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05-1212-000S '60 05- U.S. STRUCTURES INC. STRUCTURAL CALCULATIONS FOR MR. AND MRS. JOSE TOLEDO CABANA ADDITION LOCATED AT: 5869 SOUTHWEST 85TH STREET SOUTH MIAMI, FLORIDA 33134 DATE: AUGUST 1, 2005 (SHEETS 1— 8) Structural Engtneenng Forensic Lnginc crmg threshold Inspectors JOSE A. TOLE , P.E. STRUCTURAL E GI FL LicENs #54891 4444 Southwest i 11' Avenue • Suite 103 • -Miami • Florida • 33155 I'd 305 665 4555 • hax 305 665 5522 • e -mall. ussiQnmidapring com • CA 8439 U.S. STRUCTURES, INC. JOB 5869 SW 85 STREET CONSUL TING STRUCTURAL E GINEERS SHEET NO OF CALCULATED BY jam- DATE AUG 2005 DESIGN CALCULATIONS TiT LE TABLE OF CONTENTS PAGE DESCRIPTION 1 -2. Design Loads and Wind Loads 3. Roof Trusses 4. Roof Girders 5-6. Concrete Bear is 7. Masonry Wall 8. Foundation 1444 SouTHwEs -r 71sT AVENUE • SUJIT 103 • INDAM1 • FLORIDA . 33155 305.665.4555 • FAx 305.665.5522 • L- MAIL: USSI @MINDSPRING.COM • CA 8439 Project: TOLEDO RESIDENCE CA 8439 PROJECT NAME: led o Reside. esidence Exposure C qh = 0.00256 ' Kh • Kzt • Kd ' I • V ^2 qh = 46.38 psf qh = 0.00256 • Kz • Kzt • Kd • I • V ^2 qz = 46.38 psf Jose A. Toledo, P. E. Tele 305.665.4555 August 1, 2005 PE License 54891 Fax 305.665.5522 Page J.. I and Gazebo Addition 9 SW 85 Street Miami, FL 33143 ff DESIGN LOADS: Live Load 30 psf for flat roofs (20 psf for slopes > 1.5 12) Roof Dead Load 25 psf F oor Live Load n/a F oor Superimposed DL n/a Stair Live Load n/a CODE REFERENCE: All work, designs and calculations shall be designed in accordance with e Florida Building code, 2001 edition. WIND LOADS: In accordance with ASCE 7 -98 — Method 2 Analytical Procedure Code Reference B ilding Category 2 R f Slope (4:12) 18.40 degrees ax Roof Height - z 15.00 feet an Roof Height - h 15.00 feet L hast Horiz. Dim. // to Wind - L 20.00 feet 0.75 Ir iportance Factor -1= 1.00 6.5.5 find Speed - V = 146.00 mph fig. 6-1 = 0.85 6.5.6 /tabltb 6 -5 = 0.85 6.5.6/tabka 6 -5 = 1.00 6.5.4.4/table 6-6 termine Topographical Factor - Kzt 1 0.00 fig. 6-2 0.00 fig. 6 -2 0.00 fig. 6-2 _ (1 +K1•K2'K3) 112 = 1.00 equation 6 -1 BASIC PRESSURE: omponents and Cladding - Exposure C qh = 0.00256 • Kh • KYt • Kd ' I • V ^2 qh = 46.38 psf Exposure C qh = 0.00256 ' Kh • Kzt • Kd ' I • V ^2 qh = 46.38 psf qh = 0.00256 • Kz • Kzt • Kd • I • V ^2 qz = 46.38 psf Jose A. Toledo, P. E. Tele 305.665.4555 August 1, 2005 PE License 54891 Fax 305.665.5522 Page J.. CA 8439 width a = 3.00 feet p I= gh((GCp) - (Gcpi)], where Gcpi= ± 0.18 iI Window < 10sq -ft) iI Door approx. 21 sq -ft) ig Pressures < 10sq -ft) Project: TOLEDO RESIDENCE Jose A Toledo, P.E. I Tele 305.665.4555 August 1, 2005 PE License 54891 Fax 305.665.5522 Page 2 Gcp Gcpi Pressure () p s Zone 4 windward Zone 4 leeward Zone 5 windward Zone 5 leeward 1.00 - 0.18 54.7 -1.10 0.18 -59.37 1.00 -0.18 54.73 -1.40 0.18 -73.29 Jose A Toledo, P.E. I Tele 305.665.4555 August 1, 2005 PE License 54891 Fax 305.665.5522 Page 2 Gcp Gcpi Pressure (p) psf Zone 4 windward Zone 4 leeward Zone 5 windward Zone 5 leeward 0.90 -0.18 50.09 -1.05 0.18 -57.05 0.90 -0.18 50.09 1 -1.30 0.18 -68.65 Jose A Toledo, P.E. I Tele 305.665.4555 August 1, 2005 PE License 54891 Fax 305.665.5522 Page 2 Gcp Gcpi Pressure (p) ps Zone 1 -0.90 0.18 -50.09 Zone 2 -2.10 0.18 - 105.75 Zone 3 -2.10 0.18 - 105.75 Jose A Toledo, P.E. I Tele 305.665.4555 August 1, 2005 PE License 54891 Fax 305.665.5522 Page 2 Project: TOLEDO RESIDENCE CA 8439 ROOF TRUSSES In accordance with ASC 7 -98 (see attached plan and calculation page 1) Mark T -1 T -2 Truss span (L) (feet) 7 10 Tnb Area (L`U3) 16 33 GCp zone 1 -0.80 -0.80 GCp zone 2/3 -1.40 -1.40 Basic wind pressure (psf) 46.38 46.38 Gcpi 0.18 0.18 Wind pressure zone 2/3 p= gh(Gcp- cpi) -73.29 -7329 NET UPLIFT -10 psf DL -63.29 -63.29 Gravity loads 315 550 Uplift reaction based on C C C &C R= (L *2/2) (p) 443 633 Connection Capacity Simpson HETA 16 wl seat Uplift Capacity 1805 1805 Lat Capacity Parallel (1-1) 335 335 Lat. Ca acit Pe . L2 730 730 HETA16 no seat No of HETA16 str ps= 0 0 Uplift Capacity 0 0 Lat Capacity Parallel (1-1) 0 0 Lat. Ca acit Pe . L2 0 0 Total Uplift Capacity = 1805 1805 Total Lateral Capacity ( 1) = 335 335 Total Lateral Capacity ( 2) = 730 730 Final Connection: [7S] [7S] Jose A Toledo, P.E. Tele 305.665 4555 August 1, 2005 PE License 54891 Fax 305.665 5522 Page 3 Project: TOLEDO RESIDENCE CA 8439 (Reference: Wind loadsl per ASCE 7 -98, see calculation sheet 1) MARK GT -1 GT -2 Truss span (L) (feet) 10 10 Girder Setback from TB (ft 5 25 Tnb Area for reactions (setback/ ) -(U2)= 18 11 Tnb Area for determination of wind pressure (L -U3)= 33 33 GCp zone 1 -0.80 -0.80 GCp zone 2/3 -1 40 -1.40 Basic wind pressure (psf) 46.38 4638 Gcpi 0.18 018 Gravity Loading (DL) psf 25 25 Gravity Loading (LL) psf 30 30 REACTIONS Gravity reaction R = load*t ib A/2= 963 619 Wind pressure zone 2/3 p =qh(G p -Gcpi) -73.29 -7329 NET UPLIFT ( -10 psf DL) -63.29 -63.29 Uplift reaction R =(L' 2) -(p) 1108 712 Connection: [7S] [7S] (2 straps at center) Jose A. Toledo, P.E. Tele 305 665.4555 August 1, 2005 PE License 54891 Fax 305 665 5522 Page 4. U.S. Structures Inc. Project: TOLEDO RESIDENCE CA 8439 Concrete Beam Design (ref ACI 318 and Design Handbook) Rnnt Laval CAnCM +a Ribame - RIMPLF SPAN WITH UNIFORM LOADING MARK B -1 B -2 B-4 F'c (psi) 3000 3000 3000 beam width (b) 8 8 12 beam height (h) 18 18 16 effective "d" 15.5 15.5 13.5 span (feet) 6 4 8 LOADING DEAD LOADS roof DL= 25'L/2 250 250 250 self beam DL 144 144 192 LIVE LOADS Roof LL =30 *U2 300 300 300 Wu= 1.4DL +1.7LL 1061.60 1061.60 1128.80 BENDING M=wIA2/8 (k -ft) 4.78 212 9.03 Ku= M`12000/b'd "2 30 13 50 rho (from tables) 0.002 0.002 0.0033 A's= rho'b'd 0.25 0.25 0.53 SHEAR Vu@d= wu•(span/2 - d/1' , 1.8 0.8 3.2 stirrup spacing (in) 6 6 6 phiVn= phi(Vc +Vn) 34.8 34.8 32.8 OK OK OK REINFORCEMENT Top bars 2#5 2 #5 2#5 Intermediate bars None None None Bottom Bars 2#5 2#5 2#5 Strirrups #3 @ 6" o.c #3 @ 6" o.c #3 @ 6" o.c Jose A. Toledo, P. E. Tele 305.665.4555 August 1, 2005 PE License 54891 Fax 305.665.5522 Page 5. CA 8439 MARK F'c (psi) beam width (b) beam height (h) effective "d" span (feet) LOADING DEAD LOADS roof DL =25'U2 self beam DL LIVE LOADS Roof LL =30'U2 Wu= 1.4DL +1.7LL Load fromfrom GT /bearr Pu= Load'1.55 (avg ACI) BENDING Mu = (wu'I ^2/8000) +(Pu' Ku= M'12000/b'd ^2 rho (from tables) A's= rho'b'd SHEAR Vu@d= wu'(span/2 - d /1: stirrup spacing (in) phiVn= phi(Vc +Vn) Top bars Intermediate bars Bottom Bars Strirrups Jose A. Toledo, P.E. PE License 54891 Project: TOLEDO RESIDENCE B-3 3000 12 16 13.5 16 175 192 210 870.80 2000.00 3100.00 40.27 221 0.0045 0.73 6.0 6 32.8 ok 3#5 None 3#5 #3 @ 6" o. c Tele 305.665.4555 August 1, 200,E Fax 305.665.5522 Page (o U.S. Structures, Inc. CA 8439 Typical Wall Design - MSl In accordance with AC1530 fm (psi) _ I's (psi) _ n= H (feet) = Wtnb (ft) _ A bar (in2) _ n bar = d (in) _ Lateral Wind Pressure (from Atnb= GCp = Gcp) _ qh (psf) _ p(W = Maximum Moment at Mid-six M = [p - (11Vtrib) - H "2]/8 = rho = (n bar)•(A bar)/b'd = k = [2'n'rho + (rho'n) "2] "12 k'd= )= 1 -k/3= I'd= fb = M4(b'dA2)'(2l'k)1= fs = MI[(n bar)'(A bar)')'d] P= fa = P /Ae = h/r- H•122.7= Fa =O 25'Pm'11- (h/(140'r) "2)1= Check allowable stresses in ) fs (psi) _ fa +fb= fa = (fa/Fa) +(fb/Fb) _ Use #5 at 48" o.c. Project: TOLEDO RESIDENCE 1500 masonry strength Modulus of Elasticity 24,000 steel strength grade 60 Es = 29,000 ksi 21 5 ratio Es/Em Em = 1350 (90) x Pm)ksi 900 wall height Pier Dimensions 400 tnbutary width t = 1625 depth 031 area of 1#5 bar b = 4 3 000 width 1 no of bars in pier Ae =b•(eq solid thkns.) 250.800 Area 382 distance from compression flange (at center of cell) )age 1) 202882 ft-lb 3600 (wall ht' trib width) -090 from fiqure 6 5A at zone 4 018 location of neutral axis from outside face of block 4638 from page 1 5009 from p = gh(GCp -Gcp)) n of Pier 32017 psi Compressive masonry stnmgth 4204 Ibs 202882 ft-lb 190 00017 ratio of area of steel to uncracked section rho'n = 0 236 0 900 in location of neutral axis from outside face of block 0 921 in check position of N A - should be within face of shell, 1.25" 3 520 in lengh of lever arm between centers of C and T allowable axial stress in masonry 32017 psi Compressive masonry stnmgth mry pier, steel and 2231128 psi Tensile stress in steel 4204 Ibs axial loads on pier (due to roof, beam, half wall, etc ) 190 psi stress due to axial loads 400 < 99 therefore use ACI equation 2 -12 344.4 psi allowable axial stress in masonry mry pier, steel and combined stresses 22311 < Fs'1 333 = 31992 psi OK 339 2 < Fb= (1/3 *fm)'1 333 = 666 5 psi OK 190 < Fa'1.333 = 4591 psi OK 052 < 100 OK Jose A. Toledo, P E Tale 305 665 4555 August 1, 2005 PE License 54891 Fax 305 665 5522 Page 7 Project- TOLEDO RESIDENCE CA 8439 FOUNDATION DESIGN Q = 2 psf assumed / see soils report 1 TYPICAL ISOLATED PAD FOOTING - at steel column Determine minimuni bearing area based on gravity loads. Trib Area -070 60.00 sq -feet Roof DL 25 1500.00 Roof LL 301A 1800.00 Tie Beam 12'1 '12 2304.00 Col DL 12'1 '4 576.00 Total Load I 1 6180.00 Ibs Minimum footing s' a required based on gravity loads: w = [load/Q] ^0.5 = I 1.76 sq -feet Basic wind pressur (qz) = 46.38 psf (see page 1) G (gust effect facto) 0.85 per sect. 6.5.8.1 Cp= -070 Additional Cp overhang = -080 Gcpi = 0.00 Design uplift (p) = 59.14 psf (p = gGCp- gGCpi) Netuplift pressure ( 0 psf DL) 49.14 psf Uplift' 1.5 safety fa for 4422.52 Ibs Resisting Dead Lo : Try footing size - 3 feet squared footing t = 12 in Beam DL - H *W* L 2304.00 Ibs Column DL ~ 576.00 4" Slab DL ' (ftg width +1) 0 Ibs slab t = 4 in Soil DL - 12" thick (I 10 pcf) 990 Ibs soil t = 12 in Footing 1350 Ibs Total resisting dead load - 5220 > 4422.52 OK Use - F3.0 Jose A. Toledo, P.E. Tele 305.665.4555 August 1, 2005 PE License 54891 Fax 305.665.5522 Page B. COUNTY-WIDE. LAND SURVEYORS INC. LAND SURVEYORS. PLANNERS P.O. BOX 823271 SOUTH FLORIDA, FL. 33082 -3271 (305) 772 -0766 !0 9 A "I ti 1 I ,,tA V1 19170 � FD p•9'Gf L _ --— P /RF Pat (p'U71(.1 /✓IEN7 FD • 1tr_ 7AL E SHP_p �u /6 X P "K �o In ROOF S W S S7 4 a ? lctyl��Mf - O - M v /t - sv % LOCQ7 /o�! SKE %CH �•'�7 �� S�'.9LE ov � • rZ•ro Z °v'`� ° O � I f 7oRY Cdf LEGAL DESCRIPTION Lot E in Block 9 of SEAVIEW ESTATES according to the plat thereof, as recorded in Plat Book 63 at Page 94 of the Publi(k Records of IN h >: (L. ��• $•3° ti /s•3o' Miami -Dade County, Florida. � a 4/ (oS Ov SURVEYORS NOTES: s" 1). Legal description provided by client. 2). Only record plat easements are shown. N 3). Right of way information obtained from record plat. 4) . Bearings are referenced to an assumed meridian. a /.s•4o � 5). In Federal Flood Zone AE Elev. 10' Panel 0276 last revised 3 -2 -94. „ 3•I'�° 6). Benchmark used- DCBM # Frazier RM -1. 7). Elevations are referenced to National Geodetic Vertical Datu-n 1929 Adjustment (NGVD29) . a o: �X BOUNDARY &- jMRROVEMENTS SURVEY PIPS SURVEY it ' `S� --' P� ! i.& Lyra M. Toledo 5869 S.W. 85 St. South Miami, F1. y CERTIFICAT;fS,, Np;'Er, Vx I SS SEALED WITH AN EMBOSSED SURVEYORS SEAL.* I HEREBY CEP&IFY "THA'." S LRCFRESENTED HEREON COMPLIES WITH THE 14 Sr ✓AU. ti H IERS ECFiNI STANDA OA`TED BY THE FLORIDA BOARD OF SURVEYORS AND �� PERS fHA 1 j6i' rlt7- $T� iDA ADMINISTRATIVE CODE, PURSURANT TO TION p p/M +7i.02 Fl a� l � S , ttlt�e� z 'r'°;�` FREVISIONS BY DATE �'►�' 7 I •.' to J� »° j S. W OS S :,`' 7- /1. -ut Ke PRORESSIONAI` LcNS �IfR ,R, 4368 N BY SOLE OWTE FB. /Pt3. STATE OF FLORIDA A /c�3 2007 -b3�4- ■