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HomeMy WebLinkAbout20191204_Structural Calculations STRUCTURAL CALCULATIONS for RAISING THE EXISTING SEAWALL Located at: 930 VIA LIDO NORD NEWPORT BEACH, CA 92663 ********** Prepared for: RICHARD W. BARRETT 930 VIA LIDO NORD NEWPORT BEACH, CA 92663 PMA Job #24918-1 November 30, 2019 11/30/2019 PA2019-251 PA2019-251 ~ '"I! ,..., ;,,i ! z ,. (N) 10" CONC STEM WALL & WOOD GUARDRAIL PER DETAIL~ T.O. (Q SEAWALL ELEV -+7.17'± NAVD88 =+ 7.35'± MLLW (E) LOWER ------< CAST-IN-PLACE CONG SEAWALL (E) DREDGE LINE/MUDLINE i ·""I~ :ft:) ~ii 'flv(E) GUARDRAIL II II I II II ~(~~NJ,DEC~ ____ Jlr(~~A~~D~C~----WATER LINE ------____ L(~~:~:ECK :1-.;~2_9;.~2-~~~ NAVDBB fr---------T_17 I , ___ ..JI.:: ___________ --?' 11 I I ~~s¥'.i~~~LACE : : II I : : I CONC SEAWALL J J J J I I 1111 STORAGE I I I I J I I I I I I II I : : I ~~ka"'~2' 10 (E) POOL J I I II I I I (N)P.T.3,BLDR J I I IA'Ff .... 'FPA"Fl'1R'f'ff,'f"f'F'f'F'f'FPRf'Fi'Fl'Ff'FP'FPFP,A'l=ffi ~ W/'ii"• ADHESIVE f I I ' ANCHORS O 24" O.C. J J I I --L ~~C~N~ DECK I : -=--=-~---~-=============~ i I I I I 4" EMBED TYP J j ! ',__________ [ ____________ !:._✓/ / ./ ---------------------(N) BOTTOMLESS LLJ TRENCH DRAIN, SEE 6 I I c:========-------------1 _____________ _J I I ,-~ I I e-----'----+ (E) CONC BUTTRESS ~------------------L_J ~LL&~~ I I I I I 11·-o·± 'j' ,., I I +----------------L TYPICAL SECTION N.T.S. PA2019-251 PMA Consulting , Inc . 28161 Casitas Ct. Laguna Niguel , CA 92677 Ph : 714-717-7542 Project Title : Seawall Raise Engineer: PBP Project ID : #24918-1 Project Descr: Printed : 20 S EP 2019 , 2:56 PM File = P:IP ROJE CTS\2906 IU-U\CALCSIDECK & POST.ec6 . Software copyright ENERCA LC , INC . 1983-2018, Bu ild :10.18.12 .13 . Descript ion : FJ at Deck CODE REFERENCES Calculations per NOS 2015, IBC 2015, CBC 2016 , ASCE 7-10 Load Combination Set : ASCE 7-10 ~_ateri_al Propert_i_e_s ________________ _ --------------------- Analysis Method : Allowable Stress Design Fb + 1,000 .0 psi 1,000.0 psi 1 ,500 .0 psi E : Modulus of Elasticity Load Combination ASCE 7-10 Fb - Fe -Prll Wood Species : Douglas Fir -Larch Fe -Perp Wood Grade : No .1 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-tors ional buckling D(0.0133 ) L(0.0665 ) v 2x10 Span = 11.0 ft 625 .0 psi 180 .0 psi 675 .0 psi Ebend-xx 1,700.0 ksi Eminbend -xx 620.0 ksi Density 31 .210 pcf Repeti ti ve Member Stre ss Increas e Applied Loads Serv ice loads entered . Load Factors will be applied for calculations . Un iform Load : D = 0.010, L = 0.050 ks f, Tributary Width = 1.33 0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.630 1 Maximum Shear Stress Ratio Section used for this span 2x10 Section used for this span fb : Actual = 677 .11 psi fv: Actual FB : Allowable = 1 ,075 .25 psi Fv : Allowable Load Combination +D+L+H Load Combinat ion Location of maximum on span = 5.500 ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0 .131 in Ratio= 1007 >=360 Max Upward Transient Deflection 0 .000 in Ratio= 0 <360 Max Downward Total Deflection 0 .157 in Rat io= 839 >=240 Max Upward Total Deflection 0 .000 in Ratio= 0 <2 40 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M lb -+D-++i Length= 11 .0 ft 0.117 0.049 0.90 1.100 1.00 1.15 0.85 1.00 1.00 0.20 112 .85 -+D-+l +H 1.100 1.00 1.15 0.85 1.00 1.00 Length = 11 .0 ft 0.630 0.267 1.00 1.100 1.00 1.15 0.85 1.00 1.00 1.21 677 .11 +D-+lr+H 1.100 1.00 1.15 0.85 1.00 1.00 Length = 11 .0 ft 0.084 0.036 1.25 1.100 1.00 1.15 0.85 1.00 1.00 0.20 112 .85 -+D+S-++i 1.100 1.00 1.15 0.85 1.00 1.00 Length= 11 .0 ft 0.091 0.039 1.15 1.100 1.00 1.15 0.85 1.00 1.00 0.20 112 .85 -+D+0 .750Lr+0.750L +H 1.100 1.00 1.15 0.85 1.00 1.00 Length= 11 .0 ft 0.399 0.169 1.25 1.100 1.00 1.15 0.85 1.00 1.00 0.96 536 .04 -+D+0.750L +0.750S-++i 1.100 1.00 1.15 0.85 1.00 1.00 Length = 11 .0 ft 0.434 0.184 1.15 1.100 1.00 1.15 0.85 1.00 1.00 0.96 536 .04 Design OK 0.267 : 1 2x10 = 40 .87 psi 153.00 psi +D+L+H = 10.237 ft = Spa n# 1 Shear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 967 .7 3 0.06 6.81 137 .70 0.00 0.00 0.00 0.00 1075 .25 0.38 40.87 153 .00 0.00 0.00 0.00 0.00 1344 .06 0.06 6.81 191 .25 0.00 0.00 0.00 0.00 1236 .54 0.06 6.81 175 .95 0.00 0.00 0.00 0.00 1344 .06 0.30 32 .35 191 .25 0.00 0.00 0.00 0.00 1236 .54 0.30 32 .35 175 .95 PA2019-251 PMA Consulting , Inc . 28161 Casitas Ct. Laguna Niguel , CA 92677 Ph : 714-717 -7542 Title Block Line 6 Wood Beam I, II, Description : FJ at Deck Max Stress Ratios Load Combination Segment Length Span# M V Cd +D-+-0 .60W+H Length= 11 .0 ft +D-+-0 .?0E+H Length = 11 .0 ft 1 +D-+-0 . 750Lr-+-0 .750L-+-0 .450W+H Length= 11 .0 ft 1 +0-+-0 . 750L-+-0 .750S-+-0 .450W+H Length= 11.0 ft 1 +D-+-0 . 750L-+-0.750S-+-0.5250E+H Length = 11 .0 ft 1 -+-0 .60D-+-0 .60W-+-0.60H Length= 11 .0 ft -+-0 .60D-+-0 .70E-+-0 .60H Length= 11 .0 ft 1 0.066 0.028 1.60 0.066 0.028 1.60 0.312 0.132 1.60 0.312 0.132 1.60 0.312 0.132 1.60 0.039 0.017 1.60 0.039 0.017 1.60 Overall Maximum Deflections C FN Ci Cr Cm 1.100 1.00 1.15 0,85 1.100 1.00 1.15 0,85 1.100 1.00 1.15 0.85 1.100 1.00 1.15 0.85 1.100 1.00 1.15 0.85 1.100 1.00 1.15 0.85 1.100 1.00 1.15 0.85 1.100 1.00 1.15 0.85 1.100 1.00 1.15 0.85 1.100 1.00 1.15 0.85 1.100 1.00 1.15 0.85 1.100 1.00 1.15 0.85 1.100 1.00 1.15 0.85 1.100 1.00 1.15 0.85 Project Title : Seawall Raise Engineer: PBP Project ID: #249 18-1 Project Descr: Printed : 20 SEP 2019 , 2:56 PM File= P:IP ROJ ECTS\29061 U-U\C AL CS\DE CK & POST .ec6 . Software copyrigh t ENERCA LC , IN C. 1983-2018 , Build :10.1 8.12.13 . Moment Values Shear Values C I CL M fb F'b V fv F'v 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.20 112 .85 1720.40 0,06 6.81 244 .80 1.00 1.00 0,00 0.00 0.00 0.00 1.00 1.00 0.20 112 .85 1720.40 0.06 6.81 244 .80 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.96 53604 1720.40 0.30 32.35 244 .80 1.00 1.00 0.00 0.00 0,00 0.00 1.00 1.00 0.96 536 .04 1720.40 0.30 32.35 244 .80 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.96 53604 1720.40 0.30 32 .35 244 .80 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.12 67 .71 1720.40 0.04 4.09 244 .80 1.00 1.00 0.00 0.00 0.00 0.00 · 1.00 1.00 0.12 67 .71 1720.40 0.04 4.09 244 .80 Load Combination +D+l+H Span Max ."-" Deft Location in Span Load Combination Max. '+' Defl Location in Span Vertical Reactions Load Combination Overall MAXimum Overall MINimum +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 +0-+-0 .7 50Lr-+-0.750L-+-0.450W+H +D-+-0 .750L-+-0 .750S-+-0 .450W+H +D-+-0 .750L-+-0 .750S-+-0 .5250E+H -+-0.60D-+-0 .60W-+-0.60H -+-0 .60D-+-0 .70E-+-0.60H D Only Lr Only LOnly S Only W Only E Only H Only 0.1572 Support 1 0.439 0.366 0.073 0.439 0.073 0.073 0.347 0.347 0.073 0.073 0.347 0.347 0.347 0.044 0.044 0.073 0.366 5.540 ___ _ Support notation : Far left is #1 Support 2 0.439 0.366 0.073 0.439 0.073 0.073 0.347 0.347 0.073 0.073 0.347 0.347 0.347 0.044 0.044 0.073 0.366 0.0000 Values in KIPS 0.000 3 PA2019-251 PMA Consulting , Inc . 28161 Casitas Ct. Laguna Niguel , CA 92677 Ph: 714-717-7542 Title Block ~L_ine~6~---- Wood Column .. ,,. Description : Wood Guardrail Post Code References Project Title : Seawall Raise Engineer: PBP Project ID : #24918 -1 Project Descr: Printed : 20 SEP 2019 , 3 :01 PM File = P:IPROJ ECT S\2906IU-U \CALC S\DE CK & POST .ec6 . Software copyright ENERCALC, IN C. 1983-2018, Build :10.18.12.13 . Calculations per NOS 2015, IBC 2015 , CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information ------- Analysis Method : Allowable Stress Design End Fixities Top Free , Bottom Fixed Overall Column Height Used for non-slende .alculations) Wood Species Douglas Fir -Larch Wood Grade Dense No .1 Fb+ 1550 psi Fv Fb -1550 psi Ft Fe -Prll 1100 psi Density Fe -Perp 730 psi E : Modulus of Elasticity ... Basic Minimum x-x Bending 1700 620 4 ft 170 psi 775 psi 31 .21 pct y-y Bending 1700 620 Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly 4x4 Graded Lumber Sawn 3.50 in Allow Stress Modification Factors 3.50 in Cf or Cv for Bending 1.50 12 . 250 in'2 Cf or Cv for Compression 1 . 150 12 .505 in'4 Cf or Cv for Tension 1.50 12 .505 in'4 Cm : Wet Use Factor .85 Ct : Temperature Factor 1 . O Cfu : Flat Use Factor 1 . O Axial Kl : Built-up columns 1.0 '., "2 No 1700 ksi Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling about X-X Axis Y-Y (depth) axis : Fully braced against buckling about Y-Y Axis ~pplied Loads _____________ S_e_rv_ice_lo_a_d_s _en_tere_d_. L_oad Fa~or~ w~I be_a_p_pl_ie_d _for_c_al_cu_la_li_on_s._ Column self weiqht included : 10 .620 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 = 0.6798 : 1 Maximum SERVICE Lateral Load Reactions .. Load Combination +D+L +H TopalongY -Y 0 .0 k BottomalongY-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 Applied Mx 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 +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 .750Lr+0.450W+H +D+O . 750S+0 .450W+H +0 .60D+0 .60W+0 .60H +D+0 .70E+0 .60H +D+O . 750L +O . 750S+0 .5250E+H 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 0.01062 k -0 .80 k-ft 0 .0 k-ft 1,075 .25 psi 0.1695: 1 +D+L+H 4 .0 ft 24.490 psi 144 .50 psi ---- Along Y-Y 0 .3451 in at 4 .0 ft above base for load combination : +D+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 ... Bending Compression Tension ---------- Maximum Ax ial + Bending Stress Ratios Maximum Shear Ratios Cp Stress Ratio Status Locat ion Stress Ratio Status Location ---------- 1.000 ::>.000896 PASS 0 .0 ft 0.0 PASS 4.0 ft 1.000 0 .6798 PASS 0 .0 ft 0 .1 695 PASS 4 .0 ft 1.000 Cl .000645 PASS 0 .0 ft 0 .0 PASS 4 .0 ft 1.000 [l.000701 PASS 0 .0 ft 0 .0 PASS 4 .0 ft 1.000 0.4079 PASS 0 .0 ft 0 .1017 PASS 4 .0 ft 1.000 0.4433 PASS 0 .0 ft 0 .1105 PASS 4 .0 ft 1.000 Cl .000504 PASS 0.0 ft 0.0 PASS 4 .0 ft 1.000 Cl .000504 PASS 0 .0 ft 0 .0 PASS 4.0 ft 1.000 Cl.000504 PASS 0 .0 ft 0 .0 PASS 4 .0 ft 1.000 Cl .000302 PASS 0 .0 ft 0 .0 PASS 4 .0 ft 1.000 Cl .000504 PASS 0 .0 ft 0 .0 PASS 4 .0 ft 1.000 0 .3187 PASS 0 .0 ft 0 .07944 PASS 4.0 ft 1- PA2019-251 PMA Consulting, Inc . 28161 Casitas Ct. Laguna Niguel , CA 92677 Ph: 714-717 -7542 Title Block Line 6 [ Wood Col~mn I, II, Description : Wood Guardrail Post Load Combination Results Load Combination --------- -+-0 .600-+-0.?0 E+H Maximum Reactions Load Combination +04-i +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 .7 50Lr-+-0.450W+H +D-+-0.750S-+-0.450W+H -+-0 .600-+-0 .60W-+-0.60H +D-+-0 .70E-+-0 .60H +D-+-0 .750L-+-0.750S-+-0 .5250E..+i -+-0.600-+-0 .?0E+H DOnly Lr Only L Only S Only WOnly E Only H Only Co Cp 1.600 1.000 X-X Axis Reaction @Base @Top Maximum Deflections for Load Combinations Load Combination Max . X-X Deflection +D+H 0.0000 in +D-+l+H 0.0000 in +D-+lr+H 0.0000 in +D+S+H 0.0000 in +D-+-0 .750Lr-+-0.750L 4-i 0.0000 in +D-+-0 .750L-+-0 .750S+H 0.0000 in +D-+-0.60W+H 0.0000 in +D-+-0.750Lr-+-0 .450W+H 0.0000 in +D-+-0 .750S-+-0.450W+H 0.0000 in -+-0 .600-+-0.60W-+-0 .60H 0.0000 in +D-+-0.70E-+-0 .60H 0.0000 in +D-+-0 .750L-+-0 .750S-+-0 .5250E+H 0.0000 in -+-0 .600-+-0 .?0E+H 0.0000 in DOnly 0.0000 in Lr Only 0.0000 in L Only 0.0000 in S Only 0.0000 in WOnly 0.0000 in E Only 0.0000 in H Only 0.0000 in Project Title : Seawa ll Ra ise Engineer: PBP Project ID : #24918 -1 Project Descr : Printed . 20 SEP 2019 , 3:01PM Fi le= P:IPROJECTS\29061U-U\CALCS\DECK & POST .ec6 . Software copyrigh t ENERCA LC, INC. 1983-2018, Build :10.18.12.13 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location D.000302 PASS 0 .0 ft 0 .0 PASS 4 .0 ft Note : Only non-zero reactions are listed . k Y -Y Axis React ion Axial Reaction @Base My -End Moments k-ft Mx -End Moments @Base @Top Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.200 0.150 0.150 0.150 0.200 Max . Y-Y Deflection 0.000 in 0.345 in 0.000 in 0.000 in 0.259 in 0.259 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.259 in 0.000 in 0.000 in 0.000 in 0.345 in 0.000 in 0.000 in 0.000 in 0.000 in 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.0 06 0.011 0.011 0.006 0.011 @ Base @ Top @ Base @Top Distance 0.000 ft 4.000 ft 0.000 ft 0.000 ft 4.000 ft 4.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 4.000 ft 0.000 ft 0.000 ft 0.000 ft 4.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.800 0.600 0.600 0.600 0.800 5 PA2019-251 PMA Consulting , Inc. 28161 Casitas Ct. Laguna Niguel, CA 92677 Ph : 714-717-7542 Title Block Line 6 [ Wood Colu~~ .. ,,. Description : Wood Guardrail Post Sketches ------ +X 3 .50 in Project Title : Seawall Raise Engineer : PBP Project ID : #24918-1 Project Descr : ,,.. Printed 20 SEP 2019 , 3:01PM File ; P:IPROJECTSl2906IU -UICALCSIDECK & POST.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . 6 PA2019-251 www.hilti.us Company : Specifier: Address : Phone I Fax: E-Mail : PMA Consulting , Inc. PBP Page : Project: Sub-Project I Pos . No .: Date : •=iiS•• Profis Anchor 2.8.1 Guardrail Anchrage #24918-1 9/20/2019 Specifier's comments : #4 Threaded Rebar 1 Input data Anchor type and diameter: Effective embedment depth : Material : Evaluation Service Report: Issued I Valid: Proof: Stand -off installation : Profile : Base material : Installation: Reinforcement: HIT-HY 200 + Rebar A 615 Gr.60 #4 her.act= 8.000 in. (her,lim tt = -in.) ASTM A 615 GR .60 ESR-3187 3/1/201813/1/2020 Design method ACI 318-1 4 / Chem -(Recomme nded plate thickness : not calculated) no profile cracked concrete , 4000 , fc' = 4 ,000 psi ; h = 15.000 in ., Temp . short/long : 32/32 °F hammer drilled hole, Installation condition: Dry tension : condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No . 4 bar 1 R -The anchor calculation is based on a rigid anchor plate assumption. / /II= 6~ZOOx le= /ff'tt}tf) _//1/-c~s Geometry [in.] & Loading [lb, in.lb] Input data and results must be checked for agreement with the exi sti ng conditions and for plausibility ! 7~ lff!J :: 33cft3L~S t!/'.cfif"x~# ?;-/.6x 7-Sf2/ cJ5 ~ff# LIY ;fT cMS 3 ~6:o#,,e S N ,Mv1&v : 7% PROFIS Anchor ( c ) 2003-2009 Hilti AG , FL -9494 Schaan Hilti is a registered Trademar1< of Hilti A G, Schaan PA2019-251 www.hilti.us Company: Specifier: PMA Consulting , Inc . PBP •=iiS•• Profis Anchor 2.8.1 Page : 2 Project: Address : Sub-Project I Pos . No .: Guardrail Anchrage #24918-1 Phone I Fax: E-Mail : 2 Load case/Resulting anchor forces Load case : Design loads Anchor reactions [lb] Tension force :(+ Tension , -Compression) Date: Anchor Tension fo rce Shear force Shear force x Shear force y 1 2 ,000 200 0 max. concrete compressive strain : -[%0) max. concrete compressive stress : - [psi) resulting tens ion force in (x/y)=(0.000/0 .000): 0 [lb] resulting compression force in (x/y)=(0 .000/0 .000 ): 0 [lb) 3 Tension load Load Nua [lb] Stee l Strength * Bond Strength** Sustained Tension Load Bond Strength* Concrete Breakout Strength** 2 ,000 2 ,000 N/A 2 ,000 * anchor having the highest loading **anchor group (anchors in tens ion ) 3.1 Steel Strength N,a = ESR value q> N,a .! Nua Variables A ,e.N [in .2] 0 .20 Calculations N,a [lb) 18 ,000 Results N,a [lb] 18 ,000 refer to ICC-ES ESR-3187 ACI 318-14 Table 17 .3 .1 .1 futa [ps i) 90 ,000 Q> steel q, N,a [lb) 0 .650 1 1,700 Nua [lb) 2 ,000 Input data and results must be checked for agreement with the existing conditions and for plausibility ! 200 Capacity ♦ N0 [lb] 11 ,700 3 ,915 N/A 2 ,428 PROF IS Anchor ( c) 2003-2009 Hilti AG , FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9/20/2019 Utilization ~N = Nual♦ N0 Status 18 OK 52 OK N/A N/A 83 OK PA2019-251 www.hilti.us Company : Specifier : PMA Consulting , Inc . PBP Address : Phone I Fax : E-Ma il: 3.2 Bond Strength (ANa ) = ~ao ljl ed .Na ljl cp .Na Nba $ Na .?: Nua ANa = see ACI 318-14 , Section 17.4 .5.1 , Fig . R 17.4 .5.1 (b) ANaO = (2 ~.)2 CNa = 10 d · C, a '\'"TT5(5 lj/ec,Na = (1 +1e ~):S1 .0 CNa ljl ed ,Na = 0.7 + 0 .3 C ~n ) :S 1.0 = MAX(Ca ,min ~•) :S 1.0 \Jl cp ,Na Ca c ' Ca c Nba = A a · t k,c · 1! · da · her Variables t k.c,uncr [psi) da [in .) h01 [in .] 1,636 0.500 8.000 e01 ,N [in.) e02 ,N [in.) Ca c [in .] 0.000 0.000 16.407 Calculations ~. [in .] ANa [in.2] ANao [in .2) 6.069 72 .50 147 .35 lj/ ec1 ,Na lj/ ec2,Na ljl cp ,Na 1.000 1.000 1.000 Results Na [lb] $ bond $ N, [lb) 6,024 0.650 3,9 15 Page : Project : Sub-Project I Pos . No.: Date: ACI 318 -14 Eq . (17 .4 .5 .1a) ACI 318-14 Table 17 .3.1.1 ACI 318 -14 Eq . (17.4 .5.1c) ACI 318 -14 Eq . (17.4 .5.1d) ACI 318-14 Eq . (17 .4 .5.3) ACI 318 -14 Eq . (17.4 .5.4b ) ACI 318 -14 Eq . (17.4 .5.5b) ACI 318-14 Eq . (17.4 .5.2) Ca .min [in .] t k,c [ps i] 3.250 1,132 "-a 1.000 ljl ed ,Na 0.861 Nba [lb) 14 ,225 Nua [lb] 2,000 Input data and results must be checked for agreement with the exi st ing cond itions and for plausibili ty ! PROF IS Anchor ( c ) 2003-2009 Hi lti AG , FL -9494 Schaan Hilti is a reg istered Trademark of Hiltl AG, Schaan 1:115;.1 Profis Anchor 2.8.1 3 Guardrail Anchrage #24918-1 9/20/2019 9 PA2019-251 www.hilti.us Company : Specifier : PMA Consulting , Inc . PBP Page : Project: Address : Sub-Pro ject I Pos . No .: Phone I Fax : E-Mai l: 3.3 Concrete Breakout Strength Neb = (:::) lj/ ed .N lj/ c,N lj/ cp ,N Nb ~ Neb 2: Nua ANc see ACI 318-14 , Section 17.4 .2.1, Fig . R 17 .4 .2.1(b) ANcO = 9 h~r lj/ ec.N = ( 1 + ~ e~) S 1.0 3 her lj/ ed .N = 0.7 + 0.3 ( ~~s~:,) S 1.0 = MAX (Ca,min 1.5h er ) 1 O ~I cp ,N Cac ' Cac S . Nb =kc"-•~ h~,5 Variables her [in .] ec1 .N [in .] ec2 .N [in.] 4.000 0.000 0.000 Cac [in .] kc "-a 16 .407 17 1.000 Calculations ANc [in .2] ANco [in .2] lj/ ec1 .N 72 .50 144 .00 1.000 Results Neb [lb] ~ concrete ~ Neb [lb] 3,735 0.650 2,428 Date: ACI 318 -14 Eq . (17.4 .2 .1a ) ACI 3 18-14 Table 17 .3.1.1 ACI 318 -14 Eq . (17.4 .2.1c) ACI 318 -14 Eq . (17 .4 .2.4) ACI 318 -14 Eq . (17 .4 .2.5b) ACI 318 -14 Eq . (17.4 .2.7b ) ACI 318 -14 Eq. (17.4 .2.2a ) Ca.min [in.] lj/ c.N 3.250 1.000 fc [psi] 4,000 lj/ ec2 ,N lj/ ed ,N 1.000 0.863 Nua [lb] 2,000 Input data and resul ts must be checked for agreement with the existing conditions and for plausibility ! PROF IS Anchor ( c) 2003-2009 Hilti AG , FL-9494 Schaen Hilt i is a registered Trademark of Hilti AG. Schaen \j/ cp .N 1.000 1:115~• Profis Anchor 2.8 .1 4 Guard rail Anchrage #24918-1 9/20/2019 Nb [lb] 8,601 IO PA2019-251 www.hilti.us Company: Specifier: PMA Consulting , Inc. PBP 1:115;.1 Profis Anchor 2.8 .1 Page: 5 Project: Address : Sub-Project I Pos . No .: Guardrail Anchrage #24918-1 9/20/2019 Phone I Fax: E-Mail : 4 Shear load Steel Strength* Steel failure (with lever arm )* Pryout Strength (Concrete Breakout Strength controls)** Concrete edge failure in direction y+•• Load V ua [lb) 200 NIA 200 200 Date : Capac ity ♦ V n [lb] 6,480 N/A 5 ,229 1,676 • anchor having t he highest loading ••ancho r group (relevant anchors) 4 .1 Steel Strength V sa = (0.6 A,e .V futa) ti> Vsteel ~ Vua refer to ICC-ES ESR-3187 ACI 318-14 Table 17 .3 .1.1 Va riables A, •. v [in.2 ] 0 .20 Calculations V,a [lb] 10,800 Results V ,a [lb) 10,800 fu1a [psi] (0 .6 A,e,V futa) [lb] 90 ,000 10,800 ti> steel tj> V,a [lb] 0 .600 6 ,480 4.2 Pryout Strength (Concrete Breakout Strength controls ) V cp = kcp [ (t cJ \j/ ed ,N \j/ c,N \j/ cp ,N Nb] ti> Vcp ~Vua A Nc see ACI 318-1 4 , Section 17.4 .2 .1, Fig . R 17.4.2.1(b) AN cO = 9 h~r \j/ ec ,N = ( 1 + ~ e~ ) S 1 . 0 3 her \j/ ed ,N = 0. 7 + 0 .3 ( ~-s~:J S 1 .0 = MAX (c•.min 1.5h •') s 1.0 \j/ cp ,N Cac ' C.c Nb =kc"-• "1"c h~;5 Variables kcp h01 [in .] e c,.N [in .] 2 4 .000 0.000 \j/ c,N Ca c [in .] kc 1.000 16.407 17 Calculations A Nc [in.2] A Nco [in .2] \j/ ecl ,N 72 .50 144.00 1.000 Results V ee (lb] 4> co ncret e ti> Vcp [lb] 7 ,470 0 .700 5 ,229 V ua [lb] 200 ACI 318-14 Eq . (17.5 .3 .1a) ACI 318-14 Table 17.3.1.1 ACI 318 -14 Eq. (17.4.2 .1c) ACI 318-14 Eq . (17.4.2.4) ACI 318-14 Eq . (17.4 .2 .5b) ACI 318-14 Eq . (1 7.4 .2 .7b) ACI 318-14 Eq. (17.4.2 .2a ) e c2 ,N [in .] Ca .min [in .] 0 .000 3.250 "-• (C [psi] 1.000 4 ,000 \j/ ec2 ,N \j/ ed ,N 1.000 0 .863 V ua [lb] 200 Input data and results must be checked for agreement with the existing conditions and fo r plausibility ! PROFIS Anchor ( c) 2003-2009 Hllti AG , FL-9494 Schaan Hilti is a registered Trademark of Hilti AG , Schaan Utilization fl v = V ual ♦ V n 4 NIA 4 12 \j/ cp ,N 1.000 Status OK N/A OK OK 8 ,601 II PA2019-251 www.hilti.us Company : Specifier: PMA Consulting , Inc. PBP Address : Phone I Fax : E-Mail: 4 .3 Concrete edge failure in d irec ti on y+ (Ave ) Veb = A vaJ ljl ed,V ljl e,V ljl h,V ljl parallel ,V Vb 4> V eb ?:.Vua A ve see ACI 318-14 , Section 17 .5.2 .1, Fig . R 17 .5 .2 .1(b) A vaJ = 4 .5 c~, ljl ec .v = ( 1 + \e~ ) s 1.0 3c8 1 ljl ed ,V : 0.7 + 0 .3 ( 1 _~•~.JS 1.0 --~ 10 lj/ h,V -'\JT.?:. · V b =(7(f.)02 ~)Aa ~C ~15 V ariables c., [in .) C 82 [in .) 3.250 4 .000 10 [in .) t-a 4 .000 1.000 Calc ulations A ve [in .2] AvaJ [in .2] 43 .27 47 .53 Res ults V eb [lb] ii> eoncre1e 2 ,394 0.700 eev [in .] 0.000 da [in .) 0.500 lj/ ee ,V 1.000 4> V eb [lb] 1,676 5 Combined tension and shear loads Pv 0 .824 0 .119 5/3 PNV = p~ + p~ <= 1 6 Warn ings Page : Project: Sub-Project I Pos . No .: Date : ACI 318-14 Eq. (17.5.2.1a ACI 318-14 Table 17 .3.1 .1 ACI 318 -14 Eq. (17.5.2 .1c) ACI 318-14 Eq . (17.5.2 .5) ACI 318-14 Eq . (17 .5.2 .6b) ACI 318-14 Eq. (17 .5 .2 .8) ACI 318-14 Eq . (17 .5 .2 .2a) lj/ e,V h0 [in.] 1.000 15.000 fe (psi) ljl parallel ,V 4 ,000 1.000 lj/ ed ,V lj/ h,V 0 .946 1.000 V ua (lb) 200 Uti lization PN ,v [%] Status 76 OK 2,780 1:115;.1 Profis Anchor 2 .8 .1 6 Guardrail Anchrage #24918-1 9/20/2019 • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001 /Annex C , EOTA TR029 , etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered -the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading . PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above . The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement w ith the existing conditions and for plausibility! • Condition A app lies when supplementary reinforcement is used . The <I> factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength . Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength . Refer to your local standard . • Design Strengths of adhesive anchor systems are influenced by the cleaning method . Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • Checking the transfer of loads into the base material and the shea r resistance are requ ired in accordance w ith ACI 318 or the relevant standard ! • Installation of Hilti adhesive anchor systems shall be performed by personnel tra ined to install Hilti adhesive anchors . Reference ACI 318-14 , Section 17 .8 .1. Input data and results must be checked for agreement with the existing conditions and for plausibility ! PROFIS Anchor ( c) 2003-2009 Hilti AG , FL-9494 Schaan Hlltl is a registered Trademark or Hilti AG, Schaan IZ PA2019-251 www.hilti.us Company: Specifier: Address : Phone I Fax: E-Mail : PMA Consulting , Inc . PBP Page : Project: Sub-Project I Pas . No .: Date : Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility ! PROF IS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilt i is a reg istered Tradema rk of Hilti A G, Schaan ,:iis., Profis Anchor 2.8 .1 7 Guardrail Anchrage #24918-1 9/20/2019 13 PA2019-251 www.hilti.us Company : Specifier: Address : Phone I Fax: E-Mail: 7 Installation data Anchor plate , steel : - Profile : - PMA Consulting , Inc . PBP Hole diameter in the fixture : - Plate thickness (input): - Recommended plate thickness : - Drilling method : Hammer drilled Page : Project: Sub-Project I Pos . No .: Date : 1:115;.1 Profis Anchor 2.8 .1 8 Guardrail Anchrage #24918-1 9/20/2019 Anchor type and diameter: HIT-HY 200 + Rebar A 615 Gr.60 #4 Installation torque : - Hole diameter in the base material : 0.625 in. Hole depth in the base material : 8.000 in . Minimum thickness of the base material : 9.250 in . Cleaning : Compressed air cleaning of the drilled hole accord ing to instructions for use is required 7 .1 Recommended accessor ies Drilling Su itable Rotary Hammer • Properly sized drill bit Coordinates A ncho r in. A nchor x y c ., 1 0.000 0.000 4.000 Cleaning • Compressed air with requ ired accessories to blow from the bottom of the hole • Proper diameter wire brush 6.000 4 .000 3.250 8 Remarks ; Your Cooperation Duties Setting Dispenser including cassette and mixer • For deep installations , a piston plug is necessary • Torque wrench Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles , formulas and security regulations in accordance with Hilti's technical directions and operating , mounting and assembly instructions , etc., that must be strictly complied with by the user. All figures contained therein are average figures , and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in . Therefore , you bear the sole responsibility for the absence of errors , the completeness and the relevance of the data to be put in by you . Moreover, you bear sole responsibil ity for having the results of the calculation checked and cleared by an expert , particularly with regard to compliance with applicable norms and permits , prior to using them for your specific facility . The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors , the correctness and the relevance of the results or suitability for a specific appl ication . You must take all necessary and reasonable steps to prevent or limit damage caused by the Software . In particular, you must arrange for the regular backup of programs and data and , if applicable , carry out the updates of the Software offered by Hilt i on a regular basis . If you do not use the AutoUpdate function of the Software , you must ensure that you are using the current and thus up-to-date version of the Software i n each case by carrying out m anual updates via the Hilti Website . Hilti will not be liable for co nsequences , such as the recovery of lost or damaged data or programs , arising from a culpable breach of duty by you . Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hil ti AG , FL -9494 Schaan Hil ti is a reg istered Trademark of Hilti AG, Schaan 111 PA2019-251 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 ICC ~ ICC ~ @ c®.MG c@,_/STEO Look for the trusted marks of Conformity! "2 014 Recipient of Prestigious Western States Seismic Policy Council {WSSPC) Award in Excellence" ICC-ES Evaluation Reports are not to be constn,ed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty 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 © 2017 ICC Evaluation Service, LLC. All rights reserved. g~ Ill~ ••• ~llR 'lA II l A Subsidiary of coot COl.~c,r 1S01l€C 170b~ Pmducl COfllfic.llK>n Body "1000 SCCA«.-.dlOod I OCPS Acc~it6CCN 15 PA2019-251 ~ ICC EVALUATION SERVICE • ·--C!...:'= Most Widely Accepted and Trusted 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: 06 53 00-Plastic Decking REPORT HOLDER: AZEK BUILDING PRODUCTS, INC. 801 COREY STREET SCRANTON , PENNSYLVANIA 18505 (570) 558-8000 www.azek.com EVALUATION SUBJECT: AZEK DECKING SYSTEM 1.0 EVALUATION SCOPE 1.1 Compliance with the following codes: ■ 2012 , 2009 and 2006 lntemational Building Code® (IBC) ■ 2012 , 2009 and 2006 lntemational Residential Code® (IRC) Properties evaluated : ■ Structural ■ Durability ■ Surface-burning Characteristics 1.2 Evaluation to the following green code(s) and/or standards: ■ 2016 California Green Bu ilding Standards Code (CALGreen), Title 24 , Part 11 ■ 2015 , 2012 and 2008 ICC 700 National Green Building Standard™ (ICC 700-2015 , ICC 700-2012 and ICC 700- 2008) Attributes verified : ■ See Section 3. 1 2.0 USES The AZEK Decking Systems , with the exception of the nominally 5/4-inch-thick-by-3 1/2-inch-wide decking , are used as deck boards for exterior balconies , porches , stair treads and decks of buildings of Type V-B (IBC) construction or buildings constructed in accordance with the IRC . The nominally 5/4-inch-thick-by-3 1/r inch-wide AZEK deck boards are limited to exterior use as deck boards for exterior balconies , porches and decks for buildings of Type V-B (IBC) construction or buildings constructed in accordance with the IRC . ESR-1667 Reissued August 2017 This report is subject to renewal July 2018. A Subsidiary of the International Code Council ® 3.0 DESCRIPTION 3.1 General: The AZEK Decking Systems are available in uncapped , semi-capped and fully-capped boards . The attributes of the composite deck boards have been verified as conforming to the provisions of (i) CALGreen Section A5.406.1 .2 for reduced maintenance ; (ii) ICC 700- 2015 and ICC 700-2012 Sections 602.1 .6 and 11 .602 .1.6 for termite-resistant materials and Sections 601. 7 , 11.601 .7, and 12 .1(A).601 .7 for site-applied finishing materials ; and (iii) ICC 700-2008 Section 602.8 for termite- resistant materials and Section 601 . 7 for site-applied finishing mater ials . Note that decisions on compliance for those areas rest with the user of this report. The user is advised of the project-specific provisions that may be contingent upon meeting specific conditions , and the verification of those conditions is outside the scope of this report . These codes or standards often provide supplemental information as guidance . See Section 5.7 for limitations on termite-resistance use. 3.1.1 Uncapped Deck Boards (Harvest Collection): The uncapped board is produced in a mono extruded process from a solid composite material consisting of cellular vinyl and agrifibre and is available under the Harvest Collection . The uncapped boards are manufactured in profiles of nominally 5/4-inch -thick-by- 31/rinch-wide , 5/4 -inch-thick-by-3 1/2 -inch-wide tongue-and- groove porch board and 5/4-inch-thick-by-6-inch-wide. The uncapped deck boards are available in 12-, 16-, or 20-foot (3 .7, 4 .9 and 6.1 m) lengths except for the porch boards which are available in 10-, 12-or 16-foot (3.0 , 3.7 or 4.9 m) lengths. The uncapped decking is manufactured in five colors : wh ite , slate , brownstone , clay and ivory . See Figure 1. 3.1.2 Semi-capped and Fully-capped Deck Boards (Arbor Collection , Terra Collection and Harvest Collection): The semi-capped and fully-capped deck boards are produced in a coextruded process from cellular vinyl and a mineral additive and are available in the Arbor Collection , Terra Collection and Harvest Collection . The capped boards are manufactured in 1-inch-thick-by- 51/rinch-wide (25.4 mm by 140 mm) boards with a 0.02 -inch-thick cap (0.5 mm) covering the top and a 0.01-inch-thickcap (0 .25 mm) covering the sides of the semi-cap board and additionally covering the bottom with a 0.01 -i nch-thickcap (0.25 mm) on the fully-capped deck board . The semi-capped and fully-capped deck boards are available in 12-, 16-, or 20-foot (3 .7, 4.9 and 6.1 m) lengths . The Arbor Collection is manufactured in five colors : Acacia , Cobre , Morado , Redland Rose and Silver Oak . The Terra ICC-HS Eva luation Repor ts are no t to he cons trued os representing aestheti cs or a 1iv o th er a11ri b111 es no t apec,jically addressed, no r a re they to be cons trued as an endo rsem ent of the s u bject of th e report o r a recommenda tion for its m e. 71,ere is 110 warra nty by /('(' Eva luat ion Se rvi ce, LL.C. express or imp!,ed . as to a ny finding or o th er ma iler m this report, o r a ,· to any produ ct covered by the report. Copyri ght © 201 7 ICC Evaluation Service , LL C. All righ ts reserved . Page 1 of 6 PA2019-251 ESR-1667 I Most Widely Accepted and Trusted Collection is manufactured in four colors: Fawn, Kona, Sedona and Tahoe. The semi-capped and fully-capped Harvest Collection boards are manufactured in the colors, Brownstone, Clay, and Slate Gray. The semi-capped Harvest Collection boards are also available in the 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™, Morado®, Silver Oak®, Slate Gray and Brownstone). The board measures 1-inch thick by 31/4-inch wide (25.4 mm by 82.6 mm). See Figure 1. 3.2 Durability: When subjected to weathering, insect attack and other decaying elements, the material used to manufacture the AZEK Decking Systems are equivalent in durability to preservative-treated or naturally durable lumber when used in locations described in Section 2.0 of this report. The AZEK Decking Systems have been evaluated for structural capacity when exposed to temperatures between -20°F (-29°C) and 125°F (52°C). 3.3 Surface-burning Characteristics: When tested in accordance with ASTM E84, the AZEK Decking Systems have a flame-spread index of no greater than 200. 4.0 DESIGN AND INSTALLATION 4.1 General: Installation of AZEK decking must comply with this report and the manufacturer's published installation instructions. The manufacturer's published installation instructions must be available at the jobsite at all times during installation. When instructions contained in the manufacturer's published installation instructions differ from this report, this report governs. 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 as 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-to-end must be tight-fitted together when installed at temperatures above 32°F (0°C), and have a 1/1s-inch 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 installed a minimum of 1/4 inch (6.3 mm) and a maximum of 1/2 inch (12.7 mm) from ends of each abutted board. 4.2.3 Deck Boards Used 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 at a maximum, perpendicular, center-to-center spacing of the supporting construction as given in Table 2. See footnotes to Table 2 and Figure 2 for additional supports required under the deck boards. 4.2.4 Fasteners: The AZEK deck boards must be fastened with two No. 7 by 21/4-inch-long (57.2 mm) stainless steel screws at each supporting wood member having a minimum specific gravity of 0.50; as an alternate, the fastening systems listed in Table 3 may be used. The Page 2 of6 minimum edge and end distance for fasteners is 1/4 inch (6.3 mm) to 1/2 inch (12.7 mm) from any end of deck board. 5.0 CONDITIONS OF USE The AZEK deck boards described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This product is limited to exterior use as deck boards for balconies, porches, decks, stair treads and similar appendages of buildings of Type V-B (IBC) construction and buildings constructed in accordance with the IRC. 5.2 Installation must comply with this report, the manufacturer's published instructions and the applicable code. Only those fasteners and fastener configurations described in this report have been evaluated for the installation of the AZEK deck boards. 5.3 The use of the deck boards as components of a fire- resistance-rated assembly is outside the scope of this report. 5.4 The compatibility of the fasteners with the supporting construction, including chemically 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 this report must be submitted for approval. The calculations must verify that the supporting construction complies with the applicable building code requirements and is adequate to resist the loads imparted upon it from the products and systems described in this report. The documents must contain details of the attachment to 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 the project is to be constructed. 5.6 Adjustment factors outlined in the AF&PA National Design Standard (NDS) 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 Formosan termite attack. 5.8 The AZEK Decking System is produced in Foley, Alabama, and Scranton, Pennsylvania, under a quality control program with 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 this report are identified by a 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 tread, and the evaluation report number (ESR-1667). PA2019-251 ESR-1667 I Most Widely Accepted and Trusted Page 3 of6 TABLE 1-DECK BOARD SPAN RATINGS DECK BOARD BRAND NAMES MAXIMUM SPAN' ALLOWABLE CAPACITY2 (inches) (lb/ft2) 5 /4-inch-by-6 inch uncapped deck board Harvest Collection 16 100 5'4-inch-by-3 1/rinch uncapped deck board Harvest Collection 16 100 5 /4-inch-by-3 1 /2-inch tongue-and-groove uncapped porch board Harvest Collection 16 100 Harvest Collection, 1-inch-by-5 1/2 inch semi-capped and fully-capped deck board Arbor Collection and 16 100 Terra Collection 1-inch-by-31/4-inch tongue-and-groove semi-capped porch board AZEK 16 100 For SI: 1 inch= 25.4 mm; 1 lbf/ft2 = 47.9 Pa. 'Maximum span is measured center-to-center of the supporting construction. 2Maximum allowable capacity is adjusted for durability. No further increases are permitted. TABLE 2-MAXIMUM STAIR TREAD SPANS 1 DECK BOARDS USED AS STAIR TREADS MAXIMUM SPAN (inches) 5 /4-inch-by-6 inch uncapped deck board2 17.25 5/4-inch-by-6 inch uncapped deck board 3 9 5/4-inch-by-6 inch uncapped deck board 4 24 5/4-inch-by-3 1/rinch tongue-and-groove uncapped porch board 5 11 1-inch-by-51 /2 inch semi-capped and fully-capped deck boards3 9 1-inch-by-51 /2 inch semi-capped and fully-capped deck boards4 24 1-inch-by-31/4-inch tongue-and-groove semi-capped porch board 11 For SI: 1 inch = 25.4 mm; 1 lbf/W = 47.9 Pa. 'Based on a minimum 2-span installation. 2Maximum span is measured center-to-center of the supporting construction. A treated Southern pine 2-by-6 installed flatwise between the stringers and directly beneath the deck board using Simpson A23 connectors attached with hot dipped galvanized 1 0d by 11I2-inch joist hanger nails. 3Maximum span measured center-to-center of the supporting construction with no additional support. 4Maximum span measured center-to-center of the supporting construction with a treated 2-by-4 support installed edgewise and centered under each deck board used as a tread attached with two 0.131-inch-diameter-by-3\-inch-long round drive framing nails. 5Maximum span measured center-to-center of the supporting construction with no additional support. TABLE 3-MAXIMUM UPLIFT LOADS FOR ALTERNATE FASTENING SYSTEMS DECK BOARD FASTENER ALLOWABLE UPLIFT (lblft2) 1-inch-by-51/2 inch semi-capped and #8-by-2 1 /2 inch Stainless Steel Trim-Head Headcote® Screw 100 fully-capped deck boards 1-inch-by-51I2 inch semi-capped and #10-by-2'l2 inch Stainless Steel Flat-Head Screw 100 fully-capped deck boards 1-inch-by-51/2 inch semi-capped and OMG FastenMaster® Cortex Hidden Fastener System 100 fully-capped deck boards 1-inch-by-51 /2 inch semi-capped and HIDfast Hidden Fastener System 100 fully-capped deck boards 1-inch-by-51/2 inch semi-capped and TigerClaw® Proclip Hidden Fastener System 100 fully-capped deck boards 5 /4-inch-by-6 inch uncapped deck board OMG FastenMaster® Cortex Hidden Fastener System 100 5/4-inch-by-6 inch uncapped deck board HIDfast Hidden Fastener System 100 5/4-inch-by-6 inch uncapped deck board TigerClaw® Proclip Hidden Fastener System 100 1-inch-by-31/4-inch tongue-and-groove #8-by 2-inch Simpson Strong Tie Wood Stainless Steel Screw 100 semi-capped porch board 1-inch-by-i/4-inch tongue-and-groove 16 GA x 2-inch Simpson Strong Tie L Series Stainless Steel 63 semi-capped porch board Flooring Cleat For SI: 1 inch= 25.4 mm; 1 lbf/ft2 = 47.9 Pa. PA2019-251 ESR-1667 I Most Widely Accepted and Trusted I. HARVEST COLLECTION UNCAPPED DECK BOARDS ARBOR COLLECTION™ AND TERRA COLLECTION™ FULLY CAPPED DECK PROFILE PORCH BOARD 1.00 FIGURE 1-AZEK DECK BOARD PROFILES 5.50 CAP CAPPED DECK BOARDS Page 4 of 6 PA2019-251 ESR-1667 I Most Widely Accepted and Trusted ATTACH 2x6 TREATED PINE CENTERED UNDER TREADS AND ATTACH WITH SIMPSON l>:l.J PNGLE BRACKETS OR EQUAL BOARD iYPE MAX. SPAN 1x5-1/2 DECK BOARD 17.25 INCHES NTRINGERS USING 2 SCREWS/ STRINGER AZEK DECKING ATTACHED TO \ \ ---L,,~~~-J I ~36.000---l fAS'TENING ATTACH SUPPORT USING SIMPSON A2J (OR EQUAL) BRACKET W/ 10d , 1-r JOIST HANGER NAILS. STAIR 'TREAD INST.AL.LATION WITH ,l>[)DITIONAL SUPPORT (MINIMUM 'TREAD LENGTH IS 36") ~ EACH STRINGER. SEE BELOW FOR FASTENING. AZEk DECKING ATTACHED TO \ --Lg .. _j BOARD 'TYPE MAX. SPAN FASTENING - 1 x5-1 /2 DECK BOARD 9 INCHES 1\/o/O #7 x 2 1/4" DECK SCREWS EACH STRINGER STAIR TREAD INSTALLATION WITH NO ADDITIONAL SUPPORT (MINIMUM TREAD LENGTH IS 36") FIGURE 2-STAIR CONSTRUCTION DETAILS Page 5 of 6 PA2019-251 ESR-1667 I Most Widely Accepted and Trusted BOA.RD TYPE 1x3-1/2 PORCH BOARD ~ r , 0.01 IOJNl)IU,£ $ 11Wi11f'; MIil (r,P, l N 1.0"'-mlS !JHl1/IN &.ISNO l'-n:: NNIER l,Dl<QU><..,,.,io {T)lllCA) ; ; I: 2-&.GCO .I 11.:;oo STNR ll'lt'D INSW.U,1'100 Willi NO ...oomo~ Slf'l'Clft"I (l,INIWUW 1"l!LID UNlm< ~ ,11") ; I AZEK T & C PORCH BOARD ATTACHED TO STRINGERS USING {2) # 7 x 2" SCREWS PER STRINGER I I I I I I MAX. SPAN FASTENING , , INCHES ONE #7 x 2°' TRIM HEAD SCREW THRU TONGUE. END BOARDS RECEFvE AN EXTRA SCREW THRU FACE. STAIR TREAD INSTALLATION WITH NO ADDITIONAL SUPPORT (MINIMUM TREAD LENGTH IS 36") FIGURE 2-STAIR CONSTRUCTION DETAILS (Continued) ZI Page 6 of6 Project:Job:24918-1 Sheet: Design:PBP Date:11/30/19 Seawall With Additional Loads Due to Added Concrete Stem Wall & Deck Apier=6 sq ft <<< Tributary area of pier per lineal foot of wall Adeck=6 sq ft <<< Tributary area of Gangway per lineal foot of wall TLpier=60 psf <<< Platform Total Load TLdeck=50 psf <<< Gangway Total Load Wpier= Apier*TLpier =360 lbs Wdeck= Adeck*TLdeck =300 lbs Wwall =14'*0.83'*1.0'*145 =1685 lbs <<< WT of Wall including added conc. stem Wtot =2345 plf <<< Total WT of pier, deck & wall Sfu=500 psf <<< Ultimate Skin Friction For Sand Sf all=250 psf <<< Allowable Skin Friction for Sand F.S. =2 Ball =1500 psf <<< Allowable End Bearing Awall =0.67 sq ft <<<Area of 8" thick wall Lwall=14 ft <<< Length of wall in contact with sand S wall =1 ft <<< Face of wall for skin friction Fresist =4505 lbs >Wtot THE EXISTING SEAWALL IS ADEQUATE TO ACCOMMODATE ADDITIONAL LOADS DUE TO ADDED CONCRETE STEM WALL AND WOOD DECK. Seawall Raise 930 Via Lido Nord Newport Beach, CA 92663 PMA Consulting, Inc. CONSULTING STRUCTURAL ENGINEERS Awall*Ball + Lwall*Swall*Sf all = Wpier+Wdeck+Wwall = Seawall Resistance Calculations 28161 CASITAS CT. P (714) 717 - 7542 LAGUNA NIGUEL, CA 92677 CONCLUSION: PA2019-251