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REV-03-21-815, 1298 NE 95th St4 7288 NwQ61,.r urt M*t 4, Florid * 331 �8 • J- 305135%2993 • W.w\vw.dna,.irc.corn • ••••• AA26990769 Archittcture •: • • • :Planning • Interior Design ...... .... City of Miami Shores Village, b- April 215',2021 RE: 1298 NE 95th Street s ,' Please find enclosed the responses to the comments received on April 20th 2021. Do not hesitate to contact us if you have any questions regarding any items on this list. [BUILDING] Comments: • 1. Provide a narrative by the architect and or engineer of record clearly :identifying all changes and or modifications for this project. 107.1 Of 2017 FBC. P'EFDP: • • �• NEW POOL LAYOUT ."' NEW POOL DECK •••• NEW ELEVATOR ..:..5 REVISED HEIGHT OF PERIMETER WALL AROUND PROPERTY ••» NEW LOCATION FOR AC COMPRESSORS, GENERATOR AND • ELECTRICAL PANEL • NEW POOL CABANA AT GRADE • NEW LAYOUT FOR EXTERIOR KITCHEN • NEW BATHROOM LAYOUT @ 2ND FLOOR • NEW GALZING @ MASTER BATROOM ON NORTH FAQADE • NEW ROOF WATERPROOFING SYSTEM WITH SECONDARY LITE CONCRETE TOPPING 2. ID all new structures and components on the plans. For example, Sheet AS.01 does not show the new Cabana. RESP: ALL NEW STRUCTURES ARE SHOWN ON PLAN. NEW CABANA IS SHOWN ON AS.01 ON THE NE CORNER OF THE POOL. WE ARE SHOWING THE 4 COLUMNS AND THE PROJECTION OF THE ROOF IN DASHED LINE. PLEASE SEE NEW NOTE POINTING TO "POOL CABANA" 3. Coordinate information on all sheets. Provide revise electrical, mechanical and plumbing plans for the new Cabana if applicable. RESP: PLEASE SEE REVISED MEP SHEETS 4. As per the Subsoil Investigation and Recommendation report dated June 3, 2019, by Federal Engineering and Testing, Inc. "It is evident that deep foundation systems are needed to support the proposed new structure without detrimental settlement to the structure. The details and specification provided for the new CMU wall along the property boundaries fail to include the required deep foundation system. RESP: PLEASE SEE REVISED SOIL BORING TEST • • • 5. According to the information on page 3 of the structural calculation the 6 inch structural slab is for the AC unit, however, according to the plans the slab will be supporting (2) AC units and a 48KW generator. Can you please confirmed that the load of all equipment's were consider in the design calculations? Also, Please provide a note on the plans requiring the special inspector to inspect the installation of all drill and epoxy embedded reinforcement. RESP: PLEASE SEE REVISED STRUCTURAL PLANS • ; • • • • Please do not hesitate to contact us if you have any further questions. • Best regards, .. • r • • • • • • • • • • • Julien Bergier Principal Miami June 8th, 2021 TO: MIAMI SHORES VILLAGE MAYKEL MASSANET RE: REV-03-21-815 PLUMBING REVIEWER REQUEST FOR NARRATIVE OF CHANGES Dear Mr. Massanet, per your request, below please find a detailed list of plumbing changes: P1.01 P1.02 - Bathroom 005: now venting through a 2" A.A.VV - Laundry 006: inclusion of one additional washer - South exterior wall: inclusion of a slab at 12' NGVD to place gas generator, and two AC units per flood elevation requirements - GAS: o Kitchen: natural gas range BTU adjusted from 120,000 BTU to actual 62,000 BTU o Outdoor kitchen: Inclusion of a side burner o Inclusion of a line for a gas pool heater - Bathrooms 2-06, 2-08, and 2-11: change in location of shower, toilet, and sink to maximize use of space. No new elements added. SIN EREL YURI MORALES M`C E www.yhenginearing.com 99 NW 27 Ave Miami, FL 33125 Phone: (305)969-9423 Fax: (305)969-9453 Youssef Hachem Consulting Engineering Plan Review —Structural Comments Date: May 26, 2021 Address: 1298 NE 95 Street Jurisdiction: City of Miami Shores COMMENT 1: Provide a narrative by the architect and or engineer of record clearly identifying all changes and or modifications for this project. 107.1 Of 2017 FBC. REPLY 1: Please see narrative provided by the architect. ...... :..CLAMMENT 2': ID all n&j atdpctures anal components on the plans. For example, Sheet AS.01 does not show the new •.Cabana. :.;..: .:.REPLY a: .. • • ••Please ;ee•attached•pfts. -.... .. . .ee. • . . • • ;0-94MMEkT 4� �� ..Asper the Subsoil mitigation and Recommendation report dated June 3, 2019, by Federal Engineering -and Tesiimg, Inc. "Iteis evident that deep foundation systems are needed to support the proposed new ••stracture,witttQut detrimental settlement to the structure. The details and specification provided for the new CMU walrmIng the property boundaries fail to include the required deep foundation system. REPLY 4: Please see plan S-002, S-101 & S-301. See calculations from pages 8 to 24. COMMENT 5: According to the information on page 3 of the structural calculation the 6 inch structural slab is for the AC unit, however, according to the plans the slab will be supporting (2) AC units and a 48KW generator. Can you please confirmed that the load of all equipment's were consider in the design calculations? Also, Please provide a note on the plans requiring the special inspector to inspect the installation of all drill and epoxy embedded reinforcement. REPLY 5: Please see calculations from pages 3 to 7. Please see plan S-301, a note has been provided. EFL ' Sincer '',1155....... ��9C '-, \CEN F'y� 0.4 02 . S TAT O Youssef�'; P.E., S.I. �111 President; I`. #43302; FL. S.I. #6985061 1 MORALES RESIDENCE 1298 NE 95 STREET MIAMI SHORES, FL 33136 STRUCTURAL CALCULATIONS REVISION 7 Job. No. H190720 May 26, 2021 Hq JC GEN CyF No. 302 =�pF•� (jR�v�� ` .. • • • . • . • • . ssef H. Ha n1,'M P.E. License No. 2 ' " " ' • ' • • ' 99 NW 27 AVE . " "' " ' ' • • • Miami, Florida 3312 (305) 969-YHCE www.yhengineering.com • • • • • • • • • • • •yh(uyhenQineerinq.com • • • • •• _• 24 Pages • • ••• • ••• • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 2 TABLE OF CONTENTS DESCRIPTION PAGES • 6" concrete slab design for AC units....................................3-7 • Masonry wall footing design............................................8-24 ....... . .. .. . ......... . .. ... .. . .... ...... .... . . . . . . . . .... .... . .. ... . . ... . ... . .... ....... . . ..... . ... . ...... . .... .... . . .... . YYoussef HaYHCE, Inc. fi� chem Consulting Engineering 99 NW 27th Ave w .yAonglnewing.com Miami, FL 33125 (305) 969-YHCE / www.yhengineering.com -VX6T T. S 7)2u PfQ4f2V , PGF IL JOB ldam* SHEET NO. __ __ __ OF CALCULATED R. V DATE CHECKEDBY DATE SC.A! F 2A� rev 3r`' / �l5ritiZ wn c P/ tis�oas u 02 .�Lr2 % C x `moo Pp.�' S-' Z 2- 2 4_ 3t P- //3 .- `. ....... . .. .. .. . 90 . 00 . . .... .. . • . . .: . . . . ... . ...• . .... ....... . . ..... . ... . ...... . .... .... . . .... . 4 "RECTBEAM.xls" Program Version 3.1 RECTANGULAR CONCRETE `BEAM/SECTION ANALYSIS . CONCRETE ...: .. Ultimate Moment Capacity of Singly or Doubly Reinforced Sections Per ACI 318-99 Code Job Name: Subject: Job Number: I I Oriqinator: I I Checker: Beam or Slab Section? Slab b=12" Reinforcing Yield Strength, fy = .__`60 ksi Concrete Comp. Strength, Vc = 5 ksi N Slab Section Width, b=12:000 in. Depth to Tension Reinforcing, d = 3.000 ` in. h=6" ��x � d=3" Total Slab Section Depth, h = _0 000 in. r Tension Reinforcing, As = 0.3p0 in.^2 Depth to Compression Reinf., d' = 0.000 in. As=0.3 Compression Reinforcing, A's = 0.000 in.^2 Singly Reinforced Section d' i_ b i Stress Block Data: (31 = 0.80 c = 0,441 _~ in. a = 0.353 in. 1 As Doubly Reinforced Section Reinforcinq Criteria: p = w 0.00833 pb = 0.03354 p(min) = N.A. As(min) = in.^2 p(temp) = 0,0018 _ (total for section) As(temp) _ OA65 in.^2/face <= As = 0.3 in.A2, O.K. p(max) = 0.02515 As(max) = ��t0.906 in.^2 — As = 0.3 in.^2, O.K. Ultimate Moment Capacity: �Mn = 3.81 ft-kips f's = �N.A.� ksi Note: �Mn should be >= Mu . .. . . . . ... . .. ... .. . . . .. ... ... . ... . . %. . . . . . .. . . . . . . . . . . . . ... . ... . ... . . . . ... . . .3 of:1 3/5/2021 3:50 PM . . . ... . .. . . . . . . . . .. . . . .. .. . . ... . . k, X CALCULATION RESULTS REBAR DEVELOPMENT MARCH 05, 2021 LENGTH CALCULATOR Input Parameters Splice Concrete Concrete Compressive Reber Reber Yield Reber Spacing Minimum Clear Seismic Design Application Class Type Strength Size Strength Reber Coating (Center -to -Center) Cover f% (psi) R) fy "i) S (in) C� (in)Category Development Class A NWC 5,000 5 60 Epoxy coated / Zinc epoxy dual coated 12 1.5 A-B Length Excessive Reinforcement Npg.I.Jln� A.,prWded(1n) 0.31 0.31 Results Model No. Tension Development Length, Idr (in) Compression Development Length, Id, (in) Drill Bit Diameter, dhole (in) SET-XP® 19.10 11.30 0.75 SET-3GTm 19.10 11.30 0.75 Notes 1. Adhesive installation instructions and parameters can be found at Anchoring Adhesives Technical and Installation Notes (https:/ ffi".strongtie.com/products/anchoring- stemsftechnical-notes/anchoring-adhesiveslnstaliation-instructions). Existing concrete New concrete Post -installed reinforcing bar Development length Development Length Application • • • • . • • 00 • • • • • • • • • • • • • • • • • • • • 9 Calculations Tension `Ye'ye`1'a3's 1 A..e ed ldt = max L (qo * aft * (%+x�\ db / J (SpliceFactor)(db) A�d ),12 inl L ` J fp = 60,000 psi A = 1.00 f�'_SET-XP = 5,000 psi f�'_SET-3G = 5,000 psi IFt = 1.00 IF, = 1.50 `PtIP, = 1.50 < 1.70 91, = 0.80 gig = 1.00 cb = 1.81 in Kt, = 0 in set as a design simplification cb + KO = min(2.90 , 2.50) = 2.50 db splice factor = 1.00 db = 0.63 in AtreAs,required ,required r = min L ,1.00 =min [1.00, 1.00] = 1.00 As,pro &d As,provided 60,000 psi (1.50)(0.80) ldt =max [ ( * 1.00� * (zso) (1.00)(0.63 in) (1.00),12 in = lde (ACI 318-19 Eq 25.4.2.4a / ACI 318-14 Eq. 25.4.2.3a) (ACI 318-19 Table 25.4.2.5 / ACI 318-14 Table 25.4.2.4) (ACI 318-19 Table 25.4.2.5 / ACI 318-14 Table 25.4.2.4) (ACI 318-19 Table 25.4.2.5 / ACI 318-14 Table 25.4.2.4) (ACI 318-19 Table 25.4.2.5 / ACI 318-14 Table 25.4.2.4) (ACI 318-19 Table 25.4.2.5 / ACI 318-14 Table 25.4.2.4) (ACI 318-19 Table 25.4.2.5) (ACI 318-19 Sec. 25.4.2.4 / ACI 318-14 Sec. 25.4.2.3) (ACI 318-19 Table 25.5.2.1 / ACI 318-14 Table 25.5.2.1) (ACI 318-19 Sec. 25.4.10.1 / ACI 318-14 Sec. 25.4.10.1) Idt—SET-XP = i9.10 inches of tension development length using Simpson Strong -Tie SET-XP® adhesive with ASTM A615 Grade 6o #5 rebar. Idt—SET-3G = 19.io inches of tension development length using Simpson Strong -Tie SET-3GT" adhesive with ASTM A615 Grade 6o #5 rebar. Compression lde = max L ( o.ozfy ) (db) I A,,,`°°ird / , (0.0003 fy) (db) I A'''e' d I , 8 in 1 (ACI 318-19 Sec. 25.4.9.2 / ACI 318-14 Sec. 25.4.9.2) L`AVIf7 \Ae,pro &d \Aep ov ded j fp = 60,000 psi (from above) A = 1.00 (from above) f,'_SET-XP = 5,000 psi (from above) f,'_SET-3G = 5,000 psi (from above) db = 0.63 in (from above) •• ••• • • • • • •• As,required As,required • • • • • • • • • = in ,1.00 = min [1.0;'%o0] =.1.D0 • • • • • (ACI 318-19 Sec. 25.4.10.1 / ACI 318-14 Sec. 25.4.10.1) A,,p ,,ided A,,p raided • • • • • • • • • • • • lde _ max r (0.o2)(so,0o0 psi)1 (0.63 in) (1.00�,� O.069 o(60,000 psij}(•a.63 in} 1.00, 8 in J = lde L1.00Vrf7 J • • ••• • ••• • Id,—SET-XP = 11.30 inches of compression development length using Simpson Strong -Tie SET-XP® adhesive with ASTM A615 Grade 6o #5 rebar. Id,,SET-3G = 11.30 inches of compression development length using Simpson Strong -Tie SET-3G— adhesive with ASTM A615 Grade 6o #5 rebar. • • • • • • • • • • • •• •• • • • •• •• YHCE, Inc. E Youssef Hachem Consulting Engineering MC99 NW 27th Ave w ,yhengfn... Mg.— Miami, FL 33125 (305) 969-YHCE / www.yhengineering.com t 1ST. CoC � _ -o A7AJ DI�t c. c & -��. SST. 4�N�• S u 5eT—,K P eP©K� v r 8 �ro7P�n, JOB - SHEET NO. OF CALCULATED BY__._____b .____„ DATE CHECKED BY� areI G DATE XiST. Inca cv /J 7 V YHCE, Inc. I.iC Youssef Ha99 N Co 7th AveEngineering 99 NW 27th Av w .yhfnaln rings" Miami, FL 33125 (305) 969•YHCE / www.yhengineering.com JOB SHEET NO. { % OF_ CALCULATED 8Y/}j DATE CHECKED BY �'f DATE .Al . hA0,127 c.,sAte, c.. ST- PSF G 1 /? L -41 t.., erg A-F S-S P SF x Co f = 3,& P a, 3.3 A::&F . I 2-1 PSF 7�j i o .. . . . . . . .... :0 0.0... 0. 1 ... 0 . . ..... . ... . ...... . .... .... . . .... . E1 eamuct 2c�a ,.;ax�r Stieeal z�l lam; YHCE, Inc. JOB TrrLE Morales Residence 9 99 NW 27th AVE 1298 NE 95th st. Miami Shores, FL.33138 Miami, FL 33125 JOB No. H190720 SHEET NO. 305-969-YHCE CALCULATED BY JM DATE CHECKED BY Y.H. DATE Wind Loads - Other Structures: ASCE 7- 10 Nominal Wind Pressures Wind Factor = 0.60 Gust Effect Factor (G) = 0.85 Ultimate Wind Speed = 115 mph Kzt = 1.00 Exposure = D A. Solid Freestandinq Walls & Solid Signs (& open signs with less than 30% open) s/h = 1.00 Case A & B Dist to sign top (h) 6.0 ft B/s = 2.50 Cf = 1.39 Height (s) 6.0 ft Lr/s = 0.00 F = qz G Cf As = 21.0 As Width (B) 15.0 ft Kz = 1.030 As = 1.0 sf Wall Return (Lr) = qz = 17.8 psf F = 21 Ibs Directionality (Kd) 0.85 Percent of open area Open reduction CaseC to gross area 0.0% factor = 1.00 Horiz dist from windward edge Cf F=gzGCfAs (Dsf) Case C reduction factors 0 to s 1.94 29.3 As Factor if s/h>0.8 = 0.80 s to 2s 1.28 19.4 As Wall return factor 2s to 3s 0.92 13.9 As for Cfat0tos= 1.00 •• ••• • • • • • •• • •• • • • • ••• • ••• ••• • ••• • • • • • • •• • • • • • • • •• • • • • • • • • • •• • • • • ••• ••• • • • • • • • • • • • • •• •• • • • •• •• 10 fenoejdb SAFE 2016v16.O.2'License #°15KYVFHPDTPHCNT 26 May2021 Table: Load Assignments - Line Objects - Distributed Loads, Part I of 2 Table: Load Assignments - Line Objects - Distributed Loads, Part 1 of 2 1 LIVE Moment Global RolDist uonoo 1o000 0.0000 54.4989 1 osAo pomo Gravity muowt 0.0000 1.0000 0.0000 54.4989 z os*o pnnm Gravity na|oist 0.0000 1o000 0.0000 27.1867 2 uvs wmmom Local Re|oim 0.0000 1.0000 0.0000 27.1867 n osAo ponm Gravity no/o|m 0.0000 1o000 00000 67.4845 n uvs mnmom Local ne|oim 0.0000 1.0000 0.0000 67.4845 4 osAo ronm Gravity me|oist 0.0000 1.0000 0.0000 3.2480 4 LIVE Moment Local no|oiot 0.0000 1.0000 0.0000 3.2486 n osAo ro,00 Gravity Ro|o|ot 0.0000 1.0000 0.0000 3.30e7 n LIVE Moment Local nomist 0.0000 1.0000 0.0000 3.3067 n DEAD Force Gravity *e|o|et 0,0000 10000 0.0000 2.7240 s LIVE Moment Local me|oiot 00000 1.0000 0.0000 2J240 r uve Moment Local no|oivt nonno 1.0000 0.0000 2.4882 7 DEAD Force Gravity na|o|ot nonno 1.0000 00000 2.4882 o uvs Moment Local ne|o|nt 0.0000 1.0000 0.0000 zaoou u DEAD Fumv Gravity ne|oiot oonon 1.0000 0,0000 uyunu e uve Moment Local no|oist 0.0000 1o000 n0000 1.9240 o DEAD Force Gravity nemiat 0.0000 1.0000 0.0000 1.9240 10 uve Moment Local nemivt 0.0000 1.0000 ou000 2a314 10 DEAD Force Gravity no|oist 0.0000 1o000 00000 2.3314 11 uve Moment Local nemint 0.0000 1o000 0.0000 2.2613 11 osAo Force Gravity no|oiot 0.0000 1.0000 0000n 2.2613 12 LIVE Moment Local no|oim 0.0000 1.0000 00000 2.2725 12 oeAo Fvmo Gravity nomiat 0.0000 1o000 0.0000 uzruo 13 LIVE Moment Local no|oist 0.0000 1.0000 00000 2.0704 13 DEAD Force Gravity nemint 0.0000 1u000 n0000 2.0704 14 uvs Moment Local no|o|ot 0.0000 1o000 0.0000 1a369 14 DEAD Force Gravity nomist 0.0000 1.0000 0.0000 1.e369 15 LIVE Moment Local no|oint ounon 1.0000 nonoo 1.9819 15 oeAo Fumo Gravity Rvmist 0.0000 1o000 oonon 1.9819 16 L|vs Moment Local no|oist 0.0000 1o000 0.0000 1.6560 16 DEAD Fumo Gravity no|oiot nonoo 1.0000 nu000 1.6560 17 uvs Moment Local no|oist ouonu 1.0000 0.0000 1o188 17 osAo Force Gravity nomiot 00000 1.0000 0.0000 1.5188 18 LIVE Moment Local ne|oint noouo 1u000 0.0000 1.7e11 18 oeAo Force Gravity no|oint 0.0000 1.0000 nonoo 1.7e11 19 L|vs Moment Local 1 no|oiyt oonon 1.0000 nnnno 1.5353 19 DEAD po,no Gravity no|oint 0.0000 1.0000 0.0000 1.5353 uo L|vs Moment Local no|oivt noono 1o000 0.0000 1o221 zo DEAD Force Gravity no|oiot 000un 1o000 n»000 1.6221 21 uvs Moment Local Ro|oiot 0.0000 1.0000 0.0000 1.3267 21 DEAD Force Gravity no|oiot nonno 1o000 ounno 1.3267 22 LIVE Moment °Mcarf: :Rob*st: °°° n000u 1o000 000uo 1.5821 oc DEAD Fn,00 °romv/t* : °":RZ/CCst:°: °° oonno 1.0000 0.0000 1.5821 uo uvs Moment ^6�?calel.: °°:P%Oist: : °°° 0000n 1o000 oonoo 15586 zn DEAD ro,00 Gravity nomixt oonon 1.0000 oonno 1.5586 24 LIVE Moment Local nv|oio\ nunoo 1o000 oonon 1.4195 24 osAo rn,co °�°n�v00y �n*e(Mt °°* °%0000 1u000 nonnn 1.41e5 zn LIVE Moment Lq�*a|1 * ***srDist* *°, : C:0000 1u000 nonnn 1.1850 zn osAo Force °or*wly nleeist °°: °00000 /noou 000no 1.1850 °°°° °°°°°*° ° ���� YHCE 0 ° � °°e ° ° ° Page 1 of ° 11 fence.fdb SAFE 2016 06.0.2 - License #15KYVFHPDTPHCNT 26 May 2021 Table: Load Assignments - Line Objects - Distributed Loads, Part 1 of 2 Line-".'1oadPat We T Dir DWitType It illl)istA Re4DistB' Absll)istk�- AbsDistB p ft 26 LIVE Moment Local 1 RelDist 0.0000 1.0000 0.0000 1.3322 26 DEAD Force Gravity RelDist 0.0000 1.0000 0.0000 1.3322 27 LIVE Moment Local 1 RelDist 0.0000 1.0000 0.0000 0.8592 27 DEAD Force Gravity RelDist 0.0000 1.0000 0.0000 0.8592 Table: Load Assignments - Line Objects - Distributed Loads, Part 2 of 2 Table: Load Assignments - Line Objects - Distributed Loads, Part 2 of 2 rLA V 1 -0.1300 -0.1300 1 0.193 0.193 2 0.330 0.330 2 0.3800 0.3800 3 0.330 0.330 3 0.3800 0.3800 4 0.330 0.330 4 0.3800 0.3800 5 0.330 0.330 5 0.3800 0.3800 6 0.330 0.330 6 0.3800 0.3800 7 -0.1300 -0.1300 7 0.193 0.193 8 -0.1300 -0.1300 8 0.193 0.193 9 -0.1300 -0.1300 9 0.193 0.193 10 -0.1300 -0.1300 10 0.193 0.193 11 -0.1300 -0.1300 11 0.193 0.193 12 -0.1300 -0.1300 12 0.193 0.193 13 -0.1300 -0.1300 13 0.193 0.193 14 -0.1300 -0.1300 14 0.193 0.193 15 -0.1300 -0.1300 15 0.193 0.193 16 -0.1300 -0.1300 16 0.193 0.193 17 -0.1300 -0.1300 17 0.193 0.193 18 -0.1300 -0.1300 18 0.193 0.103 19 -0;13DO -0.1300 19 0.193 • OAK * 0 * 20 • 00 000 00 -t. 1360 0. -0.1300 20 0.193 0.193 21 *:o 0 • 0 0 g7QJ300 0 -40.1300 21 0.193 0-.193 •go : * : : 22 go - • • 't0.J30113 *: :-0**1300 *.* • YHCE•Page 2 of 4 so 0 0 12 fence.fdb SAFE 2016 v1 6.0.2 - License #*1 5KYVFHPDTPHCNT 26 May 2021 Table: Load Assignments - Line Objects - Distributed Loads, Part 2 of 2 Line 7106 ILA ver M6"rLA Move b kiplft kip/4"J ft/ 22 0.193 0.193 23 -0.1300 -0.1300 23 0.193 0.193 24 -0.1300 -0.1300 24 0.193 0.193 25 -0.1300 -0.1300 25 0.193 0.193 26 -0.1300 -0.1300 26 0.193 0.193 27 -0.1300 -0.1300 27 0.193 0.193 Table: Load Cases 06 - Loads Applied Table: Load Cases 06 - Loads Applied N4 PIZ,- DEAD DEAD 1.000000 LIVE LIVE 1.000000 Table: Load Combinations, Part 1 of 2 Table: Load Combinations, Part 1 of 2 4-44 4 "A et, v 4 DC0NU1 DEAD 1.400000 Linear Add Yes No No No Yes DCONL12 DEAD 1.200000 Linear Add Yes No No No Yes DCONL12 LIVE 1.600000 SERV1 DEAD 1.000000 Linear Add No No No No No SERV1 LIVE 1.000000 Table: Slab Properties 02 - Solid Slabs Table: Slab Properties 02 - Solid Slabs Slab_ ' Ort Type`. "Ty --i-� iIckriess Fv Mal• Th in SLAB1 Slab 5000Psi 14.0000 No Table: Slab Property Modifiers, Part 1 of 2 Table: Slab Property Modifiers, Part I of 2 Area fil a-M2: 1I2: •vo -mi I m22 m12 v13 --y23 0*0 28 1.000000 1.000060 T.Q000p0 D.360000 0.360000 0.360000 1.000000 1.000000 30 1.000000 661 00*0*00*0 ••1.000000 0.360000 0.360000 0.360000 1.000000 1.000000 3 1.000000 1.000000 1.000000 0.360000 0.360000 0.360000 1.000000 1.000000 4 1.000000 0 1000@000 1..noo0 •Q%0000 0.360000 0.360000 1.000000 1.000000 2 1.000000 1.00*0000 10000040 (:340000 0.360000 0.360000 1.000000 1.000000 5 1.000000 • 1 :)0@0000 ::0 1%pt000 00: C.00000 0.360000 0.360000 1.000000 1.000000 0 YHCE Page 3 of 4 13 fence.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 26 May 2021 Table: Slab Property Modifiers, Part 1 of 2 7 1.000000 1.000000 1.000000 0.360000 0.360000 0.360000 1.000000 1.000000 1 1.000000 1.000000 1.000000 0.360000 0.360000 0.360000 1.000000 1.000000 Table: Slab Property Modifiers, Part 2 of 2 Table: Slab Property Modifiers, Part 2 of 2 ._; a gti 28 1.000000 30 1.000000 3 1.000000 4 1.000000 2 1.000000 5 1.000000 7 1.000000 1 1.000000 •• ••• • • • • • •• go • •• • • • Y• •i• •• • • • •� ••• ••• • ••• • • ••• • • • ••• • • YHCE r . . • • go 0 • •• •: •0• u• 09• •• Page 4 of 4 14 fence 5/26/2021 11:00 AM SAFE 2016 16.6.E ;•Qlobaf BeamFoYae Loads (DEAD) [kip, kip/ft] kip - ft . . . . . . . . . . ... . . . ... . 15 fence 5/26/2021 11:01 AM SAFE 2016 16.12 •,• ' Jjgbdi,9eam•MArTwt Loads (LIVE) [kip-ft, kip-ft/ft] kip - ft ... . . . . ... . . . . . . . . . . . . 16 fence 5/26/2021 11:33 AM SAFE 201616,0.Q ••* ;•,,Stfin*Man [3icgram-(DCONU1) [kip-ft] kip -ft * Y • * • • Y • : Y 0 • � f • • f 17 fence 5/26/2021 11:35 AM +.4 x h 4 4 * 4 4 ti.. 4 i y. t ,.h A x 1 4 a. y= .1 4 < 4 r.k 4 140 4 N •• ••• • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • ••• ••• • ••• • • SAFE 2016 16.0.200 ' •' %Uip'MomentZia t5m - (DCONU1) [kip-ft] kip - ft .... ....... . . . . . . . . . . . . •• •• . • . •• •• ... . . . ... . . 18 fence 5/26/2021 11:36 AM .•11, Idly r yS+ •7 �t `! 7 R ! Hill M. ;P, i .. I Eli, SAFE 2016 16.0.`2 %.Sfr`p Morogpt Diagram - (DCONU1) [kip-ft] kip - ft ... . . . . ... . . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . 19 TABLE: Concrete Slab Design Summary 01 Flexural And hear Data Strip SpanlD Location �TopComb(opMome FTopArea FBotCombo I FBotMoment FBotArea Text Text Text Text kip-ft in2 Text kip-ft in2 SA11 Span 49 End 0 0 DCONUI 22.1911 0.4767 SA11 Span 50 Start 0 0 DCONUI 22.1911 0.4767 SA11 Span 50 End 0 0 DCONUI 22.0967 0.4746 SA11 Span 51 Start 0 0 DCONUI 22.0967 0.4746 SA11 Span 51 End 0 0 DCONUI 22.0252 0.473 SA11 Span 52 Start 0 0 DCONUI 22.0252 0.473 SA11 Span 52 End 0 0 DCONUI 21.9538 0.4715 SA11 Span 53 Start 0 0 DCONUI 21.9538 0.4715 SA11 Span 53 End 0 0 DCONUI 21.1189 0.4531 SA11 Span 54 Start 0 0 DCONUI 21.1189 0.4531 SA11 Span 48 End 0 0 DCONUI 20.6858 0.4435 SA11 Span 49 Start 0 0 DCONUI 20.6858 0.4435 SB159 Span 67 End 0 0 DCONUI 18.7473 0.4331 SA109 Span 12 End 0 0 DCONUI 20.0335 0.4292 SA109 Span 13 Start 0 0 DCONUI 20.0335 0.4292 SB159 Span 68 Start 0 0 DCONUI 18.5743 0.4289 SA108 Span 12 End 0 0 DCONUI 19.744 0.4228 SA108 Span 13 Start 0 0 DCONUI 19.744 0.4228 SA109 Span 11 End 0 0 DCONUI 19.6836 0.4215 SA109 Span 12 Start 0 0 DCONUI 19.6836 0.4215 SA109 Span 13 End 0 0 DCONUI 19.6047 0.4198 SA109 Span 14 Start 0 0 DCONUI 19.6047 0.4198 SA108 Span 13 End 0 0 DCONUI 19.5485 0.4186 SA108 Span 14 Start 0 0 DCONUI 19.5485 0.4186 SA11 Span 54 End 0 0 DCONUI 19.4531 0.4165 SA11 Span 55 Start 0 0 DCONUI 19.4531 0.4165 SA108 Span 14 End 0 0 DCONUI 19.3529 0.4143 SA108 Span 15 Start 0 0 DCONUI 19.3529 0.4143 SA108 Span 11 End 0 0 DCONUI 19.2705 0.4125 SA108 Span 12 Start 0 0 DCONUI 19.2705 0.4125 SAI1 Span 47 End 0 0 DCONUI 19.1805 0.4105 SA11 Span 48 Start 0 0 DCONUI 19.1805 0.4105 SA109 Span 14 End 0 0 DCONUI 19.1758 0.4104 SA109 Span 15 Start 0 0 DCONUI 19.1758 0.4104 SA108 Span 15 End 0 0 DCONUI 19.1574 0.41 SA108 Span 16 Start 0 0 DCONUI 19.1574 0.41 SA109 Span 15 End 0 0 DCONUI 18.747 0.401 SA109 San 16 Start • •• 0 0 DCONUI 18.747 0.401 SB159 Span 66 jnd •: : : : : 0 a •. 0 0 DCONUI 17.2991 0.3988 SB159 Span 67 Start 0 0 DCONUI 17.2991 0.3988 SA109 Span 10 •• En d& ••� 0 0 DCONUI 18.4904 0.3954 SA109 Span 11 ; Stat't ,' ;0 0 DCONUI 18.4904 0.3954 SB159 Span 65 "• Endo �0• �•• • •�� �•:0 0 DCONUI 16.8696 0.3886 SB159 Span 66 Start .... ....... 0 . 0 DCONUI 16.8696 0.3886 . . . . .. .. ... . • • :0: . . . . . . .. . . ... . . . .. . 20 TABLE: Concrete Slab Design Summary 01- Flexural And Shear DataM= . Strip Spanll) Location �TopComb� opMome FTopArea'! FBotCombo FBotMoment FBotArea Text Text Text Text kip-ft in2 Text kip-ft in2 SB157 Span 53 End DCONUI-27.615 0.64631 DCONU2 0 0 SB157 Span 54 Start DCONUI -27.615 0.6463 DCONU2 0 0 SB157 Span 52 End DCONUI -26.979 0.6308 DCONU2 0 0 SB157 Span 53 Start DCONUI -26.979 0.6308 DCONU2 0 0 SB157 Span 55 End DCONUI -23.885 0.5559 DCONU2 0.0306 0 SB1S7 Span 56 Start DCONUI -23.885 0.5559 DCONU2 0.0306 0 SB148 Span 5 End DCONUI -23.353 0.5431 DCONU2 0 0 SB148 Span 6 Start DCONUI -23.353 0.5431 DCONU2 0 0 SB156 Span 52 End DCONUI -22.975 0.534 DCONU2 0 0 SB156 Span 53 Start DCONUI -22.975 0.534 DCONU2 0 0 SA108 Span 31 End DCONUI -24.178 0.5207 DCONU2 0 0 SA108 Span 32 Start DCONUI -24.178 0.5207 DCONU2 0 0 SB152 Span 27 End DCONUI -22.11 0.5132 DCONU2 0 0 SB152 Span 28 Start DCONUI -22.11 0.5132 DCONU2 0 0 SB157 Span 54 End DCONUI -21.957 0.5096 DCONU2 0 0 SB157 Span 55 Start DCONUI -21.957 0.5096 DCONU2 0 0 SB156 Span 51 End DCONUI -21.741 0.5044 DCONU2 0 0 SB156 Span 52 Start DCONUI -21.741 0.5044 DCONU2 0 0 SA108 Span 27 End DCONUI -22.526 0.4841 DCONU2 0 0 SA108 Span 28 Start DCONUI -22.526 0.4841 DCONU2 0 0 SB147 Span 4 Middle DCONUI -20.676 0.4795 DCONUI 15.5829 0.3586 SB152 Span 29 End DCONUI -20.636 0.478 DCONU2 0.3083 0.0069 SB152 Span 30 Start DCONUI -20.636 0.478 DCONU2 0.3083 0.0069 SA11 Span 64 End DCONUI -22.053 0.4737 DCONU2 0 0 SA11 Span 65 Start DCONUI -22.053 0.4737 DCONU2 0 0 SA12 Span 64 End DCONUI -21.788 0.4729 DCONU2 0 0 SA12 Span 65 Start DCONUI -21.788 0.4729 DCONU2 0 0 SA109 Span 29 End DCONUI -21.914 0.4706 DCONU2 0 0 SA109 Span 30 Start DCONUI -21.914 0.4706 DCONU2 0 0 SB157 Span 51 End DCONUI -20.008 0.4639 DCONU2 0 0 SB157 Span 52 Start DCONUI -20.008 0.4639 DCONU2 0 0 SA109 Span 31 End DCONUI -21.365 0.4585 DCONU2 0 0 SA109 Span 32 Start DCONUI -21.365 0.4585 DCONU2 0 0 SB156 Span 53 End DCONUI -19.626 0.4539 DCONU2 0.0414 0 SB156 Span S4 Start DCONUI -19.626 0.4539 DCONU2 0.0414 0 SB152 Span 26 End DCONUI -19.101 0.4414 DCONU2 0 0 SB152 Span 27 Start DCONUI -19.101 0.4414 DCONU2 0 0 SA109 Span 30 •. •.. ;End • • . • • •.DCproU: ; a. -=0.294 0.4349 DCONU2 0 0 SA109 Span 31 Start•+ DCONUI -* -A-294 0.4349 DCONU2 0 0 . . ..• •• . . • .. SA109 Span 27 End DCONUI -20.199 0.4328 DCONU2 0 0 SA109 Span 28�..Sjgrj PQ l�U1 -20. 199 0.4328 DCONU2 0 0 SB148 Span 4 : Ende !)Camul : -18:7Ct7 0.4321 DCONU2 1.3486 0.0304 SB148 Span 5 ;•Start • ;�PCY;I Ull •'j j8!7.47 0.4321 DCONU2 1.3486 0.0304 SB152 Span 28 End DCONUI -18.627 0.4302 DCONU2 0 0 • • w • • • • • 21 fence 5/26/2021 12:31 PM SAFE 2016 16.0.2' :�trip:Sliefir Ffljcl Diagram - (DCONU1) [kip] kip - ft ... 0 22 "RECTBEAM.xls" Program Version 3.1 RECTANGULAR CONCRETE BEAM/SECTION ANALYSIS Beam or One -Way Type Shear Per ACI 318-99 Code Job Name: Subject: Job Number: Originator: I Checker: Input Data: Beam or Slab Section? Bear:. Reinforcing Yield Strength, fy = 6O ksi Concrete Comp. Strength, f'c = 5 ksi. Beam Width, b = in.�� Depth to Tension Reinforcing, d = _12:OQ0 10.150 in. Total Beam Depth, h = 14.000 in. ! `. << UV,-d Ultimate Design Shear, Vu = 5.42 kips Ultimate Design Axial Load, Pu = OM_ kips Total Stirrup Area, Av(stirrup) = 0.220 Tie/Stirrup Spacing, s = 12.0000 in. Results: Comments: t For Beam: Typical Critical Sections for Shear �Vc = 14.64 kips TVs = 9.419 kips �Vn =PVC+DVS = 24.13 kips — Vu = 5.42 kips, O.K. �Vs(max) = 56.57 kips — Vs = 9.49 kips, O.K. Av(prov) = 0.220� in.^2=Av(stirrup)`(12/s) Av(req'd) = 0.000 in.^2 — Av(prov) = 0.22 in.12, O.K. Av(min) = 0.000 in.^2 — Av(prov) = 0.22 in.^2, O.K. _ s(max) N.R. in. 00 • •• •.. •• ... .. ' • • • • 0. 5/26/2021 12:32 PM 23 fence SAFE 2016 16.02• •�• :�oinSHoattioM;JiVgram - (5EKV1) (kip, kip-ttl .•• 0 5/26/2021 11:16 AM kip -tt e 24 fence •Y ••• • • •• ••• • • •• • • • • • • •• ••• N cT �lM1 o P V <`J 0 5/26/2021 11:16 AM SAFE 2016 16.0.2; ,jc4ipt Reaction lii*,rZm - (SERV1) [kip, kip-ft] kip - ft 1 EJv1E'11D MORALES RESIDENCE BY: 1298 NE 95 STREET MIAMI SHORES, FL 33136 STRUCTURAL CALCULATIONS REVISION 6 •••• • . • . • • • • • • • • • .. . . • • • • ...... .... ...... .••••• • . . • j .... .. .. • • • • • . . • . • • • • • • • • • . . •• • ...... .. . • • • • • • • Job. No. H190720 March 8, 2021 S FH - ,� O 'GE •• 's 0. 3 02 ST OF of,CYoussef H. E. P.E. License"No. 43302 99 NW 27 AVE . Miami, Florida 33125 (305) 969-YHCE www.yhengineering.com yhyhengineering com 23 Pages z TABLE OF CONTENTS DESCRIPTION PAGES • 6" concrete slab design..................................................3-7 • Cabana footing design..................................................8-17 • Masonry wall design(fence)..........................................18-23 ...... .... ...... Wo YHCE, Inc. E Yaussef Hachem Consulting Engineering 99 NW 27th Ave www.yhenglnesrfng_cwn Miami, FL 33125 (305) 969-YHCE / www.yhengineering.com eT6 T. S qu lw- 4 vo psi . -LL- -�L-'LL ACA = 4 � 2 - I JOB &t% r /"�.� �/qV��.� a SHEET NO. D-C— CALCULATED BY DATE �7"" / CHECKED BY crnl c DATE n s 3, l u_� 2., 3o k .. d Jam.._ 2t 3Ak-7Z . 4 "RECTBEAM.xis" Program Version 3.1 RECTANGULAR CONCRETE BEAM/SECTION ANALYSIS Ultimate Moment Capacity of Singly or Doubly Reinforced Sections Per ACI 318-99 Code Job Name: I I Subject: Job Number: I I Oriqinator: Checker: Input Data: Beam or Slab Section? Slab b=12" Reinforcing Yield Strength, fy = 60 ksi Concrete Comp. Strength, Vc = 5 ksi + ; Slab Section Width, b = 12.000 in. Depth to Tension Reinforcing, d = 3.000 in. h=6" d=3" s Total Slab Section Depth, h = 6.000 in. = Tension Reinforcing, As = 0.300 in.-2 Depth to Compression Reinf., d' = 0.000 in. As=0.3 Compression Reinforcing, A's = 0.000 in.-2 Singly Reinforced Section • • d' •. b• • .0111te. I •••••• •• •• Stress Block Data: 01 = 0.80 C = 0.441 in. a = 0in. Reinforcing Criteria: A's �••i�• • h :•.. d•• •s••• .. i •- • .. 4s Doubly Reinforced jeCtigh p = 0.00833 pb = 0.03354 p(min) = N.A. As(min) = N.A. in.12 p(temp) = 0.0018 ................. (total for section) As(temp) = 0.065 in.A2/face <= As = 0.3 in.A2, O.K. p(max) = 0.02515 As(max) = 0.906 in.A2 — As = 0.3 in.A2, O.K. Ultimate Moment Capacity: �Mn = 3.81 ft-kips f 's = N.A. ksi Note: (pMn should be >= Mu 1 of 1 3/5/2021 3:50 PM •4 i • • 5 X CALCULATION RESULTS Input Parameters REBAR DEVELOPMENT LENGTH CALCULATOR MARCH 05, 2021 Splice Concrete Concrete Compressive Rebar Rebar Yield Rebar Spacing Minimum Clear Seismic Design Application Class Type Strength Size Strength Rebar Coating (Center -to -Center) Cover Category F(psi) (#) fy (ksi) S (in) Cmj, (in) Development Class A NWC 5,000 5 60 Epoxy coated / Zinc epoxy dual coated 12 1.5 A-B Length Excessive Reinforcement As,aquiad(in� A,,pmlded(In� 0.31 0.31 Results Model No. Tension Development Length, ldt (in) Compression Development Length, Id. (in) Drill Bit Diameter, dhole (in) SET-XFIO 19.10 11.30 0.75 SET-3GTM 19.10 11.30 •••• • 0.746 • • •••• •••••• • • • Notes • • • • •••••• •• •• •••••• 1. Adhesive installation instructions and parameters can be found at 609066 • • • Anchoring Adhesives Technical and Installation Notes (https://www.strongtie.com/products/anchoring-ssystems/technical-notes/anohe- dhesives/MstallaIIon-instrtlbtions). • • • • • • • •••• •• •• ••••• Existing concrete •••••• New concrete • • • • Post -installed reinforcing bar Development length Development Length Application Calculations Tension 3 fy `'t`"'Y.,'�v A<a<wir,d ldt —max 40 * ay'C * 1L (SpliceFactor)(db) A.4—ided 12 in c db fy = 60,000 psi A = 1.00 f,'_SET-XP = 5,000 psi fc'_SET-3G = 5,000 psi 'I't = 1.00 IF, = 1.50 `yt`I'e = 1.50 < 1.70 T, = 0.80 Tg = 1.00 cb = 1.81 in Kt, = 0 in set as a design simplification cb + Kt, = min(2.90 , 2.50) = 2.50 db splice factor = 1.00 db = 0.63 in As,required As,re ired = min ,1.00 = min [1.00,1.001 = 1.00 A,,pr.Id As,provided 1 ldt = max [ 140 * 60, 00000 1 * (1.50(2so)so) I (1.00)(0.63 in) (1.00), in J = ldt (ACI 318-19 Eq 25.4.2.4a / ACI 318-14 Eq. 25.4.2.3a) (ACI 318-19 Table 25.4.2.5 / ACI 318-14 Table 25.4.2.4) (ACI 318-19 Table 25.4.2.5 / ACI 318-14 Table 25.4.2.4) (ACI 318-19 Table 25.4.2.5 / ACI 318-14 Table 25.4.2.4) (ACI 318-19 Table 25.4.2.5 / ACI 318-14 Table 25.4.2.4) (ACI 318-19 Table 25.4.2.5 / ACI 318-14 Table 25.4.2.4) (ACI 318-19 Table 25.4.2.5) • • • • • • •••••• •• •• •• • (ACI 318-19 Sec. 25.4.i.4;a4GI 318-14 See. 25.4.2.31 •••• • • • (ACI 318-19 Table 25.5.2.1 f �dI 318-14 'Pobles25.5.2.1j • • • •••••• •••• •• • •• •• •••• •••• •••••• • • (ACI 318-19 Sec. 25.4.10:1 / XCt318-14Sec. 55.4.10.1�o o• • • • • • • •••• • • • • • • • ldt_SET-XP = 19.10 inches of tension development length using Simpson Strong -Tie SET-XP® adhesive with ASTM A615 Grade 6o #5 rebar. Idt_SET-3G = 19.10 inches of tension development length using Simpson Strong -Tie SET-3GI adhesive with ASTM A615 Grade 6o #5 rebar. Compression Id, = max (2EL ) (db) C A,Fe_j_, 1 (0.0003 f�y (db) ( A,,.evj_11 8 in 1 av f A.,P —&d /1 A.r . Ad /I J fy = 60,000 psi A = 1.00 f�'_SET-XP = 5,000 psi f,'—SET-3G = 5,000 psi db = 0.63 in s,re ired I s,re airedA �=min A e 100min [1.00,1.00] = 1.00 As,provided As,provided (ACI 318-19 Sec. 25.4.9.2 / ACI 318-14 Sec. 25.4.9.2) (from above) (from above) (from above) (from above) (from above) (ACI 318-19 Sec. 25.4.10.1 / ACI 318-14 Sec. 25.4.10.1) 00opsi) (0.02)(60,( ) ( ) ( (60,000 p )) ( ) ( ), lde =max 0.63 in 1.00 0.0003 psi)) 0.63 in 1.00 8 in = lde i.00Vf7 ( " ) I Id,SET-XP = 11.30 inches of compression development length using Simpson Strong -Tie SET-XP® adhesive with ASTM A615 Grade 6o #5 rebar. Id,SET-3G =11.3o inches of compression development length using Simpson Strong -Tie SET-3GTM adhesive with ASTM A615 Grade 6o #5 rebar. • • • • 0 YHCE, Inc. M EYoussei Hachem Consulting Engineering 99 NW 27th Ave www yhanglnaaring cnm Miami, FL 33125 (305) 969-YHCE / www.yhengineering.com MKT C'oNCa '�py lArlb tr . coNC- is;'4h$ u Loe SeT— P `e POK9 v 0- 8V 5107P5Z" OA p"E"kttku . CB SHEET NO. OF CALCULATED i3Y„,�„_,...._ ,. DATE CHECKED BY..,.._,„_.______1__ DATE Arai F xrS_ Ctl(4 u� .5441 • -� St'�/2 r� G . . .... .... ...... .... .... LIST• .... .... .... ...... .... .... .... .... .... 7 8 cabanafooting.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 05 March 2021 Table: Load Assignments - Point Loads, Part 1 of 2 Table: Load Assignments - Point Loads, Part 1 of 2 Point LoadPat Fx Fy Fgrav Mx My ', Mz XDim kip kip kip kip-ft kip-ft kip-ft in 11 DEAD 0.000 0.000 4.040 0.0000 0.0000 0.0000 0.0000 12 DEAD 0.000 0.000 4.040 0.0000 0.0000 0.0000 0.0000 13 DEAD 0.000 0.000 4.040 0.0000 0.0000 0.0000 0.0000 14 DEAD 0.000 0.000 4.040 0.0000 0.0000 0.0000 0.0000 Table: Load Assignments - Point Loads, Part 2 of 2 Table: Load Assignments - Point Loads, Part 2 of 2 Point " " YDIm • • • • in " . . .... ...... 11 0.0000 • • • • • • 12 0.0000 • • • 13 0.0000 • •••••• • • • 14 0.0000 �••��• Table: Load Assignments - Surface Loads •�•••• •• Table: Load Assignments - Surface Loads : • : •. • • • • • .. Area LoadPat Dir UnifLoad A B C. . : • • . • • Ib/ft2 Ib1ft3 Ib/ft3 Ib/ft2 .. • : • . : • • 1 LIVE Gravity 40.00 0.0000E+00 0.0000E+00 0.00 . • • • • 1 SDEAD Gravity 16.00 0.0000E+00 0.0000E+00 0.00 Table: Load Cases 06 - Loads Applied Table: Load Cases 06 - Loads Applied LoadCase LvadPat SIF DEAD DEAD 1.000000 LIVE LIVE 1.000000 SDEAD SDEAD 1.000000 Table: Load Combinations, Part 1 of 2 Table: Load Combinations, Part 1 of 2 Combo Load SF Type DSStrength DSServinit DSServNor DSServlon ` AutoDesign m g COMB1 DEAD 1.200000 Linear Add Yes No No No No COMB1 LIVE 1.600000 COMB1 SDEAD 1.200000 SERV1 DEAD 1.000000 Linear Add No No No No No SERV1 LIVE 1.000000 SERV1 SDEAD 1.000000 YHCE Page 1 of 2 9 cabanafooting.fdb SAFE 2016 v16.0.2 - License #*15KYVFHPDTPHCNT 05 March 2021 Table: Slab Properties 02 - Solid Slabs Table: Slab Properties 02 - Solid Slabs Slab Type, MatProp Thickness Ortho in SLA61 Slab 5000Psi 12.0000 No •••• • • • • • • • • Y • • • • • • • • • • • • • • • • • • • Y • • • , • • • • • • • • • • • •••••• •••• •R••f •R •f •••• •R••f• • • • • • • • •• • •••••• f • • • • • • • • • R • • •••••• YHCE Page 2 of 2 10 cabanafooting 3/5/2021 4:30 PM •••• • • • • • 00 • • • • • x • • • • x\%` •••••• • x o • i • 009009 • X � X x V^ X x X r x X SAFE 2016 16.0.2 Point Loads (DEAD) [kip, kip-ft] kip - ft 11 cabanafooting 3/5/2021 4:42 PM SAFE 2016 16.0.2 Strip Moment Diagram - (COMB1) [kip-ft] kip -ft 12 cabanafooting 3/5/2021 4:43 PM � J ' r ,f, • • • • • • • • e • ••• •• • Y 1 000000 • • fi 666609 • • • • • • • • F •• •• •••• J ' f ... i '' • • • • • • • • • • • • • • • • • Y r�r ` fsJ/ t fiv.r r rr� 1 f TF' � ✓ f fJ�,l. yrr ��fJjF'' % i�f',fh 1Y���Y d1fJ �ffi y'j/rJ ,/ �/I. rl'j/ ��p ice+ .p✓ .��A•'.fY fi r�J Y Y /^/✓ l {F rJ � Y J ! fs, .'�f✓ SAFE 2016 16.0.2 Strip Moment Diagram - (COMB1) [kip-ft] kip - ft 13 TABLE: Concrete Slab Design Summary 01- Flexural And Shear Data, LL Strip Span ID.ocatioropcomt)pMom:TopAre.BotCombotMomeBotAreVComboVForceVAreaStatus Layer Text Text Text Text kip-ft in2 Text kip-ft in2 Text kip in2/ft Text Text SB4 Span 6 End COMB1 -1.1 0.0303 COMM 4.7349 Ei32 COMB1 0.375 0 OK B SB4 Span 7 Start COMB1 -1.1 0.0303 COMB1 4.7349 0.132 COMB1 0.375 0 OK B SB5 Span 8 End COMB1 -0.98 0.027 COMBI 4.7073 0.131 COMB1 0.352 0 OK B SB5 Span 9 Start COMB1 -0.98 0.027 COMB1 4.7073 0.131 COMB1 0.352 0 OK B SB5 Span 7 End COMB1 -0.99 0.0273 COMB1 4.6885 0.131 COMB1 0.604 0 OK B SB5 Span 8 Start COMB1 -0.99 0.0273 COMB1 4.6885 0.131 COMB1 0.604 0 OK B SB4 Span 7 End COMB1 -1.16 0.0319 COMBI 4.6741 0.13 COMB1 0.123 0 OK B SB4 Span 8 Start COMB1 -1.16 0.0319 COMB1 4.6741 0.13 COMB1 0.123 0 OK B SB3 Span 6 End COMB1 -1.21 0.0333 COMB1 4.6711 0.13 COMB1 0.079 0 OK B SB3 Span 7 Start COMB1 -1.21 0.0333 COMB1 4.6711 0.13 COMB1 0.079 0 OK B SB3 Span 7 End COMB1 -1.31 0.0361 COMB1 4.5685 0.127 COMB1 0.173 0 OK B SB3 Span 8 Start COMB1 -1.31 0.0361 COMB1 4.5685 0.127 COMB1 0.173 0 OK B SB2 Span 6 End COMB1 -1.26 0.0347 COMB1 4.5383 0.126 COMB1 0.207 0 OK B SB2 Span 7 Start COMB1 -1.26 0.0347 COMB1 4.5383 0.126 COMB1 0.207 0 OK B SB3 Span 5 End COMB1 -1.36 0.0376 COMB1 4.5185 0.126 COMB1 0.318 0 OK B SB3 Span 6 Start COMB1 -1.36 0.0376 COMB1 4.5185 0.126 COMB1 0.318 0 OK.**V- SB4 Span 5 End COMB1 -1.28 0.0353 COMB1 4.511 0.126 COMB1 0.6;1.• ;0 OK . B SB4 Span 6 Start COMB1 -1.28 0.0353 COMB1 4.511 0.126 COMB1 0.653••••0 OK*••�•: SB5 Span 9 End COMB1 -1.11 0.0305 COMB1 4.4536 0.124 COMB1 0.2(74••••0 OK B SB5 Span 10 Start COMB1 -1.11 0.0305 COMB1 4.4536 0.124 COMB1 0.2a **••0 .... OK-* 9 .. . . SB4 Span 8 MiddIECOMBI -1.39 0.0383 COMB1 4.4357 0.123 COMB1 0.07.3.....0 OK ..9. SB2 Span 5 End COMB1 -1.36 0.0376 COMB1 4.4199 0.123 COMB1 0.031•�•••0 OK�••i3•� SB2 Span 6 Start COMB1 -1.36 0.0376 COMB1 4.4199 0.123 COMB1 0.0-V':*:0 OK 9 SB3 Span 8 MiddIECOMBI -1.45 0.04 COMB1 4.4096 0.123 COMB1 0.43.4 .*0 OK;*•5:• SB1 Span 6 End COMB1 -1.24 0.0342 COMB1 4.3939 0.122 COMB1 0.417..• :0 OK. B. SB1 Span 7 Start COMB1 -1.24 0.0342 COMB1 4.3939 0.122 COMBI 0.417 0 OK. B SB4 Span 8 End COMB1 -1.41 0.039 COMB1 4.3888 0.122 COMBI 0.071 0 OK B SB4 Span 9 Start COMB1 -1.41 0.039 COMB1 4.3888 0.122 COMB1 0.071 0 OK B SB5 Span 6 End COMB1 -1.18 0.0326 COMBI 4.3843 0.122 COMBI 0.965 0 OK B SB5 Span 7 Start COMB1 -1.18 0.0326 COMBI 4.3843 0.122 COMBI 0.965 0 OK B SB5 Span 9 MiddIECOMBI -1.24 0.0342 COMBI 4.3812 0.122 COMB1 0.204 0 OK B SB2 Span 7 End COMB1 -1.38 0.038 COMB1 4.3538 0.121 COMB1 0.46 0 OK B SB2 Span 8 Start COMB1 -1.38 0.038 COMB1 4.3538 0.121 COMB1 0.46 0 OK B SB1 Span 5 End COMB1 -1.27 0.0352 COMB1 4.3187 0.12 COMBI 0.279 0 OK B SB1 Span 6 Start COMB1 -1.27 0.0352 COMB1 4.3187 0.12 COMB1 0.279 0 OK B SB2 Span 8 MiddIECOMBI -1.42 0.0393 COMB1 4.2655 0.119 COMB1 0.787 0 OK B SB3 Span 8 End COMBI -1.65 0.0455 COMB1 4.1765 0.116 COMB1 0.434 0 OK B SB3 Span 9 Start COMB1 -1.65 0.0455 COMB1 4.1765 0.116 COMB1 0.434 0 OK B SB1 Span 7 End COMBI -1.43 0.0394 COMB1 4.1392 0.115 COMB1 0.669 0 OK B SB1 Span 8 Start COMB1 -1.43 0.0394 COMBI 4.1392 0.115 COMB1 0.669 0 OK B SB3 Span 4 End COMB1 -1.78 0.0491 COMB1 4.0931 0.114 COMB1 0.532 0 OK B SB3 Span 5 Start COMB1 -1.78 0.0491 COMB1 4.0931 0.114 COMM 0.532 0 OK B SBI Span 4 MiddIE COMBI -1.18 0.0327 COMBI 4.0445 0.112 COMB1 0.284 0 OK B SB1 Span 8 MiddIE COMB1 -1.39 0.0384 COMB1 4.0246 0.112 COMB1 1.041 0 OK B 14 TABLE: Concrete Slab Design Summary 01- Flexural And Shear Data Strip SpanlD Location FTopCombo FTopMoment FTopArea SA11 Span 2 End COM131 -6.7891 F 0.1758 SA11 Span 3 Start COMB1 -6.7891 0.1758 SA1 Span 5 End COMB1 -6.4572 0.1671 SA1 Span 6 Start COMB1 -6.4572 0.1671 S135 Span 2 End COMB1 -6.25 0.1745 SB5 Span 3 Start COM131 -6.25 0.1745 SA2 Span 5 End COM61 -6.0084 0.1553 SA2 Span 6 Start COM131 -6.0084 0.1553 SB1 Span 11 End COM61 -5.989 0.1671 SB1 Span 12 Start COM61 -5.989 0.1671 S131 Span 12 End COM61 -5.275 0.147 SB1 Span 13 Start COM61 -5.275 0.147 S62 Span 11 End COMB1 -4.3772 0.1217 S132 Span 12 Start COMB1 -4.3772 0.1217 SA11 Span 1 End COM131 -4.3511 0.1122 SA11 Span 2 Start COM131 -4.3511 0.1122 SA2 Span 4 End COM131 -4.3416 @*fff9 SA2 Span 5 Start COM131 -4.3416 '' 0.1119, S134 Span 2 Middle COM131 -4.1487 •.•�•• 5!1.1503-1 SB5 Span 1 End COMB1 -4.1108 """ 0.11'43 S135 Span 2 Start COM131 -4.1108 •• 8�11.v. SA3 Span 4 End COM61 -4.0939 ... ,,. 0 'I&V SA3 Span 5 Start COM61 -4.0939 ••�••� 0!1'(?5'S SA10 Span 2 End COM61 -3.9207 �•':�: 0.1b1 SA10 Span 3 Start COMB1 -3.9207 �� ;0'1,j�•1' SA3 Span 5 End COM61 -3.9122 •.,� ®.1008 SA3 Span 6 Start COM131 -3.9122 ;.1008 SA11 Span 3 End COM61 -3.8686 0.0996 SA11 Span 4 Start COM131 -3.8686 0.0996 SA1 Span 4 End COM61 -3.79 0.0976 SA1 Span 5 Start COM131 -3.79 0.0976 SB6 Span 2 Middle COM131 -3.7881 0.1054 SB5 Span 3 End COM131 -3.7471 0.1041 S135 Span 4 Start COM131 -3.7471 0.1041 SA10 Span 1 End COM131 -3.5725 0.092 SA10 Span 2 Start COMB1 -3.5725 0.092 SA4 Span 4 End COM131 -3.499 0.0901 SA4 Span 5 Start COM131 -3.499 0.0901 SA9 Span 2 End COM131 -3.4795 0.0895 SA9 Span 3 Start COMB1 -3.4795 0.0895 S134 Span 2 End COM131 -3.4374 0.0954 S134 Span 3 Start COM131 -3.4374 0.0954 SA4 Span 5 End COM131 -3.4342 0.0884 SA4 Span 6 Start COM131 -3.4342 0.0884 SA3 Span 3 End COM131 -3.2842 0.0845 15 cabanafooting 3/5/2021 4:46 PM SAFE 2016 16.0.2 Joint Reaction Diagram - (SERV1) [kip, kip-ft] kip - ft iry cabanafooting 3/5/2021 4:44 PM + „t + + t t • .1333 ,3421 • • • • • • • • • } • + ::+ •••• • • +• +. • • •• •••• .t., + •••••• • + + 0.1648 ~_3421 - .1333 t + + -+ F SAFE 2016 16.0.2 Punching Shear Capacity Ratios/Shear Reinforcement kip - ft 17 cabanafooting.fdb SAFE 2016 v16.0.2 - License #"15KYVFHPDTPHCNT 05 March 2021 ACI 318-14 Punching Shear Check & Design Geometric Properties Combination = COMB1 Point Label = 7 Column Shape = Rectangular Column Location = Corner Global X-Coordinate = 5.66 ft Global Y-Coordinate = 11.58 ft Column Punchina Check Avg. Eff. Slab Thickness = 8.375 in Eff. Punching Perimeter = 36.475 in Cover = 3.625 in Conc. Comp. Strength = 5 kip/in2 Reinforcement Ratio = 0.0000 Section Inertia 122 = 11476.52 in4 Section Inertia 133 = 11476.52 in4 Section Inertia 123 = 0 in4 Gamma_v2 = 0.4 Gamma_v3 = 0.4 Moment Mu2 =-6.4589 kip-ft Moment Mu3= 6.4604 kip-ft Shear Force = 14.645 kip Unbalanced Moment Mu2 =-2.5835 kip-ft Unbalanced Moment Mu3= 2.5842 kip-ft Max Design Shear Stress = 0.0726 kip/in2 Conc. Shear Stress Capacity = 0.2121 kip/in2 Punching Shear Ratio = 0.34 Yir �A s F Column Punching Perim%er •• 0000 . • • • •• •• •••• ..••.• • • . •. • . .. •• • . • YHCE Page 1 YHCE, Inc. E Youssef Na99 N Consulting Engineering 111(.10 99 NW 27th Ave www.yhengln fmgx— Miami, FL 33125 (305) 969•YHCE / www.yhengineering.com r JOB '19CWe- h(/9d 72-19) 18 SHEET N0. OF — CALCULATED BY R,.� "t DATE CHECKED DATE 6)V-r&71 t Rp-`r✓ $ pop- . w water 1 (�5 �.� 0000 . . .... .... ...... .. .. .... *see of •• •..• • .... • O . 0 0 ... . .. .. .... .... ...... O • O 000 0000 .. YHCE, Inc. '�`�� Yaussef Hachem Consulting Engineering 99 NW 27th Ave www.yhenpin®aring.com Miami, FL 33125 (305) 969-YHCE J www.yhengineering.com JOB �'fyA 19 SHEET NN CALCULATED BY V� _ ___ DATE CHECKED BY i DATE crdi r iv 2oi7 a �s'f' 9g og a F X'e 44T .{-- �, 2' t 4 q5- �� F YHCE, Inc. 99 NW 27th AVE Miami, FL 33125 305-969-YHCE JOB TITLE Morales Residence 1298 NE 95th st. Miami Shores, FL.33138 JOB NO. H190720 SHEET NO. CALCULATED BY JM DATE CHECKED BY Y.H. DATE 20 Wind Loads - Other Structures: ASCE 7- 10 Nominal Wind Pressures Wind Factor = 0.60 Gust Effect Factor (G) = 0.85 Ultimate Wind Speed = 115 mph Kzt = 1.00 Exposure = D A. Solid Freestanding Walls & Solid Signs I& open signs with less than 30% open) s/h = 1.00 Case A & B Dist to sign top (h) 6.0 ft B/s = 2.50 Cf = 1.39 Height (s) 6.0 ft Lr/s = 0.00 F = qz G Cf As = 21.0 As Width (B) 15.0 ft Kz = 1.030 As = 1.0 sf Wall Return (Lr) = qz = 17.8 psf F = 21 Ibs Directionality (Kd) 0.85 Percent of open area Open reduction Casec to gross area 0.0% factor = 1.00 Horiz dist from windward edge Cf F=gzGCfAS (psf) Case C reduction factors 0 to s 1.94 29.3 As Factor if s/h>0.8 = 0.80 s to 2s 1.28 19.4 ".. Wall return factor 2s to 3s 0.92. • 13.9'A4..' .... •. for Cfat0tos= 1.00 ' ' ' • • • . • • • • • • • • • • ••.••• • • • • • • • • • • • 000000 • • • • • • • • • • • • • • • •• • • • • • • • • • • • • Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 8 MAR 2021, 10:25AM Mason Slender WallsS� File: CALCS. ri Software copyright ENERCALC, INC.1983-2020, Build: 12 20.817 DESCRIPTION: 8" masonry wall (fence) Code References Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Construction Type: Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom. Wall Thickness Fy - Yield = 60.0 ksi Actual Thickness Fr - Rupture = 61.0 psi Rebar "d" distance Em = f m ' = 900.0 Lower Level Rebar ... Max % of P bal. = 0.008919 Bar Size # Grout Density = 140 pcf Bar Spacing Block Weight Normal Weight Wall Weight = 55.0 psf Wall is grouted at rebar cells only Dne-Story Wall Dimensions A Clear Height = 6 ft B Parapet height = ft B Wall Support Condition Top Free, Bottom Fix Lateral Loads 8 in Temp Diff across thickness = deg F 7.625 in Min Allow Out -of -plane Defl Ratio = 0.0 3.8125 in Minimum Vertical Steel % = 0.0020 4 48 in Wind Loads: Seismic Loads: Full area WIND load 35 psf Wall Weight Seismic Load Input Method Seismic Wall Lateral Load Fp 1.0 = • . sees JJ . _ e. Floor At&chment Direct entry of Lateral Wall Weight 0 psf 0.0 psf 21 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Masonry Slender Wall DESCRIPTION: 8" masonry wall (fence) DESIGN SUMMARY Governing Load Combination ... PASS Moment Capacity Check +0.90D+W+1.60H PASS Service Deflection Check W Only PASS Axial Load Check + 1.2 0 D+0.50 L r+L+ W+ 1.60 H PASS Reinforcing Limit Check Project Title: Engineer: Project ID: Project Descr: Software Printed. 8 MAR 2021, 10:25AM INC. 1983-2020, Build:t Results reported for "Strip Width" of 12.0 in Actual Values ... Allowable Values ... Maximum Bending Stress Ratio = 0.7556 Max Mu -0.6309 k-ft Phi * Mn 0.8349 k-ft Actual Defl. Ratio U 1,473 Allowable Defl. Ratio 150.0 Max. Deflection 0.09776 in 12 for Cantilever Max Pu / Ag 7.173 psi Max. Allow. Defl. 0.960 in Location 0.10 ft 0.2 * fm 300.0 psi Actual As/bd 0.001093 Max Allow As/bd 0.008919 22 Maximum Reactions ... for Load Combination.... Top Horizontal 0.0 k Base Horizontal W Only 0.210 k Vertical Reaction +D+H • • • • • .0.330 k Results reported llor "S`trip Width"i 12 in. • Design Maximum Combinations - Moments • Axial Load Moment Values �. � �• �.-.� ram... Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As Ratio rro bal• • • • • k_ k k-ft k-ft k-ft • n^2 _• • __ • • 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 • too 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0 0.0900 00.0000 • 0 6 0.000 0.000 0.00 0.00 0.00 0.00 0.000 ...�Wo 0.0020 • 0.000 0.000 0.00 0.00 0.00 0.00 0.000 ; t.0:00 • .q 000% +1.20D+1.60Lr+0.50W+1.60H at 0.00 to 0.20 0.396 16.560 0.44 0.32 0.90 0.86 0.050 • 0,0011 • • . • • ;0.0041 • * • 0.000 0.000 0.00 0.00 0.00 0.00 0.000 ' , .1400 .0.000a • • • • • • +1.20D+1.60S+0.50W+1.60H at 0.00 to 0.20 0.396 16.560 0.44 0.32 0.90 0.86 0.050 0.0011 :610tf • +1.20D+0.50Lr+L+W+1.60H at 0.00 to 0.20 0.396 16.560 0.44 0.63 0.90 0.86 0.050 0.0011 0.0088 +1.20D+L+0.50S+W+1.60H at 0.00 to 0.20 0.396 16.560 0.44 0.63 0.90 0.86 0.050 0.0011 0.0088 +0.90D+W+1.60H at 0.00 to 0.20 0.297 16.560 0.44 0.63 0.90 0.83 0.050 0.0011 0.0088 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 Design Maximum Combinations - Deflections Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-ft k-ft in^4 in^4 in^4 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0,000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+0.60W+H at 5.80 to 6.00 0.011 0.44 0.00 331.10 11.80 331.100 0.013 11,194.8 +D+0.750Lr+0.750L+0.450W+H at 5,80 to 6.0 0.011 0.44 0.00 331.10 11.80 331.100 0.010 14,926.4 +D+0.750L+0.750S+0.450W+H at 5.80 to 6.00 0.011 0.44 0.00 331.10 11.80 331.100 0.010 14,926.4 +0.60D+0.60W+0.60H at 5.80 to 6.00 0.007 0.44 0.00 331.10 11.78 331.100 0.013 11,196.9 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0,000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Title Block Line 1 Project Title: You can change this area Engineer: 23 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 8 MAR 2021, 10:25AM Mason Slender Wall Masonry File'. e: cAL .ec6 Software copyright ENERCALC, INC.1983.2020, BuiId:12.20.8.17 0600.. •CONSULTING DESCRIPTION: 8" masonry wall (fence) 0.000 0.00 0.00 0,00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 W Only at 5.80 to 6.00 0.000 0.44 0.00 331.10 11.76 331.100 0.098 1,473.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions - Vertical & Horizontal Load Combination Base Horizontal Top Horizontal _k Vertical @ Wall Base +D+H 0.0 F. 0.00 0.330 I, +D+L+H 0.0 0.00 1 0.330 k +D+Lr+H 0.0 h 0.00 k 0.330 k +D+S+H 0.0 t 0.00 k 0,330 k +D+0.750Lr+0.750L+H 0.0 k 0.00 k 0.330 k, +D+0.750L+0.750S+H 0.0 :; 0.00 k • ®.Z30 k +D+0.60W+H 0.1 0.00 • • • e..43 k • • • • • • •••••• •• •• •••••• • •••••• •••• •• •• ••••• •••••• • •••• ••••• • • • • •• •• •••• •••••• •••••• • • • • • •• • •••••• • • • •• • • •• • • • • • Structural v.1 June 18, 2021 MORES P W � ..:. �EORIV PERMIT ADDRESS APPLICATION DATE EXPIRATION DATE: CONTACTS Applicant Contractor Owner REVIEW ITEM Building v.1 1298 NE 95TH ST PARCEL: 1132060144030 Miami Shores, FL 33138 03/30/2021 SQUARE FEET: 1.00 DESCRIPTION: 1. NEW PERIMETER WALL 2. REVISED POOL LAYOI 09/26/2021 VALUATION: $41,000.00 3.NEW CONCRETE POOL PERGOLA 4. ELEVATOR OPENING AND STRUCTURE 5. REVISED ROOF WATERPROOFING SYSTEM INCLUDING LITE CONCRETE TOPPING 6. NEW EQUIPMENT STAB AT NGVD 7. NEW POOL EQUIPMENT SLAB AT GRADE i REVISION TO THREE WINDOW OPENINGS TO REFI AS BUILT PER PREVIOUSLY APPROVED WINDOW PERMIT AND SHOP DRAWINGS. WINDOW LOCATIC MASTER BATH AND ROOF HATCH. NAME COMPANY ADDRESS Yuri Morales 302 Ne 92 st Miami, FL 33138 JOSE LOSA CAIBAI CONSTRUCTION LLC 10876 SW 24 TER MIAMI, FL 33165 JOSE LOSA CAIBAI CONSTRUCTION LLC , FL Yuri Morales 302 Ne 92 st Miami, FL 33138 STATUS REVIEWER Requires Re -submit Ismael Naranjo email: bo@msvfl.gov Correction: General - Ismael Naranjo (4/20/21) - Not Resolved Corrective Action: 1. Provide a narrative by the architect and or engineer of record clearly identifying all changes and or modifications for this project. 107.1 Of 2017 FBC. 2. ID all new structures and components on the plans. For example, Sheet AS.01 does not show the new Cabana. 3. Coordinate information on all sheets. Provide revise electrical, mechanical and plumbing plans for the new Cabana if applicable. 4. As per the Subsoil Investigation and Recommendation report dated June 3, 2019, by Federal Engineering and Testing, Inc. "It is evident that deep foundation systems are needed to support the proposed new structure without detrimental settlement to the structure. The details and specification provided for the new CMU wall along the property boundaries fail to include the required deep foundation system. 5. According to the information on page 3 of the structural calculation the 6 inch structural slab is for the AC unit, however, according to the plans the slab will be supporting (2) AC units and a 48KW generator. Can you please confirmed that the load of all equipment's were consider in the design calculations? Also, Please provide a note on the plans requiring the special inspector to inspect the installation of all drill and epoxy embedded reinforcement. Building v.2 Approved Ismael Naranjo email: bo@msvfl.gov Correction: General - Ismael Naranjo (5/27/21) - Resolved Comments: Below rejection comments are based on the new information provided. 1. Please provide revised change order reflecting the cost associated with the new scope of work under this revision. including cost for new pile installation. Electrical v.2 Approved Michael Devaney email: el@msvfl.gov Comments: ALSO REV-05-21-1389 Planning v.1 Approved Travis Kendall email: kendallt@msvfl.gov Plumbing v.2 Approved Maykel Massanet email: pl@msvfl.gov Comments: See attached narrative. Correction: General - Maykel Massanet (6/7/21) - Not Resolved Corrective Action: Provided a narrative - identify all change Approved Orlando Blanco email: bz3@msvfl.gov 10050 NE 2 Ave Miami Shores FL 33138 Page 1 of 2 Structural v.2 Approved Orlando Blanco email: bz3@msvfl.gov Comments: Due to new structural scope of work under the revised revision a structural review of the plans has been created. Please see new structural work not reflected under the original submittal for this revision. June 18, 2021 10050 NE 2 Ave Miami Shores FL 33138 Page 2 of 2