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Home My WebLink AboutSUP 2018-0002; BURDICK DOCK REPLACEMENT; STRUCTURAL CALCULATIONS; 2017-12-11STRUCTURAL CALCULATIONS for PROPOSED FLOATING DOCK, GANGWAY, PIER, AND STAIR REPLACEMENT Located at: 4627 PARK DRIVE CARLSBAD, CA 92008 ********** Prepared for: SWIFT SLIP DOCK AND PIER BUILDERS, INC. 6351 INDUSTRY WAY WESTMINSTER, CA 92683 PMA Job #21217 December 11, 2017 ~-~Jff ING DIVISION APPROVAL --~~~~--~ --Date: 3/sVzc DON NEU, City Planner ~U"? -Z.O\ '& -o:::o Z. Date: 03 /? t/4 RECOMMENDED BY: £ S +e..b.vi. 1)0-vt. IAO...,,,,, Print Name 12/11/17 PMA Consulting, Inc, CONSULTIKG STRUC'roRAL ENGINEERS Project: Dock, pier, stairs, and ramp replacement 4627 Park Drive 28181 CASITAS CT. P (714) 717 • 7542 Carlsbad, CA 92008 LAGUNA NIGUEL, CA 92677 Index to Structural aaLaufaffoos -Floatation Calculations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 -Wind, Wave & Current Calculations . .. .. . . . . . . . .. . . . . . . . . . . . .. . . . . . . . . . . . . .. . . 6 -Impact Load Calculations .. . . .. . .. .. . . . . .. . .. . .. . . .. .. . .. . .. . . . . .. .. . .. . . . . . .. . .. 9 -Gangway & Guardral/ Post Calculallons... . . . .. . . . . . .. . . . . .. . . . . . . . .. . .. . . . . 1 O -Stair Stringer Design ....................................................... 15 -References .. . .. . .. . .. .. . .. .. . . .. .. . .. . .. .. .. .. . . .. . .. . .. . . . .. . .. . .. . .. . .. . . .. . .. .. .. 17 ~. ,_ ·. •.· . ' . thru thru thru thru thru thru ' . Job: Sheet: Design: Date: 5 8 9 14 16 28 21217 Index PBP 12/11/17 ~ LE CNmON, V TYP S·• SVPERfl.OAT---+-1--4.,'fl' Fl.OAT ORUM TYP, RUER TO TAtllE BELOW ♦•8 WALER TYP ALL AROUND TORSION BAA. SE£ OE:lAJL[D ~ TYPAT~ BRACE~ COHN S----{ FOR TYPICAL WAI.ER SPUcr_ 'fiHERE oc~ SEE DETAIL J s-s AH(;U CUP, 1YP 0 ALL 4:.8 CONN U.N.0@ SEE 0£TM 0 s-s \ 27'-6" DOCK FRAMING PLAN FLOAT DRUMS PLAN l'I.OAT-- FLOAT ORUM T'1'£ 1110TH LDIGTH DEPTH Ci) J6" 72• 20· ® ♦8" 95• 20· ® 35• 95• ,e" ® ♦8" 50• 16" INTERNAL. PILE CUIO£ PER 0£TAIL ~ TYP ~ AW< DECKING W. 111 (2)f12GA , 2JI" LG WOOD SCREWS PER BOARD PER CROSS M£M8€R TYP 2x12 FASCIA TYP "OAWSON" CAST DUCTILE IRON -HOT DIP GAl.VANIZEO CLEAT OR STRONGER W /IIINl"1.JM Of (2)¾ •• THRU 80LTS, WHERE OCCURS, TYP U.N,0. SEE fY'i ~ EXTEND INNER HEAOWAU< WALER ,S -N FOR 8£TTER BCTTE'R CANGWAY ACCOMMOOATIOH FLOAT DRUMS PLAN & DOCK FRAMING PLAN u -----------------'----...I...--' I PIIIA ColUlllltlD&, lac. Project: Dock, pier, and ramp replacement Job: 21217 COH ULTDIO STRUCTURAi, ElfGlll'DRS 4627 Park Drive Sheet: 2. 28161 CASITAS CT. P (714) 717 • 7542 Carlsbad, CA 92008 Design: PBP LAGUNA NIGUEL, CA 92677 Floatation Calculations Date: 12/11/17 1 Floatation Calculations Dock Description • 4x27.5 « Headwalk Length L= 27.5 ft DL= 2489 lbs « Dead Load Width B= 4 ft ULL= 2750 lbs « Uniform Live Load Area= 110 sq. ft DL+ULL= 5239 lbs Live Load= 25 lbs/sq. ft Unifonn Dead Load (UDL) Length or Quantih Unit Wt. Wt.(lbs) 4x8 Walers & Splice Members 63 6.2 391 2x8 Stringers 55 2.6 143 4x8 Blocking 12 6.2 74 2x8 Blocking 20 2.6 52 2x6 Diagonals 30 2 60 2x12 Fascia 63 4.1 258 1x6 AZEK Movado Decking 110 5 550 Torsion Bars/Tubes 0 6 0 Torsion Tubes Plates 0 8 0 Float Drums 3'x6'x20" 0 90 0 Float Drums 4'x8'x20" 154 0 Float Drums 4'x8'x20" 2 154 308 Float Drums 4'x5'x16" 2 81 162 Clip Angles 24 4 96 Bumper Strip 63 1.5 94.5 Cleats 2 10 20 Pile Guides 1 50 50 Fasteners 80 1 80 Miscellaneous 150 1 150 Total UDL= 2489 lbs 23 psf Float Drum Model Width {ft) Length {ft) Depth (in) Buoyancy No. of drums Total (lbs) Buoyancy #3672-20 0 0 #4896-16 0 0 #4896-20 Type II 4 8 20 2990 2 5980 #4860-16 Type IV 4 5 16 1488 2 2976 TB= 8956 lbs Average depth of Drums = 18.0 in Buoyancy per inch= 498 lbs/in DL Draft D = 5.0 in average DL + ULL Draft= 10.5 in average Decking= 1 in Framing= 7.25 in Depth of drums for TD= 18.0 in Total Depth (TD)= 26.3 in DL Freeboard = 21.2 in « Total Depth -DL Draft > 14in & < 24in « ThusO.K. DL + ULL Freeboard = 15.7 in << Total Depth -DL and ULL Draft >9in «ThusO.K. DL + ULL Drums Freeboard = 7.5 in « DL + ULL Freeboard -Framing -Decking >1 in << ThusO.K. Point Load due to Gangway « 75% of Gangway reaction taken by 1 Float Drum Lgang = 24 ft Wgang = 3 ft Buoyancy per inch for DLgang = 15 psf Float Drum at Gangway = 187 lbs/in LLgang = 25 psf DL gang Draft = 2.2 in {Assumed one Float Drum Type II LL gang Draft = 3.6 in takes 75% of Gangway reaction) PMA Co.....itbac, Inc. Project: Dock, pier, and ramp replacement Job: 21217 C01'SULTilfG STRUCTURAL BlfOJJIURS 4627 Park Drive Sheet: _j 28161 CASITAS CT. P (714) 717 • 7542 Carlsbad, CA 92008 Design: PBP LAGUNA NIGUEL, CA 92677 Floatation Calculations Date: 12/11/17 Dock Stability check for 400 lbs Point Load Dock Description -4x27 .5 Length L= 27.5 ft Width B= 4 ft Total Depth (TD) = 26.3 In DL Draft D = 5.0 in Total UDL= 2489 lbs Meta Center=B"2/12D = 38 in Point Load= 400 lbs Take Moments about the Meta Center rM=O UDL x Meta Center x sin9=400 x 12 xcose tane= 0.10 The drop in Freeboard due to 400 lbs point load applied 12" away from edge of dock= 2.41 in Freeboard with Dead Load and 400 lbs point load applied 12" away from edge of dock= 18.84 in > 10 in Thus O.K. PKA CoDSUltuaa, Jno. Project: Dock. pier, and ramp replacement Job: 21217 COIISULTilfG STRUCTURAL El'IGil'IDR8 4627 Park Drive Sheet: 4 28161 CASITAS CT. P (714) 717 • 7542 Carlsbad, CA 92008 Design: PBP LAGUNA NIGUEL, CA 92677 Floatation Calculations Date: 12/11/17 1 Floatation Calculations Dock Description • 3.25x19 « Finger Length L= 19 ft DL= 1490 lbs « Dead Load Width B= 3.25 ft ULL= 1543.75 lbs << Uniform Live Load Area= 62 sq. ft DL+ULL= 3034 lbs Live Load= 25 lbs/sq. ft Uniform Dead Load (UDL) Length or Quantib Unit Wt Wl(lbs) 4x8 Walers & Splice Members 42 6.2 260 2x8 Stringers 36 2.6 93.6 4x8 Blocking 4 6.2 25 2x8 Blocking 12 2.6 31.2 2x6 Diagonals 16 2 32 2x12 Fascia 42 4.1 172 1x6 AZEK Movado Decking 62 5 309 Torsion Bars/Tubes 0 6 0 Torsion Tubes Plates 0 8 0 Float Drums 3'x6'x20" 0 90 0 Float Drums 4'x8'x20" 154 0 Float Drums 3'x6'x20" 1 90 90 Float Drums 3'x8'x16" 1 104 104 Clip Angles 15 4 60 Bumper Strip 42 1.5 63 Cleats 3 10 30 Pile Guides 1 50 50 Fasteners 50 1 50 Miscellaneous 120 1 120 Total UDL= 1490 lbs 24 psf Float Drum Model Width (ft) Length (ft) Depth (in) Buoyancy No. of drums Total (lbs) Buoyancy #3672-20 0 0 #4896-16 0 0 #3672-20 Type I 3 6 20 1638 1 1638 #3696-16 Type Ill 3 8 16 1723 1 1723 TB= 3361 lbs Average depth of Drums = 18.0 in Buoyancy per inch = 187 lbs/in DL DraftD = 8.0 in average DL + ULL Draft = 16.2 in average Decking= 1 in Framing= 7.25 in Depth of drums for TD= 18.0 in Total Depth (TD) = 26.3 in DL Freeboard = 18.3 in « Total Depth • DL Draft > 14in & < 24in « ThusO.K. DL + ULL Freeboard = 10.0 in << Total Depth · DL and ULL Draft >9in «ThusO.K. DL + LILL Drums Freeboard = 1.8 in « DL + LILL Freeboard • Framing • Decking >1 in «ThusO.K. PM.A CoDSUltJAc, lno. Project: Dock, pier. and ramp replacement Job: 21217 COlll'SULTINO STRUCTtJRAL nonmus 4627 Park Drive Sheet: .'J 28161 CASITAS CT. P (714) 717 • 7542 Carlsbad, CA 92008 Design: PBP LAGUNA NIGUEL, CA 92877 Floatation Calculations Date: 12/11/17 Dock Stability check for 400 lbs Point Load Dock Description -3.25x19 Length L= 19 ft Width B= 3.25 ft Total Depth (TD) = 26.3 in DL Draft D = 8.0 in Total UDL= 1490 lbs Meta Center=B112/12D = 16 in Point Load= 400 lbs Take Moments about the Meta Center rM=0 UDL x Meta Center x sin9=400 x 12 xcose tane= 0.41 The drop in Freeboard due to 400 lbs point load applied 12" away from edge of dock= 7.91 in Freeboard with Dead Load and 400 lbs point load applied 12" away from edge of dock= 10.36 in > 10 in Thus O.K. ----- 35 34 33 32 31 30 29 28 27 26 2 25 ...__.... ._..J 24 <l.> 2 23 .!: 22 :C 21 O'I ·v 20 ..c (I) 19 -g 18 ,_ o_ 17 Q.) 0">16 0 ,._ ~ 15 o 14 (I) ~ 13 ~ 12 11 10 9 8 7 6 5 4 ·-~ - - I -,-. - ----- J I I-I ~ ,/ ' -I/__ I IV-- I ->--· I - - Wind Load Vessel profile heights for "sail area'' (Recreational & Commercial Vessels) r ! I , ___ - ;7 ~ V ' i / V -- i /" . I ,_ A /" -----/., ---, . , ,- -/ ,-,/ / ' ~ -·-V l • .. ~v <f/ I I V ---- ' / I ,. ...... 'I --... ~~ r--.... ~-.. -.I ---~,o'' ;--I • . ,~e; ,,_., . I ,.,.r ~-·-.... .. ) 1....,.... :.,, I -~ i/_ V V _,___ -....,__ J --·-V. /-I/ I !/ I I V ' r- I ---'-------1--, ---- I -- - -1 -_._ ..__.______ -I 20 30 40 so so 10 ao 90 100 110 120 130 MO 1!>0 150 110 ·ao 190 200 210 220 Vessel length overall, in feet (ft.) 1 PMA Conaultlng, Inc. CONSULTING STRUCTURAL ENGINEERS 28161 CASITAS CT. P (714) 717 • 7542 LAGUNA NIGUEL, CA 92677 Wind Load Lboat= pw= 15 psf Hb= 6 ft W= pw*Hb == 99.0 plf Project: Dock, pier and ramp replacement 4627 Park Drive Carlsbad, CA 92008 Wind, Wave & Current Loads Calculations 25 ft «< Wind Pressure Job: Sheet: Design: Date: <« Boat Height from Graph No.1 on the next page <« Wind load 21217 7 PBP 12/11/17 Note: Ten percent of the full wind load for an unshielded vessel shall be applied to each vessel in the lee of the unshielded vessel. No. of shielded vessels = 1 Wave Drift Force Per ASCE No.:129 Fdr= 0.125pgHr" 2(1 +2kd/sinh 2kd) p= 1.94 sluts/ft"3 g= 32.20 ftls"2 Hr= 1 ft L= 150 ft k= 2n/L = 0.04 d= 17 ft Fdr= 12.7 plf Current Load p= Cd*Vc"2 V= Cde= Cdb= pend= p broadside= 1.0 0.6 1.0 0.6 0.8 ft/s psf psf <« Wave Drift Force <« Water density <« Acceleration of gravity <« Maximum wave height for this marina <« Wave length <<< The wave number <« Water depth <« Average drag force per unit of exposed area normal to current which is exerted on a submerged hull «< Current velocity <<< Drag coefficient for End Profile <« Drag coefficient for Broadside Profile Note: Conservatively apply current load over the entire depth of Boat Draft Db= 5 ft «< Assumed Maximum Boat Draft Fcurrent= p*Db = 4 plf «< Current Load Load Combination Wind +Wave + Current = 116 plf <« Total Environmental Load (TEL) PMA Conaultlng, Inc. Project: Dock, pier and ramp replacement Job: 21217 CONSULTING STRUCTURAL ENGINEERS 4627 Park Drive Sheet: 8 28161 CASITAS CT. P (714) 717 • 7542 Carlsbad, CA 92008 Design: PBP LAGUNA NIGUEL, CA 92677 Dock Check for Environmenta Load Date: 12111/17 Check Dock for Total Environmental Load Note: For sinplicity, the dock will be analyzed as symply supported beam between adjacent piles. Dock Length Ld = 19 ft Maximum PIie Spacing Lp= 19 ft Dock Width d = 3 ft DL Freeboard = 20 in Boat Length Lb = 25 in Ewood= 1,900,000 psi Moment of Inertia of Dock I= 13,404 in4 <<< 4x8 Wailers Section Modulus of Dock S = 783 in~ Total Environmental Load W= 115.7 plf Maximum Moment Mmax= 5220.9625 ft-lbs <<< W*Lp.!/8 Bending Stress fb= 80 psi <<< Mmax/S Timber Specifications Douglass Fir-Larch Sellect Structural Allowable Bending Stress Fbx-1500 psi Allowable Shear Stress Fvx= 180 psi Load Duration Factor Cd= 1.6 Wet Service Factor Cm= 0.85 Temperature Factor Ct= 1 Beam Stability Factor Cl= 1 Size Factor Cf= 1.3 Flat Use Factor Cfu= 1.05 lnsizing FactorCi= 0.8 Adjusted Allowable Bending Stress F'bx= 2228 psi > fb Thus O.K. PMA Consulting, Inc. Project: Dock, pier and ramp replacement Job: 21217 CONSULTING STRUCTURAL ENGINEERS 4627 Park Drive Sheet: y 28161 CASITAS CT. P (714) 717 • 7542 Carlsbad, CA 92008 Design: PBP LAGUNA NIGUEL, CA 92877 Impact Load Calculations Date: 12/11/17 Check Dock for Impact Load For the purpose of this analysis it is assumed that Impact Load applied in the mid span between two supporting piles is the worst case. Assumed angle of strike 9= 10 Degree Assumed approach speed V= 1 ft/sec Weight of Boat W = 7500 lbs <<< W=12L i Component of Velocity v = 0.17 ft/sec <<< Vsine Kinetic Energy KE = 0.00 ft-kips <<< Wv'l/2g Ewood= 1,900,000 psi Moment of Inertia of Dock l= 13,404 in4 Maximum Pile Spacing Lp= 228 in Assume P= 1000 lbs h.= 0.010 in <« h.=PLpJ/48EI Stiffness Coefficient of Finger k= 103139 lbs/in <<< k=P/h. h.= 0.02 in <« h.=sqrt(KE/k) Thus, Load P caused by impact of Boat = 2.08 kips <<< P=kh. Applied Moment Mmax= 9.90 ft-kips <« Plp/4 Bending Stress fb= 152 psi < F'b Thus O.K. /0 PMA Consulting, Inc. 28161 Casitas Ct. Project Title: Dock, pier, and ramp replacement En9ineer: PBP Prolect ID: #21217 Laguna Niguel, CA 92677 Ph: 714-717-7542 Title Block Line 6 ProJect Descr: Pnnted. 11 OEC2017. 2'16Pt4 l Wood Beam File = P:ISJ94J4-B\.. YK3FA-8\CALCS\G4DPZV-0.EC6 ENERCALC, INC. 1983-2017, Bultd:10.17.9.13, Ver.10.17.9.13 Description : Gangway Stringer CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-05 Material Pro erties Analysis Method : Allowable Stress Design Fb + 1,500.0psi 1,500.0 psl 1,700.0psi E: Modulus of Elasticity Load Combination ASC E 7 -05 Fb - Fc-Prll Wood Species : Douglas Fir -Larch Fe -Perp Wood Grade : Select structural Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 6 0 0(0.01995) q0.03325! f ~ 2x1 2 Span = 24.0 fl 625.0 psi 180.0psi 1,000.0 psi i> Ebend-xx 1,900.0ksi Eminbend-xx 690.0ksi Density 31 .20 pcf Repetitive Membe~ Stress Increase ~ I ~ A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.0250 ksf, Tributary Width : 1.330 It DESIGN SUMMARY Maximum Bending Stress Ratio : 0.842 1 Maximum Shear Stress Ratio Section used for this span 2x12 Section used for this span fb : Actual : 1,452.71 psi fv : Actual FB : Allowable = 1,725.00psi Fv : Allowable Load Combination -+D+l+H Load Combination Location of maximum on span 12.000ft Location of maximum on span Span # where maximum occurs -Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.738 In Ratio= 390>:360 Max Upward Transient Deflection 0.009 in Ratio= 33596>:360 Max Downward Total Deflection 1.181 In Ratio= 243>:180 Max Upward Total Deflection 0.003 in Ratio= 93324>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN CI Cr Cm Ct CL M fb 0 Only Length : 24.0 ft 0.351 0.122 0.90 1.000 1.00 1.15 1.00 1.00 1.00 1.44 544.77 -+04..4-1 1.000 1.00 1.15 1.00 1.00 1.00 Length = 24.0 ft 0.842 0.292 1.00 1.000 1.00 1.15 1.00 1.00 1.00 3.83 1,452.71 -+04..r-+H 1.000 1.00 1.15 1.00 1.00 1.00 Length = 24.0 ft 0.253 0.088 1.25 1.000 1.00 1.15 1.00 1.00 1.00 1.44 544.77 -+O+S-+H 1.000 1.00 1.15 1.00 1.00 1.00 Length = 24.0 ft 0.275 0.095 1.15 1.000 1.00 1.15 1.00 1.00 1.00 1.44 544.77 -+0-+0.750Lr-+0.750L4-I 1.000 1.00 1.15 1.00 1.00 1.00 Length = 24.0 ft 0.568 0.197 1.25 1.000 1.00 1.15 1.00 1.00 1.00 3.23 1,225.73 -+0-+0. 750L-+O. 7 50S-+H 1.000 1.00 1.15 1.00 1.00 1.00 Length: 24.0 ft 0.618 0.214 1.15 1.000 1.00 1.15 1.00 1.00 1.00 3.23 1,225.73 Design OK : 0.292 : 1 2x12 = 52.60 psi = 180.00 psi -+D+l+H 0.000ft = Span# 1 Shear Values Pb V fv Pv 0.00 0.00 0.00 0.00 1552.50 0.22 19.73 162.00 0.00 0.00 0.00 0.00 1725.00 0.59 52.60 180.00 0.00 0.00 0.00 0.00 2156.25 0.22 19.73 225.00 0.00 0.00 0.00 0.00 1983.75 0.22 19.73 207.00 0.00 0.00 0.00 0.00 2156.25 0.50 44.39 225.00 0.00 0.00 0.00 0.00 1983.75 0.50 44.39 207.00 PMA Consulting, Inc. 28161 Casitas Ct. Laguna Niguel, CA 926n Ph: 714-717-7542 Title Block Line 6 Wood Beam .. , ,. Description : Gangway Stringer Load Combination Max Stress Ratios Segment Length Span# M V -+O+W+H Length= 24.0 ft 0.197 0.068 -t0-+0.70E-+H Leng1h = 24.0 ft 1 0.197 0.068 -+0-+0. 750Lr-+O, 750L -+O .750W-ttt Length = 24.0 ft 1 0.444 0.154 -+0-+0. 750L-+0.750S-+0.750W+H Length = 24.0 fl 1 0.444 0.154 -+0-+0. 750Lr-+0.750L-+0.5250E+H Length= 24.0 fl 1 0.444 0.154 -+0-+0. 750L-+0.750S-+0.5250E-+H Length = 24.0 ft 1 0.444 0.154 -+0.60D+W+H Length = 24.0 fl 0.118 0.041 -+0.600-t0.70E+H Length = 24.0 ft 0.118 0.041 Overall Maximum Deflections Cd CFN C1 Cr 1.000 1.00 1.15 1.60 1.000 1.00 1.15 1.000 1.00 1.15 1.60 1.000 1.00 1.15 1.000 1.00 1.15 1.60 1.000 1.00 1.15 1.000 1.00 1.15 1.60 1.000 1.00 1.15 1.000 1.00 1.15 1.60 1.000 1.00 1.15 1.000 1.00 1.15 1.60 1.000 1.00 1.15 1.000 1.00 1.15 1.60 1.000 1.00 1.15 1.000 1.00 1.15 1.60 1.000 1.00 1.15 Load Combination Span Max. ' -• Oefl Location in Span -+O+l.+H 1 1.1813 12.088 Project Title: En~ineer: ProJect Descr: Cm C t CL 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 Load Combination Vertical Reactions Support notation: Far left is #1 Load Combination Support 1 Support 2 Dock, pier, and ramp replacement PBP Project ID: #21217 I I Printed: 11 DEC2017, 2:16PM File= P:\SJ94J4~8\.YK3FA-8\CALCS\G40PZV--O.EC6 ENERCALC, INC.1983-2017, Build:10.17.9.13, Ver:10.17.9.13 Moment Values Shear Values M lb F'b V fv F'v 0.00 0.00 0.00 0.00 1.44 544.77 2760.00 0.22 19.73 288,00 0.00 0.00 0.00 0,00 1.44 544.77 2760.00 0.22 19.73 288.00 0.00 0.00 0.00 0.00 3.23 1,225.73 2760.00 0.50 44.39 288.00 0.00 0.00 0.00 0.00 3.23 1,225.73 2760.00 0.50 44.39 288.00 0.00 0.00 0.00 0.00 3.23 1,225.73 2760.00 0.50 44.39 288.00 0.00 0.00 0.00 0.00 3.23 1,225.73 2760.00 0.50 44.39 288.00 0.00 0.00 0.00 0.00 0.86 326.86 2760.00 0.13 11.84 288.00 0.00 0.00 0.00 0.00 0.86 326.86 2760.00 0,13 11.84 288.00 Max. '+' Oefl Location in Span 0.0000 0.000 Values in KIPS ~Ov~era-ll~MAXl~-m-um ____________ 0.53'~8-~0""'.638~~----------------------- 0verall MINlmum 0.399 0.399 D Only 0.239 0.239 -+O+l.-ttt 0.638 0.638 -+O+l.r-+H 0.239 0.239 -+0-+S-ttt 0.239 0.239 -+0-+0.750Lr-t0.750L-ttt 0.539 0.539 -t0-+0.750L-t-0.750S-ttt 0.539 0.539 -+O+W+H 0.239 0.239 -t0-t0.70E+H 0.239 0.239 -+O-t0.750Lr-+0.750L-t0.750W+H 0.539 0.539 -t0-t0.750L-t0.750S-+0.750W-ttt 0.539 0.539 -+O-t0.750Lr-t0.750L-+0.5250E+H 0.539 0.539 -t0-+0.750L-+0.750S-+0.5250E+H 0.539 0.539 -+0.60D+W-ttt 0.144 0.144 -+0.600-t0.70E+H 0.144 0.144 0 Only 0.239 0.239 Lr Only LOnly SOnly WOnly E Only HOnly 0.399 0.399 PMA Consulting, Inc. 28161 Casitas Ct. Laguna Niguel, CA 92677 Ph: 714-717-7542 Title Block Line 6 Wood Column • • t •• Description : Guardrail Post Code References Project Title: En9ineer: ProJect Descr: 12.. Dock, pier, and ramp replacement PBP Project ID: #21217 Prinu,d: 11 DEC 2017. 2-17PIA File = P:\SJ94J4--B\_ YK3FA-81CALCS\G4DPZV--O.EC6 ENERCALC, INC. 1983-2017, Build:10.17.9.13, Ver.10.17.9.13 . . .. ~ .. Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Method : Allowable Stress Design End Fixities Top Free, Bottom Fixed Overall Column Height 4.0 ft I Used for non-Slt!l10t:1 , a:ICL. IJ/1011,; I Wood Species Douglas Fir -Larch (North) Wood Grade Select structural Fb + 1,500.0 psi Fb-1,500.0 psi Fc-Pr11 1,150.0psi Fe -Perp 625.0 psi Fv Ft Density 170.0 psi 1,000.0 psi 30.580 pct Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly 3x4 Graded Lumber Sawn 2.50 in Allow Stress Modification Factors 3.50 in Cf or Cv for Bending 1.50 8. 750 InA2 Cf or Cv for Compression 1.150 8. 932 in"4 Cf or Cv for Tension 1 . 50 4.557 InA4 Cm: We!Use Factor 1.0 Ct : Temperature Factor 1 . O E : Modulus of Elasticity ... x-x Bending 1,600.0 580.0 y-y Bending 1,600.0 580.0 Cfu : Flat Use Factor 1 . O Axial Kf: Built-up columns 1.0 '/l•S •~ No Basic Minimum 1,600.0 ksi Use Cr: Repetitive? Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling along X-X Axis Y-Y (depth) axis : Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiQht included : 7.433 lbs• Dead Load Factor BENDING LOADS ... Lat. Point Load at 4.0 ft creatinQ Mx-x, L = 0.20 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = o.8359 : 1 Load Combination +O+L +H Maximum SERVICE Lateral Load Reactions .. Top along Y-Y 0.0 k Bottom along Y-Y 0.20 k Governing NOS Forumla Comp + Mxx, NOS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Applied Axial AppliedMx Applied My Fe : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results Load Combination +O+H +D+L+H +D+Lr+H +D+S+H +D-+-0.750Lr-+-O. 750L +H +D-+-0.750L-+-0.750S+H +D-+-0.60W+H +D-+-0.?0E+H +0-+-0. 750Lr-+-0. 750L-+-0.450W+H +0-+-0. 750L-+-0.750S-+-0.450W+H +0-+-0. 7 SOL -+-0. 7 50S-+-O .5250E+H -+-0 .600-+-0 .60W-+-O .60H Co 0.900 1.000 1.250 1.150 1.250 1.150 1.600 1.600 1.600 1.600 1.600 1.600 0.007433k -0.80 k-ft 0.0 k-ft 1,322.50 psi AlongY-Y 0.5133 in at 4.0 ft abovebase for load combination : +O+L +H Along X-X 0.0 In at 0.0 ft above base for load combination : n/a other Factors used to calculate allowable stresses ... 0.2017: 1 +D+L+H 4.0ft 34.286psi 170.0 psi Cp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.000714 PASS 0.0ft 0.8359 PASS 0.0ft 0.000514 PASS 0.0ft 0.000559 PASS 0.0ft 0.5016 PASS 0.0ft 0.5452 PASS 0.0ft '.>.000401 PASS O.Ofl 0.000401 PASS 0.0 ft 0.3918 PASS 0.0ft 0.3918 PASS 0.0ft 0.3918 PASS 0.0ft D.000241 PASS 0.0ft Bending Compression Tension Maximum Shear Ratios Stress RaUo Status Location 0.0 PASS 4.0 fl 0.2017 PASS 4.0 ft 0.0 PASS 4.0 fl 0.0 PASS 4.0 fl 0.1210 PASS 4.0 ft 0.1315 PASS 4.0ft 0.0 PASS 4.0 ft 0.0 PASS 4.0 ft 0.09454 PASS 4.0 ft 0.09454 PASS 4.0 fl 0.09454 PASS 4.0 fl 0.0 PASS 4.0 ft PMA Consulting, Inc. 28161 Casitas Ct. Laguna Niguel, CA 92677 Ph: 714-717-7542 Title Block Line 6 Wood Column I • I t • Description : Guardrail Post Load Combination Results Load Combination -+-0.60D-+-0.70E-+0.60H Maximum Reactions Load Combination +D-+H +D-+l-+H +D-+lr-+H +D+S+H +D-+-0.750Lr-+-0.750L+H +D-+-0.750L-+-0.750S-+H +D-+-0.60W+H +D-+-0.70E-+H +D-+-0.750Lr-+-O. 750L-+-0.450W+H +D-+-0.750L-+-0.750S-+-0.450W+H +D-+-0.750L-+-0.750S-+-0.5250E+H -+-0.600-+-0.60W-+-0.60H -+-0.60D-+-0.70E-+-0.60H D Only Lr Only LOnly S Only WOnly E Only HOnly Project Title: En9ineer: Dock, pier, and ramp replacement 13 PBP ProiectlD: #21217 Proiect Descr: Co Cp Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 1.600 1.000 0.000241 PASS 0.0ft X-X Axis Reaction k y.y Axis Reaction Axial Reaction @Base @Top @Base @Top @Base 0.200 0.150 0.150 0,150 0.150 0.150 0.200 0.007 0.007 0.007 0.007 0.007 0.007 0.007 0.007 0.007 0.007 0,007 0,004 0,004 0.007 Prinle<I; 11 DEC 2017, 2 171'"4 File= P:ISJ94J4"'8\.. YK3FA--8\CALCS\G40PlY-O.EC6 ENERCALC, INC.1983-2017, Build:10.17.9.13, Ver.10.17.9.13 Maximum Shear Ratios Stress Ratio Status Location 0.0 PASS 4.0 ft Note: Only non-zero reactions are listed. My-End Moments k·ft Mx -End Moments @Base @Top @Base @Top 0.800 0.600 0.600 0,600 0.600 0.600 D.800 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D-+H 0.0000 in 0.000ft 0.000 in 0.000 ft +D-+l-+H 0.0000 in 0.000ft 0.513 In 4.000 ft +D+Lr-+H 0.0000 In 0.000 ft 0.000 in 0.000ft +D+S-+H 0.0000 in 0.000ft 0.000 in 0.000 ft +D-+-0.750Lr-+-0.750L+H 0.0000 in 0.000 ft 0.385 in 4.000 ft +D-+-0.750L-+-0.750S+H 0.0000 in 0.000ft 0.385 in 4.000 ft +D-+-0.60W-+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D-+-0.70E+H 0.0000 in 0.000ft 0.000 in 0.000 ft +D-+-0.750Lr-+-0.750L-+-0.450W+H 0.0000 in 0.000ft 0.385 in 4.000 ft +D-+-0.750L-+-0.750S-+-0.450W+H 0.0000 in 0.000ft 0.385 In 4.000 ft +D-+-0.750L-+-0.750S-+-0.5250E+H 0.0000 In 0.000ft 0.385 in 4.000 ft -+-0.600-+-0.60W-+-0.60H 0.0000 in 0.000 ft 0.000 In 0.000 ft -+-0.60D-+-0.70E-+-0.60H 0.0000 in 0.000 ft 0.000 in 0.000 fl D Only 0.0000 In 0.000ft 0.000 in 0.000ft Lr Only 0.0000 in 0,000 ft 0.000 in 0.000 ft LOnly 0.0000 in 0.000ft 0.513 in 4,000 ft $Only 0.0000 in 0.000ft 0.000 in 0.000ft WOnly 0.0000 in 0.000ft 0.000 in 0.000 ft E Only 0.0000 in 0.000ft 0.000 in 0.000 ft H Only 0.0000 In 0.000 ft 0.000 in 0.000 ft PMA Consulting, Inc. 28161 Casitas Ct. Laguna Niguel, CA 92677 Ph: 714-717-7542 TiUe Block Line 6 Wood Column 1.11 . Description : Guardrail Post Sketches ,-- ' ·3:4 2.50 in Project Title: En~ineer: ProJect Descr: X Dock, pier, and ramp replacement /It PBP Project ID: #21217 . i Pr t11e<t 11 DEC 2017 2 I 71'1A File= P;\SJ94J4-8\...YK3FA--8\CALCSIG40PZV--O.EC6 ENERCALC, INC. 1983-2017, Build:10.17 .9. 13, Ver:10.17.9.13 PMA Consulting, Inc. 28161 Casitas Ct. Laguna Niguel, CA 92677 Ph: 714-717-7542 Title Block Line 6 Wood Beam I• II• Description : 4x 12 Stringer at Stair CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Project Tille: En9ineer: ProJecl Descr: Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-10 Fb - Fc-Prll Wood Species : Douglas Fir -Larch Fe -Perp Wood Grade : Select structural Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional. buckling f v oio.03) qo.o5l v k 4x8 Span = 18.0 ft Dock, Pier, Ramp & Stair Replacement PBP Project ID: #21217 Pnnted; 11 DEC 2017, 2: 1 Sl'M Fite: P:\SJ94JHll YK3FA~CALCS\SXXW8o-6.EC6 ENERCALC. INC. 1983-2017, Build:10.17.9.13, Ver:10.17.9.13 1,600.0psi 1,600.0 psi 1,100.0 psi 625.0 psi 170.0 psi 950.0psi •• E: Modulus of Elasticity Ebencl-xx 1 ,600.0 ksi Eminbend -xx 580.0 ksi Density 31 .20pcf v ~ & A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.0250 ksf, Tributary Width= 2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.652 1 Maximum Shear Stress Ratio = 0.250: 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 1,355.19psi fv : Actual = 42.50 psi FB : Allowable = 2,080.00psi Fv : Allowable 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 9.000ft Location of maximum on span = 17.409ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.668 in Ratio= 323 >=240 Max Upward Transient Deflection 0.008 in Ratio= 27850 >=240 Max Downward Total Deflection 1.142 in Ratio= 189>=180 Max Upward Total Deflection 0.003 in Ratio= 65380>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C; c, Cm C I CL M lb F'b V Iv F'v +O+H 0.00 0.00 0.00 0.00 Length = 18.0 ft 0.301 0.115 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1.44 562.66 1872.00 0.30 17.64 153.00 +0-tl+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.652 0.250 1.00 1.300 1.00 1.00 1.00 1.00 1.00 3.46 1,355.19 2080.00 0.72 42.50 170.00 +O>tlr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 ft 0.216 0.083 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.44 562.66 2600.00 0.30 17.64 212.50 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 ft 0.235 0.090 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.44 562.66 2392.00 0.30 17.64 195.50 -+0-+-0. 750Lr-+-0.750L +H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft 0.445 0.171 1.25 1.300 1.00 1.00 1.00 1.00 1.00 2.96 1,157.05 2600.00 0.61 36.29 212.50 +0-+-0.750L-+-0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 PMA Consulting, Inc. Project Title: Dock, Pier, Ramp & Stair Replacement /6 28161 Casitas Ct. En9ineer: PBP Project ID: #21217 Laguna Niguel, CA 92677 ProJect Descr: Ph: 714-717-7542 Title Block Line 6 Printed: 11 DEC 2017, 2:18PM I Wood Beam FIie = P:\SJ94JHI\.. YK3FA~CALCS\SXXW80-6.EC6 ENERCALC, INC. 1983-2017, Build:10.17.9.13, Ver.10.17.9.13 ... ,. . . . Description : 4x12 Stringer at Stair Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C1 Cr Cm C t CL M lb F'b V fv F'v Length= 18.0 ft 1 0.484 0.186 1.15 1.300 1.00 1.00 1.00 1.00 1.00 2.96 1,157.05 2392.00 0.61 36.29 195.50 +D-+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 ft 1 0.169 0.065 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.44 562.66 3328.00 0.30 17.64 272.00 +D-+O. 70E +H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 ft 1 0.169 0,065 1,60 1.300 1.00 1.00 1.00 1.00 1.00 1.44 562.66 3328.00 0.30 17.64 272.00 +D-+0.750Lr-+0.750L-+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 18.0 ft 1 0.348 0.133 1.60 1.300 1.00 1,00 1.00 1.00 1.00 2.96 1,157.05 3328.00 0.61 36.29 272,00 +D-+0.750L-+0.750S-+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 fl 1 0.348 0.133 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.96 1,157.05 3328.00 0.61 36.29 272.00 +D-+0.750L-+O. 750S-+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length= 18.0 fl 1 0.348 0.133 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.96 1,157.05 3328.00 0.61 36.29 272.00 -+0.600+0.60W-+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 ft 0.101 0.039 1.60 1.300 1.00 1.00 1,00 1.00 1.00 0.86 337,60 3328.00 0.18 10.59 272.00 -+0.600-+0.70E-+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft 0.101 0.039 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.86 337.60 3328.00 0.18 10.59 272.00 Overall Maximum Deflections Load Combination Span Max.•-• Defl Location in Span Load Combination Max. • + • Dell Location in Span +D+L+H 1 1.1422 9.066 0,0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXi,-m-um-------------,0 ..... 7""69_..-.,..o.=75'-.c------------------------ Overall MINimum 0.450 0.450 -+O+H 0.319 0.319 +D+L+H 0.769 0.769 +D+Lr+H 0.319 0.319 +D+S+H 0.319 0.319 +D-+0.750Lr-+0.750L+H 0.657 0.657 +D-+0.750L-+0.750S+H 0.657 0.657 +D-+0.60W+H 0.319 0.319 +D-+0.70E+H 0.319 0.319 +D-+0.750Lr-+0.750L-+0,450W+H 0.657 0.657 +D-+0.750L-+0.750S-+0.450W+H 0.657 0.657 +D-+0.750L-+0.750S-+0.5250E+H 0.657 0.657 -+0.60D-+0.60W-+0,60H 0.192 0.192 -+0.60D-+0.70E-+0.60H 0.192 0.192 D Only 0.319 0.319 Lr Only LOnly $Only WOnly EOnly HOnly 0.450 0.450 SUPERFLOATTMFloat Drums Heavy Mtg Flanges 1-1/4" to 1-3/4" Thick Are Stronger Roto-Molded Encasement For One Piece Construction - Meets Fsl/lng Dart! Puncture Test Structural Ribs Top,Bottom And Sides For Extra Strength Molded Mounting Slots 9/16" wide x 1-1/2" Long - Completely Water nght; Easler Fastening SUPERFLOATr11 FLOAT DRUMS (Manufactured by Ace Rotomold) Threaded Vent Plug Prevents Heat Build-up EPS Foam FIiied -Meets "Hunt" Test of 3.0 lbs.lcu.ft. Heavy Nominal Wall Thickness of .150 All units are manufactured from linear virgin polyethylene resin containing UV inhibitors and carbon black pigment to protect against ultra violet deterioration. These resins offer a balance of toughness, rigidity, environmental stress crack resistance and low temperature impact performance. Resin is also in compliance with the FDA title 12. This is a food grade material that will not contaminate the waterways. All float drums are rotational molded for seamless one-piece construction. The encasement meets the "Hunt" Falling Dart/Puncture and Thickness Test -resistant to damage by animals and will not sink or contaminate the water when punctured. The content of the encasement meet the "Hunt• Water Absorption Test -content is foam bead {EPS) flotation with a 1.0-1.5 tbs. Per cubic foot density with water absorption not to exceed 3 lbs. pe·r cubic foot. Nominal wall thickness is 0.150 on all flotation encasements. Thicker walls available as special order. Resin will exhibit resilience against ice, bumps by watercraft. and contact deterioration from petroleum products. The encasement is recyclable. lll HENDERSON MARINE SUPPLY, INC. Page 01-1 800-523-1586 www.hendersonmarine.com Last Updated: 1/30/2008 4:58:00 PM Specifications subject to change without notlce. Nol responsible for rust. Lieb/lily llmlted to product replacement at the option of Henderson Marine Supply, Inc. Not r&spons/ble for eny Inaccuracies In specifications. 33 11 SUPERFLOAT™Float Drums Specifications and Ordering Information: ~ #1248-20 #2072.08 #2436-08 #2436-16 #24-48-08 #2448-12 VF #2448-18 VF #2448-24 #2496-08 #3648-12 #3648-18 #3648-24 SIZE:( Inches) 12•45•20 • 24"36*08 • 24'36'16 • 24"48'8' 24'48'12 • 24'48"16 24'48'24 24'96"8 36"48'12 36'48'18 36'48'24 cubic Feet M.:llli Byovancv 6.7 28 345 6.7 35 343 4 23 215 5.3 26 285 7.5 32 409 10.2 38 546 16 50 850 11 52 555 12 43 656 18.2 59 982 24 74 1270 • ~.,,., • • ~' I • .. '/' • .,.:• 'l;., 'I,'_' .~ • • 't:': ' (:' ·tJ~~ti?7' ' • ', .. , ): i.:., #3672-24 36'72'24 36 105 1915 #3896-12 36'96'12 24 89 1337 #3898-32 36"96'32 64 152 3193 #4272-12 42'72"12 19.5 70 1159 • Can be shipped via UPS. II HENDERSON MARINE SUPPLY, INC. 800-523-1586 www.hendersonmarlne.com Page 01-1c Last Updated: 1/30/2008 4:58:00 PM Specifications subject to change without notice. Not responsible for rust. Llsbllity 1/mlt&d to product replacement at th& option of Henderson Marine Supply, Inc. Not responsible for any Inaccuracies In spec/llcatlons. 34 SUPERFLOATTM Models & Sizes ra Model lm(lncMe) CIIA Wl.(IN) flloltluoy, • 112420 12" X 48" X 20" 8.7 28 340 ... .. .............. • -H·· ... ;r~p Model S-(lnd,el) ~ Wl.(IN) Aolllluoy. • l2072-8 20" xn-xa· u 3& 380 ........... .1. ,1 Model Slae(lnchet) Cu.ft. WI.Obi) llloel8-,oy. ·n-.oe 24• xwx 8" ◄ 23 230 'it.M31-12 2orXWX 12" e 2e 335 ·~1e 24• x wx ur • 32 440 • .....,20 24"XWX20' 10 39 540 ......... ,.,,. Model llae(jnelhN) Cu.Ft. Wl.(IN) PloMBuor, • 111441()8 ic·x.wxr u ~ 310 •~12 24• x.wx 12" • 32 450 ·~1e 24•)(.a-X tr 10.7 3e 9410 ~ 2,&• X '8" X 20" 13.3 44 726 ~ 24"X 4r X 24' 1e 50 aeo ._..,* .... Model Sllt(lnelltt) Cu,F'l. WI. (11>1) Floetluoy. r.3$41-12 36' X48"X 12' 12 44 165 ..... ,. 36'X48'X 11• 1& 54 900 = :,a•x.wxw 20 64 1110 WX4"'X24' ~ 7• 1315 HENDERSON MARINE SUPPLY, INC. Page 01-1c 800-523-1586 www.hendersonmar/ne.com Laal Updated: 113012ooa 4:5s:oo PM Specifications subject to change without notlcs. Not responsible for rust. Llsblllty limited to product replacement st the option of Henderson Marine Supply, Inc. Not rssp0ns/ble for any Inaccuracies In speclflcstlons. 36 zo . SUPERFLOAT™Models & Sizes 41 a, _c21A ,r1 Model Size (lnchn) Cu.Ft Wt. (1h41) Float Buoy. #4848-12 48' X 48' X 12' 16 61 920 --L. #4848-16 48' X 48' X 16' 21.3 71 1215 _J #4848-20 48" X 48' X 20" 26.7 81 1500 #4848-24 48" X 48" X 24' 32 93 1775 Model Size (lnchu) Cu.Ft. Wt. (1h41) Float Buoy. 24 #48e0-12 48' X 60" X 12' _l ... 20 70 1155 #48e0-16 48' X 60" X 16' 26.7 84 1525 _J #4860-20 48' X 60' X 20' 33.3 98 1885 #4860-24 48~ X 60" X 24' 40 114 2235 Model Size (Inches) Cu.Ft. Wt. (Iba) Float Buoy. :It _l 13672-12 36' X 72" X 12' 18 68 1035 113672-16 36" X 72' X 16' 24 80 1365 ~u=1 #3572-20 36' X 72' X 20' 30 92 1685 M #3672-24 36" X 72' X 24' 36 105 1995 72 __r21.t Model Size (lnchff) Cu.Ft. Wt. (Iba) Float Buoy. , ,T #4872-12 48~ X 72' X 12' 24 85 1390 24 _.1 #4872-16 48" X 72' X 16" 32 100 1835 #4872·20 48' X 72" X 20' 40 115 2270 #◄872•24 48' X 72' X 24' 48 132 2695 #4872-32 48" X 72" X 32' 64 170 3615 '" _, Model Site (Inch") Cu.Ft. WL (Iba) Float Buoy, .18 114896·12 48" X 96" X 12' 32 112 1855 lt48116·16 48" X 96" X 16" 42.7 134 2455 114896·20 48" X 96" X 20' 53.3 156 3040 -i4896-24 48' X 96" X 24' 64 176 3615 -" -,. ---1• --~• Ill HENDERSON MARINE SUPPLY, INC. Page 01-1c 800-523-1586 www.hendersonmarlne.com La5I Updaled: 1/30/2008 4:58:00 PM Specifications subject to change without notice. Not responsible for rust. Liability 1/mited to product replacement et the option of Handerson Marine Supply, Inc. Not rasponslblll for any Inaccuracies In specifications. 37 Z./ DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES SECTION: 06 53 00-PLASTIC DECKING REPORT HOLDER: AZEK BUILDING PRODUCTS, INC. 801 COREY STREET SCRANTON, PENNSYLVANIA 18505 EVALUATION SUBJECT: AZEK DECKING SYSTEM ICC~}CCEs) I~ ~ c~ PMG ~ LISTED Look for the trusted marks of Conformity I "2014 Recipient of Prestigious Western States Seismic Polley Councfl (WSSPC) Award In ExcellenceN ICC·ES Evaluation Reports are not to be COll3trued as representing aesthetics or any other attrib11tes not specifically addressed, nor are they to be construed as a11 endorsement of the subject of the report or a recommendation for its use. There is no wan·anty by ICC Evaluation Service, LLC, express or Implied, as to any finding or other matter In this report, or as to any product covered by the report. Copyright ~ 2016 ICC Evaluation Service, LLC. All rights reserved. ■ A Subsidiary of gm !f[I]_ 38 flI's !CC EVALUAllON ~ SERVICE I 1. •' \', ,d, I, :1,,, I'' ·d .,11.I i 11, ,t, I ICC-ES Evaluation Report www.icc-es.org I (800) 423-6587 I (562) 699-0543 DIVISION: 06 00 00-WOOD, PLASTICS, AND COMPOSITES Section: 08 153 00--Plaatlc Decking REPORT HOLDER: AZEK BUILDING PRODUCTS, INC. 801 COREY STREET SCRANTON, PENNSYLVANIA 18505 (570) 558-8000 www.wk.com EVALUATION SUBJECT: AZEK DECKING SYSTEM 1.0 EVALUATION SCOPE 1.1 Compliance with the following codee: ■ 2012, 2009 and 2006 lntemstlonel Bui/ding Codee (IBC) ■ 2012, 2009 and 2006 Jntemstlonsl Residential CodefJ (IRC) Prosartlea evaluated: ■ Structural ■ Ourablltty ■ Surface-burning Characteristics 1.2 Evaluation to the following green code(&) and/or standard•: ■ 2013 Callfomla Green Building Standards Code (CALGreen), Tltle 24, Part 11 ■ 2012 end 2008 ICC 700 National Green Bulfdlng Standard™ (ICC 700-2012 and ICC 700-2008) Attributes verified: ■ See Section 3.1 2.0 USES The AZEK Decking Systems, wl1h the exception of the nominally 6/~•lnch-thlck-by-31/:rlnch•wlde decking, ere used as deck boards for exterior balconies, porches, stair treads end decks of buildings of Type V-B (IBC) construction or bulldlng11 constructed In acoordance with the IRC, The nominally 6/~•lnch-thlok-by-31/:rlnoh-wlde AZEK deck boards ere limited to exterior use es deck boards for exterior balconies, porches end decks for buildings of Type V-B (IBC) construction or bulldlngs constructed In accordance with the IRC. ESR-1667 Reissued July 2016 This report is subject to renewal July 2017, A Subsld/sry of the International Code Counclle 3.0 DESCRIPTION 3.1 General: The AZEK Decking Systems are avallable In uncapped, semi-capped and fully-capped boards. The attributes of Iha composite deck boards have been verffled as conforming to the provisions of (I) CALGreen Section A5.406.1.2 for reduced malnlenance; (II) ICC 700- 2012 Sections 602.1.6 and 11.602.1.6 for termite-resistant materials and Sections 601.7, 11.601.7, end 12.1(A),601.7 for site-applied finishing materials: and (111) ICC 700-2008 Section 602.8 for termite-resistant materials and Sectlon 601.7 for site-applied finishing materials. Note that decisions on compliance for those areas rest with the user of this report The user Is advised of the project-spedfic provisions that may be contingent upon meeting specific conditions, and the verffleaUon of those conditions is outside the scope of this report. These codes or standards often provide supplemental lnformallon as guidance. See Saollon 5,7 for llmltatlons on termite-resistance use. 3.1.1 Uncapped Dack Board• (Harvest Collection): The uncapped bOard Is produced In a mono extruded proce88 from a solid composite material consisting of cellular vinyl and egrtflbre end Is available under the Harvest Collection. The uncapped boards are manufactured In profiles of nomlnally 5/4-lnch-thlck-by- 31/z-lnch-wlde, 6/,4-!nch-thlck-by-31/rlnch-wlda tongua-and- groove porch board and 8/◄•inch-thlck-by-6-lnch-wlde. The uncapped deck boards are avallable In 12-, 16-, or 20-foot (3.7, 4.9 and 6.1 m) lengths except for the porch boards which are avallable In 10-, 12-or 16-foot (3.0, 3.7 or 4.9 m) lengths. The uncapped decking Is manufactured In five colors: white, slate, brownstone, clay and ivory. See Figura 1. 3.1.2 Semi-capped and Fully-capped Dack Boards (Arbor Colleatlon, Terra Collactlon and Harvest Collectlon): The semk:apped end fully-capped deck boards are produced In a coextruded process from cellular vinyl and a mineral additive and are available in the Arbor Collecllon, Terra Collection and Harvest Collectlon, The capped boards are manufactured In 1-lnch•thick-by- 51/rinch-wlde (26.4 mm by 140 mm) bOards with a 0.02-lnch-thtck cap (0.5 mm) covering the top and a 0.01-lnoh-thtckcap (0.25 mm) covering the sides of the semi-cap board and additionally covering the bottom with a O.O1-lnch-thlckcep (O.Z6 mm) on the fully-<:«tpped deck board. The semi-capped and fully-capped deck boards ere avallable in 12-, 16-, or 20-foot (3.7, 4.9 and 6.1 m) leng1hs. The Arbor Collectlon Is manufactured in five colors: Acacia, Cobra, Morado, Redland Rose end Silver Oak. The Terra Collection Is manufactured In four colors: Fawn, Kone, Sedona and Tahoe. The semi-capped and fully-capped ICC-ES £\'Oluodon JlrJJ()l'U art not 10 bt constn,,d o.r rrprutntl"8 authtllcs,,,. ar,y otl,r a11rl/Mu not Jpecf/lCQ/QI addru;td, noraN IMY 10 bt co,u,ru,d • ~ 111 on u,don111Unt of lh• n,/jtcu,f the rtparl oro rtcomm,ndadon for Ill ure. 11,,,. lrno ""mirt/Y by ICC Evolvatlort Strvlct, LJ..c, vq,r,u or 1,.,,,11,d. ,.. ~ 10 nny Jlrtll,ig OI' owr ""'""In,~,., rtporl, or as 10 Dlt)' product «>Wrtd by tht nparl, --,_ Cop)'IIOht@ 2016 ICC Evelualk>n 5ervlce, LLC. All r1ghls renrved. Page 1 of 6 39 23 ESR-1667 I Most Wldely Accepted end Trusted Harvest Collectlon boards are manufactured In the colors, Brownstone, Clay, and Slate Gray. The semi-capped Harveet Collection boards are also evallable In 1he color Modena. See Figure 1. The Azek Porch Board Is available as a semi-capped or fully-capped tongue-and-groove deck board. It Is produced In a coextruded process from cellular vinyl and a mineral additive. The Porch Board Is manufactured In five colors (Oyster™, Moradoe, Silver Oake, Slate Gray and Brownstone). The board measures 1-inch thick by 31/◄-lnch wide (25.4 mm by 82.6 mm). See Figure 1. 3.2 Durability: When subjected lo weathering, Insect attack and other decaying elements, the material used to manufacture the AZEK Decking Systems 11re equivalent In dureblllfy to preservative-treated or naturally durable lumber when used In locatlons described In Section 2.0 of this report. The AZEK Decking Systems have been evaluated for structural capacity when exposed to temperatures l>etween -20°F (-29.C) and 125"F (52.C). 3.3 Surface-burning Characterlatfce: When teated In accordance wHh ASTM E84, the AZEK Decking Systems have a flame-spread Index of no greater than 200. 4.0 DESIGN AND INSTALLATION 4.1 General: lnstallatlon of AZEK decking must comply with this report and the manufacturer's published lnstallatlon ln81ructlons. The manufacturer's published lnataUatlon instructions must be avallable et lhe Jobslte at all times during Installation. \Nhen Instructions contained In the manufacturer's publlshed lnstallatlon Instructions differ from this report, this report govems. 4.2 Deck Boards: 4.2.1 Structural: The AZEK deck boards have allowable capacity when Installed at a maximum center-to-center spacing of the supporting construction es prescribed In Table 1. 4.2.2 Installation: The AZEK deck boards must be Installed perpendicular to the supporting construction. The AZEK deck boards that are Installed end-lo-end must be tlght-fltted together when Installed at temperatures above 32"F (0'C), and have a 1/,e-lnch gap (1.6 mm) when Installed below 32"F (0"C). The end of each deck board must be supported by a Joist. Where decking butt Joints occur, double Joists must be provided, and/or two screws must be lnst~led a minimum of 1/4 Inch (6.3 mm) and a maximum of '2 Inch (12.7 mm) from ends of each abutted board. 4.2.3 Deck Boards UHd as Stair Treads: The AZEK deck boards, when used as stair treads, are satisfactory to resist the code-prescribed concentrated load of 300 lbf (1.33 kN) when Installed al a maximum, perpendicular, center-to-center spacing of the supponlng construction as given In Table 2. See footnotes to Table 2 and Figure 2 for eddltlonal supports required under the deck boards. 4.2.4 Fasteners: The AZEK deck boards must be fastened with two No. 7 by 21/◄•lnch-10ng (57 .. 2 mm) stainless steel screws at each supportlng wood member having e minimum specific gravity of 0.50; as an alternate, the fastening syslems listed In Table 3 may be used. The minimum edP,e and end dlslence for fasteners Is 1/4 Inch (6.3 mm) to '2 Inch (12.7 mm) from any end or deck board. Page2 of6 5.0 CONDITIONS OF USE The AZ.EK deck boards described in this report comply with, or are suitable alternatives to what Is specified In, lhose codes listed In Section 1.0 of this report, subject to the followtng conditions: 5.1 This product Is llmlted Io exterior use as deck boards for balconies, porches, decks, stair treads and slmHar appendages of buildings of Type V-B (IBC) construction end buildings constructed In accordance with the IRC. 5.2 Installation must comply with this report, the manufacil.Jrer's published Instructions and the applicable code. Only those fasteners and fastener configurations described In this report have been evaluated for the Installation of !he AZEK deck boards. 5.3 The use of the deck boards as components of a flre- reslstance-rated assembly ls outside lhe scope of this report. 5.4 The oompaUblllty of the fasteners with the supporting oonstructlon, Including chemlcally treated wood, Is outside the scope of this report. 5.5 Deck boards must be directly fastened to supporting construction. Where required by the code official, engineering calculations and construction documents consistent with 1hls report must be submitted for approval. The calculations must verify that the supporting construcllon complies with the appncable bulldlng code requirements and Is adequate lo resist the loads Imparted upon It from the products end systems described In this report. The documents must contain details of the attachment lo the supporting structure consistent With the requirements of this report. The documents must be prepared by a registered design professional where required by the statutes of the jurisdiction In which 1he project Is to be constructed. 5.6 Adjustment factors outlined in the AF&PA National Design Standard (NOS) and applicable codes do not apply to the allowable capacity and maximum spans for the AZEK Decking System. 5.7 The AZEK uncapped deck boards have not been evaluated for use In areas subject to Fonnosan termite attack. 5.8 The AZEK Decking Sys1em is produced In Foley, Alabama, and Scranton, Pennsylvania, under a quality control program wtth Inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data In accordance with applicable portions of the ICC-ES Acceptance Criteria for Deck Board Span Ratings and Guardrail Systems (Guards and Handrails) (AC174), dated January 2012. 7.0 IDENTIFICATION The deck boards described In thla report are ldentlfled by e label, on each Individual piece or on the packaging, bearing the AZEK Building Products name, the AZEK Decking System name, the span rating of the deck board, the allowable span of the deck board when used as a stair treed, and the evaluation report number (ESR-1667). 40 . . ESR-1667 I Most Widely Accepted and Trusted Page 3 of 6 TABLE 1-0ECK BOARD SPAN RATINGS DECK BOARD BRANO NAMES MAXIMUM SPAN' ALLOWABLE CAPACITY, (lnchu) (lblft2) 6/••lnch-by-6 Inch uncapped deok board Harvest Collecilon 16 100 0/,-lnch-by-3½-lnch uncapped deok board Herve,t Collectlon 18 100 1/,-lnch-by-3'/rlneh tongue-end-groove uncapped porch board Harvest Collection 16 100 Harvest CoUectlon, 1-lnch-by-51/2 Inch semi-capped end fully-<:apped deck board Arbor Collection and 16 100 Terra Collection 1-tnch-by-31/.-lnch tongue-and-groove semkapped porch board AZEK 16 100 For Bl: 1 lneh • 25.4 mm; 1 lbflft2 • 47.9 Pa. 'Maximum span ls measured cenler-to-center of the supporting conalT\lctlon. 2Max1mum alloweble capacity la adjusted for durablllty. No further Increases are permitted. TABLE 2--MAXIMUM STAIR TREAD SPANS' DECK BOAJW_S_ USED AS ST AIR TREADS MAXIMUM SPAN (lnc:hu) 1/.-lnch-by-8.lnch uncapped deck boarcf 17.25 I/ ,-lnch-by-6 Inch uncapped deck bo.9rd3 g 6/,-lnch-by-6 Inch uncapped deck board' 24 1/,r-lnch-by-31/rlnch tonQue-and-groove unc:apped porch board' 11 1-lnch-by-61/a Inch semi-capped and fully.capped deck boards3 g 1-lnch-by-6¼ Inch sernkapped and fully-capped deck boerds4 24 1-lnch-by-31/,r-lnch tongue-and-groove semi-capped porch board 11 For SI: 1 inch• 25.4 mm; 1 lbfltt2 • 47.9 Pa. 1Bued on a minimum 2-tpan lnlllllatlon. • 'Maximum apan le measured eenter-to-<:enter of the aupportlng conel/Vctlon. A treated Southern pine 2-by-6 Installed llatw!ee between the stringers and directly beneath the deck board using Simpson A23 connectors attached with hot dipped galvanized 10d by 11/:rlnch Joist hanger nails. 3Maxlmum span meaeured center-to-center of the supporting construction with no sddltlonal aupport. ◄Maximum epan measured center-to-center of the supporting construction with a tre.ted 2-by-4 support Installed edgewise and centered under each deck board uaed as a tread attached wtlh two 0.131-lnch-dlameter-by-31/◄-inch-long round drtve framing nalla. 'Maximum span measured centar•lo-c:41nter of the supporting construction with no additional support. TABLE 3-MAXIMUM UPLIFT LOADS FOR AL TERN ATE FASTENING SYSTEMS DECK BOARD FASTENER ALLOWABLE UPLIFT (lb/fr) 1-lnch-by-51/2 Inch semi-capped and #8-by-21/2 inch Slalnleas Steel Trim-Head Headcote• Screw 100 fully-capped deck boards 1-inc:h-by-61/2 Inch semi-capped and #10-by-21/2 inch Slainiese Steel Flat-Head Screw 100 fully-capped d.eck board a 1-lnch-by-51/2 Inch semi-capped and OMG Fasten Master• Cortex Hidden Fastener System 100 fully-i:apped deck boerds 1-lnch-by-51/2 Inch semi-capped end HIDfaal Hidden Fastener System 100 fully-capped deck boards 1-lnch•by-51/2 Inch aeml-capped and TlgerClaw• Procllp Hidden Fastener System 100 fully.capped deck boards 6/.-lnch·by-6 Inch uncapped deck board OMG FastenMaalet Cortex Hidden Faataner System 100 6/..-lnc:h-by-6 Inch uncapped deck board HIDfast Hldden Fastener System 100 •t.-lnch-by-0 Inch uncapped deck board TlgerClaw'" Proellp Hidden Faatener System 100 1-lnch-by-31/,-lnch tongue-and-groove #8-by 2-lnch Simpson Strong Tie Wood Stainless Steel Serew 100 99ml-oappad porch board 1 •lnch-by-31 / 4-lnch tongue-and-groove 18 GA x 2-lnch Simpson Strong Tie L Senes Stainless Steel 63 .eml-capped porch boerd Flooring Cleal For SI: 1 Inch,. 26.4 mm; 1 lbf/ft2 .. 47.9 Pa. 41 zr ESR-1667 I Most Widely Accepted end Trusted r . I" i i ;-I .. .. . ~ r ·-l l .I ·-. • • ',J" .. i r r -----3g"----- -----3t -----'"'1 HARVEST COLLECTION UNCAPPED DECK BOARDS + ARBOR COLLECTION"' AND TERRA COLLECTION"" FULLY CAPPED DECK PROFILE CAPPED DECK BOARDS cl 1 i =rJ r t a-------t fe 3 7/16 PORCH BOARD FIGURE 1--AZEK DECK BOARD PROFILES Page4 of 6 42 ESR-1667 I MO$( Widely Accepted and Trusted ATTACH 2JCO TMATCO Pl~ CENTERED Uf«)ER 1REA0$ NID ATTACH WITH 911.tPSON A23 N-IOL£ l!IR.'C~ OR EQUAL BOMO T't'PE M,4,)(. s~ ld-1/2 DECK S0AAO 17.20 IICHES "2EK OECKHC ATTACHED TO STRINGERS USNC 2 SCREWS/ INGER \ .. _,7.2.~ :,&, fASTUllNG ATIACH SUPPORT USINO SIMPSON A2J (OR [Q~ BRAOl<EI' W/ 10d x 14• JOIST HANGER N>ILS. ST-'JII 'l'ftl!'.AO ~ST.lol.lATl0N WITH MlOITlONAL SUPPORT (MNIMU.C lRFAI> LENGTH IS 361 B~RD TYPE MAX. SPAN AZEK DECKING ATTACHED TO EACH STRINGER. SEE BEi.OW FOR FASTI:NINO. L-g._J F'AST£NING 1x5-1/2 DECK BOARD 9 INCHE'S lWO fl7 x 2 1 / 4 • DECK SCREWS EACH STRINGER STAIR TR£AD INSTAUJ,TION WITH NO ADDITIONAi. SUPPORT {MINIMUM TREAD LtNCTH IS 36'') PIGURE 2-STAIR CONSTRUCTION DETAILS z.7 Page 5 of 6 43 ESR-1667 I Most Widely Accepted and Trusted BOAAO T'IPE ~O.UIK:: @ WA ,I Ci~ 11MU ---~ ; ; ; I l•HO ;L I ,,~J~~I ~~-= l=.m--~uut -I tDM'IIN N"W.WA W11 NO,___ wran ~--a-, W.X, SPAN AZEI< T ~ G PORCH BOAAO ATTACHED 10 STRINGERS USING {2) f? K z• SCREWS PER STRINGER FASTENING 1x3-1/2 PORCH BOARD 11 INCHES ONE #7 x 2" TRIM HFAD SCREW THRU TONGUE. END BOARDS ~CEWE AN EXTRA SCREW THRU FACE. STAIR lRL'IO INSTAUATION WllH NO AOOlllONAL SUPPORT (MINMUI.I TM:AO LENGTH IS 36") FIGURE 2-STAIR CONSTRUCTION DETAILS (Continued) Page 6 of6 44 1- LLJ u...J :::c (/) ~ c::t: Cl >-1- LI..J LL c::( (/) __J c::( -a::: u...J ~ ~ ~ w u cc C LL ~ C EL Section 5: Reactivity Hazard Data Stability Stable Incompatibility (Materials to Avoid) Strong Oxidizers Section 6: Health Hazard Data Primary Routes of Entry Inhalation or ingestion of dust Medical conditions aggravated by exposure Conditions to Avoid Extreme Heat Hazardous Decomposition Product~ Carbon Monoxide, Aldehydes, Acetic Acid Health Hazards Dust may cause Irritation of mouth, nose, throat, and eyes Some long-term breathing conditions can be aggravated by exposure to dust from this product Emergency First Aid Procedures Seek medical assistance for further treatment, observation, and support if necessary Eye Contact . Do not rub eyes. Remove contact lenses Pour gentle stream of warm water through affected area. Contact physician if further treatment is necessary. Inhalation Move person to fresh air, seek medical attention If symptomatic contact physician if further treatment is necessary. Skin Contact Run a gentle stream of water over irritated area for 15 minutes. Mild soap may be used. Contact physician if further treatment is necessary Ingestion Seek medical attention Section 7: Precautions for safe handling and use In case of spills or accidental release Waste material must be disposed of in accordance with applicable federal, state, and local environmental control regulations. Use vacuuming or wet sweeping methods instead of dry sweeping. Waste disposal methods Material should be disposed of through an approved maste management facility Other Precautions and/or Special Hazards Precautions to be taken in handling and storage Store at less than 120° F 49°C Store away from heat or open flame. Store away from strong oxidants or alkalis. Store flat and supported across entire span. Use gloves to protect against physical Irritation or Injury if required by handling and fabricating conditions. Use standard safety glasses with side shields when handling or fabrication the product. Application of this product generates dust, use an appropriate NIOSH-approved particulate filter respirator. Section 8: Control and protective measures Respiratory Protection None, unless machining material. A properly fitting NIOSH approved dust mask must be worn when machining this material Protective Gloves Use gloves to protect against physical irritation or injury if required by handling and fabricating conditions Other Protective Clothing and Equipment Wear clean body covering clothing. Ventilation Machine this product only in well ventilated area, dust collection systems are recommended Eye Protection Wear safety glasses with side shields when nailing, cutting, or machining this product Hygienic Work Practices Wash hands before eating, drinking, or smoking ·rANGENT Tangent Technologies LLC 1001 Sullivan Road Aurora, llhno1s 60506· 1065 tel 630.264.1110 fax 630.264.6881 www.tangentusa.com Date: 12/21/15 Rev: 1.1 1- LJ..J LL.I :I en ~ c:::( Cl >-1- LJ..J LL. c:x: en ___J c:x: c::: LJ..J ~ ~ ~ w u cc C LL b C EL Section 1: Product Identification and Emergency Information Product Description Foamed, colored polyolefin material "PolyForce· reinforced & semi-reinforced extruded products Supplier Tangent Technologies Address 1001 Sullivan Road Aurora, Illinois 60506 Phone Number (630) 264-111 O Tangent Technologies LLC (800) 424-9300 Chemtrec Chemical Description HOPE (High Density Polyethylene) with CTess than 4%) colorant and foaming agents in base HOPE resin. ,;; 30% of overall total weight is fibrous glass, < 2.5% of organic surface binder. MSDSNumber None CASNumber Date Revised 08/27/14 Section 2: Material Identification and Information Non-Hazardous Ingredients HOPE (High Density Polyethylene) with (less than 4 %) colorant and foaming agents Hazardous Ingredients :s 30% of overall total weight is fibrous glass with < 2.5% of organic surface binder. Note: Fiberglass may cause mechanical irritation to the skin, eye and upper respiratory tract. Section 3: Physical and Chemical Characteristics Appearance Non-Translucent, Colored Extruded product Boiling Point N/A Vapor Pressure (mm HG) N/A Solubility in Water Negligible Vapor Density (air= 1) N/A Section 4: Fire and Explosion Hazard Data Flash Point 545• F 340°c Fiberglass component will not support combustion Flammable Limits (LEL) N/A Extinguishing Media Carbon dioxide, foam, dry chemical and water spray Unusual fire and explosion hazards Exposure to fire can generate toxic fumes. High dust levels may create potential for explosion Odor Slight Melting Point 250° F 121 °C Specific Gravity (H20 = 1), (glee) 0.65-0.88 Evaporative Rate Negligible Evaporation Point NIA Auto-Ignition Temperature 645° F 340°C Flammable Limits (UEL) N/A Special Fire Fighting Instructions Use self-contained breathing apparatus. Use standard chemical fire fighting procedures. NFPA Hazard ID Health: 1, Flammability: 1, Reactivity: o ·rANGENT Tangent Technologies LLC 1001 Sullivan Road Aurora, Illinois 60506-1065 tel 630.264.1110 fax 630.264.6881 www.rangentusa.com Date: 12/21/15 Rev: 1.1