 0 Joint Coordinates and Temperatures I ohal V HO V rf+l 7 rftl Tamn rP1 nafnrh Frnm nianhrnnm 1 N1 0 0 0 0 2 N2 0 3 0 0 3 N3 0.927083 0.5625 0 0 4 N4 0.927083 3.5625 0 0 5 N5 1.854161 1.125 0 0 6 N6 ' 1,854167 4.125 0 0 7 N7 2.78125 1.6875 0 0 8 N8 2.78125 4.6875 0 " 0 9 N9 3.708333 2.25 0 0 10 N 10 ' 3.708333 5.25 0 0 11 N11 4,635417 2.8125 0 0 12 N12 4,635417 5.8125 0 0 13 N 13 5.5625 3.375 0 0 14 N14 ' 5.5625 6.375 ;0 0 15 N 15 6.489583 3.9375 0 0 16 N 16 6.489583 ' 6.9375 0 0 17 N 17 7.416667 4.5 0 0 18 N18 , 7,41`6667 7.5 ; 0 0 19 N 19 8.34375 5.0625 0 0 20 N20 8.34375 8.0625 0 0 i 21 N21 9.270833 5.625 0 0 22 N22 9.270833 8.625 0 0 RISA-3D Version 8.1.3 [NA ... \...\...\... \Cale\RISA 3D\Steel structural pickets v03.r3d] Page 1 10 of 22 Company EEG Designer E.F Mar 7, 2022 9:47 AM Job Number : 22-0086 1298 NE 95th Street Checked By: Joint Coordinates and Temperatures (Continued) I ahal X fftl Y fftl Z fftl Temn IF Detach From Diaohraom 23 N23 10.197917 6.1875 0 0 24 N24 ' 10.197917 9.1875 1 0 0 25 N25 11.125 6.75 1 0 0 26 N26 11.125 9.75 1 0 0 27 N27 12.052083 7.3125 0 0 28 N28 ; 12.052083 10.3125 0 0 29 N29 12.979167 7.875 0 0 30 N30 " 12.979167 ' 10.875 0 0 31 N31 13.90625 8.4375 0 - _ _ 0 32 N32 13.90625 11.4375 0 0 33 N33 14.833333 9 0 0 34 N34 14.833333 12 " 0 0 35 N35 15.760417 0 0 36 N36 15.760417 _9.5625 12.5625 0 0 37 N37 16.6875 10.125 0 0 38 N38 166875 13.125 0 0 39 N39 17.614583 10.6875 0 0 40 N40 '' 17.614583 13.6875 0 0 - 7 41 N41 18.541667 11.25 0 0 _+ - 42 N42 -- 18.541667 <' 14.25 0 0 43 N43 0.309028 3.1875 0 0 44 _ N44 Ti 0.618056 3.375 0 _ 0 45 N45 1.236111 3.75 0 _ 0 46 N46 1. 445139 3.9375 0 0 --- 47 N47 --_I---2.163194 4.3125 0 0 48 i N48 2.472222 4.5 0 0 49 i N49 3.090278 4.875 0 0 50 -L I N50 � 3.399306 5.0625 5.4375 0 0 0 0 71 51 _ - - N51 4.017361 52 - _ N52 5.625 0 0 53 _4.326389 N53 4.944444 6 0 0 54 N54` 5.253472 6.1875 0 0 55 N55 _--5.871528 i N56 ' 6.180556 6.5625 0 0 56 6.75 0 0 57 N57 _ 6.798611 7.125 0 0 58 N58 7.107639 7.3125 0 0 59 N59 7.725694 1 7.6875 0 0 60 N60 8.034722 7.875 L 0 0 61 N61 8.652778 8.25 0 0 62 N62 8.961806 8.4375 0 0 63 N63 9.579861 8.8125 0 0 64 N64 9.888889 9 0 0 -. 65 66 N65 N66 ' 10.506944 10.8`15972 9.375 9.5625 1 0 0 0 0 - 67 N67 11.434028 9.9375 0 0 68 N68 11.743056 10.125 0 0 69 N69 12.361111 10.5 0 0_ 70 N70 12.670139 _ 10.6875 0 0 71 N71 13.288194 11.0625 0 0 72 N72 13.597222 11.25 0 0 73 N73 14.215278 11.625 0 0 74 " N74 14.524306 '- 11.8125 0 0 75 N75 15.142361 12.1875 0 0 76 N76 15451389 12.375 0 0 77 N77 16.069444 12.75 0 0 78 N78 16.378472 '' 12.9375 t 0 0 79 N79 16.996528 13.3125 0 0 RISA-3D Version 8.1.3 [NA ... \...\...\... \Calc\RISA 3D\Steel structural pickets v03.r3d] Page 2 11 of 22 Company EEG Mar T 2022 Designer : E.F 9:47 AM Job Number 22-0086 1298 NE 95th Street Checked By: Joint Coordinates and Temperatures (Continued) I �hol Y fffl v fftl 7 fffl Tomn fFl nl t-h Frnm nianhrn- 80 N80 17.305556 13.5` f 0 0 81 82 N81 N82 17.923611 18.232639 13.875 0 14.0625 0 1 0 ' 0 - - -- --_- 83 NE 0.309028 0 0 0 84 N84 0.618056 0 0 0 85 ! N85 1.236111 0.5625 0 0 _ 86 N86 1.545139 0.5625 0 0 - F_87 'N87 2.163194 1.125 0 0 -- 88 _ N$8 89 i9 N89 2.472222 3.090278 1.125 1.6875 0 0 0 0 -- 90 N90 3.399306 1.6875 0 0 1 91 N91 92 __ N92 : 4.017361 4.326389 2.25 2.25 0 0 0 0 93 _ N93 94 ~_ N94 4.944444 5.253472 2.8125 2.8125 0 0 0 0 95 N95 5,871528 3.375 0 0 96 N96 1 6.180556 3.375 " 0 0 97-_-_ N97 6.798611 3.9375 0 0 98 1`498 7.107639 1 3.9375 0 0 99_' -____ N99 _ _ _ 7.725694 4.5 100 N 100 8.034722 4.5 0 0 0 0 101 iN 101 8.652778 5.0625 0 0 _ _ _ 102 _N 102 8.961806 5.0625 0 0 _ 103 N 103 9.579861 5.625 - 0 0 r 104 N 104 9.8888 99 5.625 0 0 105 N 105 ' 10.506944 6.1875 106_ N 106 _ 10.815972 6.1875 0 f 0 1 0 I 0 1071 N 107 11.434028 6.75 0 0 10811 : N108 , 11.743056 6.75_ 0 0 > ' 109 N 109 1 12._361111-_ 0 0 _ --_7.3125 ,_110 _ N 110 L 12.670136 = 7.3125 0 0 111 N 111 1 13.288194 7.875 0 0 112 N112 _ 13.597222 - L 7.875 0 0 113 N 113 14.215278 8.4375 0 0 114 N 114 14.524306 8.4375 0 0 - - 115 N 115 15.142361 9 0 0 '`1161 N116 +- 15.451389 9 _ 117__ N117 16.069444_9.5625 r 0 0 0 0 118 _ N 118 _ 16.378472 9.5625 0 0 119 N 119 i 16.996528 10.125 _ 0 0 0_ 0 1201 _-_ - _ _ _ N 120 17.305556 10.125 121 N 121 17.923611 1 10.6875 0 0 122 N122 18.232639 10.6875 _- 0 0 123 N123 18.84375 11.25 0 124 N 124 18.84375 14.25 0 _0 0 Envelope AISC 13th ASD Steel Code Checks KAom Chnno (:nrlo rho I orff l I (. Rhoar I nr r)ir 1 (' Pnr/n Pnt/nm AArnndnm fk-ffl Mn77 (h Pnn 1 M1 Rod 5/8 .967 3 _1 '_.097 0 ! 1 1 .812 9.192 .089 .089 1 H1-1b 2 M2 Rod 5/8 .774 3 1 1 .091 0 1 .812 .077 - 0 1 .812 9.192 .089 `` .089 1 H1-1b 3 M3 Rod 5/8 .594 3 1 9A92 .089 .089 1 H1-1b 4 M4 Rod 5/8 .435 3 1 .059 0 1 .812 .041 _-0 1 .812 9.192 .089 `` M9 1 H 1-1 b 5 M5 Rod 5/8 .311 3 1 9.192 .089 .089 1 H1-1b 6 M6 Rod 5/8 ».192 3 1 .024 0 3 812 `9.192 ` .089 `' .089 1 H1-1b 7 M7 Rod 5/8 .174 3 3 .026 0 3 812 9.192 .089 .089 1 H 1-1 b 8 M8 Rod 5/8 213 3 3 .026 0 131 .812 9.192 " .089 ` 089 1 H1-1 b' RISA-31D Version 8.1.3 [NA ... \...\...\... \Calc\RISA 3D\Steel structural pickets v03.r3d] Page 3 12 of 22 Company EEG Mar 7, 2022 Designer E.F 9:47 AM Job Number 22-0086 1298 NE 95th Street Checked By: Envelope AISC 13th ASD Steel Code Checks (Continued) Mem... Shape Code Che... Locfftl LC Shear ... Loc... Dir LC Pnc/o... Pnt/om... Mnvv/om fk-ftl Mnzz... Cb Eon 9 M9 Rod 5/8 .248 3 3 .023 0 3 .812 9.192 .089 .089 1 H1-lb 10 M 10 Rod 5/8 .274 3 3 .022 0 1 'I .812 ` 9.192 '" .089 .089 1 H 1-1 b 11 M 11 Rod 5/8 .284 3 3 .027 0 1 .812 9.192 .089 .089 1 H 1-1 b 12 M 12 Rod 5/8 274 3 3 .030 0 1 .812 9.192 .089 .089 1 H 1-1 b 13 I M 13 Rod 5/8 .248 3 3 .031 0 1 .812 9.192 .089 .089 1 H 1-1 b 14 M 14 Rod 5/8 .214 3 3 031 0 1 1 ` .812 ` 9.192 _ .089 .089 1 H 1-1 b 15 M 15 ! Rod 5/8 .175 1 3 3 .030 0 1 .812 9.192 .089 .089 1 H 1-1 b 16 M161 Rod 5/8 162 3 2 .034 2 .812 9.192 '' .089 .089 1 H 1-1 b 17 M171 Rod 5/8 .258 3 2 .051 0 2 .812 9.192 .089 .089 1 H 1-1 b 18 M181 Rod 5/8 .378 3 2 .070 0 2 .812 9.192 .089 .089 1 H 1-1 b 19 M 19 Rod 5/8 1 .521 3 2 .089 0 2 .812 9.192 .089 .089 1 H 1-1 b 20 M201 Rod 5/8 685 3 2 .106 0 '; 2 .812 9.192 .089 .089 1 H 1-1 b 21 M21 Rod 5/8 .863 3 2 .116 0 2 .812 9.192 .089 .089 1 H1-1 b 22 M22 2x1/2 HRA .068 .361f 1 .020 0'' z 1 1 127.69 29.641 .823 .2 1 1,.784 H1-1b'' 23 M23 2x1/2 HRA .220 .361 1 .058 0 v 1 27.69129.641 .823 .2 11.094 H1-1b 24 M24 2x1/2 HRA .303 .361 1 .096 0 v 1 27.69 29.641 .823 .2 1.035 H1-1b> 25 M25 2x1/2 HRA 336 .361 1 .125 0 1 27.69 29.641 .823 .2 1.012 H1-1b 26 M26 2x1/2 HRA .335 0 1 .147 0 v 1 27.69 29.641 .823 .2 1.002 HI-1b 27 M271 2x1/2 HRA 1 .317 0 1 .160 0 v 1 27.69 29.641 .823 .2 1.011 H1-1b 28 M281 2x172 HRA .284 0 1 .166 0 1 27.69 29.641 .823 .2 1.019 H1-1b` 29 M29 2x1/2 HRA .242 0 1 .165 0 1 27.69 29.641 .823 .2 1.026 H1-1b 30 M301 2xII2 HRA .198 0 1 .160 0 1 '27.69 29.641 .823 `' .2 1.033 HI-1b 31 M31 2x1/2 HRA .234 .361 3 .150 0 v 1 27.69 29.641 .823 .2 1.066 H1-1b 32 M32 2x1/2 HRA .314 0 3 .138 0 v 1 127.69 29.641 .823 .2 1.057 H1-lb` 33 M33 2x1/2 HRA .198 0 3 .124 0 V 1 27.69 29.641 .823 .2 1.071 H1-1b 34 M34 ` 2x1/2 HRA .188 .361 2 .110 0 1 ,27.69 29.641 .823 .2 1.03 H1-1 b 35 M35 2x1/2 HRA .229 .361 2 .103 0 v 2 27.69 29.641 .823 .2 1.023 H1-1b 36 M36 2x1/2 HRA .267 .361 2 .096 ! 0 ` 2 27.69 29.641 .823 .2 1.016 H1-1b 37 M37 2x1 /2 HRA .297 .361 2 .083 0 v 2 27.69 29.641 .823 .2 1.008 H 1-1 b 38 M38 2x1/2 HRA .313 0 2 .061 0 v 2 27.69 29.641 `' .823 " .2 1.002 HI-1b` 39 M39 2x 1 /2 HRA .312 0 2 .039 0 v 1 27.69 29.641 .823 .2 1.016 H 1-1 b 40 M40 2x1/2 HRA .278 0 2 .027 0 v 1 27.69 29.641 .823 .2 1.042 F11-1`b` 41 M41 2x1/2 HRA .195 0 2 .054 0 v 2 27.69 29.641 .823 .2 1.113 H1-lb 42 ` M42 2x1/2 HRA .127 .361 1 .030 0 'v 1 127.69 ''29.641 .823 .2 1`.258 H1-1b 43 M43 2x1 /2 HRA .179 .361 1 .043 0 v 1 127.69 29.641 .823 .2 1.148 H 1-1 b 44 M44 2x1/2 HRA .254 .361 1 .071 0 "v 1 127.69 29.641 .823 .2 1.067 H1-1b 45 M45 2x1 /2 HRA .283 .361 1 .083 0 v 1 27.69 29.641 .823 .2 1.05 H 1-1 b 46 M46 2x1/2 HRA .319 .361 '1 .106 0 v 1 27.69 29.641 .823 ''' .2 1..026 H1-116 47 M47 2x1/2 HRA .330 .361 1 .116 0 v 1 27.69 29.641 .823 .2 1.019 H 1-1 b 48 M48 2x1/2 HRA .338 .361 "1' ".134 0 1 27.69 29.641 .823 .2 1.007 H1-lb 49 M49 2x1/2 HRA 338 .361 1 .140 0 v 1 27.69 29.641 .823 .2 1.003 H1-1b 50 M50 2x1/2 HRA .331 0 1 .152 0 ''-y 1 27.69' 29.641 .823 .2 1.005 H 1-1 b 51 M51 2x1 /2 HRA .325 0 1 .157 0 1 27.69 29.641 .823 .2 1.008.1 H 1-1 b 52 M52 ;,2x1/2 HRA .307 0 1 .163 0 v 1 27.69 29.641 " '823 .2 1.014 H1-1b 53 M53 2x1/2 HRA .296 0 1 .165 0 v 1 27.69 29.641 .823 .2 1.016 H1-1b 54 M54 2x1/2 HRA .270 0 1 .167 0 1 27.69 29.641 .823 .2 1 1.021 HI-1b 55 M55 I 2x1/2 HRA .256 0 1 .166 0 v 1 127.69 29.641 .823 .2 1.023 H1-1b 56 M56 2x1/2 HRA .227 0 1 .164 0 v 1' 27.69 29.641 .823 .2 1.028 HI-1b 57 M57 2x1/2 HRA .212 0 1 1 .162 0 v 1 27.69 29.641 .823 .2 1.03 H1-1b 58 M58 2x1/2 HRA .183 0 1 .157 0 v 1 27.69 29.641` .823 .2 1.035 H1-1b 59 M59 2x1/2 HRA .198 .361 3 .154 0 v 1 27.69 29.641 .823 .2 1.07 H 1-1 b 60 M60 2x1/2 HRA 1 .272 .3613 .146 0 v 1 27.69 29.641 .823 .2 1061 H1-1'b 61 M61 2x1/2 HRA .314 .361 3 .143 0 1 27.69 29.641 .823 .2 1.056 H 1-1 b 62 M62 - 2x1/2 HRA 1 .272 0 °' 3 .134 0" 1 27.69 29.641 .823 ; .2 1.061 H 1-1 b 63 M63 2x1/2 HRA .233 0 3 .129 0 v 1 27.69 29.641 .823 .2 1.067 H1-1b 64 M64 2x112 HRA .166 0 3 ` .119 0'° 1` 27.69 29.641 ' .823 `' .2 1.078 HI-1b 65 M65 2x1/2 HRA .175 .361 2 .115 0 1 27.69 29.641 .823 .2 1_032 LH1-1 b , RISA-31D Version 8.1.3 [NA ... \...\...\... \Calc\RISA 3D\Steel structural pickets v03.r3d] Page 4 13 of 22 Company EEG Mar 7, 2022 Designer E.F 9:47 AM Job Number 22-0086 1298 NE 95th Street Checked By: Envelope A/SC 13th ASD Steel Code Checks (Continued) Mem... Shane Code Che... Locfftl LC Shear ... Loc... Dir LC Pnc/o... Pnt/om... Mnvv/om fk-ftl Mnzz... Cb Ean 66 M66 2x1/2 HRA 202 .361 2 .105 0 v 1 27.69 29.641 .823 .2 1,028 H1-1'b 67 M67 2x1/2 HRA .215 .361 , 2 .104 0 2 27.69 29.641 .823 .2 1.026 H 1-1 b 68 M68 2x1/2 HRA .242 .3611 2 1 A01 0 2 `27.69 29.641 .823 .2 1.021 H1-1b 69 M69 2x1/2 HRA .255 .361 2 .099 0 2 27.69 29.641 .823 .2 1.019 H1-1b 70 M70 2x1/2 HRA 278 .361 2 .092 0 2 "27.69 29.641' .823 .2 1,014"H1-lb 71 M71 2x1/2 HRA .289 .361 2 .088 0 2 27.69 29.6411 .823 .2 1.012 H1-lb 72 M72 2x1/2 HRA .304 .361 2 .076 0 yl2 7692 823 2 1;005 H1-4b 73 M73 2x1/2 HRA .309 .361 2 .070 0 2 27.69 29.641 .823 .2 1.003 H1-1b 74 M74 : 2x1/2 HRA 315 0 2 .052 0 v 2 27.69 29.641 .823 .2 1.006 HI-1b' 75 M75 2x1/2 HRA .315 0 2 .044 0 1 27.69 29.641 .823 .2 1.01 H1-1b 76 M76 2x1'/2 HRA .305 0 2 .035 0'"` 1 ' 27.69 29.641 '' 823 .2 1=.023 H1'-1b 77 M77 2x1/2 HRA .293 0 2 .031 0 v 1 27.69 29.641 .823 .2 1.03 H1-1b 78 M78 2x1'/2 HRA .256 0 1 2 .023 0` ` 1 27.69 29.641'; .823 .2 1.057 H1-1b' 79 M79 2x1/2 HRA .228 0 2 .037 0 v 2 27.69,29.641 .823 .2 11.076 H1-1b 80 M80 2x1'/2 HRA 153 0 2 .071 0 " 2 27.69 29.641 < .823 .2 11.177 HI-1b 81 M81 2x1/2 HRA .103 0 2 .087 0 2 27.69 29.641 .823 .2 1.337 H 1-1 b 82 M82 I 2x1/2 HRA .054 0 2 .010 0 z 2 ; 28.264 29.641 .823 .2 1.891 HI-1 b 83 M83 Rod 5/8 .799 0 1 .090 0 1 1 .719 9.192 .089 .089 1 H1-1b 84 M84 Rod 5/8 .662 0 1 .083 0 1 1,..641 9.192 .089 .089 1 H1-1b 85 M85 Rod 5/8 .631 0 1 .081 0 1 .719 9.192 .089 .089 1 H1-1b 86 M86 Rod 5/8 .515 0 1 .072 0 ` 1 .641 9.192 .089 '` .089 1 H 1-1 b 87 M87 Rod 5/8 .477 0 1 .067 1 0 1 .719 9.192 .089 .0891 1 H1-1b 88 M88 Rod 5/8 .383 0 1 .057 0 1 .641 9.192 .089 .089 1 H1-1b 89 M89 Rod 5/8 .343 0 1 .050 0 1 .719 9.192 .089 .089 1 H1-1b 90 M90 Rod 5/8 271 0 1 .041 0 1 1 .641 '9.192 .089 M9I ` 1 H1-'1b 91 M91 Rod 5/8 .232 0 1 .033 0 1 .719 9.192 .089 .089 1 H1-1b 92 M92 Rod 5/8 1 .178 0 1' 025 0` 1 .641 " 9.192 1 .089 ' 089 1 H`1-1 b 93 M93 Rod 5/8 .143 0 1 .023 0 3 .719 9.192 .089 .089 1 H1-1b 94 M94 Rod 5/8 .127 0 3 .022 0 3 ".641 9.192 .089 ` .089 1 H'1-1 b 95 M95 Rod 5/8 .166 0 3 .024 0 3 .719 9.192 .089 .089 1 H 1-1 b 96 M96 Rod 5/8 .158 0 3 .023 0 3 1" .641 19.192 = .089 ', .089 1 H 1-1 b 97 M97 Rod 5/8 .200 0 3 .023 0 3 .719 9.192 .089 .089 1 H 1-1 b 98 M98 Rod 5/8 .187 0 3 .021 0 ° 3 ``.641` 9.192'' " .089 .089 1 H1-1 b 99 M99 Rod 5/8 .228 0 3 .019 0 3 .719 9.192 .089 .089 1 H 100 M100 Rod 5/8 .210 0 3 .018 0 2 `.641' 9.192' 089 ' '089 I 1 H1-1b RISA-31D Version 8.1.3 [N:\... \...\...\... \Calc\RISA 3D\Steel structural pickets v03.r3d] Page 5 14of22 Company EEG Designer E.F Job Number 22-0086 nvelope RISC 13th Mem... Shape 23 M123 Rod 5/8 1298 NE 95th Street Worst Case: M = 86 #-ft x 12 M = 1032 #-in For the core drill design r�!!!!!'1'W1..f�ai�Ylt�:3�irS.�i�l�i,�i+�'ia�l�t�Si►A/��.*�i�i4��li�iL ���1*���iit�i\�LL�yl ����U\i L1�4��i�T��i+S ' 0 • �00 1 1 11 11 00 i i v0 11• ® i Ii 1 1 0 11 © 11• © 11 ©00 i 1 /1 1 • 11 1 • 1 1 ® 11. 1 • 11 1 • • 1 � 1 11 © 11 11 000 1 � 11; 1 i1 1 ® 1 Q00 11 Q 11� 11 �OD �ODOD 11 � 11 � 11 � IaQ 1 1 /1. ® 1 • i1 m • / 000 11 Q 11 Q 11 �00 1 �00 11 0 11• Q 11 © 1 1 � i 1 . 1• 11 1 000000 11 0 11 ©0� m �00a00© 11 © 11 �0� • :. 1 1 DO© 11 © 11 ©�0 RISA-31D Version 8.1.3 [NA ... \...\...\... \Calc\RISA 3D\Steel structural pickets v03.r3d] Page 6 15of22 Company EEG Mar 7, 2022 Designer E.F 9:47 AM Job Number 22-0086 1298 NE 95th Street Checked By: Envelope Joint Reactions (Continued) Joint X k LC Y rkl LC Z rkj LC MX N-ftl LC MY rk-ftl LC MZ k-ftLC 53 N88 max 0 1 0 1 0 2 .002 2 .001 3 0 1 54 min 0 1 0 1 -.01 1 -.034 1 -.004 1 0 1 55 N89 max 0 1 0 1 0 1 2 .002 2 .001 3 0 1 56 min 0 1 0 1 -.01 11' " -.031 1 -003 "1 0 1 57 N90 max 0 1 0 1 0 2 .002 2 .001 3 0 1 58 min 0 1 0 1 -.007 1 '` -.024 1 -.003 1 0 1 59 N91 max 0 1 0 1 0 2 .003 2 .001 3 0 1 60 min 0 1 0 1- -.006 1" -:02`1 1' -.002 1 0 1 61 N92 max 0 1 0 1 0 2 .003 2 .001 3 0 1 62 min 0 t 1 0 1 -.005 1" -.016 1 -002 1 0 1 63 N93 max 0 1 0 1 .001 2 .003 2 .002 3 0 1 64 min 0 1 0 1 -.004 1 `' -.013 1' - 001 2 0 1 65 N94 m3XI 0 1 0 1 0 2 .003 2 .002 3 0 1 66 min 0 1 0 1 -.003 3 -.011 3 -.001 2 0 1 1 67 N95 max 0 1 0 1 .001 2 .004 2 .002 3 0 1 68 min 0 1 0 1 -.005 3' -.015 3 -.001 2 0 1 69 N96 max 0 1 0 1 0 2 .003 2 .002 3 0 1 70 min 0 1 0 1 -.004' 3' -.01`4 3 -.001 2 1 0 1" 71 N97 max 0 1 0 1 .001 2 .004 2 .002 3 0 1 72 min 0 1 0 1 =:006' 3 -.018 3 -.001 f 2 0 1 73 N98 max 0 1 0 1 .001 2 .004 2 .001 3 0 1 74 min 0 1 0 1 -.005 3 -.0`17 3 -.001 2 0 1 75 N99 max 0 1 0 1 .001 2 .004 2 .001 3 0 1 76 _ min 0 1 0 1 -.006' " 3 -.02 3 -.001 2 0 1 77 N100 max 0 1 0 1 .001 2 .004 2 .001 1 0 1 78 min 0 1 0 1 -.006'" 13; -019 3 -.001 2 0 1 79 N 101 max 0 1 0 1 .001 2 .004 2 .002 1 1 0 1 80 min 0 1 1 1 0 1 1 -.007 3 1 -'022 I ';3 -.001 2 0 1' RISA-3D Version 8.1.3 [NA ... \...\...\... \Calc\RISA 3D\Steel structural pickets v03.r3d] Page 7 16 of 22 Company EEG Designer E.F Job Number 22-0086 Envelope Joint Reactions (Continued) 1298 NE 95th Street Mar 7, 2022 9:47 AM Checked By: Joint X rkl LC Y fkl LC Z fkl LC MX fk-ftl LC MY rk-ftl LC MZ fk-ftl LC 1101 min 0 1 0 1 -.007 2 1 -.024 2' -.001 3 0 1 111 N117 max 0 1 0 1 0 1 .002 1 .005 2 0 1 1,12 min 0 1 0 1 -.011 2 -.034 2 -.001 3 0 1 113 N118 max 0 1 0 1 0 1 .002 1 .005 2 0 1 114 min 0 1 0 1 -.01 2 -.033 2 -.001 3 0 1 115 N119 max 0 1 0 1 0 1 .002 1 .006 2 0 1 116 min 0 1 0 1 -.014 2 -.045 2 -001 3 0 1 117 N120 max 0 1 0 1 0 1 .002 1 .006 2 0 1 118 min 0 1 0 1 -.013' 2 -.044 2 0 3 0 1 119 N121 max 0 1 0 1 0 1 .002 1 .007 2 0 1 120 min 0 1 0 1 " -.018 2 -.059 2 0 3 0 1 121 N122 max 0 1 0 1 0 3 .002 3 .007 2 0 1 122 min 0 1 0 1 -.017' 2 -.057 1 2 0 3 1 0 1 123 N 123 max 0 1 0 1 .001 3 .004 3 .008 2 0 1 124 min "0 1 0 1 -.027 2 - 08 2 -.001 3 0 1 125 Totals: max 1 0 1 0 1 0 4 126 min 1 0 1 0 1 -.2; 2 RISA-31D Version 8.1.3 [NA..A... \... \...\Calc\RISA 3D\Steel structural pickets v03.r3dj Page 8 17 of 22 D.grout B.post B.grout V�—Dst oad Data: Phorizontal 200.0 Horizontal Load (lbs).... P=200 Ibs or 50 Ibs/ft.... for Life Load P=Pwind....................for Wind Load Pvertical 0.0 Vertical Load (lbs)........ P=200 Ibs or 50 Ibs/ft Mact:= 1032.0 Moment (#-in) Post Data: Bpost 0.62 Post Width (in) Dpost 0.62 Post Depth (in) hef 4.0 Post Embedment (in) cal:= 2.0 Minimum Edge Distance (in) rout Size Data: Bgrout 0.6 Equivalent Grout Width (in) Dgrout 0•6 Equivalent Grout Depth (in) fcgrout 3000.0 Grout Strength (psi) oncrete Slab Data:;. fcconcrete 3000.0 Concrete Strength (psi) do 0.7 Hold diameter (Grout Diameter) (in) ha.— 6.0 Concrete Slab Deep (in) 18 of 22 Arm Effect; 1 2• hef 2 + 3 Mact 'hef Phorizontal a:= I hef + 6. Mact Phorizontal Phorizontal' a 2 P2 : _ hef* (2•a— hef) PI P2 — Phorizontal Mexternal Mact + (Phorizontal' a) Mintemal P2. 3 • a + PI, 3 •(hef — a) Vuhorizontal:= 1.6(ma4Pl,P2)) Vuvertical:= l-6'Pvertical ,. in lbs P l 44 L.66 lbs lbs — in ivlinternal 1469.24 1 lbs — in 'horizontal — lal" lbs Vuvertical - fi- lbs 19 of 22 Stress Analysis Between Post and Grout: 2• P2 f2.grout 1.Fr a• Bpost 2•P1 fl.grout:— 1 6 (hef — a)'Bpost Bearing Stress for Grout Fpgrout:— 10.65•(0.85fcgrout)]' 1.5 Stressgrout "N.G." "O.K." if ma4 Lgrout, f2.grout) Fpgrout StressAnalysis Between Grout and Concrete: 2• P2 f2.concrete 1.6 a• Bgrout 2.P1 fl.concrete 1.6- (hef — a). Bgrout wring Stress for Concrete : Fpconcrete 10.65• (0.85• fcconcrete)]' 1.5 Stressconcrete "N.G." "O.K." if max fl.concrete, f2.concrete) Fpconcrete psi psi psi psi psi psi 20 of 22 Shear Analysis -Concrete Breakout Strength: Avco 4.5•Cal 2 AVc:= 12-(1.5-Cal)-ha if ha< 1.5•Cal 2•(1.5•Cal)•(1.5•Cal) if ha >_ 1.5•Cal �ed.V 1-0 Modification factor for edge effect c.V IA Modification Factor in No cracked concrete at service loads yrc. v=1.4 Modification Factor in cracked concrete with yfc.v=1 w/ No supplementary reinforcement. yrc.v=1.2 w/ Supplementary reinforcement of a No 4 Bar between the anchor and the edge. yfc.v=1.4 w/ Supplementary reinforcement of No 4 Bar and stirrups spaced at not more than 4 in. le := if( he f > 8• do, 8• do, he f) FVcQ = 18 in2 in2 le )0.2 l 1 Vb:= 7• ao I do• fcconcrete.Cal Vcb:— AVc ", ed.V''�c.V Vb Vco d := 0.7a Conditions �=0.75 w/ Supplementary reinforcement are crossing concrete failure prism. �=0.70 w/ No supplementary reinforcement are crossing concrete failure prism. BREAKOUTshear:= if(Vuhorizontal > 0 Vcb, "N.G." , "OK" ) le = 4.00 1 in Ibs. Ibs. lbs 21 of 22 Shear Analysis -Concrete Burst -Out Strength. Calc l Cal "N/A" if ha < Cal otal Cone Area for Failure Plane Ar DBgrout I cone.total V`'Calgrout + c'�' Calc— 2 2 I Pone Area for Failure Plane at Post \2 C Bgrout I Acone.post := 42' 2 ' 7T inal Cone Area for Failure Plane Acone.final -- Acone.total — Acone.post 2 final Area for Failure Plane Vcone.cb 4, Fconcrete. Acone.final 0.7Conditions �=0.75 w/ Supplementary reinforcement are crossing concrete failure prism. �=0.70 w/ No supplementary reinforcement are crossing concrete failure prism. BURSTOUTshear if(Vuhorizontal � O Vcone.cb, "N.G." , "OK" ) in 2 in 2 In in 2 lbs lbs 22 of 22 1298 N 95TH STREET 1298 NE 95TH STREET, MIAMI FL 33138 IN! Eastern Engineering Group 3401 NW 82nd Avenue Suite 370 Doral, FL 33122 Phone: (305) 599-8133 info@eastemeg.com W W W.eastemeg.com ROJECT NAME 1298 NE 95TH STREET JOB No: 22-0086 VERSION: 08 DATE: 3/16/22 LOCATION:1298 NE 95TH STREET, MIAMI FL 33138 CLIENT: HEVIA ALUMINUM & IRON WORKS PM: GONZALO A. PAZ I DRAWN BY: A.L. & L.V. DESIGNED BY: E.F. ICHECKED BY: GONZALO A. PAZ No. I DESCRIPTION IDATE APP'D SD-0.0 COVER PAGE SD-0.1 GENERAL NOTES SD-0.2 GENERAL NOTES SD-1.0 GROUND FLOOR KEY PLAN SD-1.1 SECOND FLOOR KEY PLAN COPYRIGHT RESERVED: THE COPYRIGHTS TO ALL DESIGNS AND DRAWINGS ARE THE PROPERTY OF EASTERN ENGINEERING GROUP. REPRODUCTION OR USE FOR ANY PURPOSE OTHER THAN SD-1.2 ROOF FLOOR KEY PLAN THAT AUTHORIZED BY EASTERN ENGINEERING GROUP IS PROHIBITED. SD-2.0 RAILING PLAN VIEWS THESE ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY GONZALO A. PAZ, PE. ON THE DATE ADJACENT TO THE SEAL PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SD-2.1 RAILING PLAN VIEW, ELEVATION & SECTION SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. SD-2.2 RAILING SECTION & DETAILS .� gyPLO A_ A �. i • GENSF•; I>C No 60734 ��•• STATE OF • ••`��(/44/� �••.,t OR I'D • G `� 3/16 2022 GO ZALO A. PAZ, PE. (Lic No-60734) ERTIFICATE OF AUTHORIZATION No. 26655 SHEET NAME: COVER PAGE G124ERAL MUM: 1. ALL WORK SHALL CONFORM TO FLORIDA BUILDING CODE 2020. 2. IT IS THE INTENT OF THESE DRAWINGS TO BE IN ACCORDANCE WITH APPLICABLE CODES AND AUTHORITIES HAVING JURISDICTION. ANY DISCREPANCIES BETWEEN THESE DRAWINGS AND APPLICABLE CODES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER. 3. EXISTING UTILITIES SHOWN ARE BASED ON INFORMATION SUPPLIED BY OTHERS. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO MEET WITH ALL APPLICABLE UTILITY COMPANIES TO VERIFY ALL UNDER- GROUND FACILITIES PRIOR TO THE BEGINNING OF CONSTRUCTION. 4. ALL EXCAVATIONS SHALL PROCEED WITH EXTREME CAUTION AT ALL TIMES. IN THE EVENT THAT EXISTING 18. EASTERN ENGINEERING GROUP HAS GENERATED THESE STRUCTURAL SHOP DRAWINGS BASED ON A PROVIDED DESIGN THAT HAS BEEN DEVELOPED BY A LICENSED ARCHITECT OR A COMPETENT LICENSED DESIGN PROFESSIONAL WHO CONFIRMED COMPLIANCE WITH ALL APPLICABLE NATIONAL AND FLORIDA BUILDING CODES. 19. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS. 20. EASTERN ENGINEERING GROUP SHALL NOT BE LEGALLY RESPONSIBLE FOR THE STRUCTURAL DESIGN OF ANY COMPONENT AND/OR PRODUCT USED IN OUR PROJECTS WHICH HAS BEEN PREVIOUSLY GRANTED A PATENT OR COPYRIGHT. THE CONFIRMATION OF INTELLECTUAL PROPERTY OWNERSHIP IS BEYOND OUR SCOPE AS STRUCTURAL ENGINEERS AND SHALL BE THE SOLE RESPONSIBILITY OF OUR CLIENT. UTILITIES ARE DAMAGED, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO REPAIR OR 21. EASTERN ENGINEERING GROUP HAS EXCLUSIVELY DESIGNED THE STRUCTURE AND/OR BUILDING REPLACE ALL DAMAGES. COMPONENTS IN COMPLIANCE WITH THE APPLICABLE EDITION OF THE FLORIDA BUILDING CODE AND DESIGN STANDARDS FOR STRUCTURAL REQUIREMENTS ONLY. THE EXISTING STRUCTURE MUST SUPPORT 5. THIS WORK REQUIRES A BUILDING PERMIT. DO NOT BEGIN WORKING UNTIL A BUILDING PERMIT IS THE LOADS IMPOSED BY THE SYSTEM OR SYSTEMS. ENGINEER ON RECORD OF THE BUILDING OR OBTAINED. CERTIFIED PROFESSIONAL ENGINEER SHALL VERIFY THE STRUCTURE FOR SUCH LOADINGS. 6. CONTRACTOR IS TO FURNISH ALL LABOR, MATERIALS, SERVICES AND EQUIPMENT NECESSARY TO 22. STRUCTURAL ELEMENTS WILL BE AS DESIGNED BY EASTERN ENGINEERING GROUP AND AS APPROVED BY Eastern Aamerhm. COMPLETE ALL WORK SHOWN ON THE DRAWINGS AND SPECIFIED HEREIN. ARCHITECT AND/OR OWNERS, TO CONFORM GENERALLY WITH THE ARCHITECTURAL DRAWING AND Engineering Group 7. DO NOT SCALE DRAWINGS, DIMENSIONS GOVERN. SPECIFICATIONS. 3401 NW 82nd Avenue suite 370 Donal, FL 33122 me Phone: (305) 599.8133 info@eastemeg.00m 23. FLORIDA BUILDING CODE, 2020 EDITION LOADS: www.eastemeg.Gom 8. ENGINEER'S VISITS TO THE SITE, AS PER G.0 OR OWNER'S REQUEST DURING CONSTRUCTION SHALL BE PRQIECT NAME SCHEDULED WITHIN 24 HOURS PRIOR TO INSPECTION. RAILING: 1298 NE 95TH STREET 9. THE CONTRACTOR SHALL MAKE REQUIRED ARRANGEMENTS, SECURE AND PAY FOR ALL BARRICADES, ENCLOSURES, AND FENCING AS NEEDED FOR AND DURING THE PROGRESS TO PROTECT ADJACENT PROPERTIES. 10. THE CONTRACTOR SHALL NOT PROCEED WITH ANY ADDITIONAL SERVICES OR WORK WITHOUT PRIOR NOTIFICATION TO THE OWNER. 11. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR MEANS AND METHODS CONSTRUCTION, AND FOR THE SEQUENCES AND PROCEDURES TO BE USED. 12. EXISTING GRADES WERE TAKEN FROM THE BEST AVAILABLE DATA AND MAY NOT ACCURATELY REFLECT PRESENT CONDITIONS. CONTRACTOR SHALL BE RESPONSIBLE FOR FAMILIARIZING WITH CURRENT SITE CONDITIONS, AND SHALL REPORT ANY DISCREPANCIES TO THE ENGINEER PRIOR TO STARTING WORK. 13. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS AT THE JOB SITE. ANY DISCREPANCIES BETWEEN PLANS, SECTIONS AND DETAILS OR THE APPLICABLE CODES OR REGULATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT OR ENGINEER DURING BIDDING OR BEFORE WORK BEGINS IN ORDER TO CLARIFY THE REQUIREMENTS AND TO EFFECT THE NECESSARY MODIFICATIONS, CHANGES AND /OR INSTRUCTIONS. 14. CONTRACTOR TO VERIFY THE LOCATION OF ANY EXISTING UTILITY LINE AND IMPROVEMENTS, AND SHALL BE RESPONSIBLE FOR REPAIRS FOR ANY DAMAGE AS A RESULT OF THE WORK. 15. CONTRACTOR SHALL BE RESPONSIBLE FOR RESETTING ALL DISTURBED EXISTING CONDITIONS AND PROPER DISPOSAL OF ANY EXTRA MATERIALS & GARBAGE FROM THE SITE AFTER COMPLETION OF WORK. 16. DRAWINGS AND DIMENSIONS ARE BASED UPON DRAWINGS SUPPLIED BY THE CLIENT. EASTERN ENGINEERING GROUP WILL NOT BE RESPONSIBLE FOR ERRORS OR MISINTERPRETATIONS OF THE SYSTEM DESIGNED BY US BASED ON CLIENT CONFIRMED DESIGN AND DIMENSIONS. ADDITIONAL DRAFTING TIME EMPLOYED IN THE CHANGE OF THE DESIGN AFTER SIGNING AND SEALING OF DRAWINGS WILL RESULT IN ADDITIONAL COST. 17. DO NOT SUBSTITUTE MATERIALS, EQUIPMENTS OR METHODS OF CONSTRUCTION UNLESS SUCH SUBSTITUTIONS OR CHANGES HAVE BEEN APPROVED IN WRITING BY THE OWNER. P=CONCENTRATED LOAD OF 200 # IN ANY DIRECTION AT ANY PLACE OF TOP MEMBER. W= DISTRIBUTED LOAD OF 50 PLF AT TOP MEMBER 24. THE EXISTING STRUCTURE MUST SUPPORT THE LOADS IMPOSED BY THE SYSTEM OR SYSTEMS. ENGINEER ON RECORD OF THE BUILDING OR FLORIDA PROFESSIONAL ENGINEER SHALL VERIFY THE STRUCTURE FOR SUCH LOADINGS. THIS SHOP DRAWINGS DOES NOT COVER THE EXISTING STRUCTURE. 25. THE QUANTITIES AND DIMENSIONS SHOWN ON THE DRAWINGS ARE BASED ON THE ARCHITECTURAL DRAWINGS. 26. ALL DIMENSIONS TO BE SITE VERIFIED. 27. SHOP DRAWINGS MUST BE REVIEWED AND APPROVED BY FOR AND AOR PRIOR TO FABRICATION 28. CONTRACTOR SHALL FIELD VERIFY (BY X-RAY) LOCATION OF EXISTING CABLES INTO EXISTING CONCRETE SLAB PRIOR INSTALLATION (IF APPLICABLE) IJOB No: 22-0086 IVERSION: 08 IDATE: 3/16/22 LOC.ATION:1298 NE 957H STREET, MIAMI FL 33138 CLIENT: HEVIA ALUMINUM & PM: GONZALO A. PAZ DRAWN BY: A.L. & L.V. DESIGNED BY: E.F. CHECKED BY: GONZALO A. PAZ No. I DESCRIPTION IDATE APP'D COPYRIGHT RESERVED: THE COPYRIGHTS TO ALL DESIGNS AND DRAWINGS ARE THE PROPERTY OF EASTERN ENGINEERING GROUP. REPRODUCTION OR USE FOR ANY PURPOSE OTHER THAN THAT AUTHORIZED BY EASTERN ENGINEERING GROUP IS PROHIBITED. THESE ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY GONZALO A. PAZ, PE. ON THE DATE ADJACENT TO THE SEAL PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. 6.•�\CENSF' q� i No 60734 'k• - it �* •• STATE OF ••�� O��' P4OR10P ••G\��• 3/16/ 022 *////ONA' GONZ LO A. PAZ, PE. (Lic No-60734) CERTIFICATE OF AUTHORIZATION No. 26655 GENERAL NOTES STRUCTURAL STEEL 1. STRUCTURAL STEEL HAS BEEN DESIGNED IN ACCORDANCE WITH THE BUILDING CODE AND AISC SPECIFICATIONS 14TH EDITION. 2. STRUCTURAL STEEL SHALL MEET THE FOLLOWING REQUIREMENTS UNLESS NOTED OTHERWISE ON THE DRAWINGS: 3. ALL WELDING SHALL BE IN ACCORDANCE WITH LATEST AWS CODE. ALL WELDS SHALL USE E70XX ELECTRODES. 4. WELDING SHALL BE TOUCHED UP WITH ZINC BASE RUST INHIBITING PAINT AFTER WELDING HAS TAKEN PLACE. 5. ALL CONNECTIONS TO BE WELDED USE 3/16" MIN. WELD SIZE, TYPICAL U.N.O. 6. PAINT STEEL HOT GALVANIZED SURFACES IN CONTACT WITH CONCRETE WITH ALKALI —RESISTANCE COATINGS, SUCH AS HEAVY —BODIED BITUMINOUS PAINT OR WEATHER —WHITE METHACRYLATE LACQUER. STEEL IN CONTACT WITH ALUMINUM SHALL BE PAINED WITH 850—Y-01 FAST DRY ZINC PHOSPHATE. 7. STEEL SYSTEMS USED IN EXTERIOR APPLICATIONS AND/OR EXPOSED TO ADVERSE CONDITIONS MUST BE PROPERLY AND REGULARLY MAINTAINED TO MINIMIZE CORROSION WHICH CAN RESULT IN EVENTUAL STRUCTURAL FAILURE. 8. QUANTITIES AND DIMENSIONS SHOWN ON THE DRAWINGS ARE BASED ON THE ARCHITECTURAL DRAWINGS. Eastern Engineering Group 3401 NVV 82nd Avenue Suite 370 Dora], FL 33122 Phone: (305) 599.8133 info@eastemeg.com www.eastemeg.com PROJECT NAME 1298 NE 95TH STREET LJOS No: 22-0086 IVERSION: 08 IDATE: 3/16/22 LOC.AT]ON:1298 NE 95TH STREET, MIAMI FL 33138 PM: GONZALO A. PAZ I DRAWN BY: A.L. k L.V. DESIGNED BY: E.F. ICHECKED BY: GONZALO A. PAZ No. DESCRIPTION DATE APF D COPYRIGHT RESERVED: THE COPYRIGHTS TO ALL DESIGNS AND DRAWINGS ARE THE PROPERTY OF EASTERN ENGINEERING GROUP. REPRODUCTION OR USE FOR ANY PURPOSE OTHER THAN THAT AUTHORIZED BY EASTERN ENGINEERING GROUP IS PROHIBITED. THESE ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY GONZALO A. PAZ, PE. ON THE DATE ADJACENT TO THE SEAL PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. ♦\%%111 11 ///' LO `� C� .•\"\CENSF• No 60734 •• STATE OF • �� iO'��•• "k0RIDP;••G���• 3/16/ 022/ S/ONA� E``�`` GON ALO A. PAZ, PE. (Lic No-60734) CE TIFICATE OF AUTHORIZATION No. 26655 SHEEP NAME ' GENERAL NOTES SD-0.2 SCALE: 1 /8"=1'—O" okEastern Engineering Group 3401 NVV 82nd Avenue Suite 370 Coral, FL 33122 Phone: (305) 599-8133 info@easterneg.com v .eastemeg.com 1298 NE 95TH STREET IJOB No: 22-0086 ]VERSION: 08 ]DATE: 3/16/22 LOCATION: 1298 NE 95TH STREET, MIAMI FL 33138 CLIENT: HEVIA ALUMINUM & PM: GONZALO A. PAZ I DRAWN BY: A.L. & L.V. DESIGNED BY: E.F. ICHECKED BY: GONZALO A. PAZ No. I DESCRIPTION I DATE I APP-D COPYRIGHT RESERVED: THE COPYRIGHTS TO ALL DESIGNS AND DRAWINGS ARE THE PROPERTY DF EASTERN ENGINEERING GROUP. REPRODUCTION OR USE FOR ANY PURPOSE OTHER THAN THAT AUTHORIZED BY EASTERN ENGINEERING GROUP IS PROHIBITED. THESE ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY GONZALO A. PAZ, PE. ON THE )ATE ADJACENT TO THE SEAL PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. NN%��11111►1�I A. G •' ENSF'; No 60734 = �� •' STATE OF %X"�'• Pt0RIOP: 3/is/2 22 i�� ,/0NA- GONZ LO A. PAZ, PE. (Lic No-60734) CERT ICATE OF AUTHORIZATION No. 26655 SHEEP NAME GROUND FLOOR KEY PLAN SD-1.0 SCALE: 1 /8"=1'—O" okEastern Engineering Group 3401 NW 82nd Avenue Suite 370 Doral, FL 33122 Phone: (305) 599-8133 info@eastemeg.com wW W.eastemeg.com )IECT NAME 1298 NE 95TH STREET IJOB No: 22-0086 IVERSION: 08 IDATE: 3/16/22 LOCATION:1298 NE 95TH STREET, MIAMI FL 33138 PM: GONZALO A. PAZ IDRAWN BY: A.L. & L.V. DESIGNED BY: E.F. ICHECKED BY: GONZALO A. PAZ I No. I DESCRIPTION I DATE I APP'D COPYRIGHT RESERVED: THE COPYRIGHTS TO ALL DESIGNS AND DRAWINGS ARE THE PROPERTY OF EASTERN ENGINEERING GROUP. REPRODUCTION OR USE FOR ANY PURPOSE OTHER THAN THAT AUTHORIZED BY EASTERN ENGINEERING GROUP IS PROHIBITED. THESE ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY GONZALO A. PAZ, PE. ON THE DATE ADJACENT TO THE SEAL PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. •\_\CENSF• q� i No 60734 �• STATE OF •�� ��• 0RIDP.•G���• 3/is 2022 `4'0NA ; O\\\ GON ALO A. PAZ, PE. (Lic No-60734) CE TIFICATE OF AUTHORIZATION No. 26655 SHEEP NAME SECOND FLOOR KEY PLAN y�� A ROOF FLOOR KEY PLAN SD-1.2 SCALE: 1 /8"= V-0" okEastern Engineering Group 3401 NW 82nd Avenue Suite 370 Donal, FL 33122 Phone: (305) 599.8133 info@eastemeg.com www.eastemeg.com PROJECT NAME 1298 NE 95TH STREET IJOB No: 22-0086 IVERSION: 08 IDATE: 3/16/22 LOC.ATION:1298 NE 95TH STREET, MIAMI FL 33138 CLIENT: HEVIA ALUMINUM & — - - IC71 1 v i ___.... f - PM: GONZALO A. PAZ DRAWN BY: A.L. & L.V. DESIGNED BY: E.F. ICHECKED BY: GONZALO A. PAZ 'No. DESCRIPTION DATE APP'D COPYRIGHT RESERVED: THE COPYRIGHTS TO ALL DESIGNS AND DRAWINGS ARE THE PROPERTY OF EASTERN ENGINEERING GROUP. REPRODUCTION OR USE FOR ANY PURPOSE OTHER THAN THAT AUTHORIZED BY EASTERN ENGINEERING GROUP IS PROHIBITED. THESE ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY GX&O A. PAZ, PE. ON THE ATE ADJACENT TO THE SEAL PRIMED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. No 60734 STATE OF • 6/41 3/16/ 022 � NA� GONZ LO A. PAZ, PE. (Lic No-60734) I CERTIFICATE OF AUTHORIZATION No. 26655 ROOF FLOOR KEY PLAN SD-1.2 AN'SiIPIi'McmiNW3Vil-R N-1:00Q,IPauI.•1•JA �rMalI:w� STEEL FLAT BAR IP RAIL (TOP RAIL TO EDGES WITH A LESS THAN 0.01) Eastern Engineering Group 3401 NW 82nd Avenue Suite 370 Coral, FL 33122 Phone: (305) 599.8133 info@easterneg.com w eastemeg.com LECT NAME 1298 NE 95TH STREET TRUCTURAL PICKETS JOB No: 22-0086 MAX. (TYP), FY=36 LOCAPON:1298 NE 95TH CLIENT: HEVIA ALUMINUI PM: GONZALO A. PAZ DESIGNED BY: E.F. No. VERSION: 08 REET, MIAMI I DRAWN BY: A.L. & L.V. CHECKED BY: GONZALO A. PAZ DESCRIPTION I DATE P 3p -,IV1 COFOPYRIGHTEAST RNRENENGIINNEERINGEGRO P. RE RO UCTIONCOPYRIGHT1 TO AILDORGUSEESINSAFOROANYAPURPOSE OTHERRTTHANNGS ARE THE TM THAT AUTHORIZED BY EASTERN ENGINEERING GROUP IS PROHIBITED. THESE ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY GONZALO A. PAZ, PE. ON THE DATE ADJACENT TO THE SEAL PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. A. A GO'\,\CENSF' No 60734 EXISTING CONCRETE STAIR BY S.E.O.R. STATE OF �0���• F�ORIOP 'G\?: 3/16/2 22 i�/�/0 NA' GONZ LO A. PAZ, PE. (Lic No-60734) CERTIFICATE OF AUTHORIZATION No. 26655 SHEET NAME RAILING PLAN VIEWS SCALE: 3/8"=1'-0" SD-2.0 LEGEND: I 1. 2"X1/2" SOLID STEEL FLAT BAR CONTINUOUS TOP RAIL (TOP RAIL TO HAVE ROUNDED EDGES WITH A RADIUS OF NOT LESS THAN 0.01) FY=36 KSI EXISTING C.M.U. 2. 1"X1" STEEL STRUCTURAL PICKETS WALL BY S.E.O.R. 03-5/8" O.C. MAX. (TYP), FY=36 KSI SPACING TO o REJECT A 04" SPHERE r--) zzzz: 1 2 Li ILL Q c O to EXISTING CONCRETE SLAB BY S.E.O.R. DN PLARING AT STAM ROOF FLOOR rA-"` PLAN VMW SD-2.1 SCALE: 3/8"=1'-0" k RAHJNG AT LANDING B ELEVATION cnT.) �21 SCALE: 1/2"=1'-O" ONEastern Engineering Group 3401 NW 82nd Avenue Suite 370 Doral, FL 33122 Phone: (305) 599-8133 info@eastemeg.com W W W.eastemeg.com MECT NAME 1298 NE 95TH STREET (JOB No: 22-0086 (VERSION: 08 DDATE: 3/16/22 LOCATION:1298 NE 95TH STREET. MIAMI FL 33138 PM: GONZALO A. PAZ I DRAWN BY: A.L. & L.V. DESIGNED BY: E.F. ICHFCKED BY: GONZALO A. PAZ No. I DESCRIPTION I DATE I APP D COPYRIGHT RESERVED: THE COPYRIGHTS TO ALL DESIGNS AND DRAWINGS ARE THE PROPERTY OF EASTERN ENGINEERING GROUP. REPRODUCTION OR USE FOR ANY PURPOSE OTHER THAN THAT AUTHORIZED BY EASTERN ENGINEERING GROUP IS PROHIBITED. THESE ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY GONZALO A. PAZ, PE. ON THE DATE ADJACENT TO THE SEAL PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. � LOB / / `� C� .•��CENSF• :9� No 60734 •• STATE OF • �� �0��•• �� ORIOP .•����. GONZ LO A. PAZ, PE. (Lic No-60734) CERTIFICATE OF AUTHORIZATION No. 26655 SHEET NAME RAILING PLAN VIEW, ELEVATION & SECTION SD-2.1 EXISTING CON( STAIR OR SLAI S.E.O.R. FING ;RETE t OR BY ). R 1 SECTION M.) J22 SCALE: 1 1/2"=1'—O" 2" 1/8 2 (TYP.) A DETAIL CTYP.) �22 SCALE: 6"=1'—O" n B DETAM ".) SD-2.2 SCALE: 3"=1'—O" (CJP) rC--), DETAIL ".) SD-2.2 SCALE: 3"=1'—O" 2 F.F Eastern Engineering Group 3401 NVV 82nd Avenue Suite 370 Doral, FL 33122 Phone: (305) 599-8133 info@easterneg.com www.eastemeg.com UECT NAME 1298 NE 95TH STREET JOB No: 22-0086 VERSION: 08 DATE: 3/16/22 LOCATION:1298 NE 95TH STREET, MIAMI FL 33138 CLJENT: HEVIA ALUMINUM & IRON WORKS PM: GONZALO A. PAZ DRAWN BY: A.L. & L.V. DESIGNED BY: E.F. CHECKED BY: GONZALO A. PAZ No. DESCRIPTION DATE APP•D 3 COPYRIGHT RESERVED: THE COPYRIGHTS TO ALL DESIGNS AND DRAWINGS ARE THE PROPERTY OF EASTERN ENGINEERING GROUP. REPRODUCTION OR USE FOR ANY PURPOSE OTHER THAN THAT AUTHORIZED BY EASTERN ENGINEERING GROUP IS PROHIBITED. THESE ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY GONZALO A. PAZ, PE. ON THE DATE ADJACENT TO THE SEAL PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. PLOLO � B 4 ��` pN?q ;� G .•�\CEIVSF• No 60734 �� •• STATE OF •�(/�� O�••:ctORIO •G��� 3/16/202 S/ONA. '� GONZAILO A. PAZ, PE. (Lic No-60734) CERTIFICATE OF AUTHORIZATION No. 26655 SHEEP NAlAE RAILING SECTION & DETAILS SD-2.2