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RC-17-1880 (2)Miami Shores Village Building Department 10050 NE 2nd Ave. Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 •••• • • • • •••• • • • •• • • •• • • • • •••• •••• • • •••• '' ••. . NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPE(14att•: • INSPECTOR UNDER THE FLORIDA BUILDING CODE. • • • • .'. • I (We) have been retained by to perform special inspector services undellhe Florida"'. ;• • Building Code 5th Edition (2014) and Miami Dade County Administrative Code at the 501 NE 92nd Street • • project on the below listed structure as of 09/14/2017 (date). I am a registered architect/professional engineer licensed in the State of Florida. • • • • • • • • • • . • • • Process Number: RC17-1880 _Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 5th Edition (2014) _ Miami Dade County Administrative Code, Article II Section 8.22 Special Inspector for Trusses > 35 ft. long or 6 ft. high X Steel Framing and Connections welded or bolted X Soil Compaction Precast Attachments r _ Roofing Applications, Lt. Weight. Insul. Conc. Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* 1. Youssef Hachem Ph.D., P.E.. S.I. 2. 3. 4. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will•notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection tog for each building must be displayed in a convenieattl.gg4pp on the site for reference by the Miami Shores Building Department Inspector. All me. ftppti tilt ps required by the Florida Building Code, must be performed by the Miami Shores actions performed by the Special Inspector hired by the owner are in addition to :mdnde�'ory � )S�rformed by the department. Further, upon completion of work under each utldin „ rr 1 II Sit Ott to the Building Inspector at the time of the final inspection the completed itspectio i log fors . nd is seattd statement indicating that, to the best of my knowledge, belief and Vofessi �i al jbd. ent th05q jmrtions of the project outlined above meet the intent of the Florida Building 7. pde ' _ bstantraal a ordance with the approval plans. • T ▪ •• ,4 • Engineer/Architect Name Youssef Hachem Ph.D., P.E., S.I. • •• • • • Print Address 99 NW 27 Ave Miami, Florida 33125 CIRALDO RESIDENCE REMODELING STRUCTURAL CALCULATIONS HCE www.yhengineering.com • • • • • • •• • •••• • • •••• • •• •• .• •• • • •••• • • •• • .. • •••• • • •• • • • •••• • • • • • • Job. No. H170960 • • September 14, 2017 • • • ••• • ��I�iIi1ui,,, ,,s,s sE.F H, y Sri `.sp.. .•\,\C E NS .....Vs� • * • N. 433?2 •• ; • .▪ . STATE '▪ O• YousseP.E. P.E. Lice se o. 302 99 NW 27 MtVE. Miami, Florida 33125 (305) 969-YHCE vh(Dvhenoineerino.com 48 Pages • • • • • • • •• • • • • •• • TABLE OF CONTENTS DESCRIPTION PAGES • Wind Loads Design 3-7 • Roof Plywood Diaphragm Checking 8-10 • Wood Rafters Design 11-17 • Connectors Design 18-43 • Steel Beam and Steel Column Design 44-47 .• .. • • • •••• • • • • ..• • .. • • • •••• • • • •••• • • • .. • • .. • •••••••• • JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY PF DATE Code Search Code: ASCE 7 - 10 Occupancy: Occupancy Group = R Residential Risk Category & Importance Factors: Risk Category = Wind factor = Snow factor = Seismic factor = Type of Construction: Fire Rating: Roof = Floor = Building Geometry: Roof angle (6) Building length (L) Least width (B) Mean Roof Ht (h) Parapet ht above grd Minimum parapet ht Live Loads: II 1.00 1.00 1.00 0.0 hr 0.0 hr www.struware.com use 0.60 NOTE: Output will be nominal wind pressures 4.00 / 12 18.4 deg 46.8 ft 36.8 ft 13.0 ft 0.0 ft 0.0 ft Roof 0 to 200 sf: 20 psf use 30.0 psf 200 to 600 sf: 30 psf over 600 sf: 30 psf . • .. • . ... . • . • .. . • .. • • . 0000 . • • • ..•. • . .... . . . .. . . . . • .• .. ..•. . • •. • . . . • . . • . . .. . ... . • .• • • JOB TITLE 4 JOB NO. CALCULATED BY CF CHECKED BY PF SHEET NO. DATE DATE Wind Loads : Ultimate Wind Speed Nominal Wind Speed Risk Category Exposure Category Enclosure Classif. Internal pressure Directionality (Kd) Kh case 1 Kh case 2 Type of roof ASCE 7- 10 175 mph 135.6 mph I I C Enclosed Building +/-0.18 0.85 0.849 0.849 Topographic Factor (Kzt) Topography Hill Height (H) Half Hill Length (Lh) Actual H/Lh = Use H/Lh Modified Lh = From top of crest: x = Bldg up/down wind? H/Lh= 0.50 x/Lh = 0.31 z/Lh = 0.09 At Mean Roof Ht: Kzt = (1+K,K2K3)"2 = Hip Flat 80.0 ft 100.0 ft 0.80 0.50 160.0 ft 50.0 ft upwind Gust Effect Factor h= 13.0ft B = 36.8 ft /z (0.6h) = 15.0 ft K� = K2 = K3 = 0.000 0.792 1.000 1.00 z V ) V(z) Speed-up x(upv.ind) x(downwind) H12 ESCARPMENT • f• • ••• V(Z)•••• •• • •• H peed -up. V(Z) • :(end) • x(downwind). • ••• ••••• 5+� •• 9• •••• • •••• .. • •I1+,�•. • 2D RIDGq e? El'AXISYMM€TRlCAL HILL• • • • • • • . • •• • .•. • • • •• 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 = 0.35 Rigid structure G = 0.85 Using rigid structure default • • • • • Wind Loads - MWFRS all h (Enclosed/partially enclosed only) Kh (case 2) = 0.85 h = 13.0 ft Base pressure (qh) = 33.9 psf ridge ht = 16.1 ft Roof Angle (9) = 18.4 deg Roof tributary area - (h/2)'L: 304 sf (h/2)*B: 239 sf L= B= 46.8 ft 36.8 ft GCpi = G= qi = qh Nominal Wind Surface Pressures (psf) +/-0.18 0.85 Surface Wind Normal to Ridge B/L = 0.79 h/L = 0.35 Wind Parallel to Ridge UB = 1.27 h/L = 0.28 Cp ghGCp w/+g1GCpi W/-ghGCpi Dist* Cp ghGCP w/+g1GCpi w/-ghGCpi Windward Wall (WW) 0.80 23.1 see table below 0.80 23.1 see table below Leeward Wall (LW) -0.50 -14.4 -20.5 -8.3 -0.45 -12.9 -19.0 -6.8 Side Wall (SW) -0.70 -20.2 -26.3 -14.1 -0.70 -20.2 -26.3 -14.1 Leeward Roof (LR) -0.57 -16.4 -22.5 -10.3 Included in windward roof Windward Roof neg press. -0.42 -12.0 -18.1 -5.9 0 to h/2* -0.90 -26.0 -32.1 -19.9 Windward Roof pos press. 0.06 1.7 -4.5 7.8 h/2 to h* -0.90 -26.0 -32.1 -19.9 h to 2h* -0.50 -14.4 -20.5 -8.3 > 2h* -0.30 -8.7 -14.8 -2.5 *Horizontal distance from windward edge Windward Wall Pressures at "z" (osfl Combined WW + LW Windward Wall Normal Parallel 1<z I KztgZGCp w/+giGCpi W/-ghGCpi to Ridge to Ridge 0.85 1.00 23.1 17.0 29.2 37.5 35.9 0.86 1.00 23.4 17.3 29.5 37.9 36.3 h= O to 15' ridge = 16.1 ft • • • • NR» Notat, TO•REDOE WEND PARALLEL TO R@OE LW NOTE: See figure in ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. 'Parapet z I Kz I Kzt I qp (psf) 0.0 ft 0.85 1.00 0.0 Windward parapet: 0.0 psf (GCpn = +1.5) Leeward parapet: 0.0 psf (GCpn = -1.0) Windward roof overhangs ( add to windward roof pressure) : 23.1 psf (upward) • • PLF STRUCTURAL ENGINEERS, INC. CA # 30758 4960 SW 52nd ST, Suite #407, Davie, FL 33314 0: (954) 533-3237 Fax: (954) 533-2117 email: pfiallo©plfengineers.com JOB TITLE JOB NO. CALCULATED BY CHECKED BY PF SHEET NO. DATE DATE Wind Loads - Components & Cladding : h <= 60' Kh (case 1) = 0.85 h = Base pressure (qh) = 33.9 psf a = Minimum parapet ht = 0.0 ft GCpi = Roof Angle (8) = 18.4 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 Parapet Nominal Wind Pressures 13.0 ft 3.7ft +/-0.18 GCp +/- GCpi Surface Pressure (psf) User input 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 54 sf 65 sf -1.08 -1.01 -0.98 -36.7 -34.3 -33.3 -34.2 -33.9 -1.88 -1.53 -1.38 -63.8 -51.9 -46.8 -51.4 -50.0 -1.88 -1.53 -1.38 -63.8 -51.9 -46.8 -51.4 -50.0 0.68 0.54 0.48 23.1 18.3 16.3 18.1 17.6 -2.20 -2.20 -2.20 -74.7 -74.7 -74.7 -74.7 -74.7 -2.20 -2.20 -2.20 -74.7 -74.7 -74.7 -74.7 -74.7 Negative zone 3 = zone 2, since hip roof with angle <= 25 degrees Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adjacent wall pressure reduced by intemal pressure of 6.1 psf qp = 0.0 psf CASE A = pressure towards building (pos) CASE B = pressure away from bldg (neg) Walls Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 Solid Parapet Pressure Surface Pressure (psf) User Input 10 sf 100 sf 500 sf 50 sf CASE A : Interior zone: 0.0 0.0 0.0� 0.0 Corner zone: 0.0 0.0 0.0 . • • •Il.Q SASE B : Interior zone: 0.0 0.0 ; • • ,0.0 • • •9.0 Comer zone: 0.0 0.0 • • 80.0 • 4.0 • •••• • • • • • • • GCp +/- GCpi Surface Pressure (psf) ' • • • •Oser inddt" •'' 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf , • •24 •24 Si. -1.28 -1.10 -0.98 -43.4 -37.5 -33.34 •'.,,-211.6 :411 -1.58 -1.23 -0.98 -53.6 -41.6 -33.3 ,., ; 50.0 119.1 1.18 1.00 0.88 ._ 40.1 34.1 29.91 • :8.2 _ 37.8 • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • PLF STRUCTURAL ENGINEERS, INC. CA # 30758 4960 SW 52nd ST, Suite #407, Davie, FL 33314 0: (954) 533-3237 Fax: (954) 533-2117 emailpfiallo@plfengineers.com JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY PF DATE Roofs w/ a 510° and all walls h>60' 47. - "r ---``1 -- 1 aE 0 3 --J Monoslope roofs 10°<0530° h 5 60' & alt design h<90' a Location of C&C Wind Pressure Zones Walls h 5 60' & alt design h<90' Multispan Gable & Gable 7° < e 5 45° 0 Stepped roofs e 5 3° h 5 60' & alt design h<90' Gab e, Sawtooth and Multispan Gable 9 5 7 degrees & Monoslope 5 3 degrees h 5 60' & alt design h<90' Hip 7° < 0 <_ 27° Nominal Wind Pressures 2a Monoslope roofs 3°<0510° h 5 60' & alt design h<90' • • • • • •• • • • A B •••• • • •••• • • •••• • •• C.• D • • • •• • • • • • • • • • • • • • • • • • • • • Sawtooth 10° < 8 5 45° h 5 60' & alt design h<90' • • www. yhenpineerinp.com YHCE, Inc. Youssef Hachem Consulting Engineering 99 NW 27th Ave Miami, FL 33125 (305) 969-YHCE / www.yhengineering.com JOB SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE •• • •▪ • • •• • •▪ • • • 8 oonnorr rMA.. At M.J. fr...r.l Mom.. r0.nn.n. www.yhengineering.com YHCE, Inc. Youssef Hachem Consulting Engineering 99 NW 27th Ave Miami, FL 33125 (305) 969-YHCE / www.yhengineering.com JOB . /fZ -iJJ 9 SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE • • • • • • • ..,._...._•...___. _.. • •. • • .._ . • • • •• • • •• • • : • • • • • • • • • • • • •••••• • • • • • • •. • • • • • • • • •• •• •• •••• • • • .• • • • • • • • •• • •• • • • • •• • • •• • • Donn on4.1 ;r.,+. cn.w.; mc.1 m..w.e; • • • TABLE A=1 RECOMMENDED EAR.IN POUNDS; PER FOOT FOR HORIZONT S#AL PLYWOOD DIAPHRAGMS WITH FRAMINGOF; DOUGLAS FHR, LARCH OR SOUTHERN PINEI°l FOR WIND OR SEISMIC LOADING Common Nail Size, 64 Tod:`. and other APA' : Sd grades except Species soup<5 1-1/2 &6) Minimum.:: 6 4 2-1/2 ►. 121s1 Width ) Nail Spacing On ) 1N m—i of at other � eds. Frairitittg (Cases 1, 2, 3 & 41 :""4rtibar 6 ;b ? 4 3 1 Nails Spaced 6' max. att.supported edges continuous Art ether joints configurations pa tlel (Cases 2, 4,5&6). 2 .185.. .250 375 420' ::' 165 125.. 140 3 . 210 280, 420' : 475' 270 360 530;.:... 600 300 400 600 675 ;.: 15/32 2 .. 320 425 69' 3 t' 360.. 480 720 :: 820; 5/16 3/8 15/32 170 225 190 :250 185. ' 250. 210 280 2 240 320 3 270 360 335* 380: 380" 430 375 420 420 4.80 540 543 610 .. 240 ' 180 265 200::.. 285 215 320 240; 215 10 125 125 140 160: 240 ; 180 2 270 360 530 600 240 3 300,:.400 600 675 265 180•• • • 2i 290.a 385 575 655k1. Q55.:. • 1 A0• • • 3 325 1430 `.650 735 . - .219 • i 2,15 :• • 320 425 - 640. 73Q1d • 216 • • • 3' 360 484 720 820w3.7(i • • 240 •.:.:: o) F r framing of other species (1) find specie# p of lurnbet as AF&PA Aat anal n Spoaficofion (2 Find r votue fronmsdb1! for nail, size! itrudural 1 p. woodregardless of actual grade) 3) Muttiplyvalue by 0 82 tar sjiec+et w speaFic gra my of 0.42 fa D 49, and 0% wdh r . jraVdy of less lhon 0 r: ace nuts 12 n n;G along ini4A4d+0framing rriem t c) Fry 'shalt be 3 in nomrnol'or wide Arid nits shell bo nto framing of more Ilion 1 5/8 Sri' are s 3 m o c, taco rid oats ore sto' (d) Curt ! t. iomendoture far APA trademarked C R and C-C dassrtred tenor,Stnictumllpoi�elsaresomcrked See'APA perior�no rated woad struclurol panels' Case where ails ore spoced 2 in. or 2•1/2 in pion Unless otherwise required 2 in nominal fed panels rs APA Rated Sheathing C1.0 panels typically Case 3 • ion Guide Resident of d, 31 Case 4 w m •••.•• ac , and wher010d ayn 6014 hg per• tt,f1ten nay beg trusnjl e•fuII nailing S sur% are classified E Qxeure 1 End C-C Commercial fat.re ommgpded, sh0or vo coo M 1)•1>0111.11►1 `it t11111t>.>atl..r tut 1s��a11 r•��t�1t>..��� • Cale �, _ : 4,4 II111111: _Ea 1111111111112 oworert- The Engineered Wood Assoc warm www.yhenglneering.com YHCE, Inc. Youssef Hachem Consulting Engineering 99 NW 27th Ave Miami, FL 33125 (305) 969-YHCE / www.yhengineering.com U/241.10" JOB SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE ••..•• • • • • • • • • • • • • • • • •••• :............. •••• • ••• • • • • • eod `. 11 •• • • •• ••• • • •• • • • •• nanni P.r Md., .ciMw Ch..ufc...e.u.m www.yhengineerIng.com YHCE, Inc. Yousset Hachem Consulting Engineering 99 NW 27th Ave Miami, FL 33125 (305) 969•YHCE / www.yhengineering.com JOB / 12 A�7S SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE oqL:- P %6 •• ••. • • • • • • • • • • • • • •• • • • • •• DRIV ri DN.I ( &. CM.ft,n .1 • www.yhengirmering.com YHCE, Inc. Youssef Hachem Consulting Engineering 99 NW 27th Ave Miami, FL 33125 (305) 969-YHCE / www.yhengineering.com JOB �--L /L'4i'�O 13 SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE .i 9i.. ..4.4i ,74 .d 4-f7, #- 2404. 303 ' ... .. gPi 3F3 E_ ... 3E 3 .. Aggeosvp AtrAr 2 5;51 CD2 :: aft • • •:• 1• • •••.• • • • ••••.• • • • • • • ..:.......... cl3iPt •••• • •.••. ••• • .• •••. •••• •' • • • • •••••• • ••.• • •: •• .••• •. • •••• ••••••.._. •. • •••..._;•...__.___ • • • •• •• • •• • • • • • •• • • •• • vaomx r ru.i iswsro swm mio imnn.m jitle 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 Wood Beam Lic. # : KW-06010668 Description : RAFTERS DESIGN ECODE REFERENCES 1 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Project Title: Engineer: Project Descr: Project ID: 14 Printed: 7 SEP 2017, 9:58AM File = Y:120171MISCW170960 (Ciraldo)\DESIGN PHASE \Calculations\Enercalcicalcs.ec6 ENERCALC, INC. 1983-2014, Build:6.14,9.18, Ver.6.14.9.18 Licensee : YOUSSEF HACHEM CONSULTING ENGINEERING INC Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling : Southern Pine - 2013 Addendum : Select Structural: 2" - 4" Thick : 8" App IeI d Loads Beam self weight calculated and added to loads Uniform Load : D = 0.040, L = 0.060 , Tributary Width = 1.0 ft 1,950.0 psi 1,950.0 psi 1,700.0 psi 565.0 psi 175.0 psi 1,350.0 psi E : Modulus of Elasticity Ebend- xx 1, 800.0 ksi Eminbend - xx 660.0ksi Density 35.440 pcf Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.977 1 2x8 1,905.31 psi 1,950.00psi +D+L+H 6.375ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.419 in Ratio = 0.000 in Ratio =- 0.716 in Ratio = 0.000 in Ratio = 365 0 <360 213 0 <180 • • • • • • •••• • • • • • • • • • • • • •• • •••• Design OK • •'l>r471 : 1 •"'2x8 132.38 psi* ��•1.�00 psi• • +D+L+H • •12.192ft '•Ugr #1 • • • •• • • • • • • • • • • • • • ••• • • LMaximum,Forces &`Stresses for Load Combination Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Moment Values Cm Ct CL M fb Shear Values F'b V fv F'v +D+H Length =12.750 ft +D+L+H Length =12.750 ft +D+Lr+H Length =12.750 ft +D+S+H Length =12.750 ft +D+0.750Lr+0.750L+H Length =12.750 ft +D+0.750L+0.750S+H 1 0.451 1 0.977 1 0.325 1 0.353 1 0.667 0.217 0.471 0.157 0.170 0.322 0.90 1.00 1.25 1.15 1.25 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.87 791.92 2.09 1,905.31 0.87 791.92 0.87 791.92 1.78 1,626.97 0.00 1755.00 0.00 1950.00 0.00 2437.50 0.00 2242.50 0.00 2437.50 0.00 0.00 0.25 0.00 0.60 0.00 0.25 0.00 0.25 0.00 0.51 0.00 0.00 34.24 0.00 82.38 0.00 34.24 0.00 34.24 0.00 70.34 0.00 0.00 157.50 0.00 175.00 0.00 218.75 0.00 201.25 0.00 218.75 0.00 • 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 Wood Beam Project Title: Engineer: Project Descr: Project ID: 15 Printed: 7 SEP 2017, 9:58AM Rle = Y:\20171MISCW170960 (Ciraldo)1DESIGN PHASE1Calculations\Enercaicicalcs.ec6 ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver.6.14.9.18 Lic. #: KW-06010668 Licensee : YOUSSEF HACHEM CONSULTING ENGINEERING INC Description : Load Combination RAFTERS DESIGN Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V Iv F'v Length =12.750 ft 1 0.726 0.350 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.78 1,626.97 2242.50 0.51 70.34 201.25 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.750 ft 1 0.254 0.122 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.87 791.92 3120.00 0.25 34.24 280.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.750 ft 1 0.254 0.122 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.87 791.92 3120.00 0.25 34.24 280.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.750 ft 1 0.521 0.251 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.78 1,626.97 3120.00 0.51 70.34 280.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.750 ft 1 0.521 0.251 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.78 1,626.97 3120.00 0.51 70.34 280.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.750 ft 1 0.521 0.251 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.78 1,626.97 3120.00 0.51 70.34 280.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.750 ft 1 0.152 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.52 475.15 3120.00 0.15 20.54 280.00 +0.60D+0.70E+O.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.750 ft 1 0.152 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.52 475.15 3120.00 0.15 20.54 280.00 [ Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+L+H • • • • • 1 0.7162 6.422 • • Ii0000 ; • • • .0.000 ' • Mix! : " Defl tEcelon in Span [Vertical Reactions j Support notation : Far left is #1 Values in KIPS • • • Load Combination Support 1 Support 2 Overall MAXimum 0.655 0.655 Overall MINimum 0.163 0.163 +D+H 0.272 0.272 +D+L+H 0.655 0.655 +D+Lr+H 0.272 0.272 +D+S+H 0.272 0.272 +D+0.750Lr+0.750L+H 0.559 0.559 +D+0.750L+0.750S+H 0.559 0.559 +D+0.60W+H 0.272 0.272 +D+0.70E+H 0.272 0.272 +D+0.750L+0.750Lr+0.450W+H 0.559 0.559 +D+0.750L+0.750S+0.450W+H 0.559 0.559 +D+0.750L+O.750S+0.525E+H 0.559 0.559 +0.60D+0.60W+0.60H 0.163 0.163 +0.60D+0.70E+O.60H 0.163 0.163 D Only 0.272 0.272 Lr Only L Only 0.383 0.383 S Only W Only E Only H Only • • • • • • • • ••.• • • •• • • • . • •. •• er••• • • • • • • • • • • • • • • • • • • • • • • • •. • • • • • • • •. 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 Wood Beam Lic. # : KW-06010668 Description : RAFTERS DESIGN (0.6DL+WL) LCODE REFERENCES _ _ Project Title: Engineer: Project Descr: Project ID: 16 Printed: 7 SEP 2017, 10:33AM File = Y:120171MISCW 170960 (Ciraldo)1DESIGN PHASE\Calculations\Enercalcicalcs.ec6 ENERCALC, INC. 1983-2014, Bulld:6.14.9.18, Ver.6.14.9.18 Licensee : YOUSSEF HACHEM CONSULTING ENGINEERING INC 1 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species : Southern Pine - 2013 Addendum Wood Grade : Select Structural: 2" - 4" Thick : 8" Beam Bracing : Completely Unbraced Fb - Tension Fb - Compr Fc - Prl I Fc - Perp Fv Ft 1,950.0 psi 1,950.0 psi 1,700.0 psi 565.0 psi 175.0 psi 1,350.0 psi E : Modulus of Elasticity Ebend- xx 1,800.0ksi Eminbend - xx 660.0ksi Density 35.440 pcf i +W(+56L D(0.04) i i W(-0.11) i i i i i W(-0.17) •r D(0.04) W(-0.17) • • • • 2x8 Span = 2.330 ft 2 2x8 Span = 12.750 ft ••r•.•• • • • • • • • - p • • • •••• • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • LApplied Loads • • • • • Service loads entered. Load FactEi% Oltbe appliedtbPealculatior?s! • •; • • • • • • • • • • • • • • ••• •• Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.040 , Tributary Width = 1.0 ft Uniform Load : W = -0.560 kilt, Extent = 0.0 --» 2.0 ft, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.040 , Tributary Width =1.0 ft Uniform Load : W = -0.170 k/ft, Extent = 0.0 --» 3.330 ft, Tributary Width = 1.0 ft Uniform Load : W = -0.110 k/ft, Extent = 3.330 --» 8.930 ft, Tributary Width = 1.0 ft Uniform Load : W = -0.170 k/ft, Extent = 8.930 --» 12.750 ft, Tributary Width = 1.0 ft DESIGN SUMMARY • • • • • • • • • • •• • • • • • • • • • • • •• Design OK • • • • Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.491: 1 2x8 = 752.71 psi 1, 532.52 psi +0.60D+0.60W+0.60H 0.000ft = Span # 2 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.000 in Ratio = 0.000 in Ratio = 0.199 in Ratio = -0.614 in Ratio = 0 <360 0 <360 280 248 0.265 : 1 2x8 74.12 psi 280.00 psi +0.60D+0.60W+0.60H = 1.731 ft = Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Moment Values Cm C CL M fb F'b Shear Values V fv F'v +0.60D+0.60W+0.60H Length = 2.330 ft 1 0.248 0.265 1.60 1.000 1.00 1.00 1.00 1.00 0.97 Length =12.750 ft 2 0.491 0.265 1.60 1.000 1.00 1.00 1.00 1.00 0.49 0.82 0.82 0.00 752.71 3039.67 752.71 1532.52 0.00 0.00 0.00 0.54 74.12 280.00 0.40 74.12 280.00 • 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 Wood Beam Lic. # : KW-06010668 Description : RAFTERS DESIGN (0.6DL+WL) Overall Maximum Deflections Project Title: Engineer: Project Descr: Project ID: 17 Printed: 7 SEP 2017, 10:33AM File = Y:\2017\MISC\H170960 (Ciraldo)\DESIGN PHASE \Calculations\Enercalc\calcs.ec6 ENERCALC, INC. 1983-2014, Build:6.14.9.18, Ver.6.14.9.18 Licensee : YOUSSEF HACHEM CONSULTING ENGINEERING INC Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span W Only Vertical Reactions Load Combination 1 0.1991 0.000 2 0.0000 0.000 W Only Support notation : Far left is #1 0.0000 0.000 -0.6145 6.838 Values in KIPS Support 1 Support 2 Support 3 Overall MAXimum -2.146 -0.805 Overall MINimum 0.228 -0.099 +D+H 0.381 0.263 +D+L+H 0.381 0.263 +D+Lr+H 0.381 0.263 +D+S+H 0.381 0.263 +D+0.750Lr+0.750L+H 0.381 0.263 +D+0.750L+0.750S+H 0.381 0.263 +D+0.60W+H -0.907 -0.220 +D+0.70E+H 0.381 0.263 +D+0.750L+0.750Lr+0.450W+H -0.585 -0.099 +D+0.750L+0.7505+0.450W+H -0.585 -0.099 +D+0.750L+0.750S+0.525E+H 0.381 0.263 +0.60D+0.60W+0.60H -1.059 -0.325 +0.60D+0.70E+0.60H 0.228 0.158 D Only 0.381 0.263 Lr Only L Only S Only W Only -2.146 -0.805 E Only H Only • • • • • • • • • • • • • • .. • . •. • • • • • • • • • • •.•• • • • • • • .••• • • • • •• • • . • • •• •• .••• • •� • • • • • • • • • • • • • • • • •• • • • • • • • • • YHCE, Inc. Youssef Hachem Consulting Engineering 99 NW 27th Ave Miami, FL 33125 (305) 969•YHCE / www.yhengineering.com JOB 1 � i itZi)t3 • 18 SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE C ;?3roeV 11J 2� cel(,iJeq/z f f. Ys3, 2z o f'SF A 2-1 x � y = fie C2 t 'uFr- /79 3, s2 12iit. 3 37, iS ( NPu r) f 1 -- jut— Vt. 8s '2. 5 "!, y' PSG'... f sue, 443 .• . •••• . • .• • • •••• • •• • • .• • • ... rF 6 PS d, • ..;. • •••••• • ••• • ••• • • ...• • ..., • .... • F\2 .. • • • • • • : . .• .. .. .: PRODUCT 2D7.1 (Sinn, Sh•A•1 iRr11Palrtn1 • 9/6/2017 Florida Building Code Online r OF O _TM T ;Y BCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge IStets & Facts I Publications Product Approval USER: Public User CONNECTOR A Product Approval Menu > Product or Application Search > Application List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) FL11473-R3 Revision 2014 Approved D Simpson Strong -Tie Co. 2221 Country Lane McKinney, TX 75070 (972) 439-3029 rshackelford@strongtie.com Randall Shackelford rshackelford@strongtie.com Randall Shackelford 1720 Couch Drive McKinney, TX 75069 (800) 999-5099 rshackelford@strongtie.com Shelby Troth 5956 W. Las Positas Blvd Pleasanton, CA 94588 (925) 560-9000 Ext 9049 stroth@strongtie.com Structural Components Wood Connectors • • • • • • • • • • • • • • • •• • • •• • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • •• •• • • • • • • • • • • • • • • • • • • •• • • • • • • • • • 19 •� • • • • • • • •• • • • Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer .1 Evaluation Report - Hardcopy Received Jeffrey P. Arneson PE-58544 Benchmark Holdings, L.L.C. 12/31/2017 Joseph A Reed, PE Validation Checklist - Hardcopy Received FL11473 R3 C I Cert of Ind Simpson.pdf Standard AF&PA NDS AISI S100 (S1, S2-2010) ASTM D1761 ASTM D7147 Equivalence of Product Standards Certified By https://floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvBJyggZ9WuE19bViKyWeNZd591fOxYJdSRqIOiZYeShw%3d%3d Year 2012 2007 2000 2005 1/4 • 9/6/2017' Florida Building Code Online 11473.6 HHETA16, HHETA20, HHETA24, HHETA40 Heavy Embedded Truss Anchor Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL11473 R3 II SIM201501 Truss to Masonry Products EOR Seal_04292015.pdf Verified By: Randall Shackelford P.E. 68675 (TX) Created by Independent Third Party: Yes Evaluation Reports FL11473 R3 AE SIM201501 Truss to Masonry Products EOR Seal_04292015.pdf Created by Independent Third Party: Yes 11473.7 LGT2, LGT3-SDS2.5, LGT4-SDS3 Girder Tiedown Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL11473 R3 II SIM201501 Truss to Masonry Products EOR Seal_04292015.pdf Verified By: Randall Shackelford P.E. 68675 (TX) Created by Independent Third Party: Yes Evaluation Reports FL11473 R3 AE SIM201501 Truss to Masonry Products EOR Seal_04292015.pdf Created by Independent Third Party: Yes 11473.8 LTA2 Lateral Truss Anchor Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL11473 R3 II SIM201501 Truss to Masonry Products EOR Approved for use outside HVHZ: Yes Seal_04292015.pdf Impact Resistant: N/A Verified By: Randall Shackelford P.E. 68675 (TX) Design Pressure: N/A Created by Independent Third Party: Yes • • • • Other: Evaluation Reports . • FL11473 R3 AE SIM201501 Tru,4 to Mason i 8ducts EOIt • Seal_04292015.pdf • • • • • • Created by Independent Third WV; Yes • • • 11473.9 META12, META16, META18, META20, META22, META24, META40 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Embedded TrUSS Anchor •••• • • 00041 • • • • • • • • Installation Instructions • FL11473 R3 II SIM201501 Truss to Masonry ?ro locts EOt• • Seal_04292015.pdf • • • • • • • • • • • Verified By: Randall Shackeiford•PoBt 68675 (TX), Created by Independent Thtrd P&rtQ,: Yes • • • • • Evaluation Reports FL11473 R3 AE SIM2015th Trustto Masofiry Products Et , Seal_04292015.pdf • • • • • • • • Created by Independent Third Party: Yes •.• • 11473.10 MGT, VGT, VGTL, VGTR Girder Tiedown Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL11473 R3 II SIM201501 Truss to Masonry Products EOR Approved for use outside HVHZ: Yes Seal_04292015.pdf Impact Resistant: N/A Verified By: Randall Shackelford P.E. 68675 (TX) Design Pressure: N/A Created by Independent Third Party: Yes Other: Evaluation Reports FL11473 R3 AE SIM201501 Truss to Masonry Products EOR Seal_04292015.pdf Created by Independent Third Party: Yes 11473.11 MSTAM24, MSTAM36, MSTCM40, MSTCM60 Strap Tie for Masonry Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL11473 R3 II SIM201501 Truss to Masonry Products EOR .Seal_04292015.pdf Verified By: Randall Shackelford P.E. 68675 (TX) Created by Independent Third Party: Yes Evaluation Reports FL11473 R3 AE SIM201501 Truss to Masonry Products EOR Seal_04292015.pdf Created by Independent Third Party: Yes 11473.12 MTSM16, MTSM20, HTSM16, HTSM20 Twist Strap for Masonry Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Installation Instructions FL11473 R3 II SIM201501 Truss to Masonry Products_EQ Seal_04292015.pdf Verified By: Randall Shackelford P.E. 68675 (TX) Created by Independent Third Party: Yes 20 000 • • • 000 • ••• • 00 •• •• � • • • • •• • •• https://fioridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvBJyggZ9WuE19bViKyWeNZd591fOxYJdSRqIOiZYeShw%3d%3d 3/4 DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253 21 Florida Building Code, Residential, 5th Edition R101.2.1 Scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 11. ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE LOADS AND FASTENERS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS Model No. Ga Length (in.) Fasteners Allowable Uplift Loads (160) Truss/Rafter CMU (Titen) Concrete (Titen) DF/SP SPF MTSM16 16 16 7-10d 4-'/4x2% 4-%x13/4 875 755 MTSM20 16 20 7-10d 4-%x2% 4-1/4x1% 875 755 J HTSM16 J 14 16 8-10d 4-%4x21/4 4-1/4x1% 1175 : 1Q4Q HTSM20 14 20 10-10d 4-1/4x2'/4 4-%x13/4 1175 •1010 HM92 18 - 4-SDS'%X1'/2 5-%x2% 5-'/4x1% 805 • • •405' HGAM103,6 14 - 4-SDS1/4X1 Y2 4-%x2% 4-%x 1 '/4 850 • • • 6?1T Notes: •. • • • • • • • • •• • • • • • .•• • • • • • • • 1. Loads include a 60% load duration increase on the fastener capacity for wind loading where allowed Ite Florida• Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are • • • permitted. Reduce loads where other loads govem. • • • •• • • • • • • . • • 2. HM9 allowable F1 load shall be 670 Ibs, and allowable F2 load shall be 200 lbs. • 3. HGAM10 allowable F1 load shall be 1005 Ibs (DFL/SYP) & 870 Ibs (SPF), and allowable F2 load WIl't•t105 Ibs • • • (DFL/SYP) & 950 lbs (SPF). • • • • 4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2 Yz must tie usel when • framing anchors are installed on each side of the joist or truss. • • . • • • • • • 5. F1 = 120Ibs and F2 = 901bs lateral Toads apply for the MTSM and HTSM twist straps when the wall side Titen screws • • are install into the first four hexagonal holes from the bend line and on the truss/rafter the first seven nail holes near • • the bend line are filled. Any other fasteners required can be installed in any open hole. • • Moisture barrier not shown Figure 1 Figure 2 Typical MTSMM/HTSM Application Typical HM9 Installation Page 8 of 15 Figure 3 Typical HGAM10 Installation Simpson Strong -Tie ' 9/6/2017 Florida Building Code Online r OF,FIGE OF,THE cRETARY Professional BCIS Home I Log In I User Registration Product Approval USER: Public User Hot Topics I Submit Surcharge I Stats & Facts I Publications I FBC Staff BCIS Site Map Links I Search Product Approval Menu > Product or Application Search > Application Ust > Application Detail FL # FL16294-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Nu-Vue Industries Inc. Address/Phone/Email 1055 E 29th street Hialeah, FL 33013 (305) 694-0397 vtolat@sbcglobal.net Authorized Signature Maria Guardado vtolat@sbcglobal.net Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email • • • • • •• • • ••• • • • •••• • •• • • • •••• • 22 • • •••• • • • • • • •••• • • • •• •• •• • • • • •• • • • •• • • • • • • •• • • Category Structural Components • • • • • • • Subcategory Wood Connectors• • • • • • • • • • Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer ✓' Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Vipin N. Tolat the Evaluation Report Florida License PE-12847 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Jesus Gonzalez, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL16294 R2 COI scan0205.pdf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Year AISI S100 2010 ASTM D1761 2006 NDS 2012 https://floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgsNc735f0bMioeamUj2H6Ua5RMbd1bKpWg6jzTCOd%2baiQ%3d%3d 1/3 9/6/2017 Florida Building Code Online 23 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 08/31/2015 09/01/2015 09/07/2015 10/16/2015 FL # Model, Number or Name Description 16294.1 AB5, AB7, NVHC 37, Tables 16 and 17 18 gage angle Clips and 5 way grip clip Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL16294_R2_II_scan0349.pdf Verified By: Vipin N. Tolat, P.E. PE 12847 Created by Independent Third Party: Yes Evaluation Reports FL16294_R2_AE_scan0349.pdf Created by Independent Third Party: Yes 16294.2 NVBH 24 and NVUH 26, Tables 2 and 3 Joist hangers Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL16294_R2_II_scan0349.pdf Verified By: Vipin N. Tolat, P.E. PE 12847 Created by Independent Third Party: Yes Evaluation Reports • FL16294_R2_AE_scan0349!pji • • Created by Independent Third -Party: Yes •••• • • •••• • •• • • • •• • 16294.3 NVHCR, NVHCL, NVSTA, NVHTA Tables 9,10,11 • 18 gage Hurricane clips and•P4' ata single and Eouble strati• •••• • • • Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions • • • • FL16294_R2_II_scan0349.pAf• • • • Verified By: Vipin N. Tolat, gelint2847 Created by Independent Third Party: Yes Evaluation Reports • • • FL16294_R2_AE_scan0349!pdf • Created by Independent Third Pasty: Yes • - • • 16294.4 NVJH, NVSO Tables 12 and 13 •• • 18 Gage and 16 Gage Joist hangers • • •• • • • •••• • • • ••• • ••• • • • • •• • • •• • ••• • •• • be 000 •• • ••• • • • • • • • Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL16294_R2_II_scan0349.pdf Verified By: Vipin N. Tolat, P.E. PE 12847 Created by Independent Third Party: Yes Evaluation Reports FL16294_R2_AE_scan0349.pdf Created by Independent Third Party: Yes 16294.5 NVRT, Table 4 14 Gage Flat and twisted rafter ties. Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL16294_R2_II_scan0349.pdf Verified By: Vipin N. Tolat, P.E. PE 12847 Created by Independent Third Party: Yes Evaluation Reports FL16294_R2_AE_scan0349.pdf Created by Independent Third Party: Yes 16294.6 NVSNP3, NV 358, NV 458, Tables 6,7,8 Skewed Nail Plate and 14 Gage double straps. Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL16294_R2_II_scan0349.pdf Approved for use outside HVHZ: Yes Verified By: Vipin N. Tolat, P.E. PE 12847 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL16294_R2_AE_scan0349.pdf Created by Independent Third Party: Yes 16294.7 NVSTA, NVHTA Tables 20 and 21 14 Gage Single and Double Straps Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Installation Instructions FL16294_R2_II_scan0349.pdf Verified By: Vipin N. Tolat, P.E. PE 12847 • https://floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgsNc735f0bMioeamUj2H6Ua5RMbd1bKpWg6jzTCOd%2baiQ%3d%3d 2/3 24 Page 12 18 Gauge Angle Clips, Table 16 Product Code Dimensions (inches) Fastener Schedule Allowable Leads(Ibs) WI W2 L Header Joist F1 F2 A85 1h' 291s 5 3-10dx1h' 3-10dx1)¢' 511 595 A87 1h' SW 7 4-10dx1i¢' 4-10dx1))' 582 794 2191py Noi wider angle leg to Jost and Shorter 1eg to Header. CD w 1.6 for Fi & F2 L AE1 5 18 Gauge NVHC 37 5WAY Grip Gip (520 Table 17 •••• Typical InstSigt off Nail Schedule Allowable Design Loads(be) Product Code Description Header or Plate Joist or Stud uplift 11 L2 NVHC 37 I SWay Clip 16-8d or 16-10d 12-8d or 12-10d 710 560 730 CD = 1.6 for uplift, L1 & L2 • • •• .• ••• • • • •••• • • •• • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • •• • 6/29/2019 Florida Building Code Online T OFRC OF TH Mt -SECRETARY BCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge I Stats & Facts I Publications I FBC Staff BCIS Site Map I Links I Search Product Approval USER: Public User CONNECTOR B product Approval Meng > Product or Application Search > Application List > Application Detail FL # Application Type Code Version Application Status Comments Archived FL10456-R3 Revision 2014 Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. u Product Manufacturer Simpson Strong -Tie Co. Address/Phone/Email 2221 Country Lane McKinney, TX 75070 (972) 439-3029 rshackelford@strongtie.com Authorized Signature Randall Shackelford rshackelford@strongtie.com Technical Representative Randall Shackelford (new) Address/Phone/Email 2221 Country Lane McKinney, TX 75069 (972) 439-3029 rshackelford@strongtie.com Quality Assurance Representative Shelby Troth Address/Phone/Email Category Subcategory Compliance Method 5956 W. Las Positas Blvd Pleasanton, CA 94588 (925) 560-9000 Ext 9049 stroth@strongtie.com Structural Components Wood Connectors • • • • • • • • • • • • • • • •• • • •• • • • • • • • • • • • • • • • • •••• • • •• • • • • • •• •• • • • • • • • • • • • • 25 . • • • • • •• • • • • • • • • •• • • • • • • • •• Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Benchmark Holdings, L.L.C. Quality Assurance Contract Expiration Date 12/31/2017 Validated By Joseph A Reed, PE fValidation Checklist - Hardcopy Received Certificate of Independence FL10456 R3 COI ICC Cert of Indeoendence.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By • • Standard Year ASTM D1761 2000 ASTM D7147 2005 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 2012 Approved Testing Lab FL10456 R3 Eauiv D1761 and D7147 Eauivalence.odf https://floridabuilding.org/pr/pr app_dtl.aspx?param=wGEWQwtDqudsDrIH6148zA9MCa%2flofYG%2foRFSez%2tD29RJPR5FcT%2bg%3d%3d 1/3 6/29/2017 Florida Building Code Online Sections from the Code Product Approval Method Method 1 Option C Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products 05/01/2015 06/13/2015 06/21/2015 FL # Model, Number or Name Description 10456.1 DSP, SSP Stud to Plate tie Limits of Use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: The following applies in HVHZ only. SSP: Supplemental connectors may be required to achieve 700# uplift. DSP: Use 10 common nails in SP or DF lumber to achieve min. 700 lbs. uplift. Installation Instructions FL10456 R3 II ESR-2613 6-1-15.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10456 R3 AE ESR-2613 6-1-15.Ddf 10456.2 FTA2, FTA5, FTA7, LFTA Floor Tie Anchor •• • • • • Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions • • • FL10456 R3 II ESR-2613 e1' 15,pdf : ...• • * • • • • • • • • i • • • • I • Verified By: ICC Evaluation•9E!J'i! LLC Created by Independent Third.Pait•: Evaluation Reports FL10456 R3 AE ESR-2613•6-1-15•odf -••• • •••• • 10456.3 H1, H10, H10A, H10-2, H15, H15-2, H2, H2.5, H2.5A, H3, H4, H5, H6, H7Z, Hurricane Tie • • •• •• • • •• •• • •••• • ' • • • •••• • Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: In HVHZ, for Hi, H2, H2.5, H2.5A, H3, H4, and H5, 2 connectors must be used to achieve 700# uplift. • • • Installation Instructions• • FL10456 R3 II ESR-26136-1-1fi.Ddf • • • • • • • • • • • • • • • • • • • • • Verified By: ICC Evaluation'WcE LLC Created by Independent Third Party: Evaluation Reports FL10456 R3 AE ESR-2613 6-1-15.odf 10456.4 HGT-2, HGT-3, HGT-4 Heavy Girder Tiedown Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10456 R3 II ESR-2613 6-1-15.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10456 R3 AE ESR-2613 6-1-15.odf 10456.5 HS24 Hurricane Tie Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10456 R3 II ESR-2613 6-1-15.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10456 R3 AE ESR-2613 6-1-15.odf 10456.6 HTS16, HTS20, HTS24, HTS28, HTS30, HTS3OC Heavy Twist Strap Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10456 R3 II ESR-2613 6-1-15.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10456 R3 AE ESR-2613 6-1-15.odf 10456.7 LTS12, LTS16, LTS18, LTS20 Light Twist Strap Limits of Use Installation Instructions 26 • • • • •• • •• • • • • •• • •• •• • https://floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDqudsDrIH6148zA9MCa%2flofYG%2foRFSez%2fD29RJPR5FcT%2bg%3d%3d 2/3 6/29/201'7 Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Florida Building Code Online FL10456 R3 II ESR-2613 6-1-15.Ddf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10456 R3 AE ESR-2613 6-1-15.Ddf 10456.8 MTS12, MTS16, MTS18, MTS20, MTS30 Medium Twist Strap Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10456 R3 II ESR-2613 6-1-15.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10456 R3 AE ESR-2613 6-1-15.Ddf 10456.9 RSP4 Stud to Plate Connector Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Supplimental connectors must be used to acheive 700# uplift for HVHZ. Installation Instructions FL10456 R3 II ESR-2613 6-1-15.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10456 R3 AE ESR-2613 6-1-15.odf 10456.10 RST-1, RST 2 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R3 II ESR-2613 6-1-15.Ddf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: •••• Design Pressure: N/A Evaluation Reports • • • •••• • • • • 4 Other: Supplimental connectors must be used to acheive FL10456 R3 AE ESR-261)g J•1lDdf 700# uplift for HVHZ. • • •• •• • ••••.. poly, •••• 10456.11 SP1, SP2, SP4, SP6, SP8 • Stud Plate Tie • • ...• Limits of Use Installation Instructions• •••• • • • • Approved for use in HVHZ: Yes FL10456 R3 II ESR-2613-Z5145.odf • •••• Approved for use outside HVHZ: Yes Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Created by Independent TWO' ii • • • • • • • • • • • • • • •••• Design Pressure: N/A Evaluation Reports Other: In HVHZ, for SP1 only, supplemental connectors must FL10456 R3 AE ESR-2612%! !S.Ddf • • be used to achieve 700# uplift. • • • • •••• • • . 10456.12 SPH4, SPH6 , SPH8 Heavy Stud Plate Tie • • • •• • ••• • Limits of Use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10456 R3 II ESR-2613 6-1-15.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10456 R3 AE ESR-2613 6-1-15.odf • • •••• • •• Contact Us :: .2601 Blair Stone Road, Tallahassee FL 32399 phone: 850-487-1824 The State of Florida is an AA/EEO employer. Coovriaht 2007-2013 State of Florida, :: privacy Statement :: Accessibility Statement :: ,Refund Statement Under Florida law, email addresses are public records. If you do not want your a -mall address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click hem. Product Approval Accepts: ® ;Check Ea Credit Card Safe securite;uLTltics• 27 •• • • •• •• • • •• •• • • • •• • https://floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDqudsDrIH6148zA9MCa%2flofYG%2foRFSez%2fD29RJPR5FcT%24%3d%3d 3/3 28 ESR-2613 1 Most Widely Accepted and Trusted TABLE 4—LTS, MTS, AND HTS TWIST STRAPS Page 7 of 11 o,-, •nab 2 5 iz + a ldl � al... ;1 x xTa3 , r c }' °rAL4.1D ABLEl)P 1FT'Ll3 S I a �� « m "tt +tr on „< �" "" 4 ' 416t r---ilib , ' 10t1 x � .p0�Ala�is t�YVh v fne ajl d 10dx1'fa�om noR is t v' i .]Fa-'3tce'IB.IE�•T�"..r'W'�AnSx�iax'1'n. ',d Mis/'� §rT� . Ar 1fi� +R�RRr¢ihnS.uS2Niaax�n�y LTS4 I LTS12 12 12 12 775 720 LTS16 16 LTS18 18 LTS20 20 ,:. 9 '«l Y �pi, t, i- !TA '{t'�{ wil' �/'� a� �C {{ J 5 3"+f 4, r`F. 3 .- � �' 9i tgN ,T �, 41 d `Y p� _ i ''. nrS "sM� 4'`,y�Yr � ,' 'sin 'Y.. '14�4 ems. ".. 7 .» d ...—..X' sti:...a.,». ,..�.".rt Az 1Y. •�aT-gih' p_ir)1� l� ?J' > .a./ ,i� sR.Y y sF .v� y Tv-� .7gA �aff • + `� cl '4' th. {/Y�k� `r L r .r��i�'s?#�;�.�ir.��� '�i^+�)?I c i . �', 3}ycv s T' r+'r31'. , n .rJ F, _ Ml S ''F` 1� :-'.� t }:<'^-/�3v -..4u. ' .tlt :a.d' �' HTS" HTS16 16 16 16 1,260 1,150 HTS20 20 20 24 1,450 , 1,450 HTS24 24 HTS28 28 HTS30 30 HTS30C 30 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N 'Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load. 2Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 'Tabulated allowable uplift loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when other load durations govern. "'Each model of the LTS and MTS twist strap series (except for the MTS30) has more nail holes than the minimum quantify of nails sgi§ed in the table. • • 5HTS30C has the twist in the center of the strap length. •• . • i• • • • • • •• p • •• • • • • • 1" Typ• LTS12 (MTS and HTS Similar) Typical MTS Installation — Rafter to Stud FIGURE 4—TWIST STRAPS • •• • • • Typical MTS Installation — Truss to Double Top Plate • • • • L deOb r-i) 1,J -00 pi to< w al° fiNeViil coon 64), P ishr 1414 a W SI 0%C e A-a-erAc • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 2 9 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • IICE www.yhanglneering.com YHCE, Inc. Youssef Hachem Consulting Engineering 99 NW 27th Ave Miami, FL 33125 (305) 969-YHCE / www.yhengineering.com fied20 n 30 JOB SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE Plc •e • • • • .. • • 31 YHCE, Inc. Youssef Hachem Consulting Engineering 99 NW 27th Ave Miami, FL 33125 (305) 969-YHCE / www.yhengineering.com JOB SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE gyg. 2hYz/Z yz`x t 01L, eA;K 9 93x$ fo.; #`_, 28 222.E ?d •; a ••. .• . •. .• •. • •s ._.. a..... ' •• ••......... •• • • .. • •; .. • • • • • .. • • www.yhongineering.com YHCE, Inc. Youssef Hachem Consulting Engineering 99 NW 27th Ave Miami, FL 33125 (305) 969-YHCE / www.yhengineering.com z/ ?.i 2tawJ(i JOB L!/�-i1 U • 32 SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE •• • • II • • • • • • •• • •• • • CCnrwr InA, rt'nnl. tna., 11,1 �GMnM� www.yh.nglnsarfog.com YHCE, Inc. Youssef Hachem Consulting Engineering 99 NW 27th Ave Miami, EL 33125 (305) 969-YHCE / www.yhengineering.com (1 ee mot.., D 33 JOB SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE Y ,EL if ease • • a•. • •• • • •• • ..._ • •,• • • , •,• •• f•••0 • • • •• •••• 0 ••••• • •: • • S r+Y.4.$4,14.+4 ..• • • • • • •. • Simpson Strong -Tie''' Anchoring and Fastening Systems for Concrete and Masonry Titen HD® Design Information - Concrete 0 0 C Mechanica Titen HD® Allowable Tension Loads in Normal -Weight Concrete Size Drill Bit Dia. I"' ').; (in.) 3 (9.5) 1 (12.7) (15.9) (19.1) 3 3 Embed. Depth in. (mm) 1 % (38) 2/ (70) 33Y4 () 23/4 (70) 3% (92) 53Y4 (146) 23/4 (70) Critical Edge Critical Dist. Spacing in. in. (mm) (mm) 6 (152) 3 (76) 4 (102) 41 5 (105) (127) 53 (146) 23 45/e 6 (117) (152) 53 (146) 4 (102) f',.>_2,000 psi (13.8 MPa Concrete), Ultimate • Std. Dev. Allowable b. (kN) _ :lb. (kN) lb. (kN) 2,070 (9.2) 4,297 6 (19.1) (152) 7,087 (31.5) 8 (203) 10 (254) 12 (305) 4,610 (20.5) 347 (1.5) 520 (2.3) 1,075 (4.8) 1,770 (7.9) 1,155 (5.1) Tension Load Pc>_3,000 psi (20.7 MPa Concrete) 7,413 (33.0) 412 1,855 (1.8) (8.3) SIMPSON Strong -Tie f'c>4,000 psi (27.6 MPa Concrete) Allowable Ultimate lb. (kN) Ib. (kN) 635 (2.8) 1,315 (5.8) 2,115 (9.4) 1,400 (6.2) 2,270 (10.1) 2,974 (13.2) 6,204 (27.6) 9,820 (43.7) 6,580 (29.3) 10,742 (47.8) Std. Dev. Ib. (kN) 1,434 (6.4) 600 (2.7) Allowable Ib. (kN) 10,278 (45.7) 4,610 (20.5) 297 2,570 (1.3) (11.4) 1,155 (5.1) 3,240 (14.4) 1,400 (6.2) 15,640 (69.6) 6,580 (29.3) 2,341 (10.4) 745 (3.3) 1,550 (6.9) 2,455 (10.9) 1,645 (7.3) 2,685 (11.9) 3,910 (17.4) 1,645 (7.3) 8,742 (38.9) 615 (2.7) 2,185 (9.7) 2,630 (11.7) 12,286 (54.7) 1,604 3,070 (7.1) (13.7) 12,953 (57.6) 4,674 (20.8) 10,340 (46.0) 13,765 (61.2) 1,764 (7.8) 1,096 (4.9) 1,016 (4.5) 3,240 (14.4) 1,170 (5.2) 2,585 (11.5) 3,440 (15.3) 3,955 (17.6) 1,405 (6.3) 3,470 (154) 1. The allowable loads listed are based on a safety factor of 4.0. 2. Refer to allowable load -adjustment factors for spacing and edge distance on pages 198 and 199. 3. The minimum concrete thickness is 11/2 times the embedment depth. 4. Tension and shear loads for the Titen HD anchor may be combined using the elliptical interaction equation (n=%). Allowable load may be interpolated for concrete compressive strengths between 2,000 psi and 4,000 psi. 4,055 (18.0) 18,680 (83.1) 6,580 (29.3) 17,426 (77.5) 18,680 (83.1) • • • • • •• • • 1,591 (7.1) 1,743 (7.8) 4,670 (20.8) 1,645 (7.3) 4,355 (19.4) 4,670 (20.8) •••• • • •••• • • • • • • •••• Titen HD® Allowable Shear Loads in Normal -Weight Concrete •••• M • k ize (in.) xE II <* Drill Bi Dia (in) "^"t, a , - Embed Depth in (mm)-?-1 i; r ►x.� 11 (38) :; ' ,Critical Edge Dist'in (mm) { z _3a s d 6 (152) ; Critical Spacing n. f•c>2,0D0 psi(13 p 8 MPa Concrete) f >3,000 psi ; (20.7 MPa Concrete): .,ick,, h Psii(27 E MPaCorsrete) ,..: (mm)' x?E 4 (102) 4 Ultimate b. (kN)1 2,912 (13.0) ; Std. Dev. if lb. (kN)* r Allowable JIb. (kN)lai 730 (3.2) 4 r „Allowable -4, : L. (kN) �€ . e ; Ultimate.. hStd Del i ib.ti l)* Ai, lb: (kN) rAllowable' igIb. (kN)g • 215 • • 4.1) 31t; (9.5) %23/4 825 (3.7) •3,668 • .06.3). • • (70) 41/2 (114) 6 (152) 6,353 (28.3) - 1,585 (7.1) 1,665 (7.4) • • • _•• 1.740 • i'.7) 33/4 (95) 6,377 (28.4) 1,006 (4.5) 1,595 (7.1) 1,670 (7.4) _ _ •17740 (7.7) y., (12.7) 1 72 2/ _ _(70) 3% (92) 6 (152) 8 (203) 6,435 (28.6) 9,324 (41.5) 11,319 (50.3) _ 1,605 (7.1) 2,050 (9.1) 9,987 (44.4) _ 597 (2.7) 2,495 (7.8) 3,255 (14.5) 1,285 (5.7) 1,245 (5.5) , 2,330 (10.4) 2,795 (12.4) 13,027 (57.9) 53/4 (146) 2,830 (12.6) 3,045 (13.5) _ _ 3,255 (14.5) % (15.9) % 23/4 (70) 7'/2 (191) 10 (254) 7,745 (34.5) _ 1,940 (8.6) 2,220 (9.9) 9,987 (44.4) _ 2,495 (7.8) 41/8 (105) 8,706 (38.7) 1,830 (8.1) 2,175 (9.7) 3,415 (15.2) 18,607 (82.8) 1,650 (7.3) 4,650 (20.7) 53/4 (146) 12,498 (55.6) 2,227 (9.9) 3,125 (13.9) 3,890 (17.3) - - 4,650 (20.7) 23/4 (70) 9 (229) 12 (305) 7,832 (34.8) _ 1,960 (8.7) 2,415 (10.7) 11,460 (51.0) - 2,865 (12.7) 3Y1 (19.1) 3/4 4% 11 11,222 (49.9) 2,900 (12.9) 2,805 (12.5) 4,490 (20.0) 24,680 (109.8) 2,368 (10.5) 6,170 (27.4) 53/4 146 19,793 (88.0) 3,547 (15.8) 4,950 (22.0) .,_ 5,560 (24.7) 24,680 (109.8) 795 (3.5) 6,170 (27.4) 1. The allowable loads listed are based on a safefy factor of 4.0. 2. Refer to allowable load -adjustment factors for spacing and edge distance on pages 198 and 199. 3. The minimum concrete thickness is 1' times the embedment depth. 4. Tension and shear loads for the Titen HD anchor may be combined using the elliptical interaction equation (n=%). Allowable load may be interpolated for concrete compressive strengths between 2,000 psi and 4,000 psi. ' See page 12 for an explanation of the load table icons. 34 • • • • • • • • • •••• • • ••••k• • �• F 0 z 0 a 2 c 0 0 192 Simpson Strong -Tie' Anchoring and Fastening Systems for Concrete and Masonry Titen HD® Design Information - Concrete 0 0 Mechanica Load Adjustment Factors for Titen HD® Anchors in Normal -Weight Concrete: Edge Distance, Tension and Shear Loads How,to use these charts: 1. The following tables are for reduced edge distance. 2. Locate the anchor size to be used for either a tension and/or shear load application. 3. Locate the anchor embedment (E) used for either a tension and/or shear load application. Edge Distance Tension (fc) SIMPSON Strong -Tie 4. Locate the edge distance (cact) at which the anchor is to be installed. 5. The load adjustment factor (fc) is the intersection of the row and column. 6. Multiply the allowable load by the applicable load adjustment factor(s). 7. Reduction factors for multiple edges are multiplied together. A Edge Dist. Cect (m Dia. 3% % % 3/4 E 1' I 23/4 33/4 234 3% 534 2/ 41, 53/4 234 4% I 53/4 c 6 3 3 4 4 4 5 5 5 6 6 6 C„ , 6 13r4 1/ 134 13/a 13r4 13Y4 13Y4 13/a 13/a 1/ 13/i fa„f„ 1.00 0.83 0.73 0.67 0.57 0.73 0.67 0.57 10.59 0.67 0.48 0.58 134 0.83 0.73 0.67 0.57 0.73 0.67 0.57 0.59 0.67 0.48 i 0.58 2 0.86 0.78 0.71 0.62 0.76 0.70 0.60 0.62 0.69 0.51 0.60 23/4 1 0.90 0.84 0.74 0.67 0.79 0.72 0.64 0.65 0.71 0.54 0.63 2% 0.93 0.89 0.78 0.71 0.82 0.75 0.67 0.68 0.73 0.57 0.65 2/ 0.97 0.95 0.82 0.76 0.85 0.77 0.70 0.72 0.75 0.60 0.68 3 1.00 1.00 0.85 0.88 0.80 0.74 0.75 10.77 0.63 0.70 31/4 0.89 _0.81 0.86 0.91 0.82 0.77 0.78 0.79 0.66 0.73 3% 0.93 0.90 0.94 0.85 0.80 0.81 0.81 0.69 0.75 1 33__ 4 0.96 0.95 0.97 0.87 0.83 0.84 0.83 0.72 0.78 1.00 1.00 1.00 0.90 0.87 0.87 0.84 0.76 0.80 41ht 0.92 0.90 0.91 0.86 0.79 0.83 4% 0.95 0.93 0.94 0.88 0.82 0.85 4/ 0.97 0.97 0.97 0.90 0.85 5' 51/4 - 1.00 1.00 1.00 0.92 0.88 p0,QQ I0.90 0.94 0.91 0.93 5% 0.96 0.94 0.95 5/ 0.98 0.97 0.98 6 1.00 1.00 1.00 1.00 See notes below. Edge Distance Shear (fc) A Edge Dist. C (in.) Dia. % 'h % 3Y4 E 11 23/4 33/4 23/4 3% 53/4 23/4 I 41/8 53/4 23/4 4% 53/4 cL, 6 4+h 41/2 6 6 6 7% 71A 71h 9 9 9 smfn fc,,,t„ 6 13/4 13/4 13/4 134 134 13/4 13/4 13/4 13/4 13/4 13/4 1.00 0.25 0.24 0.25 0.20 0.17 0.19 0.16 0.19 0.19 0.14 0.13 13/4 0.25 0.24 0.25 0.20 0.17 0.19 0.16 0.19 0.19 0.14 0.13 2 0.32 0.31 0.29 0.25 0.22 0.23 0.20 0.23 0.22 0.17 0.16 2% 0.45 0.45 0.38 0.34 0.32 0.30 0.27 0.30 0.27 0.23 0.22 3 0.59 0.59 0.47 0.44 0.41 0.37 0.34 0.37 0.33 0.29 0.28 3% 0.73 0.72 0.56 0.53 0.51 0.44 0.42 0.44 0.39 0.35 0.34 4 0.86 0.86 0.65 0.62 0.61 0.51 0.49 0.51 0.44 0.41 0.40 4% 5 1.00 1.00 0.74 0.72 0.71 0.58 0.56 0.58 0.50 0.47 0.46 _ 0.82 0.81 0.80 0.65 0.63 0.65 0.55 0.53 Q,§2 5% 0.91 0.91 0.90 0.72 0.71 0.72 0.61 0.58 0.58 6 1.00 1.00 1.00 1.00 0.79 0.78 0.79 0.66 0.64 0.64 6% 0.86 0.85 0.86 0.72 0.70 0.70 7 0.93 0.93 0.93 0.78 0.76 0.76 7% 1.00 1.00 1.00 0.83 0.82 0.82 8 0.89 0.88 0.88 8 % 0.94 0.94 0.94 9 1.00 1.00 1.00 The tabled adjustment values (fa) have been calculated using the following information: 1. E = Embedment depth (inches). 2. caa = actual edge distance at which anchor is installed (inches). 3. car = critical edge distance for 100% load (inches). 4. Cmfn = minimum edge distance for reduced load (inches). See page 12 for an explanation of the load table icons. • • • • • .• • • .•.• • • • • • • • •• • • • • • • • • • • • • • • • •.•• • • •• •• r • • • • • 5. fa = percent of allowable load at actual edge distance. 6. fa, = percentage of allowable load at critical edge distance. far is always = 1.00. 7. fa,,;,, = percent of allowable load at minimum edge distance. 8. fa = fantn + R1 - fanin) (Cast - cmW / • • • • • •• • • • •• • • • 6••• • • • • • • • • • • •• 35 . • • • • • • • •• • • 198 www.yhengineering.com YHCE, Inc. Youssef Hachem Consulting Engineering 99 NW 27th Ave Miami, FL 33125 (305) 969-YHCE / www.yhengineering.com JOB ' 36 SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE •........ ., • • • •. •••• • •• • • • • !• • •• • • : • ,•••'• ••• •• • r•♦ • • ••• •••• • •••f • •••11 • • • •• • •• • •• • • •• • • DGMI 117 WILI ICinnle GM.1.1 %I .110...1l www.yhengineering.com YHCE, Inc. Youssef Hachem Consulting Engineering 99 NW 27th Ave Miami, FL 33125 (305) 969-YHCE / www.yhengineering,com JOB (/,2 A''�) o 37 SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE •• • • • • • • • •• • • PRODUCT 204.1(SiP0I S0eets) 205-1(Padded) www.yhengimeeting.com YHCE, Inc. Youssef Hachem Consulting Engineering 99 NW 27th Ave Miami, FL 33125 (305) 969-YHCE / www.yhengineering.com JOB SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE 38 • e•• • • PRODUC12044 (Siple Sheets) 205-t (Poked) YHCE, Inc. Youssef Hachem Consulting Engineering 99 NW 27th Ave Miami, FL 33125 (305) 969•YHCE / www.yhengineering.com JOB rr(2.At-iv . SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE 51)4.511 SSt 3 g. 0 39 • • . • • • :. • • * I$), 21Y 2. PRODUCT 204.11541e Sheets) 205-1)Padded) YHCE, Inc. Youssef Hachem Consulting Engineering 99 NW 27th Ave Miami, FL 33125 (305) 969-YHCE / www.yhengineering.com JOB ` —e# 40 SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE .> C./0c�v Z •••••. P.._. • • • • h E ,)._.. ?6•f s v/ d? • •• •. ., •• • • •. • • . • .. •• .• • •• • .• • • .. .• • .•• • • PRODUCT 204-1 (Singe Sl ees) 205-1(Padded) www.yhenglneertng.com YHCE, Inc. Youssef Hachem Consulting Engineering 99 NW 27th Ave Miami, FL 33125 (305) 969•YHCE / www.yhengineering.com A32. 7i-R4.1 ditecit 4 JOB SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE ~e.9 °'c P(t(h •, • • • • •• • • •• •. •. • ..................... •••••••• •••• •••1 • • • • • • : • • •. ...l • • : • • • • • • • • • • • • ••• . • • ••••.. • ••• • 41 •• • • • • • •• •• • •• • PRODUCT 204-11Saple Sheets) 21:6-1 (Padded( www.yhengineering.com YHCE, Inc. Youssef Hachem Consulting Engineering 99 NW 27th Ave Miami, FL 33125 (305) 969•YHCE / www.yhengineering.com x 9 4d a iv h J' 194.F. JOB / t "� b 42 SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE .. • .:................. • • :• • • ••.... •••• .•••• • • •• •• ••••••........': • • .. • • '• • ' • • • : • : • • • • • • •• •• •••:• • :............ • •••e • • •.••,•. • ;........ • • •• •••4 • • ; " • •••• ♦••4 • .. a •' • • • • • • :• •.•.• •... • • • • • • • • : • •• • • •• • •• • • • •• • • •• • • PRODUCT 204-1(Salle Sheets) 205.1 (Pa2Ce01 w ww. yhenginee ring. com YHCE, Inc. Youssef Hachem Consulting Engineering 99 NW 27th Ave Miami, FL 33125 (305) 969-YHCE / www.yhengineering.com JOB U4 (2.44"7101) 43 SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE • •• • •• • • • • • • • • •• • •• • PRODUCT 204-1 (Soak Slim) 205-1(PaCkd) www.yhenglneering.com YHCE, Inc. Youssef Hachem Consulting Engineering 99 NW 27th Ave Miami, FL 33125 (305) 969-YHCE / www.yhengineering.com C/ . as JOB SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE Z Kb" X,.owD Jalfr._.. _. 3, 91. Pe.F - o. e 2 i 2'/.gi PsF ;� l• • • •• • •• • • • • • • • • • • • ww.yhengineering.com YHCE, Inc. Youssef Hachem Consulting Engineering 99 NW 27th Ave Miami, FL 33125 (305) 969-YHCE / www.yhengineering.com JOB /4---kt-4>124 45 SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE bey K Pkr • d 17 r f1. 2 1. wL 3 6'1 E:r zed Cat-t,tY+ A) otr7374A tS 30 3 9i: 2,+ 12 (.: Z,119- x e5' x rL g P51 n SB A 4' oicAUet 3i8.<1.__' o kes 43 A-156 rt, M"rt., • • . • •• • • •.e.e •s.. • • •. • .441 • •••• ±...44465,10% •• •• •••• • .. • • : • •• • • • •.••S• •• • .••l • • • • •• • • •• • •• • • • • •• • • •• • •• • Nam rT 9n1., Rlmb Ch.. M 9M.1 ,D,AAN1 I10E www. yhenglrm.nng. eom YHCE, Inc. Youssef Hachem Consulting Engineering 99 NW 27th Ave Miami, FL 33125 (305) 969-YHCE / www.yhengineering.com JOB SHEET NO OF DATE DATE CALCULATED BY CHECKED BY SCALE 46 BEARING WALL ON WEST SIDE. NO BEARING PLATE REQUIRED. Job Name: BEAM BEARING PLATE DESIGN for W, S, and M Shape Beams per AISC 9th Edition Manual (ASD) - Pages 2-141 to 2-144 Subject: Job Number: Originator: Checker: Input Data: Beam Size: Beam Size = Design Parameters: Beam End Reaction, R = Beam Yield Stress, Fy = Bearing Plate Length, N = Bearing Plate Width, B = Bearing Plate Yield Stress, Fyp = Concrete Strength, f 'c = Bearing Area, A2 = Member Properties: Beam: d= tw= bf = tf= k= Results: 8.060 0.285 6.540 0.465 0.8590 in. in. in. in. in. W8x28 6.50 50 6.000 6.540 36 3.000 39.24 kips ksi in. in. ksi ksi. in "2 Bearing Plate W8x28 Bearing Plate Anchor as required k=0.859 tp=0.327 Nomenclature Check End Reaction Based on Beam Web Shear: • • Fv = 20.00 ksi Fv = 0.40*Fy (Allowable web shear stress) Rv = 45.94 kips Rv = Fv*Aw = Fv*(d*tw) (Allowable web sheaf). • • • • Check End Reaction Based on End Bearing Criteria for Beam: Rwy = Rwc = Rp = 76.63 51.67 45.94 kips kips kips .•.. •• • •• •.gm R, Qlf. •••• • • • Rwy = 0.66*Fy*tw*(N+2.5*k) (AISC Eqn. K1-3)• • • • • • • • • Rwc = 34*tw^2*(1 +3*(N/d)*(tw/tf)^1.5)*SQRT(? %tTItt (Al$C•Egg. K1-6)• • Rp = Minimum of: Rwy or Rwc Determine Required Bearing Plate Thickness: fp = Fp = n= Fbp = tp = 0.166 1.050 2.411 27.00 0.327 ksi fp = R/(N*B) ksi in. ksi in. • • • • • • • • • • .•• Fp = Min. of: 0.35*SQRT(A2/(N*B))*fc and 0.7*fc n = (B-2*k)/2 Fbp = 0.75*Fyp tp = SQRT(3*fp*n^2/Fbp) Minimum Beam Flange Thickness without Bearing Plate: fpf = 0.166 ksi fpf = R/(N*bf) Fpf = nf = Fbf = tf(min) = 1.050 2.411 37.50 0.278 ksi in. ksi in. Fpf = Min. of: 0.35*SQRT(A2/(N*bf))*fc and 0.7*fc nf = (bf-2*k)/2 Fbf = 0.75*Fy tf(min) = SQRT(3*fpf*nf^2/Fbf) 1415= R, XPC • • • • • 1•• • • • •.• • Fp; t fp, O.K. Fpf >= fpf, O.K. tf(min) <= tf. O.K. • •• • Bearing Plate Not Req'd. 1 of 2 6/30/2017 1:12 PM www.yhengineering.com YHCE, Inc. Youssef Hachem Consulting Engineering 99 NW 27th Ave Miami, FL 33125 (305) 969-YHCE / www.yhengineering.com JOB /RL SHEET NO CALCULATED BY CHECKED BY DATE _ SCALE • •••i♦ • • •..::...............•_........i...___• •.• • •.•.......i •••• • •••••• ....... • •• • • i • ' • •• •• • • • • •'••'• is ...._ •....._..."'-_'. • • I• • '• • • ..._.:..........:...._..._..:....... ••••-..•...... • . • • • • • • ` • •••• • ••• •• • • • • • • • • •• • • • • •• • 1• • www.yhengineering.com Youssef Hachem Consulting Engineering 99 NW 27 Ave Miami, Florida 33125 Phone: (305)969-9423 Fax: (305)969-9453 Plan Review —Structural Comments Date: September 13, 2017 Address: 501 NE 92nd Street Project: Ciraldo Residence COMMENT 1: Provide Structural Foundation and roof framing plans with all required details, sections and specifications that show the full scope of work to be conducted under this permit. All plans and relate details must be drawn to scale in compliance with the provisions of Chapter 8, Miami -Dade Administration Code. REPLY 1: Please see plans S-1.1 and S-2.0 showing a detailed framing plan with all required details, sections and schedules. COMMENT 2: Provide Soil Statement in compliance with Section 1803, provisions of the FBC 5th Edition (2014) Code. •••• REPLY 2: ""• Please see plan S-0. • ' ' COMMENT 3: • .... • . Provide Material and design specifications for, but not limited to, the followingltgrps: a) All referenced Code Standards applicable to this project b) Structural Lumber c) Structural Steel d) Shoring and Re -shoring Criteria e) All hardware to be used f) Site Preparation criteria g) Design Loads Criteria (ex. Dead, live and wind) REPLY 3: Please see plan S-0.0 .. . • . • •• • •• • • • • • • • • • • • • •• • • • • • • • • � • • • ••• • • • •• COMMENT 4: Provide signed and sealed by Florida Architect or Engineer, Structural calculations to.ir eklde but not limited to the following elements: : ••'. "" a) Foundations- both isolated and continuous wall • • • • b) All wood support beams for roof joist elements • c) Wind loads for all exterior doors and windows, show wind design pressures onavyations for each opening •••• d) Design loads for all roof framing elements, show load reactions for eachti1emb Pr botIZwind uplift and gravity (DL+LL) reactions at supports • • •• • • • • • • • • • • • •• • • • • ••• • • • MCE www.yhengineering.com Y'oussef Hachem Consulting Engineering 99 NW 27 Ave Miami, Florida 33125 Phone: (305)969-9423 Fax: (305)969-9453 e) Framing elements and connections designs f) Design of all ledger for roof joist and or roof truss connections and uplift anchorage... etc. g) Design of steel columns and column base plates h) Design of roof framing connections as shown on details sheet A2.9 i) Analysis for roof diaphragm loadings in both directions. REPLY 4: a) Please see the structural calculations on page 48. b) Please see hip rafter calculation from pages 38 to 43. c) Please see the structural calculations from pages 3 to 7, a detailed wind calculation is shown. See plan S-3.0. Please see the structural Please see the structural Please see the structural Please see the structural Please see the structural Please see the structural d) e) f) 9) h) i) calculations from pages 11 to 43 and plan S-2.0 calculations from pages 11 to 43. calculations from pages 11 to 43. calculations from pages 44 to 47. calculations from pages 18 to 43. calculations from pages 8 to 10. COMMENT 5: tructural Load Calculations required to comply with Florida Administrative code Section 61G15-23. Original signature, date and seal are required on both sets. REPLY 5: Please see attached structural calculations. • . • . .. . • • .... . • .... • .. .. . .... COMMENT 6: •"..• Provide structural details and specifications for roof framing connections shg5i ji shietA2.9 REPLY 6: Please see plan S-2.0 COMMENT 7: . . • • • ........ • • .. • . . . .' . • • . . • . . • .. .. . ... • Specify on the roof framing plan, in compliance with section 2319.10, HVHZ provisions of t& FBC 5th Edition (2014) Code, the following as a minimum: a) The sizes, spans and max spacing center to center of all roof framing elements b) Roof sheathing thickness, grade and nailing pattern in compliance with section 2322, HVHZ provisions of the FBC 5th Edition (2014) Code. For gable end conditions, if applicable min. 10d nails spaced 4" O.C. shall be used. c) All design Toads, both wind uplift and gravity (DL+LL) reactions, at supports for all roof framing d) Also show all required bridging and/or permanent lateral bracing, noted the bracing element sizes and maximum bracing spacing, as required for lateral bracing of the roof framing system. REPLY 7: a) Please see plan S-2.0 b) Please see plan S-2.0, a recommended detailed schedule in compliapeawith FB4.5t Edition% (2014) Code is shown c) Please see plan S-2.0 d) Please see plan S-2.0 •••• • • •••• •• • • ..• • .. • •••• • • •••• • • •• •• • • • • .. .. • •••• • • • • • .. • • • .. .. • • • • • ••• • • • ¥CE www.yhengineering.com Youssef Hachem Consulting Engineering 99 NW 27 Ave Miami, Florida 33125 Phone: (305)969-9423 Fax: (305)969-9453 COMMENT 8: Provide two copies of special inspector form, fully executed for: a) Miami Dade County Administrative Code, Article II, Section 8-22 - Soil Compaction - Steel Framing and Connections REPLY 8: Please see attached special inspector form If you have any questions, please do not hesitate to contact us at 305-969-9423 i1UU1n,,1 0%S EF H 'it, Sind-I9Q.•! %cE •` •• 70 0,, F. ti . =i7• • :O. s q .i• OF : Yous a�" ;.0 ' ,�.0.E., S.I. Presided :eitB8'302; FL. S.I. #6985061 •••• • • • • •••• • •• • • •• • • •• • • •• • • •••• • • • • •••• • • • • • • . • •• • • •• • • • • • ••• •• •••• • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • •• •••• • • • • •• • • •• • • •• • • ••. • • • •••• •• •• • • • • •• • •• • •••• • • • • • • • • • • • • • • • • • • •• • ••• • • • .` MecaWind Std v2.2.7.5 per ASCE 7-10 Date Company Name : Address City State Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Project No. • Designed By : JUAN BEDOYA Description : RENOVATION Customer Name : Proj Location : MIAMI SHORES File Location: C:\Users\oscar\AppData\Roaming\MecaWind\Default.wnd 12/12/2016 DESIGNMOSPHERE 94 NW 94TH ST MIAMI SHORES FLORIDA Input Parameters: Directional Basic Wind Speed(V) Structural Category Natural Frequency Factor Importance Alpha At Am Cc Epsilon Pitch of Roof = h: Mean Roof Ht = RHt: Ridge Ht = OH: Roof Overhang at Eave= Bldg Length Along Ridge = Length of Hipped Ridge = Procedure All 175.00 mph 11 N/A 1.00 9.50 0.11 0.15 0.20 0.20 3 : 12 17.75 20.50 .00 ft 58.00 ft 10.00 ft ft ft Heights Building (Ch 27 Exposure Category Flexible Structure Kd Directional Factor Zg Bt Bm 1 Zmin Slope of Roof(Theta) Type of Roof Eht: Eave Height Part 1) = No 0.85 900.00 ft 1.00 0.65 500.00 ft 15.00 ft 14.04 Deg HIPPED = 15.00 ft Overhead Type = No Overhang Bldg Width Across Ridge= 44.00 ft Roof Slope on Hip End = 12.91 Deg Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = 4.40 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp paf psi WINDOW A WINDOW B WINDOW C WINDOW D WINDOW E WINDOW F WINDOW G WINDOW H DOOR 1 DOOR 2 DOOR 3 9.00 6.00 6.20 3.30 2.00 6.00 2.60 3.00 3.00 6.00 8.00 5.00 4.50 4.20 4.80 3.10 4.10 8.00 6.80 6.80 6.80 6.80 Khcc:Comp. & Clad. Table 6-3 Case 1 Qhcc:.00256*V^2*Khcc'Kht*Kd 8i � ```O� 11. BEDOYA te,�eo o . %> • • • • e. 646 45.0 4 27.0 5 26.0 5 15.8 4 6.2 4 24.6 4 21.3 4 20.4 4 20.4 4 40.8 4 54.4 5 W • DJ e'*di SSI044r° 0- a*°'�� " 11111111t 0 0.88 0.92 0.93 0.96 1.00 0.93 0.94 0.95 0.95 0.89 0.87 - 0.98 -1.25 -1.25 -1.06 -1.10 -1.03 - 1.04 - 1.05 - 1.05 -0.99 - 1.14 37.44 38.82 38.91 40.26 41.50 39.07 39.45 39.57 39.57 37.70 36.93 -40.96 - 50.20 - 50.40 - 43.77 - 45.01 - 42.58 - 42.97 -43.09 -43.09 - 41.22 - 46.43 = 0.88 = 35.17 psf • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • •• •• • • • • • • • • • • • • • • • •• • • • • • • • • •