Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications
2\C—\ t6c. ... ‘,1 .) r\ OFFICE COPY a ,. E. 7 c' ;' tr. ri Horton Residence Deck Replacement 15188 SW Seine Dr. Tigard, Oregon 97724 "A; wr June 20, 2019 For: Darin Horton JUN 2 2019 Owner CITY Oi:TIG 'ARD BUILDING DIVISION The JAS Engineering design team has received the request from you to provide the design and drawings for a new replacement deck at the residence noted above. We understand the project involves a 15' x 31' replacement deck (465 SF) with a 17'6"x 15' patio cover. You also want a new stair down the back of the house. OBJECTIVES The project consists of: Prepare deck profiles, deck framing and foundation plans along with detail sheets required to complete this project. We will provide guard rail details for the decks as they are greater than 30" above grade. We will be supporting one end of the deck structure at the house, and adding columns to support the outside edge. We intend to take the deck lateral forces to the existing rear wall and use knee braces at the outside column lines supported edge below the deck and cantilever the posts up to support the roof structure. This system will be designed to support the deck and roof to keep them from racking there. We can prepare these structural drawings with backup calculations to submit to the City of Tigard for permitting. Design Criteria: IBC 2012: With Oregon State Amendments (OSSC) Snow Load: 25 PSF Roof Dead Load: 15 PSF Floor Live Load: 40 PSF Floor Dead Load: 15 PSF Wind Load: 120 MPH, Exposure B t=,---,'..:,- '. ti a�.� tih1 Seismic: Ss=0.952, S1=0.422 � ,, s j4j( / r -le f.` ' ER " � x _ I E_S- ''TO-20 JAS ENGINEERING INC. • 1419 WASHINGTON ST. SUITE 100 OREGON CITY, OR 97045 • 503-657-9800 Client Otokt ! tioRzc��! �.t_ �a, Z. Sheet of Project 1�1d - °n/ °E-0( Design by OAS R.Ccabicrartcary Date 6/1/19 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. 1"— 02-7 Date Work:503-657-9800 Fax:503-656-0186 ' \S,t‘C flEsic7/v/ VP= Cs v✓ Cs — Sos So `� SMS SmS- FESS ss = O 6k52c Fes = 1 .ttck SwiS= C‘ .11A) (O.cks2.) - 1.0 S =.• 2/47 (1.06S) Cs - r>. ►o 3 *5/1.o ) GD1-V?RNS 6/6/2019 U.S.Seismic Design Maps 217 PSEA= OSHPD CALIFORNIA HORTON DECK REPLACEMENT 15188 SW Seine Dr, Tigard, OR 97224, USA Latitude, Longitude; 45.4103044, -122,83307580000002 SVV cabernet Dr cd.) D ani Tailors SW Sophia vet, us r e$f Danube Drive vs Go gleMap data©2019 Date 6/6/2019,5:00:10 PM Design Code Reference Document ASCE7-10 Risk Category 11 Site Class D-Stiff Soil Type Value Description SS 0.952 MCER ground motion.(for 0.2 second period) S1 0.422 MCER ground motion.(for 1.0s period) SMG 1.065 Site-modified spectral acceleration value SMI 0.666 Site-modified spectral acceleration value SDG 0.71 Numeric seismic design value at 0.2 second SA SD1 0.444 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1.119 Site amplification factor at 0.2 second Fv 1.578 Site amplification factor at 1.0 second PGA 0.418 MCEG peak ground acceleration FPGA 1.082 Site amplification factor at PGA PGAM 0.452 Site modified peak ground acceleration TL 16 Long-period transition period in seconds SsRT 0.952 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 1.062 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.5 Factored deterministic acceleration value.(0.2 second) Si RT 0.422 Probabilistic risk-targeted ground motion.(1.0 second) S1 UH 0.484 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1D 0.6 Factored deterministic acceleration value.(1.0 second) PGAd 0.509 Factored deterministic acceleration value.(Peak Ground Acceleration) CRS 0.896 Mapped value of the risk coefficient at short periods CR1 0.871 Mapped value of the risk coefficient at a period of 1 s https://seismicmaps.org 1/2 Client �9tN VitQCty�n/ Sheet 3 L` of Project !'1o( °iV�,rO& c% Design by OSS 1.r �♦ �.•�E�/'µYr/ t Date 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. —02: Date Work:503-657-9800 Fax:503-656-0186 —(I,0.0 — VI = 12®x Ib') 1s 4Sc= - 4 e o0X2 occ+. c= c. - •. yr \vr- = r..(‘ ' \�'6 ) +`(2'-61x it'll -t(4'x t3`-(14) tSeaF - G625 S1G�SM�L GkSE svc. : v'= d.4�3�4, t 6 ers-4.) I--- S af1$,(� '( Wx tit%) 1 liY (�) \A/1(11i((It . k) xhc 1 (IL) SL®oc= ¢r Soo 2-ti-el 104, 000 o. s ck 32..14. 2. aEc,h 6, X25 tc�' cif 2, s a) 0 .4- 1 2_,..2s4. 4- 11 G, Boo 1 ,i.._t) 5 TKO. 6 iC'� v -3,20.2 — 10" --r—ifi 0 d AA vi 225+_4-' --_____Fpr Client op,2,W N 02�c'v{J Sheet 4 L of .„, ( IA Project \tet t��^CSN OEcK Design byOAS �; 9 tZ Fe LacE,ct t Date G1�fl 41 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. 1 el`vim?- Date Work:503-657-9800 Fax:503-656-0186 E\S 1)1\C_ '1-z3NA/SVCas E — ZCoF' — t �` P� I V -z_., - — 1621- 1 ---i :14z.2-0 : ::* 1 e i622-\ -Ocu& Ti-c:: 2- - �` = 22s4-4.,x, :-... ? S. 1, 30` ! 2 1 l 2-11 ti 30' 1127.2 it2l.z( SG\SM�C.- i_o /S �uouv��, --\?.0o - -'r — -624.2.' 2\ 6.37A 2\G.3 '�� 15i 1S' ' — ( G22. 2 ixti: IGZ2.ta 15t 1622.1x —()SCA ti a'2-- "V_' == 2 IS' S�2s 4 .�"� 15 p.3 ,>� \i/' x so.3'�li� \s'L 1 12:4'. V- ‘— ! ts ' t 112.7.2.9t(21.2 Client ©M w' ()Q CSA✓ Sheet SL of kir Project t4O O/J OOi ( Design by DAS R.C.InAcc./t6AIN Date (l7 i 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. 1 4'"07 Date Work:503-657-9800 Fax:503-656-0186 \df leo MVytk ,INt5v�-.SF—S0 Af. A3 AQc A / 4 4D (>6 No z 0Ac 1 V OWG o WALL ta.o,8r r ONE T ESI }�' -- .0J')e C ` /Au_ zc�NE--- ZU S 93 V= •- �- • $ �►�'� cNE. C ANO 2 C OF VIVO ' R1 16.5 !sr ZONE c.cZ‘09, G ov car \v\NOw4Q 11 .5 r ZONC- F S C) -2(3),oc OF c oV = tai —1\ .5 4 sF Client DNQW w 1102 TviV Sheet G of Project N oavo/V O &/� Design byOAS 3 9 r _`. t Cv ,4,ac. Date G/7/19 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. I q- 0-2-*- Date Work:503-657-9800 Fax:503-656-0186 V n ® ,r a -:._1000.----,....-' ÷-- . ,, 1 , , \ • �\ o \NN \,_ 9'_0^ 13'-9" W s A_ ''b ! 2. 6\ ® 6 ' W N 0 PNVAty. Vc tzsg• Client o' CZww/ H o R CW/t, Sheet 9 L_ of Project '40 V' OA/ d EGf( Design by DAis t�.E''LAcENtcAA' Date 6/9/19 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. \ —02•7- Date Work:503-657-9800 Fax:503-656-0186 �� 16.sr�►r- t a. 8�F • 111 ro 1F-0"-p„ i� \i"wO LLD//S 1Tvowt,‘__ \ila,_ 4'-2") SpJF' -i.C4(X41-2'') 2.43 QaC= = 250. IS vR l t2s .4( 125.7 � Client Q�''��V1/ hotZ Cn� Sheet 6L— of Project �v("( Oill by CAS c E. = CZ�P��t�j 6,u� DateDesign 6/7/ Washington Street,Suite 100 Checked by Oregon City OR 97045 Project No. t a 1419 1�-7- Date Work:503-657-9800 Fax:503-656-0186 cccoc—Lay EI- L _.....4 1 1 t2s.4 -0.... t l b2z.ti"' i ___ ,_____, , ,Ilk 0 N i ii . y i ` N N IAZ 03 Cga t1 61-44 . N. eAle XI ._.. T 4 K \--1-00 (Z LEVEL —� ---;----'N F______i I 1 I �is,fX 4.- -....9 C� Q,, k 0 N tk 40 rya Dc.: N• g2,34i3*1 t4 tz.s.�4 R ®p .it r n. Client °ARIA/ l'IoR rtc.W Sheet t �-- of 'R: h No2\Oi 06CA Design b Project y y OAS [z,EP Date C /7/141 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. 4—°2 Date Work:503-657-9800 Fax:503-656-0186 1AJee QR oCS 1C A/ 2�f�.3�o�= 11q • ` 5� 2r / `11"' io 16' 1 1 t2 -e,acc�- �.. Vi.e71:7k7 .7—. 7:67:17.‘4et.i� 1 ° ��� t CUSS ,�,�N.-/NoLE • (4) -- StAA@Jo Kf) S l 4c.g. IXGC 'be o\ t.-oN,WS 16"—°1' soiNn/ 05 O. VDL-.. I l3 J- 4 ►3'/ I 31.1". t3 Q wo a, Q,,,,cc = ¢�d 1. v°�c i• g /2f f 16' 1- J- 1 �S� 5'/2,< c,Le2J Project: 19-027 HORTON DECK REPLACEMENT JAS Engineering INC page 1419 Washington St 10L Location: DECK BEAM 3(LATERAL LOADING) Oregon City,OR 97045 Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.5 INx12.0INx16.5FT 24F-V4-Visually Graded Western Species-Wet Use ENG 1 N O B R!N Gc Section Adequate By:320.4% Controlling Factor: Deflection StruCalc Version 10.0.1.6 6/13/2019 3:21:26 PM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/MAX Dead Load 0.18 in Total Load 0.20 IN L/1009 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 408 lb -408 lb 1 Dead Load 1050 lb 1050 lb z 1 Total Load 1458 lb 642 lb Bearing Length 0.77 in 0.55 in w BEAM DATA Center Span Length 16.5 ft Unbraced Length-Top 1.33 ft 16.5 n • Unbraced Length-Bottom 16.5 ft B Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.18 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 113 plf MATERIAL PROPERTIES Beam Self Weight 14 plf 24F-V4-Visually Graded Western Species Total Uniform Load 127 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 1726 psi Live Load 481.1 lb -481.1 lb Cm=0.80 Cl=1.00 Shear Stress. Fv= 265 psi Fv'= 232 psi Dead Load 0 lb 0 lb Location 2 ft 16 ft Cd=1.00 Cm=0.88 Modulus of Elasticity: E= 1800 ksi E'= 1499 ksi Cm=0.83 Comp. L to Grain: Fc- = 650 psi Fc--i-'= 345 psi Cm=0.53 Controlling Moment: 4332 ft-lb 8.25 Ft from left support of span 2(Center Span) Created by dead loads only on all span(s). Controlling Shear: 1458 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 30.12 in3 132 in3 Area(Shear): 9.43 in2 66 in2 Moment of Inertia(deflection): 188.41 in4 792 in4 Moment: 4332 ft-lb 18985 ft-lb Shear: 1458 lb 10203 lb a ate.r.__� Client 0k'QW v1 bCL c� Sheet 1kt— of V Project V\Oa•i0/V Oecik Design by ON' .r � t.7. CLGQLO+G�MIE�� Date G I�t 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. 1 el-02 7 Date Work:503-657-9800 Fax:503-656-0186 ?° c FL)(2, D U) ( Qbv LA Cat.L )...uaowy 1 D'--Q)If u i c a'ccO L6 4/sn POL- -3 ' 2)Q* \if -31 SO* aQ - ?LAT - 4C l. ilx2. w'o i cZ2t ii0I-B1 1-1 All V G 6 l ‘a of-L_ 1)(A/cg. 4Q'ce- 2)2 VA14achccp LcilsitA x/ ill / 1 fto o ® VSE .47( 6 OF-L 6-?D Project: 19-027 HORTON DECK REPLACEMENT ;JAS Engineering INC page 1419 Washington St (7/ Location: POST FOR DB1 &DB3 LATERAL LOADING Oregon City,OR 97045 Column or [2015 International Building Code(2015 NDS)] 5.5 IN x 9.5 IN x 10.67 FT #1 -Douglas-Fir-Larch-Dry Use E N 6t 1 N II N G S Section Adequate By:85.5% StruCalc Version 10.0.1.6 6/13/2019 4:21:37 PM DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl= 0.04 IN=L/3498 Live Load Deflection Criteria: L/180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 0 lb Dead Load: Vert-DL-Rxn= 3301 lb B Total Load: Vert-TL-Rxn= 3301 lb HORIZONTAL REACTIONS i. Total Reaction at Top of Column: TL-Rxn-Top= 782 lb I Total Reaction at Bottom of Column: TL-Rxn-Bottom= 180 lbi I i COLUMN DATA Total Column Length: 10.67 ft Unbraced Length(X-Axis)Lx: 10.67 ft , Unbraced Length(Y-Axis)Ly: 10.67 ft r>. Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 10.67 "x> Lateral Load Duration Factor(Wind/Seismic) 1.60 COLUMN PROPERTIES _. #1 -Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 925 psi Fc'= 665 psi , :; Cd=1.60 Cp=0.56 C1=0.80 4.:i Bending Stress(X-X Axis): Fbx= 1350 psi Fbx'= 1708 psi Cd=1.60 CF=1.00 CI=0.99 Ci=0.80 hs; Bending Stress(Y-Y Axis): Fby= 1350 psi Fby'= 1728 psi S Cd=1.60 CF=1.00 Ci=0.80 Modulus of Elasticity: E= 1600 ksi E= 1520 ksi A Column Section(X-X Axis): dx= 9.5 in AXIAL LOADING Column Section(Y-Y Axis): dy= 5.5 in Live Load: PL= 0 lb Area: A= 52.25 in2 Dead Load: PD= 3180 lb Section Modulus(X-X Axis): Sx= 82.73 in3 Column Self Weight: CSW= 121 lb Section Modulus(Y-Y Axis): Sy= 47.9 in3 Total Axial Load: PT= 3301 lb Slenderness Ratio: Lex/dx= 13.48 Ley/dy= 23.28 LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat= 0 plf Column Calculations(Controlling Case Only): Point Load: One Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) Live Load: 962.2 lb Actual Compressive Stress: Fc= 63 psi Location: 2 ft Allowable Compressive Stress: Fc'= 665 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 1559 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 226 psi Allowable Bending Stress(X-X Axis): Fbx'= 1708 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1728 psi Combined Stress Factor: CSF= 0.14 Project: 19-027 NORTON DECK REPLACEMENT — JAS Engineering INC page 11419 Washington St t97 Location: KNEE BRACE Oregon City, OR 97045 Column J. P ,�� of [2015 International Building Code(2015 NDS)] 3.5 IN x 5.5IN x 2.83 FT 1 #1 -Douglas-Fir-Larch-Dry Use j E N G I N IEB R 1 N O Section Adequate By:97.1% StruCalc Version 10.0.1.6 6/13/2019 4:40:24 PM VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 680 lb Dead Load: Vert-DL-Rxn= 12 lb Total Load: Vert-TL-Rxn= 692 lb I i COLUMN DATA `^ Total Column Length: 2.83 ft B Unbraced Length(X-Axis)Lx: 2.83 ft Unbraced Length(Y-Axis)Ly: 2.83 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 1 N. e. COLUMN PROPERTIESi. w #1 -Douglas-Fir-Larch i., Base Values Adjusted Compressive Stress: Fc= 1500 psi Fc'= 1241 psi ,, Cd=1.00 Cf=1.10 Cp=0.94 Ci=0.80 Bending Stress(X-X Axis): Fbx= 1000 psi Fbx'= 1040 psi 444 Cd=1.00 CF=1.30 Ci=0.80 2.83 ft,j""` Bending Stress(Y-Y Axis): Fby= 1000 psi Fby'= 1040 psi Pe,, Cd=1.00 CF=1 30 Ci=0.80 Modulus of Elasticity: E= 1700 ksi E'= 1615 ksi ill/LI- Column Section(X-X Axis): dx= 5.5 in ,;Y, Column Section(Y-Y Axis): dy= 3.5 in1 444 Area: A= 19.25 in2 .k. Section Modulus(X-X Axis): Sx= 17.65 in3 ,y,, Section Modulus(Y-Y Axis): Sy= 11.23 in3 Fml;. Slenderness Ratio: Lex/dx= 6.17 Ley/dy= 9.7 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 36 psi Live Load. PL= 680 lb Allowable Compressive Stress: Fc'= 1241 psi Dead Load. PD= 0 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 12 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 692 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1040 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1040 psi Combined Stress Factor: CSF= 0.03 Client cA R.1A/' 1-102c0.4/ Sheet .4-L of Project H o(LvoA/ OG I 0\ Design by DM 0-E41.4GG,0c-ie- Date Gita/J1 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. !er"017- Date Work:503-657-9800 Fax:503-656-0186 9 os-c FotZ R a0 czL A1-( ML ,A0,45 � ds Ovivo(LACcO LC1Vs (�= 1 if S2 ar 4hTtga.L Qt.At' 8 o. :o? 7t7 0 , vJ )ic to OT-L c-"--`C' c,v�cv(\ ��D 2 1 .7* x©./ = 1Q2 -5 *. `o Wr, - ( s/i) 1 s tiv = 112. 5 2r,j-- Ani 142. -5 ``(10'c3) w Zd, SZg•4 1g� .1 Iv'A ( = 112- S 1 1e.`) (1‘24le ZZ.S `ih 5248 Cd. } 142112zs41("14- el 14- gl 22v2 I IF Fo6Cws 3 AR.E kOC-! V '("o2 vg LA F�" Project: 19-027 HORTON DECK REPLACEMENT JAS Engineering INC page 1S Location: POST FOR RBI &RB2 LATERAL LOADING ;1419 Washington St (Oregon City, OR 97045 Column ,' , of [2015 International Building Code(2015 NDS)] 1 5.5 IN x 9.5IN x 10.0 FT #1 -Douglas-Fir-Larch-Dry Use 6 14 51!4 11 6 R 1!iF G Section Adequate By:28.2% StruCalc Version 10.0.1.6 6/13/2019 4:54:53 PM CAUTIONS "This column has been designed as a cantilever. "Note that the length of the column inputed should include the portion of the column below grade above the point of fixity.See IBC 1805.7 for lateral soil bearing calculations. DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl= 0.52 IN=L/231 Live Load Deflection Criteria: L/180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 0 lb Dead Load: Vert-DL-Rxn= 1565 lb Total Load: Vert-TL-Rxn= 1565 lb — HORIZONTAL REACTIONS #;', , Total Reaction at Top of Column: TL-Rxn-Top= 0 lb "'. y Total Reaction at Bottom of Column: TL-Rxn-Bottom= 568 lb COLUMN DATA t.Total Column Length: 10 ft Unbraced Length(X-Axis)Lx_ 10 ft Unbraced Length(Y-Axis)Ly: 10 ft ! rt Column End Condition-K(e): 2.1 Axial Load Duration Factor 1.00 loft Lateral Load Duration Factor(Wind/Seismic) 1.60 COLUMN PROPERTIES #1 -Douglas-Fir-Larch "' Base Values Adjusted Compressive Stress: Fc= 925 psi Fc'= 207 psi Cd=1.60 Cp=0.17 Ci=0.80 '• Bending Stress(X-X Axis): Fbx= 1350 psi Fbx'= 1679 psi Cd=1.60 CF=1.00 C/=0.97 Ci=0.80 33 Bending Stress(Y-Y Axis): Fby= 1350 psi Fby'= 1728 psi ltd Cd=1.60 CF=1.00 Ci=0.80 Modulus of Elasticity: E= 1600 ksi E'= 1520 ksi A Column Section(X-X Axis): dx= 9.5 in AXIAL LOADING Column Section(Y-Y Axis): dy= 5.5 in Live Load: PL= 0 lb Area: A= 52.25 in2 Dead Load: PD= 1452 lb Section Modulus(X-X Axis): Sx= 82.73 in3 Column Self Weight: CSW= 113 lb Section Modulus(Y-Y Axis): Sy= 47.9 in3 Total Axial Load: PT= 1565 lb Slenderness Ratio: Lex/dx= 26.53 Ley/dy= 45.82 LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat= 0 plf Column Calculations(Controlling Case Only): Point Load: One Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) Live Load: 567.8 lb Actual Compressive Stress: Fc= 30 psi Location: 0 ft Allowable Compressive Stress: Fc'= 207 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 5678 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis):Fbx= 824 psi Allowable Bending Stress(X-X Axis): Fbx'= 1679 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1728 psi Combined Stress Factor: CSF= 0.54 -° Client ONS!n/ HoR-ron/ Sheet 1-- of "44( Project t<-tO( o / OEcv( Design by DAS Date GlSo t ct 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. 1 a—d 2 Date Work:503-651-9800 Fax:503-656-0186 R OOH ck k ER 0 04r S 4ievr NA/ ' 47 tooJ.. (IStdri - 6p*�4- / ' x 1' • V SE- 4 x 8 OF-L. PT ifs i cicx c Aiii\ ep 15'--o'! sqp‘n/ R. et : \/ 1,---= Zx l F3 %1 . z6vrip..k Vow= 2 x 7-0%A. t4.o*/a1 1 4 IP ,i Ai. f 15' 45,-=- 2-2-6 *TA Cts ) - 1 6 Icl S 2 VtL 14°"141 (1St/ r I DSO' V SC 6 x i2-- DF-t.._.. (W0.01.) QT Project: 19-027 HORTON DECK REPLACEMENT -1JAS41Engineering INC page 141 g n City,ORn St Location: ROOF RAFTER 1 Oregon City, 97045 Roof Rafter E _ or [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 10.0 FT Pressure Treated(9+1)@ 48 O.C. #2-Douglas-Fir-Larch-Dry Use 614451NERRING Section Adequate By:68.0% Controlling Factor:Moment StruCalc Version 10.0.1.6 6/5/2019 4:55:40 PM DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.10 IN L/1173 0.00 IN 2L/13700 Dead Load 0.06 in 0.00 in Total Load 0.16 IN L/727 0.00 IN 2L/Infinity Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 450 lb 556 lb Dead Load 281 lb 351 lb Total Load 731 lb 907 lb Bearing Length 0.33 in 0.41 in SUPPORT LOADS A B Live Load 113 plf 139 plf Dead Load 70 plf 88 plf9 ft f n Total Load 183 plf 227 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch RAFTER DATA Interior Eave Base Values Adjusted Span Length 9 ft 1 ft Bending Stress: Fb= 900 psi Fb'= 1076 psi Rafter Pitch 4 :12 Cd=1.15 CF=1.30 Ci=0.80 Roof sheathing applied to top of joists-top of rafters fully braced. Shear Stress: Fv= 180 psi Fv'= 166 psi Roof Duration Factor 1.15 Cd=1.15 Ci=0.80 Peak Notch Depth 0.00 Modulus of Elasticity: E= 1600 ksi E= 1520 ksi Base Notch Depth 2.50 Ci=0.95 RAFTER LOADING Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Uniform Roof Loading Roof Live Load: LL= 25 psf Controlling Moment: 1637 ft-lb Roof Dead Load: DL= 15 psf 4.497 Ft from left support of span 2(Center Span) Slope Adjusted Spans And Loads Created by combining all dead loads and live loads on span(s)2 Interior Span: L-adj= 9.49 ft Controlling Shear: -706 lb Eave Span: L-Eave-adj= 1.05 ft 8.538 Ft from left support of span 2(Center Span) Interior Live Load: wL-adj= 90 plf Created by combining all dead loads and live loads on span(s)2, 3 Eave Live Load: wL-Eave-adj= 90 plf Interior Dead Load: wD-adj= 57 plf Comparisons with required sections: Req'd Provided Eave Dead Load: wD-Eave-adj= 57 plf Section Modulus: 18.25 in3 30.66 in3 Interior Total Load: wT-adj= 147 plf Area(Shear): 6.39 in2 10.89 in2 Eave Total Load: wT-Eave-adj= 147 plf Moment of Inertia(deflection): 27.53 in4 111.15 in4 Moment: 1637 ft-lb 2750 ft-lb Shear: -706 lb 1203 lb Project: 19-027 HORTON DECK REPLACEMENT —,JAS Engineering INC Page [1419 Washington St 3 Location: RIDGE BEAM 1 lOregon City,OR 97045 Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)) 5.5 IN x 11.5 IN x 15.0 FT Pressure Treated #1 -Douglas-Fir-Larch-Dry Use E N O I N t o it 1 N G Section Adequate By: 17.0% Controlling Factor:Moment StruCalc Version 10.0.1.6 6/5/2019 5:02:17 PM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.24 IN L/741 Dead Load 0.17 in Total Load 0.41 IN L/441 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 1695 lb 1695 lb Dead Load 1153 lb 1153 lb Total Load 2848 lb 2848 lb Bearing Length 0.83 in 0.83 in BEAM DATA Center Span Length 15 ft w:* Unbraced Length-Top 4 ft – 15 ft Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center* MATERIAL PROPERTIES Uniform Live Load 226 plf #1 -Douglas-Fir-Larch Uniform Dead Load 140 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 1350 psi Fb'= 1237 psi Total Uniform Load 380 plf Cd=1.15 C1=1.00 CF=1.00 Ci=0.80 *Load obtained from Load Tracker.See Summary Report for details. Shear Stress: Fv= 170 psi Fv'= 156 psi Cd=1.15 Ci=0.80 Modulus of Elasticity: E= 1600 ksi E'= 1520 ksi Ci=0.95 Comp.-1-to Grain: Fc- L= 625 psi Fc--- = 625 psi Controlling Moment: 10679 ft-lb 7.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2848 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 103.57 in3 121.23 in3 Area(Shear): 27.31 in2 63.25 in2 Moment of Inertia(deflection): 284.5 in4 697.07 in4 Moment: 10679 ft-lb 12500 ft-lb Shear: 2848 lb 6595 lb Client 2Ac w 140eC°A/ Sheet 4of Project l�R 'KO 06.-C Design by04 S 9, (�F Pt-gtGC/J Ems' Date �l S1/1 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. 1 ci — 02:7- Date Work:503-657-9800 Fax:503-656-0186 R co V' 6CI\A T) ocoVir \Q?L= 8 6"N- g 4 4- J 3 / 1 S' Z V0L=- Sa%). tis') to X Z • VSC G A 12- PF-1_- e 1 R our. Wovv1 0 �r _ , 66tS 16as t8. 1S! Vow. t s3 � 1ts1 s 1 4. A hit, / 16'ik 0 o Project: 19-027 HORTON DECK REPLACEMENT JAS Engineering INC page 1419 Washington St Location: ROOF BEAM 1 Oregon City, OR 97045 Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.5 IN x 11.5 IN x 15.0 FT Pressure Treated #2-Douglas-Fir-Larch-Dry Use E N O I N t e it i 6 Section Adequate By: 19.8% Controlling Factor: Moment StruCalc Version 10.0.1.6 6/5/2019 5:20:27 PM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.18 IN L/979 Dead Load 0.13 in Total Load 0.32 IN L/565 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 1043 lb 1043 lb Dead Load 763 lb 763 lb Total Load 1806 lb 1806 lb Bearing Length 0.53 in 0.53 in w BEAM DATA Center Span Length 15 ft _ - Unbraced Length-Top 4 ft -A 15 ft Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center* MATERIAL PROPERTIES Uniform Live Load 139 plf #2-Douglas-Fir-Larch Uniform Dead Load 88 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 803 psi Total Uniform Load 241 plf Cd=1.15 C1=1.00 CF=1.00 Ci=0.80 *Load obtained from Load Tracker. See Summary Report for details. Shear Stress: Fv= 170 psi Fv'= 156 psi Cd=1.15 Ci=0.80 Modulus of Elasticity: E= 1300 ksi E'= 1235 ksi Ci=O.95 Comp.1 to Grain: Fc- L= 625 psi Fc--- = 625 psi Controlling Moment: 6770 ft-lb 7.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1805 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 101.22 in3 121.23 in3 Area(Shear): 17.31 in2 63.25 in2 Moment of Inertia(deflection): 221.98 in4 697.07 in4 Moment: 6770 ft-lb 8108 ft-lb Shear: 1805 lb . 6595 lb Project: 19-027 NORTON DECK REPLACEMENT ---IJAS Engineering INC Pae 11419 Washington St 6 Location: ROOF BEAM 2 Oregon City,OR 97045 Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.5 IN x 11.25 IN x 16.75 FT Pressure Treated #1 -Douglas-Fir-Larch-Dry Use j ENGINEERING Section Inadequate By:4.1% Controlling Factor: Moment/Depth Required 11.48 In. StruCalc Version 10.0.1.6 6/6/2019 9:47:02 AM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.29 IN L/695 Dead Load 0.22 in Total Load 0.51 IN L/394 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 848 lb 848 lb Dead Load 689 lb 689 lb Total Load 1537 lb 1537 lb Bearing Length 0.45 in 0.45 in BEAM DATA Center Span Length 16.75 ft Unbraced Length-Top 8.38 ft A 16.75 ft Unbraced Length-Bottom 16.75 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #1 -Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 13 plf Bending Stress: Fb= 1350 psi Fb'= 1232 psi Total Uniform Load 13 plf Cd=1.15 C1=0.99 CF=1.00 Ci=0.80 POINT LOADS-CENTER SPAN Shear Stress. Fv= 170 psi Fv'= 156 psi Load Number One Cd=1.15 Ci=0.80 Live Load 1695 lb Modulus of Elasticity: E= 1600 ksi E= 1520 ksi Dead Load 1153 lb Ci=0.95 Location 8.38 ft Comp. L to Grain. Fc- L= 625 psi Fc -- = 625 psi *Load obtained from Load Tracker. See Summary Report for details. Controlling Moment: 12396 ft-lb 8.38 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1536 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 120.72 in3 116.02 in3 Area(Shear): 14.73 in2 61.88 in2 Moment of Inertia(deflection): 297.84 in4 652.59 in4 Moment: 12396 ft-lb 11913 ft-lb Shear: 1536 lb 6452 lb ' � Client DAR to N OR,�A/ Sheet -7 of ;'`"'-' ; ,_',.:A Project 2�0� ECK Design by OA S x {Z 1= t. c � i/c/1 `J LEE Date 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045Project Na. 1 4-6-47 Date Work:503-657-9800 Fax:503-656-0186 ?ins-i• Fol. R Re)® 11 Le vont(Sa i cc® LEAS R(56): V L'. 1013)* 1 1 ���t VOL-: gG3.v- k 1 +S - Rit>0 ,• V•A~-= his,* VOL-= 684 k I II L d. VSE G X '8 fl"C=L t Nc,,vs.) \ilo 0e-v.pecv. 5o,s-7- ) 5 -O SQP‘i/ "G"UC_ (AOI r)= 53.34YAA- 53.3"/:x- (kstall = 2 o"s-}- so w/«-t / / tS' )76 V 1,,,...= (c ,.3% ) ( ) Pj q i . 8 Z Vb, : (-2-03N) (As') IS v Q . . VSA '2- 1( ‘2- 0C-1,- ® @ 1G"OC— Project: 19-027 HORTON DECK REPLACEMENT JAS Engineering INC page Or g Washn City,OR 7S8� Location: POST FOR RB1 &RB2 Oregon City,OR 97045 Column ( - ( 1 of [2015 International Building Code(2015 NDS)] '--1 _N 5.5 IN x 7.5 IN x 11.0 FT #1 -Douglas-Fir-Larch-Dry Use 1 E N G!N E B R I N G Section Adequate By:84.8% StruCalc Version 10.0.1.6 6/6/2019 10:11:09 AM DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl= 0 IN=L/Infinity Live Load Deflection Criteria. L/180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 1891 lb Dead Load: Vert-DL-Rxn= 1550 lb B Total Load: Vert-TL-Rxn= 3441 lbV 1 HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top= 1200 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom= 2000 lb k COLUMN DATA f.-j Total Column Length: 11 ft ? <;l g Unbraced Length(X-Axis)Lx: 11 ft r re Unbraced Length(Y-Axis)Ly: 11 ft Column End Condition-K(e): 1 ° .` Axial Load Duration Factor 1.00 it i ft ,,, • Lateral Load Duration Factor 1.33 - COLUMN PROPERTIES #1 -Douglas-Fir-Larch ` Base Values Adjusted ' Ail Compressive Stress: Fc= 1000 psi Fc'= 548 psi c prjE Cd=1.00 Cp=0.68 Ci=0.80 r , Bending Stress(X-X Axis): Fbx= 1200 psi Fbx'= 960 psi `! Cd=1.00 CF=1.00 Ci=0.80 "`_ Bending Stress(Y-Y Axis): Fby= 1200 psi Fby'= 960 psi Cd=1.00 CF=1.00 Ci=0.80 • fi° Modulus of Elasticity: E= 1600 ksi E'= 1520 ksi A Column Section(X-X Axis): dx= 7.5 in AXIAL LOADING Column Section(Y-Y Axis): dy= 5.5 in Live Load: PL= 1891 lb Area: A= 41.25 in2 Dead Load: PD= 1452 lb* Section Modulus(X-X Axis): Sx= 51.56 in3 Column Self Weight: CSW= 98 lb Section Modulus(Y-Y Axis): Sy= 37.81 in3 Total Axial Load: PT= 3441 lb Slenderness Ratio: Lex/dx= 17.6 *Load obtained from Load Tracker. See Summary Report for details. Ley/dy= 24 LATERAL LOADING (Dy Face) Column Calculations(Controlling Case Only): Uniform Lateral Load: wL-Lat= 0 plf Controlling Load Case:Axial Total Load Only(L+D) Point Load: One Two Actual Compressive Stress: Fc= 83 psi Live Load: 1200 lb 2000 lb Allowable Compressive Stress: Fc'= 548 psi Location: 0 ft 11 ft Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 960 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 960 psi Combined Stress Factor: CSF= 0.15 Project: 19-027 NORTON DECK REPLACEMENT ,JAS Engineering INC page Location: DECK JOIST 1j 0 1419 Washington St (Oregon City,OR 97045 Floor Joist of [2015 International Building Code(2015 NDS)] 1.5 IN x 11.25 IN x 15.0 FT Pressure Treated @ 16 O.C. #2-Douglas-Fir-Larch-Dry Use 1 F K G I N!!R I N G Section Adequate By: 5.9% Controlling Factor: Moment StruCalc Version 10.0.1.6 6/6/2019 11:23:16 AM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.22 IN L/802 Dead Load 0.08 in Total Load 0.31 IN L/583 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 400 lb 400 lb Dead Load 150 lb 150 lb Total Load 550 lb 550 lb Bearing Length 0.59 in 0.59 in SUPPORT LOADS A B . `�. ° -, ':--,"A'..ti'--' .'. ®a* e' -< ,.. �. Live Load 300 plf 300 plf ;: � . Dead Load 113 plf 113 plfA— 15 ft Total Load 413 plf 413 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adjusted Span Length 15 ft Bending Stress. Fb= 900 psi Fb'= 828 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1.00 Cr-1.15 Ci=0.80 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 144 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Ci=0.80 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1520 ksi JOIST LOADING 1,1 Ci=0.95 Uniform Floor Loading Center Comp.-I-to Grain: Fc--1-= 625 psi Fc-1'= 625 psi Live Load LL= 40 psf Controlling Moment: 2063 ft-lb Dead Load DL= 15 psf 7.5 Ft from left support of span 2(Center Span) Total Load TL= 55 psf Created by combining all dead loads and live loads on span(s)2 TL Adj. For Joist Spacing wT= 73.3 plf Controlling Shear: 550 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 29.89 in3 31.64 in3 Area(Shear): 5.73 in2 16.88 in2 Moment of Inertia(deflection): 79.92 in4 177.98 in4 Moment: 2063 ft-lb 2183 ft-lb Shear: 550 lb 1620 lb N - _EA Client ©P'R IA/ %'t O RNLDA/ Sheet o of Project rt 0�Vo./ fl Design by D/AS E gest mc.v Date 6 OAS/6/1i 1419 Washington Street,Suite 100 (hacked by Oregon City,OR 97045 Project No. k i-- OZ 7 Date Work 503-657-9800 Fax:503-656-0186 VDS:C. +& "5 0\ST CD 1 t=o'' s(hNr 16"0C. Cho?i) _ 53.3%- 20 � cis evF, -= 20 ,� / II / . V",_-:-- 5---5.3y4A c‘,#) 2 ck'5.'3*- Z v47t._= Zees C10 . t l O tit 2-X 1 0 C'_L, c 16 "c �x eFAAA c) `2Lou stIvr Q-3 VLA---• 2 207L 2zoTx. vot-= 83 ' �d SS W/A4 4 ,- , %2' VLL- 2'2-o%-k 02`) i 1)7 D Z VOL _ e3 k. Ct21/ = lq ' . . t15 6 x t2_ O'—L_ Q Project: 19-027 HORTON DECK REPLACEMENT --JAS Engineering INC page 1419 Washington St t% Location: DECK JOIST 2 ,Oregon City, OR 97045 Floor Joist or [2015 International Building Code(2015 NDS)1 1.5 IN x 11.25 IN x 11.0 FT Pressure Treated @ 16 O.C. #2-Douglas-Fir-Larch-Dry Use E N G I N G IER 4 N G Section Adequate By:96.8% Controlling Factor:Moment StruCalc Version 10.0.1.6 6/6/2019 11:33:41 AM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/2033 Dead Load 0.02 in Total Load 0.09 IN L/1478 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 293 lb 293 lb Dead Load 110 lb 110 lb Total Load 403 lb 403 lb Bearing Length 0.43 in 0.43 in SUPPORT LOADS A B -n.:-elf.,. ',_a.. , .=rt, ix.2r Wf t.4 -i. th.. ..z,';, Live Load 220 plf 220 plf Dead Load 83 plf 83 plf A------ — 11 ft Total Load 302 plf 302 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adjusted Span Length 11 ft Bending Stress: Fb= 900 psi Fb'= 828 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1.00 Cr=1.15 Ci=0.80 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 144 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1 00 Ci=0.80 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E= 1520 ksi JOIST LOADING Ci=0.95 Uniform Floor Loading Center Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Live Load LL= 40 psf Dead Load DL= 15 psf Controlling Moment: 1109 ft-lb Total Load TL= 55 psf 5.5 Ft from left support of span 2(Center Span) TL Adj. For Joist Spacing wT= 73.3 plf Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -403 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 16.07 in3 31.64 in3 Area(Shear): 4.2 in2 16.88 in2 Moment of Inertia(deflection): 43.34 in4 177.98 in4 Moment: 1109 ft-lb 2183 ft-lb Shear: -403 lb 1620 lb Project: 19-027 NORTON DECK REPLACEMENT 1JAS Engineering INC page [1419 Washington St l 27 Location: DECK BEAM 1 Oregon City,OR 97045 Multi-Loaded Multi-Span Beamj s of [2015 International Building Code(2015 NDS)] 5.5 IN x 11.5 IN x 12.0 FT Pressure Treated #2-Douglas-Fir-Larch-Dry Use ENGINIBitlt G Section Adequate By:23.9% Controlling Factor: Moment StruCalc Version 10.0.1.6 6/6/2019 11:42:18 AM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN L/1208 Dead Load 0.05 in Total Load 0.17 IN L/839 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A_ Live Load 1320 lb 1320 lb Dead Load 580 lb 580 lb Total Load 1900 lb 1900 lb Bearing Length 0.55 in 0.55 in w BEAM DATA Center Span Length 12 ft Unbraced Length-Top 1.33 ft — 12a Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center* MATERIAL PROPERTIES Uniform Live Load 220 plf #2-Douglas-Fir-Larch Uniform Dead Load 83 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 699 psi Total Uniform Load 317 plf Cd=1.00 CI=1.00 CF=1.00 Ci=0.80 *Load obtained from Load Tracker. See Summary Report for details. Shear Stress: Fv= 170 psi Fv'= 136 psi Cd=1.00 Ci=0.80 Modulus of Elasticity: E= 1300 ksi E'= 1235 ksi Ci=O.95 Comp.-L to Grain: Fc-1= 625 psi Fc- L'= 625 psi Controlling Moment: 5701 ft-lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1900 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 97.81 in3 121.23 in3 Area(Shear): 20.96 in2 63.25 in2 Moment of Inertia(deflection): 207.75 in4 697.07 in4 Moment: 5701 ft-lb 7066 ft-lb Shear: 1900 lb 5735 lb Client Ok(V/ N OCLTo A/ Sheet 13 of A 1 , ,,,,- Project OCCCON OCA Design by al-S"' t E. ., RCQt-�' NtC1vC— Date 6f 4/I ct 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. \4k— b 2-:?-- Date Work:503-651-9800 Fax:503-656-0186 DeCA WCD t11o'' Si/0\W t6`vc_ ( doe ) = c3.3 z._ 32g.bt ( is Fd v-) -2-0z7;1-- x-2.-5. f, 53 3' A. ,5 oke 132, i, yi J , = G $-45` ( oejy) - z 7s2,-- 'it • USC 4- x 12 OF--L 0 1 DCux C, .- a V1 , 3abl '36l vol...= 1 t`o'1/. 1. 4 1 A it 16-C Y,,L.- '600%4 (16'-o / '2 „05- 2 VOL 1 t3 % (16-6*)_ V-)2 .'?* 2 o . . USE 51/2 X - CLC'' Project: 19-027 NORTON DECK REPLACEMENT –---:JAS Engineering INC pa9 ' 11419 Washington St Location: DECK BEAM 2 101 Oregon City,OR 97045 Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] i 3.5 IN x 11.25 IN x 11.0 FT Pressure Treated #2-Douglas-Fir-Larch-Dry Use j K N O!NB R!N 6 Section Adequate By:54.6% Controlling Factor: Moment StruCalc Version 10.0.1.6 6/6/2019 11:50:49 AM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/1893 Dead Load 0.03 in Total Load 0.10 IN L/1316 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 493 lb 1193 lb Dead Load 232 lb 494 lb Total Load 725 lb 1687 lb TR1 Bearing Length 0.33 in 0.77 in BEAM DATA Center Span Length 11 ft � � �� Unbraced Length-Top 11 ft A — 11 ft Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 53 plf #2-Douglas-Fir-Larch Uniform Dead Load 20 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 778 psi Total Uniform Load 82 plf Cd=1.00 CI=0.98 CF=1.10 Ci=0.80 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 144 psi Load Number One Cd=1.00 Cr=0.80 Left Live Load 275 plf Modulus of Elasticity E= 1600 ksi E'= 1520 ksi Left Dead Load 103.1 plf C1=0.95 Right Live Load 275 plf Comp.1 to Grain: Fc- -= 625 psi Fc-1'= 625 psi Right Dead Load 103.1 plf Controlling Moment: 3095 ft-lb Load Start 7 ft 7.37 Ft from left support of span 2(Center Span) Load End 11 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft Controlling Shear: -1688 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rend Provided Section Modulus. 47.76 in3 73.83 in3 Area(Shear): 17.58 in2 39.38 in2 Moment of Inertia(deflection): 78.96 in4 415.28 in4 Moment: 3095 ft-lb 4785 ft-lb Shear: -1688 lb 3780 lb Project: 19-027 HORTON DECK REPLACEMENT JAS Engineering INC page 141 g n City, ORn S7 j Location: DECK BEAM 3 Oregon City, 97045 Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.5INx12.0INx16.5FT 24F-V4-Visually Graded Western Species-Wet Use ENG 1 N S O R I N G Section Adequate By:30.6% Controlling Factor: Deflection StruCalc Version 10.0 1.6 6/13/2019 2:14:20 PM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.42 IN L/470 Dead Load 0.18 in Total Load 0.60 IN L/330 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2475 lb 2475 lb Dead Load 1050 lb 1050 lb Total Load 3525 lb 3525 lb Bearing Length 1.86 in 1.86 in BEAM DATA Center Span Length 16.5 ft Unbraced Length-Top 1.33 ft A 16.5 n B Unbraced Length-Bottom 16.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 UNIFORM LOADS Center* Camber Required 0 Uniform Live Load 300 plf Notch Depth 0.00 Uniform Dead Load 113 plf MATERIAL PROPERTIES Beam Self Weight 14 plf 24F-V4-Visually Graded Western Species Total Uniform Load 427 plf Base Values Adjusted *Load obtained from Load Tracker. See Summary Report for details. Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 1917 psi Cm=0.80 C1=1.00 Shear Stress: Fv= 265 psi Fv'= 232 psi Cd=1.00 Cm=0.S8 Modulus of Elasticity: E= 1800 ksi E= 1499 ksi Cm=0.83 Comp.- to Grain: Fc-J = 650 psi Fc-L'= 345 psi Cm=0.53 Controlling Moment: 14542 ft-lb 8.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3525 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 91.01 in3 132 in3 Area(Shear): 22.81 in2 66 in2 Moment of Inertia(deflection): 606.58 in4 792 in4 Moment: 14542 ft-lb 21091 ft-lb Shear: 3525 lb 10203 lb Client OP,C.W VI O RICA/ Sheet 16 of ;::::' , , ,,, it:...„, Project 4O(tzA/ 06CA Design by P� ��� Date WW1 CI 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045Project No. o2-7- Date Work:503-657-9800 Fax:503-656-0186 OCVs. a .T- 15/-0" S vieNA./ 1 61/0c- (, oQ ) =-53.3'74 53.3'V,,L Cts f/r) -= 20 1A. 4 4 1 A / / .f l 5'' V,,,L= S3. ,c� (15') _. +00,14 2 VOL- "2-0%ln A OS!) . . vsc 4- x 12- OF-L. QT c).0 - roc oe.6/ 0(3 °,3c T: (L to� RE4 : '��' I fiche Cr- '( v,v©ccbhcco LCNSIM 901_0 I sso 31804` V1i�..= t 1Z0� vol..— S toK 2-4- 51t- VOL— t os o a 0 use 6 xio o'-i_ 9 - Project: 19-027 NORTON DECK REPLACEMENT IJAS Engineering INC page 1419 n City,ORn St � Location: DECK BEAM 4 II Oregon City, 97045 Multi-Loaded Multi Span Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 11.25 IN x 15.0 FT Pressure Treated #2-Douglas-Fir-Larch-Dry Use I S N O II N E R R I N G Section Adequate By: 106.0% Controlling Factor: Moment StruCalc Version 10.0.1.6 6/6/2019 12:11:05 PM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN U1872 Dead Load 0.05 in Total Load 0.15 IN L/1219 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 400 lb 400 lb Dead Load 214 lb 214 lb Total Load 614 lb 614 lb Bearing Length 0.28 in 0.28 in BEAM DATA Center Span Length 15 ft Unbraced Length-Top 15 ft — 15 n Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 53 plf #2-Douglas-Fir-Larch Uniform Dead Load 20 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 771 psi Total Uniform Load 82 plf Cd=1.00 C/=0.97 CF=1.10 Ci=0.80 Shear Stress: Fv= 180 psi Fv'= 144 psi Cd=1.00 Ci=0.80 Modulus of Elasticity: E= 1600 ksi E= 1520 ksi Ci=0.95 Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 2302 ft-lb 7.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -614 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 35.83 in3 73.83 in3 Area(Shear): 6.39 in2 39.38 in2 Moment of Inertia(deflection): 81.75 in4 415.28 in4 Moment: 2302 ft-lb 4742 ft-lb Shear: -614 lb 3780 lb Project: 19-027 NORTON DECK REPLACEMENT ,JAS Engineering INC page 11419 Washington St %e Location: POST FOR DB1 &DB3 b, ,Oregon City, OR 97045 Columnji, of [2015 International Building Code(2015 NDS)] 5.5 IN x 9.5 IN x 10.67 FT #1 -Douglas-Fir-Larch-Dry Use E N G 1 N R fit!N G Section Adequate By:68.2% StruCalc Version 10.0.1.6 6/13/2019 2:29:48 PM VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 5686 lb Dead Load: Vert-DL-Rxn= 3301 lb Total Load: Vert-TL-Rxn= 8987 lb 1 COLUMN DATA Total Column Length: 10.67 ft B Unbraced Length(X-Axis)Lx: 10.67 ft Unbraced Length (Y-Axis)Ly: 10.67 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #1 -Douglas-Fir-Larch Base Values Adjusted 33 Compressive Stress: Fc= 925 psi Fc'= 541 psi Cd=1.00 Cp=0.73 Ci=0.80 Bending Stress(X-X Axis): Fbx= 1350 psi Fbx'= 1080 psi 1 Cd=1.00 CF=1.00 Ci=0.80 10 67 f i Bending Stress(Y-Y Axis): Fby= 1350 psi Fby'= 1080 psi Cd=1.00 CF=1.00 Ci=0.80 Modulus of Elasticity: E= 1600 ksi E= 1520 ksi Column Section(X-X Axis): dx= 9.5 in Column Section(Y-Y Axis): dy= 5.5 in Area: A= 52.25 in2 Section Modulus(X-X Axis): Sx= 82.73 in3 . Section Modulus(Y-Y Axis): Sy= 47.9 in3 Slenderness Ratio: Lex/dx= 13.48 i Ley/dy= 23.28 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+ D) AXIAL LOADING * Actual Compressive Stress: Fc= 172 psi Live Load. PL= 5686 lb * Allowable Compressive Stress: Fc'= 541 psi Dead Load: PD= 3180 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 121 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 8987 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb "Load obtained from Load Tracker. See Summary Report for details. 1 Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1080 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1080 psi Combined Stress Factor: CSF= 0.32 9{f Client 0 A21n1 !-t 00.VJA/ Sheet t 6k of Project (?.DA/ QCCk Design by PA �� (ZG P whcenis,t ct- G G��61 tE Date 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. 1 4—0-7--1 Date Work:503-651-9800 Fax:503-656-0186 pow T-0(, ©co® 040 \of ev t latpc“o !ee SIM O6 , V! 1'520' VOL' S 60 "c 1'3„iv 6 7-• it/41 3.4 -- °� VbL.'- 252:1' , to 14: vs� Gx C� OV=-� t'oYT Foo Q kL I2) (/t/oT�36,9) 1 o'--a v,voaNcco lrcivS i v1 : v,� 4 Q 3''t vat-- 232' C IO`-(6 s v Sc 6 x to 0C-i— Project: 19-027 NORTON DECK REPLACEMENT ,JAS Engineering INC page E 11419 Washington St � Location: POST FOR DB1 &DB2 I Oregon City, OR 97045 Column iS or [2015 International Building Code(2015 NDS)] „..-, 5.5 IN x 9.5 IN x 10.67 FT #1 -Douglas-Fir-Larch-Dry Use 6 1+i 6 1 N E E P 1 N G Section Adequate By: 90.3% StruCalc Version 10.0.1.6 6/13/2019 2:35:51 PM VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 1813 lb Dead Load: Vert-DL-Rxn= 933 lb Total Load: Vert-TL-Rxn= 2746 lb I 1 COLUMN DATA 4, Total Column Length: 10.67 ft B Unbraced Length(X-Axis)Lx: 10.67 ft Unbraced Length(Y-Axis)Ly: 10.67 ft T ik Column End Condition-K(e): 1z Axial Load Duration Factor 1.00 COLUMN PROPERTIES i i #1 -Douglas-Fir-Larch Base Values Adjusted h. Compressive Stress: Fc= 925 psi Fc'= 541 psi -,n Cd=1.00 Cp=0.73 Ci=0.80 ' j Bending Stress(X-X Axis): Fbx= 1350 psi Fbx'= 1080 psi Cd=1.00 CF=1.00 Ci=0.8010.67f,'° Bending Stress(Y-Y Axis): Fby= 1350 psi Fby'= 1080 psi Cd=1.00 CF=1.00 Ci=0.80 ( Modulus of Elasticity: E= 1600 ksi E'= 1520 ksi 1 Column Section(X-X Axis): dx= 9.5 in Column Section(Y-Y Axis): dy= 5.5 in bio, Area: A= 52.25 in2 x ( Section Modulus(X-X Axis): Sx= 82.73 in3 Section Modulus(Y-Y Axis): Sy= 47.9 in3 Slenderness Ratio: Lex/dx= 13.48 A Ley/dy= 23.28 A Column Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Total Load Only(L+D) Actual Compressive Stress: Fc= 53 psi Live Load: PL= 1813 lb* Allowable Compressive Stress: Fc'= 541 psi Dead Load. PD= 812 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 121 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 2746 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb *Load obtained from Load Tracker. See Summary Report for details. Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1080 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1080 psi Combined Stress Factor: CSF= 0.1 Project: 19-027 NORTON DECK REPLACEMENT JAS Engineering INC page 1419 Washington St 2 Location: POST FOR DB1 &DB2 `, Column Oregon City,OR 97045 of [2015 International Building Code(2015 NDS)] 5.5 IN x 9.5 IN x 10.67 FT #1 -Douglas-Fir-Larch-Dry Use ENGINEERING Section Adequate By:90.3% StruCalc Version 10.0.1.6 6/13/2019 2:59:30 PM VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 1813 lb Dead Load: Vert-DL-Rxn= 933 lb Total Load: Vert-TL-Rxn= 2746 lb { COLUMN DATA Total Column Length: 10.67 ft B Unbraced Length(X-Axis)Lx: 10.67 ft V Unbraced Length(Y-Axis)Ly: 10.67 ft Column End Condition-K(e): 1 i Axial Load Duration Factor 1.00 COLUMN PROPERTIES j #1 -Douglas-Fir-Larch ��;' Base Values Adjusted Compressive Stress: Fc= 925 psi Fc'= 541 psi Cd=1.00 Cp=0.73 Ci=0.80 Bending Stress(X-X Axis): Fbx= 1350 psi Fbx'= 1080 psi Cd=1.00 CF=1.00 Ci=0.80 10.67 Bending Stress(Y-Y Axis): Fby= 1350 psi Fby'= 1080 psi Cd=1.00 CF=1.00 Ci=0.80 Modulus of Elasticity: E= 1600 ksi E'= 1520 ksi ,,, Column Section(X-X Axis): dx= 9.5 in ',.): Column Section(Y-Y Axis): dy= 5.5 in Area: A= 52.25 in2 Section Modulus(X-X Axis): Sx= 82.73 in3 ' { Section Modulus(Y-Y Axis): Sy47.9 in3 ," ) = Slenderness Ratio: Lex/dx= 13.48 Ley/dy= 23.28 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 53 psi Live Load. PL= 1813 lb Allowable Compressive Stress: Fc'= 541 psi Dead Load. PD= 812 Ib' Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 121 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 2746 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb *Load obtained from Load Tracker. See Summary Report for details. Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1080 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1080 psi Combined Stress Factor: CSF= 0.1 Client p sZkik./ 02To t2 Sheet 2Z- of � O(C tN Oce Q 5 Project � Design by � �.EQL Date 6l 6/1 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. -'\ —"0 ZDate Work:503-657-9800 Fax:503-656-0186 rool-WS ro( . Qom..., ) @o fC- Q0•A 'P a, 060/a : Qs�.= 56e.6 ot..= 3.3 o i'oc 54 B6'49 330 56 86 t 3-30.1.* — G. Q f?,3t2. son�Jr- VsC s Ck imtc.+k w7 7 --, 6A4Ls c/Lt/ 1 oo'cws rock oBr joi 09037 33,� 9'.)N 1-'o cZ eto Q.ti= G33 Iso° Mr a 0 V S 64 s L2 -TKu.h 4✓f g-J Project: 19-027 HORTON DECK REPLACEMENT JAS Engineering INCCl 1419 Washington St Location: FOOTING FOR DB1 &DB3 Oregon City,OR 97045 Footing of [2015 International Building Code(2015 NDS)] Footing Size:2.75 FT x 2.75 FT x 18.00 IN Reinforcement:#4 Bars @ 4.42 IN. O.C. E/W/(7)min. ISNOINCEIRING Section Footing Design Adequate StruCalc Version 10.0.1.6 6/13/2019 3:08:35 PM FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE I 9.5 in-- Width: W= 2.75 ft Length: L= 2.75 ft Depth: Depth= 18 in Effective Depth to Top Layer of Steel: d= 14.25 in COLUMN AND BASEPLATE SIZE 1B 1n Column Type: Wood Column Width: m= 5.5 in P " " " " " 9 Column Depth: n= 9.5 in 3 in FOOTING CALCULATIONS 2.75 ft 1 T Bearing Calculations: 1-5.5in-1 Ultimate Bearing Pressure: Qu= 1188 psf I i Effective Allowable Soil Bearing Pressure: Qe= 1275 psf Required Footing Area: Areq= 7.05 sf Area Provided: A= 7.56 sf Baseplate Bearing: 18 in Bearing Required: Bear= 13059 lb Allowable Bearing: Bear-A= 144341 lb 1 Beam Shear Calculations(One Way Shear): ° — Beam Shear: Vu1 = 890 lb I y sin iT Allowable Beam Shear: Vc1 = 35269 lb Punching Shear Calculations(Two Way Shear): 2.75 ft Critical Perimeter: Bo= 87 in Punching Shear: Vu2= 7434 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 200644 lb Live Load: PL= 5686 lb* Allowable Punching Shear(ACI 11-36): vc2-b= 397575 lb Dead Load: PD= 3301 lb Allowable Punching Shear(ACI 11-37): vc2-c= 185963 lb Total Load: PT= 8987 lb Controlling Allowable Punching Shear: vc2= 185963 lb Ultimate Factored Load: Pu= 13059 lb Bending Calculations: Footing plus soil above footing weight: Wt= 1097 lb Factored Moment: Mu= 53868 in-lb *Load obtained from Load Tracker.See Summary Report for details. Nominal Moment Strength: Mn= 685357 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.78 in Steel Required Based on Moment: As(1)= 0.11 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 1.19 in2 Controlling Reinforcing Steel: As-reqd= 1.19 in2 Selected Reinforcement: #4's @ 4.4 in.o.c.e/w(7)Min. Reinforcement Area Provided: As= 1.37 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 13.5 in Note: Plain concrete adequate for bending, therefore adequate development length not required. Project: 19-027 NORTON DECK REPLACEMENT JAS Engineering INC pale` Location: FOOTING FOR DB1 &DB2 POST 1Oreg n City, ORn 7SZ T Footing € Oregon City, 97045 _'___ -S of [2015 International Building Code(2015 NDS)] J'' Footing Size: 1.5 FT x 1.5 FT x 12.00 IN Reinforcement:#4 Bars @ 5.75 IN. O.C.E/W/(3)min. E N G E N S E R E N G Section Footing Design Adequate StruCalc Version 10.0.1.6 6/13/2019 3:08:12 PM FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 1.5 ft Length: L= 1.5 ft I -9.5 in Depth: Depth= 12 in I I Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood 12 in Column Width: m= 5.5 in Column Depth: n= 9.5 in ' " 9 T FOOTING CALCULATIONS 3 in y Bearing Calculations: is n Ultimate Bearing Pressure: Qu= 1220 psf —5.5in ,. Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 2.03 sf Area Provided: A= 2.25 sf Baseplate Bearing: 1 Bearing Required: Bear= 4020 lb 12 in I Allowable Bearing: Bear-A= 144341 lb II 9 Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 168 lb I ' I Sin i _ Allowable Beam Shear: Vc1 = 11138 lb Punching Shear Calculations(Two Way Shear): 1.5 n Critical Perimeter: Bo= 63 in Punching Shear: Vu2= 992 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 84117 lb Live Load: PL= 1813 lb Allowable Punching Shear(ACI 11-36): vc2-b= 141075 lb Dead Load: PD= 933 lb Allowable Punching Shear(ACI 11-37): vc2-c= 77963 lb Total Load: PT= 2746 lb Controlling Allowable Punching Shear: vc2= 77963 lb Ultimate Factored Load: Pu= 4020 lb Bending Calculations: Footing plus soil above footing weight: Wt= 218 lb Factored Moment: Mu= 9046 in-lb *Load obtained from Load Tracker. See Summary Report for details. Nominal Moment Strength: Mn= 168334 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.62 in Steel Required Based on Moment: As(1)= 0.03 in2 Min.Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 0.43 in2 Controlling Reinforcing Steel: As-reqd= 0.43 in2 Selected Reinforcement: #4's @ 5.8 in.o.c.e/w(3)Min. Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 6 in Note: Plain concrete adequate for bending, therefore adequate development length not required.