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Untitled (7)TG- CONSULTING ENGINEERS PROJECT: r, CLIENT: JTG No.: Notes/Stamps: TONG GROUP 1350 SW 57 Avenue, Suite # 209, Miami, FL 33144 PHONE: (305) 551-5644 FAX: (786) 866-9377 57�}SAL kL Singer Residence 79 NE 91 Street Miami Shores, Florida 33138 .••••. . . .... ...... Buck Reilly •..• ..... : 6006% Habify .... .000 :00000 . 0 0 . : 60:60 000*0 .... . .. ...... 2k19027 ;••;•; •; . . . . ...... . . •••••• • • • . .. Structural Calculations Description: Date: Residential Interior Renovation Apr-25-2019 No. of Pages: 24 (Includin ettttett�� %\ !i P a � a ; etlix- t F.E. 16- 2k19027-REC-20190425 Record Page 1 of 24 • TG TONG GROUP ` l 1350 SW Red Road, Suite # 209, Miami, FL 33144 CONSULTING PHONE: (305) 551-5644 FAX: (786) 866-9377 ENGINEERS Codes Materials: (1) FBC — 2017 (1) Concrete, fc = 3,000 psi (U.O.N.) (2) ACI — 318/14 (2) Reinforcing Steel, fy = 60,000 psi — ASTM A 615, Grade 60 (U.O.N.) (3) ACI — 530/13 (3) Structural Steel, Fy = 50,000 psi — ASTM A 572, Grade 50 (U.O.N.) (4) ASCE 5-13 (4) Steel Tube, Fy = 42,000 psi — ASTM A 500 Grade B JV.Q.N.) (5) ASCE 7-10 (5) Steel Pipe, Fy = 35,000 psi — ASTM A53 Grade B N q-N-} • • (6) AISC — ASD (13th Ed.) (6) Masonry, fm = 1,500 psi (U.O.N.} • • (7) NDS — 12 (7) Aluminum, AL-6061-T6 (U.O.N.) (8) NCMA -1997 (8) Wood, Fb = 1,200 psi (U.O.N.)* • • • • • • • • (9) ADM-05 (9) Anchor Rods, ASTM A 307 (U.O.N.) •. •: •. (10) Bolting Materials, ASTM A 325 or A 490 (U•Q.N.) . • • • (U.O.N. = Unless Otherwise Noted) • • • • ••-••- : -••- .••••• . Table of Content: ' ' ' • • Page .. . Description "" 4 Shoring Notes 5 Calculations 14 Support Documentation CALCULATIONS NOTES: ENGINEER SEAL AFFIXED HERETO VALIDATES STRUCTURAL REVIEW OF INFORMATION PROVIDED AS SHOWN ONLY. USE OF THIS SPECIFICATION BY OWNER, CONTRACTOR, ET. AL., INDEMNIFIES AND SAVES HARMLESS THIS ENGINEER FOR ALL COST AND DAMAGES INCLUDING LEGAL FEES AND APPELLATE FEES RESULTING FROM MATERIAL FABRICATION, SYSTEM ERECTION, CONSTRUCTION PRACTICES BEYOND THAT WHICH IS CALLED FOR BY LOCAL, STATE AND FEDERAL CODES AND FROM DEVIATIONS FROM THESE RECOMMENDATIONS. Notes THE ENGINEER HAS NOT VISITED THIS JOBSITE, INFORMATION CONTAINED HERE IN IS BASED ON CONTRACTOR -SUPPLIED DATA AND MEASUREMENTS. THE ENGINEER, ITS ASSOCIATES, EMPLOYEES AND AGENTS SHALL NOT BE HELD RESPONSIBLE OR LIABLE ■ IN ANY WAY FOR ERRONEOUS OR INACCURATE DATA OR MEASUREMENTS. DIMENSIONS ARE SHOWN TO ILLUSTRATE DESIGN CRITERIA. THEY MAY VARY SLIGHTLY, BUT MUST REMAIN WITHIN THE LIMITATIONS SPECIFIED HEREIN. WORK SHALL BE FIELD VERIFIED BY OTHERS PRIOR TO CONSTRUCTION. THE ENGINEER SHALL BE NOTIFIED AND GIVEN AN OPPORTUNITY TO REEVALUATE OUR WORK UPON DISCOVERY OF ANY INACCURATE INFORMATION PRIOR TO MODIFICATION OF EXISTING FIELD CONDITIONS AND FABRICATION AND INSTALLATION OF ANY MATERIAL. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATION OR AFFIRMATIONS ARE INTENDED. AS A ROUTINE MATTER, IN ORDER TO AVOID POSSIBLE MISUNDERSTANDINGS, NOTHING IN THIS REPORT SHOULD BE CONSTRUED DIRECTLY OR INDIRECTLY AS A GUARANTEE FOR ANY PORTION OF THE STRUCTURE. 2k19027-REC-20190425-Record Calculations.pdf Page 2 of 24 TG TONG GROUP CONSULTING 1350 SW Red Road, Suite # 209, Miami, FL 33144 ENGINEERS PHONE: (305) 551-5644 FAX: (786) 866-9377 ..... Table of Content: Page Description 2k19027-REC-20190425-Record Calculations.pdf Page 3 of 24 TONG GROUP CONSULTING 1350 SW Red Road, Suite # 209, Miami, FL 33144 ENGINEERS PHONE: (305) 551-5644 FAX: (786) 866-9377 GENERAL NOTES: 1. ALL WORK SHALL CONFORM TO FLORIDA BUILDING CODE 2017 (U.N.O.). 2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD PRIOR TO START OF WORK AND NOTIFY ARCHITECT/ENGINEER OF ANY DISCREPANCY IN THE DRAWINGS AND OBTAIN HIS APPROVAL BEFORE PROCEEDING WITH WORK. 3. THIS WORK REQUIRES A BUILDING PERMIT. DO NOT BEGIN WORKING UNTIL A BUILDING PERMIT IS OBTAINED. 4. CONTRACTOR TO FURNISH ALL LABOR, MATERIALS, SERVICES AND EQUIPMENT NECESSARY TO COMPLETE ALL WORK SHOWN ON THE DRAWINGS AND SPECIFIED HEREIN. 5. DO NOT SCALE DRAWINGS, DIMENSIONS GOVERN. 6. ENGINEER'S VISITS TO THE SITE DURING CONSTRUCTION SHALL BE SCHEDULED WITHIN 24 HOURS IN ADVANCE PRIOR TO INSPECTION. 7. THE CONTRACTOR SHALL NOT PROCEED WITH ANY ADDITIONAL SERVICES OR WORK WITHOUT PRIOR NOTIFICATION TO THE OWNER, FOLLOWED BY A CHANGE ORDER. 8. 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. 9. DO NOT SUBSTITUTE MATERIALS, EQUIPMENTS OR METHODS OF CONSTRUCTION UNLESS SUCH SUBSTITUTIONS OR CHANGES HAVE BEEN APPROVED IN WRITING BY THE OWNER/ENGINEER. 10. CONTRACTOR SHALL MAINTAIN AN ACCURATE RECORD OF CHANGE ORDERS AND VARIATIONS THROUGHOUT THE PROGRESS OF THE WORK. USE ONE SET OF DOCUMENTS EXCLUSIVELY FOR THIS JOB. 11. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR MEANS AND METHODS OF CONSTRUCTION, AND FOR THE SEQUENCES AND PROCEDURES TO BE USED. 12. DUE TO THE SMALL NATURE OF THE COMPONENTS, BIENNIAL INSPECTIONS ARE REQUIRED TO ENSURE PROPER PERFORMANCE AND MAINTENANCE OF STRUCTURAL COMPONENTS. F34�L�YL� 1. ALL STRUCTURAL STEEL SHALL BE ASTM A36 (U.N.O.) 2. ALL SHOP CONNECTIONS TO BE MADE WITH ASTM A325 BOLTS OR WELDED USING E70 ELECTRODES AND SHALL CONFORM TO THE SPECIFICATIONS SET FORTH IN THE AWS STRUCTURAL WELDING CODE. 3. STRUCTURAL STEEL SHALL RECEIVE ONE COAT SHOP PAINT AND RE -TOUCH AFTER ERECTION. 4. STRUCTURAL TUBE SHALL BE ASTM A 500 GRADE B. 5. STRUCTURAL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS PER AWS "STANDARD QUALIFICATIONS PROCEDURE" TO PERFORM TYPE OF WORK REQUIRED. ALL WELDING SHALL BE IN ACCORDANCE WITH AWS WELDING CODE. 6. STEEL STAIR AND RAILING SYSTEMS USED IN EXTERIOR APPLICATIONS AND/OR EXPOSED TO ADVERSE CONDITIONS MUST BE PROPERLY AND REGULARY MAINTAINED TO MINIMIZE CORROSION CAN RESULT IN EVENTUAL STRUCTURAL FAILURE. 7. ALL CONNECTIONS TO BE WELDED USE 3/16" MIN. WELD SIZE, TYPICAL U.N.O. 8. ALL PIPE SHALL BE ASTM A 53 TYPE E. GRADE B. • 9—PP nF WORK 1. REMOVAL OF INTERIOR LIVING ROOM BEARING WALL SUPPORTING CELNG JOISTS. 2. CLOSE EXTERIOR DOOR N KITCHEN 3. NEW EXTERIOR DOOR N LIVING ROOM. 4. NEW FLOOR FOR PARTIAL CONVERSION OF GARAGE. 0000 • • •••• •••• WORK �I AFFIFII ATKIR - AI TFRATIDA I FVFIS IFRf•10 • • • • • nFFINITION- INCLUDE THE RECONFGURATIDN OF SPACE, THE AOORION OR ELVANATION OF ANY DOOR OR WINDOW, RECONFGURRfRi#(* 2AFNSION OF AI"YSTEFI, OR THE 0000 INSTALLATION OF ANY ADDITIONAL EQUPMENT • • OI IAI uacmnN of a ream,Ns • • • • e. ALTERATIONS QUALIFY AS LESS THAN`UBSTANT% STRUCTUWkL DAMACEEff. • b. THE ALTERATION DO NOT EXCEED 25% Cj �G MARKET VALUE Fly #W1&C`NG THE 0000 STRUCTURE BEFORE THE DAMAGES OCCURRED. c. THERE IS NO SUBSTANTIAL ALTERATIOW &I JPJ "TGAL OR VFWONTjIr ELEMENTS 0000 OF THE LATERAL FORCE -RESISTING SYSTE10. • • • • •• •• • •••• 2k19027-REC-20190425-Record Calculations. pdf Page 4 of 24 L4< a2 1 027:LEC-2019)4 24Rec;rd UpIculitio4pof .A.W. -AZY, iJ . .......... u sclu "o tD iopw"O" Ott 0*064to 0 0 i 0 ................ ZA). ..... .. AT 040 T J" 42� ir 15 r ........... I w 042-CLRe=d ...... Pay -6 24- 2kig()17- G-2019 Galw4ation _ _ z izcl v 0 0q.=O3F{VZZ66tSfZj _..� is r Ir R I IL - f_ _ -4 - i_----'_ . J. � _J.. � --- I - •(- -.. t - __1,..'E A _- I' � _-. 1 ...Y �L �- � _ S ' � —(v s-`r- t , I_ _J— - i �-t-- �_ _. _- . L i ' � �Y+ i - i ' W � ' r i G �' j '• I t ' ••�'�•t E E C C - -- -- '"`- — 71 _- •s-tint_.. - ;:_ ' -.- . . � i r � j ilk- iE; 3 ^.S i�-%1� �- i t i -i--T�iLTf-r'..--, i t • •• • •r: i , S i I t ./..F : oo 'see i 41 Zia 7_. .i _ _i_. t i _i.. �_..{ • �..---:_.-! • _ --4 r/�� L ! ��. i` Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing 8 Project Descr: Title Block" selection. Title Block Line 6 Printed: 25 APR 2019, 3:54PM Steel Beam File = CVROGRA-21ENERCA-11ENERCALC 6 Software aoovnaht ENERCALC. INC. 1983-2019, Build:10.19.1.30 DESCRIPTION: STL BM W10 CODE REFERENCES Calculations per Load Combination Set: ASCE 7-10 Material Properties ."". V Analysis Method: Allowable Strength Design Fy : Steel Yield: : .' • 36 ks1'" Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 0'29,000.0 l st ; •; • Bending Axis: Major Axis Bending 009: •' of ' ' •"" D(3.4� 32) I •..• .... . . 57) • • • • 0000 • • •••••• •• • •••s•i •'• .r-• • •f •`•••• • W10x12 • • • • •.• Span=170ft • • • •••••1 • •� )plied Loads Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load: D = 3.480, Lr = 2.320 k @ 1.50 ft, (Roof Beam) Point Load : D = 0.570 k @ 6.50 ft, (Ceiling Joist Beam) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.380: 1 Section used for this span W10x12 Ma: Applied 8.600 k-ft Mn / Omega: Allowable 22.635 k-ft Load Combination +D+Lr+H Location of maximum on span 1.506ft Span # where maximum occurs Span # 1 Maximum Deflection Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection 0.071 in Ratio = 2,869>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.252 in Ratio = 810 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Overall Maximum Deflections 0.213 1 W10x12 5.743 k 27.004 k +D+Lr+H 0.000 ft Span # 1 Load Combination Span Max. %" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr+H 1 0.2519 7.529 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.743 0.832 Overall MINimum 2.115 0.205 +D+H 3.627 0.627 ' +D+L+H 3.627 0.627 +D+Lr+H 5.743 0.832 +D+S+H 3.627 0.627 +D+0.750Lr+0.750L+H 5.214 0.781 +D+0.750L+0.750S+H 3.627 0.627 +D+0.60W+H 3.627 0.627 +D+0.70E+H 3.627 0.627 +D+0.750Lr+0.750L+0.450W+H 5.214 0.781 +D+0.750L+0.750S+0.450W+H 3.627 0.627 +D+0.750L+0.750S+0.5250E+H 3.627 0.627 +0.60D+0.60W+0.60H 2.176 0.376 2k1 �8g9'46E %&25-Record Calct �ns.pdf 0.376 Page 8 of 24 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 Steel Beam DESCRIPTION: STL BM W10 Vertical Reactions Load Combination Lr Only L Only S Only W Only E Only H Only WMBEF... x Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 1 Support 2 2.115 0.205 Printed: 25 APR 2019, 3:54PM File = C:1PR0GRA-21ENERCA-1 ENERCALC_6 . Software coovdaht ENERCALC. INC. 1983.2019, Build:10.19.1.30 . Values in KIPS sees • • sees •••e•• •• • • ••• • sees•• •• • •••••• • sees•• sees •••• e • sees sees sees • sees• •• • sees sees• • • sees•• • • sees sees +f 7 1 +D+H 1 +D+D.6DW+H 1 +D,6fD+D,JDE+).dDH • 1,65 33! 50 6115 8145 10,15 1116 13,55 15,3 165 CKanel ifk) If[,+L4H 14D+Li+H 1+D+S-H I047S61+),'S)L+H 1+7467:D.+D.7SDS+H +G+D.TDE-H 14D+f.JSbb+6.JSGL+1AS[W+H I+D+D.JSDI+D,TSDS+DASDw+H 14D+6.)S1L+f.JS15+D.SZSDE+H I+),6DD+D66k'+ AH N19027-REC-20190425-Record Calculations.pdf Page 9 of 24 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 Steel Beam IIIWFWUMTXVM�� DESCRIPTION: STL BM W10 I 5,9 4.2 NEMBEF...p 4.8 Project Title: Engineer: Project ID: Project Descr: Printed: 25 APR 2019, 3:54PM File = C:IPROGRA-21ENERCA-1ENERCALC_6 Software copyright ENERCALC, INC.1983-2019, Build:10.19.1.30 . •••••• • •• • ••• •••• •••• •• •••••• •• • • ••• I Ic Sn4 9A 9.45 0,15 11,85 1335 _1i'c5 �6? •••• Cistanc, ift7 +D+H 1+[,+L4H I4M4 I+D+S-H I4D+6.7S6L+},7S)L+H I+74D71,13A. s054 g t6tDAYtIl 1 t[tD.►DC-II 1 t6tC,756L tG.156LtC.45C1Ytll tDtD.75DItD,r5D9t6.45DWtll I tDt4.755LtC.75C5t6.5Z:6[tl1 I t3.6151)4 MtD.All 1 +0,6[D+D.7DE+1.66H WMBE6•••» •c.Od d13 LL Ai G •f�19 160 325 4,91 6 5E 821 15 I I 131 Cistane ift) 1 +C+.+H 1+7+U+N 1 +C+v4H I+D-BJi01. 0,7SIL-H 14D+[JS[L-5.M5-H 146.666+[.70E+ AH I D4dy 1 LUtiiI� 2k19027- R EC-201 90425- Record Calculations.pdf ABI 5.47 Page 10 of 24 Tong Group Inc. JOB TITLE Singer Residence 1350 SW 57th Ave, #209 79 NE 91 Street, Miami, Florida 33138 Miami, Florida 33144 JOB No. 21<19027 SHEET NO. t:305-551-5644 CALCULATED BY TG DATE 4/25/19 f:786-206-3072 CHECKED BY DATE www.struware.com Code Search Code: Florida Building Code 2017 Occupancy: Occupancy Group = R Residential Risk Category & Importance Factors: .'. • • • • • • • • • • Risk Category = 11 • • • • • • • ....:. Wind factor= 1.00 :....� �� •�• Snow factor = 1.00 ' • .... .... ..... Seismic factor = 1.00 • ...... .. . ..... Type of Construction: .. .. ....•. . .. ...... • Fire Rating: . . . . ...... ...... Roof = 0.0 hr • ' •• Floor= 0.0hr : .•�. ' ' Building Geometry: Roof angle (0) 3.00 / 12 14.0 deg Building length (L) 45.0 ft Least width (B) 50.0 ft Mean Roof Ht (h) 12.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf use 30.0 psf 200 to 600 sf: 30 psf over 600 sf: 30 psf Residential Roof (Slope > 1.5>12) 20 psf Floor: Typical Floor 40 psf Partitions N/A 0 psf Ice skating rinks 250 psf 0 psf 2k19027-REC-20190425-Record Calculations. pdf Page 11 of 24 Tong Group Inc. 1350 SW 57th Ave, #209 Miami, Florida 33144 t:305-551-5644 f:786-206-3072 JOB TITLE Singer Residence 79 NE 91 Street, Miami, Florida 33138 JOB No. 21<19027 SHEET NO. CALCULATED BY TG DATE 4/25/19 CHECKED BY DATE Wind Loads: ASCE 7 - 10 Ultimate Wind Speed 175 mph Nominal Wind Speed 135.6 mph Risk Category II Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 1.00 • • • • 0 • • • Kh case 1 0.849 • • • •••• •••••• Kh case 2 0.849 • • • ' • Type of roof Hip •••.• ...Z • • • • Wed up • • Topographic Factor (Kzt) V(Z) K(LION" �P(Oawnwindl 6069 ..:. • � Topography Flat Hill Height (H) 0.0 ft H< 15ft;exp C ' •HHalf Hill Length (Lh) 0.0 ft FH)2 :. Kzt=1.0 thHJ2 • Actual H/Lh = 0.00 '' �a� • • . ' Use H/Lh = 0.00 • • • ESCARVIVIENT " ' • Modified Lh = 0.0 ft From top of crest: x = 0.0 ft V(Z) Bldg up/down wind? downwind z A. Speed-up H/Lh= 0.00 K, = 0.000 x/Lh = 0.00 K2 = 0.000 V(Z) x(upwind) ' x(downwind) z/Lh = 0.00 K3 = 1.000 HJ2 H At Mean Roof Ht: Lh H/2 Kzt = (1+KjK2K3)^2 = 1.00 .� :~• 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor h = 12.0 ft B = 50.0 ft /z (0.6h) = 15.0 ft Rigid Structure e = 0.20 f = 500 ft Zmin = 15 ft c = 0.20 9Q, 9v = 3.4 Lz = 427.1 ft Q = 0.92 Iz = 0.23 G= 0.88 use G=0.85 Flexible structure if natural frequency < 1 Hz (T > 1 second). However, if building h/B < 4 then probably rigid structure (rule of thumb). h/B = 0.24 Rigid structure G = 0.85 Using rigid structure default Flexible or Dvnamically Sensitive Structure Natural Frequency (rtj) = 0.0 Hz Damping ratio (0) = 0 /b = 0.65 /a = 0.15 Vz = 147.8 Ni = 0.00 Rn = 0.000 Rh = 28.282 rt = 0.000 Re = 28.282 q = 0.000 RL = 28.282 0 = 0.000 9R = 0.000 R = 0.000 h = 12.0 ft 2k1 9027- R EC-201 90425- Record Calculations.pdf Page 12 of 24 Tong Group Inc. JOB TITLE Singer Residence 1350 SW 57th Ave, #209 79 NE 91 Street, Miami, Florida 33138 Miami, Florida 33144 JOB No. 2k19027 SHEET NO. 005-551-5644 CALCULATED BY TG DATE 4125/19 f:786-206-3072 CHECKED BY DATE Ultimate Wind Pressures Wind Loads - Components & Cladding : h <= 60' Kh (case 1) = 0.85 h = 12.0 ft Base pressure (qh) = 66.6 psf a = 4.5 ft Minimum parapet ht = 0.0 ft GCpi = +/-0.18 Roof Angle (0) = 14.0 deg Type of roof = Hip Roof Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zones Overhang Zone 2 Overhang Zone 3 • Negative zone 3 = zone 2, since hip roof with angle <= 25 degrees • 0000 • • • • Overhang pressures in the table above assume an internal pressure coefficient (Gopyl 0?0.0 • • • • •' Overhang soffit pressure equals adj wall pressure (which includes internal presiujeecjf 01 psf) • • • Parapet • • • • • qp = 0.0 psf CASE A = pressure towards building (pos) CASE B = pressure away from bldg (neg) Walls Are• Negative Zone Negative Zone Positive Zone 4 & GCp +/- GCpi Surface Pressure (psf) User input 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 75 sf 500 sf -1.08 -1.01 -0.98 -71.9 -67.2 -65.2 -66.1 -65.2 -1.88 -1.53 -1.38 -125.1 -101.9 -91.8 -96.0 -91.8 -1.88 -1.53 -1.38 -125.1 -101.9 -91.8 -96.0 0-91.8 0.68 0.54 0.48 45.3 36.0 31.9 33.E • • :1.9 -2.20 -2.20 -2.20 -146.4 -146.4 -146.4 -146. •• •. -1a6.4 -2.20 -2.20 -2.20 -146.4 146.4 -146.4 -146.4 0 0 01%6.4 S Surface Pressure s Ua•r input olid Parapet Pressure 10 sf 100 sf 500 sf! • 4itsf CASE A: Interior zone: 0.0 0.0 040 • 0.0 Comer zone: 0.0 0.0 0 0.0 CASE B : Interior zone: 0.0 0.0 040 • • 0.0 Comer zone: 0.0 0.0 0.0 • • 0.0 GCp +/- GCpi Surface Pressure (psf) Use input 1f28-1. 0 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf -10 0.98-85.2 73.4 -65.2-770 -699 -.23 0.98 -105.2 81.6 65.21.00 0.88 78.5 66.8 58.6 70.3 63.2 Location of C&C Wind Pressure Zones • •• 2k1 9027- R EC-201 90425- Record Calculations.pdf Page 13 of 24 GCp +/- GCpi Surface Pressure (psf) Use input 1f28-1. 0 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf -10 0.98-85.2 73.4 -65.2-770 -699 -.23 0.98 -105.2 81.6 65.21.00 0.88 78.5 66.8 58.6 70.3 63.2 Location of C&C Wind Pressure Zones • •• 2k1 9027- R EC-201 90425- Record Calculations.pdf Page 13 of 24 Location of C&C Wind Pressure Zones • •• 2k1 9027- R EC-201 90425- Record Calculations.pdf Page 13 of 24 Tong Group Inc. JOB TITLE Singer Residence 1350 SW 57th Ave, #209 79 NE 91 Street, Miami, Florida 33138 Miami, Florida 33144 JOB NO. 2k19027 SHEET NO. 005-551-5644 CALCULATED By TG DATE 04/25/19 Windows and Door Wind Pressures Ultimate Wind Pressures Wind Loads - Components & Cladding: h <= 60' Kh (case 1) = 0.85 h = 12.00 - Base pressure (qh) = 66.55 a = 4.50 Minimum parapet ht = 0.00 GCpi = 0.18 Roof Angle (0) = 14.04 Type of roof = Hip kd = 1.00 ULTIMATE LOADS Walls Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 SERVICE LOADS Walls AreE Negative Zone 4 Negative Zone E Positive Zone 4 & `. GC +/- GC i Surface Pressure psf .. JJseC input* 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf .50.. f.. 200 sf -1.28 -1.10 -0.98 -85.19 -73.43 -65.22 -A&93 -69 9p. -1.58 -1.23 -0.98 -105.15 -81.65 -65.22 �iiaz� 0 -74 1.18 1.00 0.88 78.53 66.78 58.57 97"" 9 63 GC +/- GC i Surface Pressure s Use*rinpuC,, 4 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf • 50 6f . 20d sf -0.77 -0.66 -0.59 -51.11 -44.06 -39.13 M.18 " -41.94777 -0.95 -0.74 -0.59 -63.09 -48.99 -39.13 -53.23 44. 0.71 0.60 0.53 47.12 40.07 35.14 42.19 37.94 • Windows and Door Wind Pressure Schedule: Design Criteria: Code: ASCE 7 - 10 V = 175 mph Risk = H Exp = C kd = 1.00 h = 12.00 ft a = 4.50 ft Notes: 1 Window & Door Pressures shown are Service Loads. 2 To obtain Ultimate wind pressures multiply values shown by 1.67. 3 All door/windos shall be installed as per manufacturer specifications and/or Product Approval Requirements The most strict requirements shall apply. 4 All doors/windows shall resist the respective positive and negative wind pressures shown on drawings. 5 All doors/windows shall be impact -resistant rated or provided with code compliant air borne debris protection. Trib Area Code Wind Pressure 2k19027-CAL-20190425-Wind Load Calc & Code Search-20181212(TG).xls)Wind Press-WindowsDoors 2k19027-REC-20190425-Record Calculations. pdf Page 14 of 24 Tong Group, Inc. Miafni, Florida T: 305-551-5644 e: info(cDtcgengineers.com Project Title: Singer Residence Engineer: TG Project ID: 21<19027 Project Descr:Interior Renovation Work Printed: 25 APR 2019, 5:15PM Steel Column File=M:IOKYUYE-912LL721-0120H63T-8122Z88A-E\2k19027-CAL-20190425-EnercalcCalculations File.ec6 Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 KW-06003877 FELIX TONG DESCRIPTION: Stl Column - Worst Case Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 (TG) General Information Steel Section Name: HSS3x3x1/4 Overall Column Height 12.0 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns Fy : Steel Yield 36.0 ksi X-X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling ABOUT Y-Y Axis • "" • Y-Y (depth) axis : : • .. "" • • • • • • ` Fully braced against buckling ABOUT X-X AAs • • • • Applied Loads • Service loads entered. Load Fa;:r�%l:be applied for calculations. • Column self weight included : 105.336 Ibs * Dead Load Factor 000080 • .. • : • • "' AXIAL LOADS... •••• " ••+•0 •..••• W10 Beam Reaction: Axial Load at 12.0 ft, D = 3.480, LR = 2.320 k • • • • • • .. . ..,..' DESIGN SUMMARY • • • • • • Bending & Shear Check Results • . . •• PASS Max. Axial+Bending Stress Ratio = 0.1524 : 1 Maximum Load Reactions.. ' • ; • • • • • • • . Load Combination +1.20D+1.6OLr+0.50L+1.60H Top along X-X ; • •• d.0 k Location of max.above base 0.0 ft Bottom along X-X • • • &.0 k• • At maximum location values are ... Top along Y-Y d.4.. Pa : Axial 8.014 k Bottom along Y-Y 0.0 k Pn / Omega: Allowable 52.599 k Ma-x : Applied Maximum Load Deflections .. . 0.0 k-ft. Mn-x / Omega: Allowable 4.455 k-ft Along Y-Y 0.0 in at 0.0 ft above base for load combination : Ma-y: Applied lied 0.0 k-ft Mn-y / Omega: Allowable 4.455 k-ft Along X-X 0.0 in at 0.0 ft above base for load combination : PASS Maximum Shear Stress Ratio = 0.0 : 1 Load Combination Location of max.above base 0.0 ft At maximum location values are ... Va : Applied 0.0 k Vn / Omega: Allowable 0.0 k Load Combination Results Maximum Axial + Bending Stress Ratios -oad Combination Stress Ratio Status Location +1.40D+1.60H 0.095 PASS 0.00 ft +1.20D+0.50Lr+1.60L+1.60H 0.104 PASS 0.00 ft +1.20D+1.60Lr+0.50L+1.60H 0.152 PASS 0.00 ft +1.20D+1.60Lr+0.50W+1.60H 0.152 PASS 0.00 ft +1.20D+1.60S+0.50W+1.60H 0.082 PASS 0.00 ft +1.20D+0.50Lr+0.50L+W+1.60H 0.104 PASS 0.00 ft +0.90D+W+0.90H 0.061 PASS 0.00 ft Maximum Reactions . Load Combination +D+H +D+L+H +D+Lr+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.75OLr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H Axial Reaction X-X Axis Reaction @ Base @ Base @ Top 3.585 5.905 5.325 3.585 3.585 5.325 3.585 Cbx Cby KxLx/Rx KyLy/Ry Maximum Shear Ratios Stress Ratio Status Location 1.00 1.00 0.00 0.00 0.000 PASS 0.00 ft 1.00 1.00 0.00 0.00 0.000 PASS 0.00 ft 1.00 1.00 0.00 0.00 0.000 PASS 0.00 ft 1.00 1.00 0.00 0.00 0.000 PASS 0.00 ft 1.00 1.00 0.00 0.00 0.000 PASS 0.00 ft 1.00 1.00 0.00 0.00 0.000 PASS 0.00 ft 1.00 1.00 0.00 0.00 0.000 PASS 0.00 ft Note: Only non -zero reactions are listed. k Y-Y Axis Reaction Mx - End Moments k•ft My - End Moments @ Base @ Top @ Base @ Top @ Base @ Top 2k19027-REC-20190425-Record Calculations.pdf Page 15 of 24 Tong Group, Inc. Project Title: Singer Residence Miami, Florida Engineer: TG T: 305-551-5644 Project ID: 21<19027 e: infoa()tcgengineers.com Project Descr:Interior Renovation Work Printed: 25 APR 2019, 5:15PM Steel Column File=M:1OKYUYE-912LL721-0120H63T-9122Z88A-E12k19027-CAL-20190425-EnerralcCalculations File.ec6 Software oomriaht ENERCALC. INC. 1983-2019. Build:10.19.1.30 . DESCRIPTION: Stl Column - Worst Case Maximum Reactions Note: Only non -zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +0.60D+0.60W+0.60H 2.151 Extreme Reactions - _ Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 5.905 " Minimum 2.151 Reaction, X-X Axis Base Maximum 3.585 • •+• " Minimum 3.585 ; +•+ •••• ••••+• Reaction, Y-Y Axis Base Maximum 3.585 • • • • ••• + • " Minimum 3.585 • + • • +++++• Reaction, X-X Axis Top Maximum 3.585 000000 • • • " Minimum 3.585 •••• •••••• Reaction, Y-YAxis Top Maximum 3.585 •+++ •••••• •+••• " Minimum 3.585 +••••• •• • ••�••• Moment, X-X Axis Base Maximum 3.585 • • • • • " Minimum 3.565 Moment, Y-Y Axis Base Maximum 3.585 • • • • " Minimum 3.585 • • • • • Moment, X-X Axis Top Maximum 3.585 ; • • • • " Minimum 3.585 • • • • • • • • • • + • Moment, Y-Y Axis Top Maximum 3.585 • •: • • • " Minimum 3.585 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 It E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 It 0.000 in 0.000 ft Steel Section Properties : HSS3x3x114 Depth = 3.000 in I xx = 3.02 inA4 J = 5.080 inA4 Design Thick = 0.233 in S xx = 2.01 inA3 Width = 3.000 in R xx = 1.110 in Wall Thick = 0.250 in Zx = 2.480 inA3 Area = 2.440 inA2 I yy = 3.020 in14 C = 3.520 inA3 Weight - 8.778 plf S yy = 2.010 in13 R yy = 1.110 in - Ycg 0.000 in 2k19027-REC-20190425-Record Calculations. pdf Page 16 of 24 Tong Group, Inc. Miami, Florida T: 305-551-5644 e: infoCDtcaengineers.com Steel Column DESCRIPTION: Stl Column - Worst Case Sketches +Y c 'o 0 M Project Title: Singer Residence Engineer: TG Project ID: 2k19027 Project Descr:Interior Renovation Work Printed, 25 APR 2019, 5:15PM File = M:tO (YUYE-912LL721-O\�OH63T-8122Z88A-E12k19027-CAL-20190425-Enercalc Calculabons File.ec6 Software comriaht ENERCALC. INC.1983.2019, Build:10.19.1.30 tX 2k19027-REC-20190425-Record Calculations.pdf Page 17 of 24 Tong Group, Inc. Miami, Florida 7: 305-551-5644 e: info cDtcgengineers.com Steel Base Plate File= DESCRIPTION: StL Col Base Plate #1 Project Title: Singer Residence Engineer: TG Project ID: 21<19027 Project Descr:Interior Renovation Work Code References _ Calculations per AISC Design Guide # 1, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 (TG) General Information - Material Properties AISC Design Method Load Resistance Factor Design Steel Plate Fy = 36.0 ksi Concrete Support fc = 3.0 ksi Assumed Bearing Area :Full Bearing Column & Plate Column Properties Steel Section HSS3x3xl/4 Depth 3 in Area Width 3 in Ixx Flange Thickness 0.233 in Iyy Web Thickness in Printed: 25 APR 2019, 5:15PM ?2Z88A—E12k19027-CAL-20190425-Enercalc Calculations File.ec6 Software coovdaht ENERCALC. INC. 1983.2019. Build:10.19.1.30 . (D c : LRFD Resistance Factor 0.650 Nominal Bearing Fp per J8 2.44 in^2 3.02 inA4 3.02 in^4 Plate Dimensions Support Dimensions N : Length 8.0 in Width along "X" 12.0 in B : Width 8.0 in Length along "Z' 8.0 in Thickness 0.50 in Column assumed welded to base plate. Applied Loads _ -- P-Y V-Z D : Dead Load ....... k L : Live ....... k Lr : Roof Live ......... k S : Snow ................ k W : Wind ................ k E : Earthquake ............. k H : Lateral Earth ......... k ' P " = Gravity load, "+" sign is downward Anchor Bolts Anchor Bolt or Rod Description 1 1 /2" Max of Tension or Pullout Capacity........... Shear Capacity ......................................... Edge distance : bolt to plate ................... Number of Bolts in each Row ................... Number of Bolt Rows ........................ M-X k k-ft k k-ft k k-ft k k-ft k k-ft k k-ft k k-ft "+^ Moments create higher soil pressure at +Z edge. "+^ Shears push plate towards +Z edge. k k 1.250 in 2.0 1.0 2.550 ksi • 8�� Z .ram ��•�; �-' .•• 8,. i �� M +Z `� +Z 1x 2k19027-REC-20190425-Record Calculations. pcif Page 18 of 24 Tong Group, Inc. Miami, Florida i : 305-551-5644 e: info(( tcgengineers.com Steel Base Plate DESCRIPTION: StL Col Base Plate #1 GOVERNING DESIGN LOAD CASE SUMMARY Plate Design Summary Design Method Load Resistance Factor Design Governing Load Combination +1.40D+1.60H Governing Load Case Type Axial Load Only - Governing STRESS RATIO .0000020 Design Plate Size 8" x 8" x 0.1/2" Pu : Axial ......... 0.000 k Mu: Moment ........ 0.000 k-ft Load Comb.: +1.4013+1.60H Loadin Pu : Axial ......... 0.000 k Design Plate Height ......... 8.000 in Design Plate Width ......... 8.000 in Will be different from entry it partial be3rin, used. Al : Plate Area ......... 64.000 in^2 A2: Support Area .................. 64.000 inA2 sgrt(A2/A1) 1.000 Distance for Moment Calculation „m„..................... 2.575 in „n"..................... 2.575 in X .............................. 0.000 inA2 Lambda ...................... 01000 n......................................... 0.000 in n" Lambda .................................. 0.000 in L = max(m, n, n") ......................... 2.575 in Load Comb.: +1.20D+0.50Lr+1.60L.+1.60H Loading Pu: Axial ......... Design Plate Height ......... Design Plate Width ......... Will be different from entry if partial bearing used Al : Plate Area ......... A2: Support Area .................. sgrt(A2/A1 ) Distance for Moment Calculation 0.000 k 8.000 in 8.000 in 64.000 in12 64.000 inA2 1.000 2.575 in 2 575 in 0.000 inA2 0.000 0.000 in 0.000 in 2.575 in File = Project'rive: Singer Residence Enoirleer: TG ProjectID: 21<19027 Project Descr:Interior Renovation Work 721 Software Mu: Max. Moment ..................... fb : Max. Bending Stress ............... Fb : Allowable: Fy ` Phi Bending Stress Ratio fu : Max. Plate Bearing Stress .... Fp : Allowable: Bearing Stress Ratio Bearing Stresses Fp : Allowable ............................... fu : Max. Bearing Pressure Stress Ratio ................. Plate Bending Stresses Mmax = Fu' 1-12 / 2 ................... fb : Actual ................................ Fb : Allowable .............................. Stress Ratio ................. Bearing Stresses Fp : Allowable ............................... fu : Max. Bearing Pressure Stress Ratio ................. Plate Bending Stresses Mmax= Fu' LA2/2 ................... fb : Actual ................................ Fb : Allowable .............................. Stress Ratio ................. Printed: 25 APR 2019, 5:15PM 125-Enerealc Calculations File.ec6 INC. 191i3.2019. Build:10.19.1.30 . 0.000 k-in 0.000 ksi 32.400 ksi 0.000 Bending Stress OK 0.000 ksi 1.658 ksi 0.000 Bearing Stress OK • . .... .....• '..' Akial Load Qn/No Moment y, • ...... ..• . ...... ••..•• • • 1.65is ksi • • .. • • 0000 � list • • ��(}i)i •••• O'ODe• ••.•• •••Goo :0.006 M-in ••.••. 0.000 ksi • • 000000 • • ' ksi :. 42.400 . • . • :me •• .. . • .. . . •.• Axial Load Only, No Moment 1.658 ksi 0.000 ksi 0.000 0.000 k-in 0.000 ksi 32.400 ksi 0.000 2k19027-REC-20190425-Record Calculations.pdf Page 19 of 24 .�s-. TG \ CONSULTING ENGINEERS TONG GROUP 1350 541� Red Road, Suite # 209, Miami, FL 33144 PHONE: (305)5,51-5644 Fax: (786)8E6-9377 Appendix 0000 Seipp rting data ::::.: • •:.0: 000:90 ...... • • ...... . . . . . ...... ...... . . .. . . • • • • 0000 2k19027-REC-20190425-Record Calculations.odt Page 20 of 24 MIAMI-DARE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND Et:ONO;i41C RESOURCES kkLR) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 H (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) _ www.minmidade.aov/economy Eleo Construction Products, Div. of Infastech 1304 Kerr Drive Decorah, IA 52101 SCOPE: This NOA is being issued tinder the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted nramier, the manufacturer will incur the expense of such. esti n g and Ih Q101J..... may immediately revoke, modify, or suspend the use of such product or material witlii%- V?er= JurisdLCtL41I RER • reserves the right to revoke this acceptance, if it is determined by Miami-Dade.C'.%wlity Prddudt Control...:. Section that this product or material fails to meet the requirements of the applicable-bA&ng code. • • This product is approved as described 'herein, and has been designed to comply with the f,,lor•ida.8titlt1jng • Code, including the High Velocity Hurricane Zone. 0009 • • • • . . ...... .. . ..... DESCRIPTION: Ultracon Concrete & Masonry Anchors 0 • • • • • • APPROVAL DOCUMENT: Drawing No. 14-1821, titled "Eleo Ultracon Concrel� W masol;ly Anchors", •„• sheets l through 3 of 3, dated 03/07/2011, with last revision dated 09/2912014, pregared.by EnfjAeer'Ifig . Express, signed and sealed by Frank L,. Bernardo, P.E., bearing the Miami -Dade Cbmity Product Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade (!at*"* Product Control Section. MISSILE IMPACT RATING: None LABELING: Each box/eentainer of the smallest quantity shall bear a label with the manufacturer's name or logo, city, state and following statement: "Miarni-Dade County Product Control Approved", unless otherwise noted. RENEWAL of this NOA shall be considcr•ed after a renewal. application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA wil I occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any o-L#r purposes shall automatically terminate this NOA. Failure to comply with any section of this NOiN shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA munbcr preceded by the words Miami -Dade County, Florida, and followed by the expiration date mcy be displayed' ire' advertising literature. If any portion of the NOA is displayed, there it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall `be available for'inspedtion at the job site at the request of the Building Official. This NOA renews NOA # 15-0126.08 and consists of this page 1, evidence pages E-I and E-2, as well as appro' al document mentioned above. The submitted documentation was reviewed by Carlos 1W. Utrera, P.E. NOA No: 16-0216.04 Expiration Date: January 8, 2021 /k Approval Date: May 26, 2016 os//6/2016 - Page 1 2k19027-REC-20190425-Record.Calculatiorig.Pdf Page 21 of 24 . ... . . ... % .. • % .. 3/16"0 ULTRACON ALLOWABLE LOAD CAPACITIES: 2,840 P.S.I. CONCRETE' GROUT FILLED CLOCK : KNAOW BLOCK ... •A • • • • • • EDGE DISTANCE SPACING EMBEDMENT TE` B) ) • 9H k• (LB) INCHES NUMBER OF DIAMETERS 1 - -- - 2-lir 1-118' Bd 1-314" 1.3/4"-- 270 _ 270 120 195 24I4' 12d 3' 16d r 106 1SS 13/6° 186 195 195 3-9116" - 1-018' 19d' - --- Sd -- 13/4" 270 1614" J16 175 2-1W - 3" -- - 12d --18d - i V4' 315 175 . 1" 110 165 105 W/o" 185 3.9N6' 19d 1Jf4' 315 195 2-1/2' 3.9116" 16d 1.314' 176 135 4-U2' 24d 2-11V 220 195 1" 2-lrr 6' 32d 1-114'• _ 80 � 105 T5 t 1- 18• � 244' _+2d I 32d 8s 115 V. 65 115 NOTE: 'ULTRACON Ai-LO1068LE LOAD CA"; C *IES LISTED HEREIN ARE NOT VALID FOR ORACKED CONCRETE SUBSTRATE', - 1/':k" SZS ULTRACOt, ALLOWABLE LOAD CAPACITIES': _1---- F .: '8PAC24G. '_ NUMBER OF DIAMETERS r . EMBEDMENT" T°NSIOr! (� , SHE (LB) -�� ---�� 2,846 P,G.I. CONCRETE* 1 11ir 6d _ 1-314" _ 345 120 3' 12d 1�14' 1" 345 1:d 170 155 4' _ • 16d 1-318" 290 225 1.314' 460 _ 226 2-1l2" 1.1YC 6d I-3M' 455 315 3' 12d 1.314" 405 390 28.s 4' 16d 1' 200 1-3w 376 .395 1-V4' 476 445 2,730 P.8.1 CONCRETE't 2-1 r" I 4' 18d 1.314" - J18 GROLITFILLED " $TACK .2-1/2' 4° 16d A V41" 230 ?.50 4-112' 18d. 4-1M" 410 250 - •JiOLLOjN BLOCK 1' 6' 24d 1-114"a-1R Ltd 140 100 1-11Y' 'Ad 3 s�saa 150 za6 NOTE: 'ULTRACON ALLOWABLE LOAD CAPACITIES LISTED HEREIN ARE NOTVALID FOR CRACKED CONCRETE SUBSTRATES, AS DEFINED INAC1355.2. - t EMBEDMENT DEPTH INTO 2,046 PSI CONCRETE, WITH THE! Illy MAX UNANCHORED WOOD BUCK LOCATED BETWEEN THE CONCRETE ANO THE SIDE -MEMBER. •' EMBEDMENT VALUE LISTED HEREIN CONSIDERS FULL EMREDMENT TO CONCRETE, GROUT FILLED BLOCKOR 2 S NOT INCLUDE THE THICKNESS OF ANY WOOD BUCKS. ULTRACON ABLE LOAD CAPACITIES: • • , • • • • • • • • • • DGE DISTANCE SPACING EMBEDMENT" TENSION (LB) SHEAR (LD) INCHES NUMBER OF DIAMETERS 000 • • • • • • • • • •3,515P.S.1. • • CON�RETE• • • • • 1 718" 6d 2' 205 _ 290 180 120 _ 120 3.314' 6,� 12d +8d 2' 1" 216 1-314' 526 330 2-L76" 6' t6d -- 6d 1' 205 376 1-&4" 800 785 3-116'- 1-7/8' 2' 300 120 3.314' 12d - 18d 2' 455 710 5• 1' 210 450 _ 1314' 880 850 2- 835 850 GROUT FILLED BLOCK 2412" 5' 16d 1-314' 230 370 2-1/4" 290 375 HOLLOWBLOCK 1.9116• 8" 20d Nd 130 1303.1/8" 140 280 1-7/B' 3.31Y 126' ft 225 2p___ NOTE: ' •ULIRACON ALLOWMI-E.LOAD CAPACITIES LISTED HEREIN ARE NOT VALID FOR CRACKEO CONCRE TE SUBSTRATES. t EMBEDMENT DEPTH INTO 2.646 PSI CONCRETE, WITH THE �" MAX UNANCHORED WOOD BUCK LOCATED BETWEEN THE CONCRETE AND THE SIDE MEMBER. '• EMBEDMENT'VALUE LISTED HEREIN CONSIDERS FULL EMBEDMENT TO CONCRETE, GROUT FILLED BLOCK OR i OLLO�V BLOCK. EMBECMENT DEPTH DOES NOT INCLUDE THE THICKNESS OF ANY WOOD BUCKS. ULTRACON.HEAD n TLA C ILI C T n N.1 C, �- _ DRILL BIT SCHEDULE: • ' ' 1 ' HEAD STYLE •'..HEAD DIAMETER 3/16" PFH 3/16" PPII 0.305" 1(4- PFH 0.430' 1/4• TRIMFET G.414' 5/16-FEN 0.543" 5/16-LDFH 0.695' 5116-TRIMPIT 0.414" HEX WASHER HEAD (HWH) DIMENSIONS: HEAD STILE ACROSS FLAT WASHER OTAMETCR 3116" HWH - 1/4' 0.355' 1/4' HFri 5/16' 0.52� 1/4' HWH S/16' 0.415' 1/4' 300 SS CAP-HWH S/16' 0.580, 5/16-HWH 5/16' 0.543' 5/16- HFII 5/16' 0.585" OF lld U 114dd1 Z u1 rime W>f Ng .Iuu Ppp� ;q 1�S c,lu w•• .10 SCkEW-ANCHOR DRIiL BIT DI 3/16- %, DIAMETER ELCO ULTRACON BIT - 1/4' j(j DIAMETER F.LCO ULIRACON BIT { 5/IT!' Y4 DIAMETER ELCO ULTRACON B:T �I 1. INSTALLATION SHALL BE MADE IN ACCORDANCE WITI) THE MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS AND THIS MIAMI-DADE COUNTY, NOTICE OF ACCEPTANCE. 2. DRII L HOLES AT LEAST )'" DEEPER THAN ULTRACON EMBEDMENT. 3, CLEAN HOLES OR DEBRr AND DUST BEFORE INSTALLATION.OF ANCHOR. 4. ANCHORS SHALL NOT BE INSTALLED BEFORE THE CONCRET E HAS DEVELOPED ITS DESIGN STRENGTH. 5. ANCHORS SHALL NOT HE INSTALLED IN CRACKED CONCRETE SUBSTRATES, AS DEFINED 1N ACI 355.Z. FRODUCT NEWWCD ."'AODNm sAYk$O ...I.pyq wYYY•Fbd& 'c-molrV•wui.►r.164 Bdmbs O•b Arldi.• C•r Ampmallo� Ae 19-N- my ruaxwwu 14-1821 •CALo - PA00 DESC111PRON Myiq� / M4�� 1490TIONPIWOPEATILS Table 1B Section Properties.of Staitdarjd Dressed (S4S) Sawn Lumber X-AXIS 'I Y-Y AXIS Standard Area Moment Moment Approximate weight in pounds per linear foot (lbs/ft) Nominal Dressed of Section rf^(:ion of i of iece when densi of wood a uals: Size Size (S4S) Section Modulus Inertia Modulus Inertia b x d b x d A SXX IXX Syy lyy. bs/ft3 F 30 Ibs/ft3 35 Ibs/ft3 40 Ibs/ft3 45 Ibs/ft3 50 Ibs/ft3 in. x in. in.2 in.3 in.t in.3 in.° Rnardc' 1 x 3 3/4 x 2-1/2 1.875 0.781 0.977 0.234 0.088 0.326 0.391, 0.456 0.521 0.586 0.651 1 x 4 314 x 3-1/2 2.625 1.531 2.680 0.328 0.123 0.456 0.547 0.638 0.729 0.820 0.911 1 x 6 3/4 x 5-1/2 4.125 3.781 10.40 0.516 0.193 0.716 0.859 1.003 1.146 1.289 1.432 1 x 8 3/4 x 7-1/4 5.438 6.570 •23.82 0.680 0.255 0.944 1.133 1.322 1.510 1.699 1.888 1 x 10 3/4 x 9-1/4 6.938 10.70 49.47 0.867 0.325 1.204 1.445 1.686 1.927 2.168 2.409 1 x 12 3/4 x 11-1/4 8.438 15.82 88.99 1.055 0.396 1.465 1.758 2.051 2.344 2.637 2.930 Dimension Lumber see NDS 4.1.3.2 and Decking see NDS 4.1.3.5 _ 2 x 3 1-1/2 x 2-1/2 3.750 1.56 1.953 0.938 0.703 0.651 0.781 0.911 1.042 1.172 1.302 x 4 1-1 x 3-1/2 5.250 .06 5.359 1.313 0.984 0.911 1. 94 1.276 1.458 1.641 1.823 2 x 5 1-1/2 x 4-1/2 6.750 5.06 11.39 1.688 1.266 1.172 d 1.406 1.641 1.875 2.109 2.344 2 x 6 1-1/2 x 5-1/2 8.250 7.56 20.80 2.063 1.547 1.432 1.719 2.005 2.292 2.578 2.865 2 x 8 1-1/2 x 7-1/4 10.88 13_14 47.63 2.719 2.039 1.888 2.266 2.643 3.021 Z k 73.776� 2 x 10 1-1/2 x 9-1/4 13.88 21.39 98.93 3.469 2.602 2.409 2.891 3.37J �.854 •'JX§e 4.8,1$•. 2 x 12 1-1/2 x'11-114 16.88 31.164 178.0 4.219 3.164 2..930 3.516 4.102. •4.F88 5.27�. 5.859 � 2 x 14 1-1/2 x 13-1/4_ 19.88 43.89 290.3 4.969 3.727 3.451 4.141 4.831 21 0 . 11 0 6.9 3 x 4 2-1/2 x 3-1/2 8.75 5.10 8.932 3.646 4.557 1.519 1.823 2.127 *2.4 31 2.7.4 3.Q8 3 x 5 2-1/2 x 4-1/2 11.25 8.44 18.98 4.688 5.859 1.953 2.344 • 2.733 53.125 3.516 3.9Ve •' 3 x 6 2-1/2 x 5-1/2 13.75 12.60 34.66 5.729 7.161 2.387 2.865 • 3.341 0 1.919 •1.257 • 4.774 3 x 8 2-1/2 x 7-1/4 18.13 21.90 79.39 7.552 9.440 3.147 3.776 4.405 • •5.035 9191 • � 6.253 • 3 x 10 2-1/2 x 9-1/4 23.13 35.65 1164.9 '>':.9.635 12.04' , `4.015 4.818 5.62T• *9124 :1.221. 8.035•� 3 x 12 2-1/2 x 11-1/4. 28.13 52.73 296.6 11.72 14.65 4.883 5.859 6.836 •?.813 08.799 9.799 3 x 14 2-1/2 x 13-1/4 33.13 73.15. 484.6 13.80 17.25 5.751 6.901 8.051• -1.:01 10.35 11.50 3 x 16 2-1/2 x 15-1/4 38.13 96.90 738.9 15.89 19.86 6.619 7.943 9.266 101..59 • 13.24 •' 4 x 4 3-1/2 x 3-1/2 12.25 7.15 12.51 7.146 12.51 2.127 2.552 2.97 : .403 •3.828 4.243 • , 4 x 5 3-1/2 x 4-1/2 15.75 11.81 26.58 9.188 16.08 2.734 3.281 3.828 • 4.875 -4.g22 • 5.4e9 4 x 6 3-1/2 x 5-1/2 19.25 17.65 48.53 11.23 19.65 3.342 4.010 4.679 5.347 &.8" 6.684 4 x 8 3-1/2 x 7-1/4 25.38 30.66 111.1 14.80 25.90 4.405 5.286 6.168 7.049 7.930 8.811 4 x 10 3-1/2 x 9-1/4 32.38 49.91 230.8 18.89 3305 5.621 6.745 7.869 8.993 10.12 11.24 4 x 12 3-1/2 x 11-1 /4 39.38 73.83 415.3 22.97 40.20 6.836 8.203 9.570 10.94 12.30 13.67 4 x 14 3-1/2 x 13-1/4 46.38 102.41 678.5 27.05 47.34 8.051 9.661 11.27 12.88 14.49 16.10 4 x 16 3-1/2 x 15-1/4 53.38 135.66 '1034 31.14 54.49 9.266 11.12 12.97 14.83 16.68 18.53 Timbers (5" x 5" and larger)` Pnct and Timhar /cap Nr]S d i 3 d and NIBS d_1.5_11" 5 x 5 4-1/2 x 4-1/2 20.25 15.19 34.17 15.19 34.17 3.51E 4.219 4.922 5.625 6.328 7.031 6 x 6 5-1/2 x 5-1/2 30.25 27.73 76.26 27.73 76.26 5.252 6.302 7.352 8.403 9.453 10.50 6 x 8 5-1/2 x 7-1/2 41.25 51.56 193.4 ' 37.81 104.0 7.161 8.594 10.03 11.46 12.89 14.32 8 x 8 7-1/2 x 7-1/2 56.25 70.31 263.7 70.31 . 263.7 9.766 11.72 13.67 15.63 17.58 19.53 8 x 10 7-1/2 x 9-1/2 71.25 • 112.8 535A 89.06 334.0 12.37 14.84 17.32 19.79 22.27 24.74 10 x 10 9-1/2 x 9-1/2 90.25 142.9 678.3 142.9 678.8 15.67 18.80 21.94 25.07 28.20 31.34 10 x 12 9-1!2 x 11-1/2 109.3 209.4 1204 173.0 821.7 18.97 22.76 26.55 30.35 34.14 37.93 12 x 12 11-1 /2 x 11-1 /2 132.3 253.5 1458 253.5 1453 22.96 27.55 32.14 36.74 41.33 45.92 12 x 14 11-1/2 x 13-1/2 155.3 349.3 2358 297.9 1711 26.95 32.34 37.73 43.13 48.52 53.91 14 x 14 13-1/2 x 13-1/2 182.3 410.1 2768 410.1 2768 31.64 37.97 44.30 50.63 56.95 63.28 14 x 16 13-1/2 x 15-1/2 209.3 540-.3 •4189 470.8 3178 36.33 43.59 50.86 58.13 65.39 72.66 16 x 16 15-1 /2 x 15-1 /2 240.3 620.6 4810 620.6 4810 41.71 50.05 58.39 66.74 75.08 83.42 16 x 18 15-1/2 x 17-1/2 271.3 791.1 6923 700.7 5431 47.09 56.51 65.93 75.35 84.77 94.18 18 x 18 17-1/2 x 17-1/2 306.3 893.2 7816 I 893.2 7816 53.17 63.80 74.44 85.07 95.70 106.3 18 x 20 17-1/2 x 19-1/2 341.3 1109 10813 I 995.3 8709 ' 59.24 71.09 82.94 94.79 106.6 118.5 20 x 20 19-1/2 x 19-1/2 380.3 1236 12049 1236 12049 66.02 79.2.2 92.4 105.6 118.8 132.0 20 x 22 19-1/2 x 21-1/2 419.3 1502 16150 1363 13285 72.79 87.34 101.9 116.5 131.0 145.6 22 x 22 21-1/2 x 21 - 1/21 462.3 1656 178C6 1656 17806 80.25 90.30 112.4 128.4 144.5 160.5 22 x 24 21-1/2 x 23-1/2 505.3 d 1979 23252 1810 19463 3'/.72 105.3 122.8 140.3 157.9 175.4 24 x 24 23-1/2 x 23-1/2 552.3 1 2163 25415 2163 25415 95.88 115.1 134.2 153.4 172.6 1 191.8 Copyrght U American 141ood Council, t�oNr;lo rcied pAPAFRIG`ANSWOOD COp-en Agreement. No reproduction or transfer authorized. 2k 19027- R EC-201 90425- Record Calculations.pdf Page 23 of 24 Table 413 Reference Designs ti,l, Vjs�;Aly Southern Pine Dimension Lumber (Zn _ 4° think)' 2,3,s,s r (Tabulated design, vakies art: -rzr--.of;1! 1i bats durc.: ,Jon Fnd di,y service conditions, unless specified otherwise. See NDS 4.3 for :;c desci, ip ;ion (;)iIesign value adjustment factors.) USE WITH'('I BLE 413 ADJUSMENT FACTORS Design values in pounds per square inch (psi) Tc,rsion Shear Compression Compression Grading Species and commercial Size parallel t 33rallel perpbndiculdr parallel Specific Rules grade classification Bending to gr•a;rr � to grain to grain to grain Modulus of Elasticity Gravity6 Agency SOUTHERN P'INE Fb Ft F F,., _ F� E Emi" G 2,700 1,90G 175 660 2,050 1,900,000 690,000 Dense Select Structural Select Structural 2,350 1,650 175 565 1,900 1,800,000 660,000 Non -Dense Select Structural 2,050 1,450 175 480 1,800 1,600,000 580,000 No.1 Dense 1,650 1,100 •175 - 660 1,750 1,800,000 660,000 No.1 '1,500 1,O00 175 565 1,650 1,600,000 580,000 0.55 No.1 Non -Dense 2" -4" wide 1,300 875 175 480 1,550 1,400,000 510,000 No.2 Dense 1 750 175 660 1.500 1 No.2 _ 1,100 _ 675 175 5F5 1,450 1,400,000 510,000 No.2 Non -Dense 1,050 600 175 480 _ 1,450 1,300,000 470,000 ••• No.3 and Stud 650 4C0 175 565 850 1,300,000 470,0000 • • 000 Construction '• 875 " 500 175 565 1,600 1,4001J00 • .610,000 Standard _ 4" wide 475 J75 17S 565 1,300 1,'LO0,0M 0440,0000 �* • Utility 225 12ci 175 565 850 1,200WAY e_ • 4440,000 • • 0000 Dense Select Structural 2,400 1,650 175 66C 1,900 1,900OW0 • �90,000 • • Select Structural 2,100 1,450 175 565 1,800 1,800,091,, • 660,000 • • • • • • Non -Dense Select Structural 1,850 1,300 175 480 1,700 1,600#DgO •580,000• 0,900 • •• No.1 Dense t,500, 1,000 175 P60 1,650 1,800,000 660,000 0 No.l ` " 'r' 51' 6"✓ride+ 4, 50 �I' "875 1 495 r.: r `' 568' 1,550 ` 1,600VI • �80,000: • • ••• No.1 Non -Dense :1100 ! 775 175 480 1,450 1,400"0 •510,0000 ••• No.2 Dense 1,05r,• 650 175 660 1,450 1,600"(b •4680,000 0 No.2 1;60o 60b'" i7s. 565 1,400 1,400=100 110,000• • ••• No.2 Non -Dense 950 525' "475 4.80 1,350 1,300�00 • 470,000: 418••• • No.3 and Stud 575 353 175 565 800 1,3000300 0170,000 • 0 0 • Dense Select Structural ? 200 1,550 175. _ 660 1,850 1,900,0 90,000• • • Select Structural 1,950 1,350 '175 565 1,700 1,800,000 660,000 ••• Non -Dense Select Structural 1,700 1,200 175 480 1,650 1,600,000 580,000 No.1 Dense , 1,350. 900 i '175 660' 1,600 1,800,000 660,000 SPIB No.1 1,250 4800 ' 175 • 565 1,500 1,600,000 580,000 0.55 No.t Non -Dense 8" wale 1,100 700 '175 48C 1,400 1,400,000 510,000 No.2 Dense 975 '600 175 660 1,490 i 600 000 580.000 No.2 9n 550 175 _. 565 1 350 A00.000 510 000 No.2 Non -Dense 875 500 175 _ 480 _ 1,300 1,300,000 470,000 No.3 and Stud " ' 525 175 565 775 1,300,000 470,000 Dense Select Structural 1,950 �325. ( 1,300 175 660 1,800 1,900,000 690,000 Select Structural 1,700 1,150 175 56° 1,650 1,800,000 660,000 Non -Dense Select Structural 1,500 1'0so I 175 46G 1,600 1,600,000 580,000 No.1 Dense 1,200 800 175 660 1,550 1,800,000 660,000 No.t 1,050 700 17l; 565 1,450 1,600,000 580,000 No.1 Non -Dense 10" w de 950 625 175 480 1,400 1,400,000 510,000 0.55 No.2 Dense '850 '525 � 176' 563 1.350 1,600,000 580,000 No.2 800 475 176 565 1,300 1,400,000 510,000 No.2 Non -Dense 750 425 175 480 1,250 1,300,000 470,000 No.3 and Stud 475 275 175 5E5 750 1,300,000 470,000 Dense Select Structural 1,800 i,25C 175 0,,J 1,750 1,900,000 690,000 Select Structural 1,600 i,tOU 17e5 565 1,650 1,800,000 660,000 Non -Dense Select Srruc:ural 1,400 975 I 176. 48G 1,550 100,000 580,000 No.1 Dense 1,1F00 750 17.5 666 1,500 1,800,000 660,000 No.1 1,UQ0 560. 175 5(,5 1,400 1,600,000 580,000 'No.1 Non -Dense 12" wide 900. 57 i ! 175 4bQ 1,aw 1,400,000 510,000 0.55 No.2 Dense 890 500 I 175 1 6t0 1,300 1,600,000 580,000 No.2 750. } 450 17: 565 � 1,250 1,400,000 510,000 No.2 Non -Dense 760 400 � 175 480 i,250 1,300,000 470,000 No.3 and Stud 4GU 250 17-- 565 i25 1,300,000 1 470,000 i Copyright Gj American 'Afood C(A. IGI, is o .nloa i ;iipri '_. .x x�: to i.. si sns`: .,�r�sment. No reproduction or transfer authorized. 2k19027- R EC-201 90425- Record Calcuiations.pdf ADA�`31G�tiV WOOD CCli^JCiL Page 24 of 24 I