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Specifications (12) i T-Zv `] — 00276 Vii5 $ tz311 Ave_ STRUCTURAL CALCULATIONS for 2 ,ECEIVED Eldorado Plan OCT 17 2017 14165 SW 125th CITY OF TIGARD TigardOR BUILDING DIVISION OI I ICE CIIff Contractor: Pacific Lifestyle Homes ; EVJSISu-J. (360) 573-8081tso . �4C. GIN� Op c iiit t: , - EVISIO \ tt OREGO , ADV Expires:December 31,2017 Project Number: 4530 October 10, 2017 Index Structural Information SI-1 Lateral Analysis ................. ......... L-1 thru L-12 Framing Analysis. F-1 thru F-27 84er,S',A-:- '0 Anne M.Anderson, P.E. /iiIP Registered Structural Engineer Washington Oregon California f t-yam to CA, / f''" '-, 21608 N.E. 49th Circle Vancouver Washington 98682 la •�� Phone: (360) 600-6084 Fax: (360) 944-0538 IET STRUCTURAL DESIGN INFORMATION <;_,: GOVERNING CODE: 2015 International Residential Code(IRC) 2015 International Building Code(IBC) OCT 17 2017 This engineering pertains to the design of the Lateral Force Resisting System anea1TY OF{1] A RD review of the home designer's framing and foundation plans. The home design r� D DIVISION responsible for making any necessary changes as required by these calculations to their framing and foundation plans. 1. Dead Load: A. Roof .15 psf B. Floor ...... l0 psf C. Exterior walls ........10 psf D. Exterior walls with veneer ...,..,,...50 psf E. Interior walls with gypboard each side 5 psf 2. Floor live load: 40 psf 3. Snow load: A. Uniformly distributed snow load on roof ..25 psf 4. Wind load—based on ASCE 7-10 CH 27 MWFRS Directional Procedure: A. 3 Second Gust Wind Speed V=140 mph B. Exposure B C. Importance factor I= 1.0 D. Topographical Factor Kzt=1.0 E. Wind Directional Factor..... Kd=0.85 F. Structure classified as enclosed 5. Seismic load—based on ASCE 7-10 Section 12.14: A. Mapped Spectral Acceleration for short periods Ss=1.0 B. Mapped Spectral Acceleration for l second period ....S1=0.34 C. Soil Site Class .D D. Ductility coefficient ....R=6.5 E. Seismic Design Category , D 6. Foundation Soil Properties: A. Undisturbed sandy silt per IBC 2015 Table 1806.2 ,Soil Class#5 B. Maximum vertical bearing pressure 1500 psf 7. Retaining wall lateral loads: A. Walls free to displace laterally at top .....40 pcf B. Walls restrained against lateral displacement at top 45 pcf 8. Concrete: A. 28 day design strength F'c 3000 psi B. Reinforcing bars ASTM A615,Grade 60 eR-ti&e.,1 Project PLH - 4123 El Dorado Plan Date 2016 By AMA No. Sheet Category STRUCTURAL INFORMATION ProjectSI-1 4530 21608 N.E. 49th Circle Vancouver Washington 98682 rral Ene Phone: (360) 600-6084 Fax: (360) 944-0538 SEISMIC DESIGN BASED ON ASCE-7-10 12.14 Simplified Alternative Structural Design Criteria for Simple Bearing Wall Systems SEISMIC BASE SHEAR V 1.2•Sps•W (Eq.12.14-11 with F=12) R Ss mapped spectral acceleration for Ss:= 1.00 short periods(Sec.11.4.1) from USGS web site S7 mapped spectral acceleration for SI:= 0.34 1 second period(Sec.11.4.1) Fa:= 1.1 Based on Soil Fa Site coefficient(Table 11.4-1) F„•— 18 Site Class D F, Site coefficient(Table 11.4-2) SM5:— Fa•Ss SMs=1.1 (Eq.11.4-1) Styli := Ft/Si SMi = 0.61 (Eq.11.4-2) 11.4.4 Design spectrum response acceleration parameters 2 Sos 3"SMS Scis= 0.73 > 050g SEISMIC CATEGORY 2 D PER TABLE 11.6-1 SDI:= 3•SMi SDI= 0.41 1.2-SDs R:= 65 WOOD SHEAR PANELS V._ •W R 1.2.0.73 V:_ .W Y:= 0.135•W 65 12.4 Seismic Load Combinations E:= 1.3-V (Eq.12.4-3 with redundancy factor=1.3 per 12.3.4.2) WSD:= 0.7•E 0.7.1.3.0.135•W 0.123•W WOOD SHEAR PANELS a.erkS1 Project Date By O 2�4 t 9-75.15 7 onCategory ho LATERAL ANALYSIS Project No. Sheet L r�0 ��'� 21608 N.E. 49th Circle Vancouver Washington 98682 4rta1 Elle Phone: (360) 600-6084 Fax: (360) 944-0538 SIMPLIFIED WIND AND SEISMIC COMPARISON WIND An -4 7 p 11 sf sf p - I . i n d base Ht Shear Length L:= 58-ft Height Ht:= 21•ft WIND:= L•Ht•(11•psf+ 7•psf) WIND=219241b SEISMIC Fr WrocrF Wwal Seismic base Shear Aroof:= 58-ft-54-ft Wr: Aro-15•psf+ 2•(4.5•ft•54•ft)•10•psf Wr=518401b Wwaiis:= 2.9•ft•54 ft' SEISMIC:= (Arocirl5psf+ Wwalls•10•psf)•0.123 SEISMIC=6974.1Ib WIND GOVERNS DESIGN o.eriv Project Date By p 412 1.75-15 � - Category Project No. Sheet g LATERAL ANALYSIS L-2, o� tee{ 21608 N.E. 49th Circle Vancouver Washington 98682 gyral E1 ' Phone: (360) 600-6084 Fax: (360) 944-0538 WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE qz:= .00256•K -K •Kd•V2•I EXPOSURE B WIND SPEED(3 second gust) Vas:= 140 mph IMPORTANCE FACTOR 1:= 1.0 TOPOGRAPHICAL FACTOR Fgt.:= 1.0 WIND DIRECTIONAL FACTOR Kd= 0.85 EXPOSURE COEFFICIENT 0'-15' KZ:= 0.57 q7:= ,00256•KfIct•Kd•Y3s2-I qZ=24.31 (varies/height) 15'-20' K,:= 0.62 q,:= .0 0256•K2.Ict•Kd•V3s2.1 qz=26.44 20'-25' KZ:= 0.66 qz:= ,00256•KZ•Krt,•Kd•V3s2•I qZ=28.15 25'-30' KZ:= 0.70 qz:= .00256•KZ•Krt•Kd•V3s2•I qz=29.85 WIND PRESSURE P:= gz•G•CP G:= 0.85 Gust factor CP pressure coefficient For Working Stress Design Multiply WIND PRESSURE by 0.6 per IBC 1605.3.1 AT WALLS 0'-15' WINDWARD Pw,:= 0.6.24.31-psf-0.85.0.8 Pb„,=9.92 psf LEEWARD PL:= 0.6.24.31.psf•0.85.0.5 Pi_=6.2psf 15'-20' WINDWARD P„,:= 0.6.26.44-psf•0.85.0.8 Pb,=10,79 psf LEEWARD PL:= 0.6.26.44•psf-0.85.0.5 Pi_ =6.74 psf AT ROOF 15'-20' WINDWARD P,,:= 0.6.26.44•psf•0.85.0.3 P,,,,=4.05psf LEEWARD PL:= 0.6.26.44-psf•0.85.0.6 PL =8.09 psf 20'-25' WINDWARD PN,:= 0.6.28.15•psf•0.85.0.3 Pw=4.31 psf LEEWARD PL.:= 0.6.28.15-psf•0.85.0.6 PL=8.61 psf &erk9 Project Date By CategoryO Pi..1-1 - 412, 9-7,5-15 7 '0 Project No. Sheet ci) to LATERAL ANALYSIS L.--53 et. .4' 51) �r0 ¢ 21608 N.E. 49th Circle Vancouver Washington 98682 ((rat E D � Phone: (360) 600-6084 Fax: (360) 944-0538 WIND DESIGN IS EASED ON ASCE 7-10 CR 27 MWFRS DIRECTIONAL PROCEDURE Cp-0.3 4.05 8.09- Ps Apsf 010440, Cp--O 6 Assume 0 := 35 14'ft 5.2 9.92 10 ft psf psf It-J-114.7-- _ wind and CRAWL 10, T Trn Roof Loads max roof height garage roof height Windward 4.05-psf•14•ft=56.7 plf 4.O51psf•12•ft=48.6 plf Leeward 8.09-psf-14•ft=113.26plf 8.09•psf-12•ft=97.08 plf Wall loads ( Lowc Kt Windward 9.92-psf•5-ft=49.6pIf i„T; R.il%to - 99 Fa Leeward 6.2•psf.5.ft=31 plf I bhzx to . G2 pic . e r Project Date By " a p1-VI e 412, (I•75-65 0 Category Project No. Sheet LATERAL ANALYSIS L-4 rroe �¢� 21608 N.E. 49th Circle Vancouver Washington 98682 411'ai E Phone: (360) 600-6084 Fax: (360) 944-0538 4.-11-n1 Co 0 , tl.c)or 1,,r6iVi 4, Ida ptie J i f ..*Lrat---'1----r6-j. d r �. a� 1 4 1 4y.1 44 4 r `Y 1 1 i i 1 1 i I i a 0 s o 4 o` 21 dit: , _..... t 1 , GIRDER 1 Ulm f ° = ,.. \\_.,.....1 .4\ I g s 6 L J I . r eta Project L. Date By �'9 - 23 A et-2,0-15 A+--. ,sNA. ..,.. Category Project No. Sheet g R AL Anl(►L.y I$ 4530 t:5 VA to 4 21608 N.E. 49th Circle Vancouver Washington 98682 'clltPei Phone: (360) 600-6084 Fax: (360)944-0538 En LAI !r4 D ® c e An.WA+LL 5.----12 �`���,. Ho T� � 533 L HAW LE vE L L , }}�� pp44 - I /2. 1 I cTT-s�l$ P.4. Mlio , I 1 I E Ii@ COVE DECK wll "F"TAMVAY'� I 1 iLj!:t � 11 lir----Oar ,T .10 . '=""-""" mor---r—a---4-__44_ _±F---4-7--- I.. 1 axb I H1; STAND 5VT' It _a -- COFFERED CEILING i FY", i LICHT I 4010 DF i FOOTPRINT OF UPPER FLOORI 2 ----�� � a OWNERS 1 ,T_,, • kg 12-- - - i � _ = iii BATH I I ----T- 1 . , ... , _ - ,---,, FA Q" s8L r , • 1 ,.,.,.• 9` -mss 1 i , II 1 II I { Il • -.„ 1 (� k t '. I ' pPT.TRAY m NI I CERA; _ I ❑ alli 1P 2 I , i c,Rasra 1 1 ' 1. -S F 1ii1i 1 „ ;, g 41RNCAf ..1 U oni Gam, i OCkS wn d - C d 5ro _ C5 sfk3ER•EilY'fi4FID �- - ••� - >1 A 49\ d z sew4, g Ii ii Ni 61ROER• 11ATIOA1DbE ii r" I I aIIt li } I it II ""------ 1�� { I dl ) 1 FLE.EOHLY d VII4 * ' WALL+ELEV.E ' �•m i i i I } I FOOTPRINT OF UPPER FLOOR '¢ .��_42it44E& ' -._ 7 4 _ 7 c s aiersvel Project - Date By ,„,,,,,,,,,,A., Cate o Project No. Sheet Z A1UU,L. A (a ISS 41 530 LL i. .1„„9 21608 N.E.49th Circle Vancouver Washington 98682 . ' Phone: (360) 600-6034 Fax: (360) 944-0538 vvogD 0,-J SI-4EAVZ.wa LLS leLo wE� LE\IEL.1 11e,o, ti�� L. 3(440 if � 3 tr"= clot of 4 4 1 .1 I l 76* > 100+5 ii 1 — lii" [I , --, ka¢r ! 144pif. ® ^' -7o. 4 71o5 Zen` N_ i\ri, T.- --Ilos ---- 355 Of 0, ,n er Project - Date By AMA ,,,c;„.pc‘' S� P H-1 + J 23 90-3-t7 y,,, A. „.._ Category Project No. Sheet g �' LNrEgAL ANc�L 51 s 5o L.-(0A 21608 N.E. 49th Circle Vancouver Washington 98682 `qtra1 Ev�•,���' Phone: (360) 600-6084 Fax: (360) 944-0538 SHEAR WALL DESIGN Pdl PdI 441 W dl . ... V P P:= wind V:= seismic I1 1 =Holdown Force eased on k5i2 fa Basic Load Combinations 0.60+ 0.6W O.6•D + 0.7•E Overturning Moment: Mot:= P•h L)2 Resisting Moment: Mr:= 0.6•(Wdi + Wwa�i}• 2 + 0.6•Pdi•L Mot — Mr Holdown Force R:_ L ,&ers Project Date By 1').7 ‘°' Category Project No. Sheet ry LATERAL ANALYSIS L—T1 0 � 21608 N.E.49th Circle Vancouver Washington 98682 4 J EiiN'CN Phone: (360)600-6084 Fax: (360) 944-0538 Right Elevation Shear Walls Wind Force P:= 72801b P—7280 lb Length of wall L:= 5•ft•2+ 7ft+ 13ft+ 4ft+ eft L=40 ft P Shear v;_ v=182pIf nj 4-ft Overturning Mot:= P.9-ft- Mot=65521h-ft Moment 40-ft (4-ft)2 Resisting Mr:= ,6•(15.psf•6•ft+ 1O•psf•9•ft)• 2 + 500•lb-4•ft Moment Mr=2864lb•ft Mot— Mr Holdown = 9221b Force 4.ft Left Elevation Shear Walls Wind Force P:= 7280-lb P=7280 Ib Length of wall L:= 18•ft+ 16-ft+ left L=50 ft P Shear v:= —L v=145.6pIf 0 Overturning Moment M°t 12.9-ft•50 ft Mat=23587.2lb•ft (18ft)2 Resisting Mr:_ .6•(15•psf•6•ft+ 1O•psf•9•ft)• 2 + 500-lb-18•ft Moment Mr=26496 I b-ft Mot— Mr Holdown =—161.6 lb Force 18•ft &el's Project Date By � ' C) � d23 9-7.5-19y CategoryProject No. Sheet LATERAL ANALYSIS Lp- 2) 450 r :47 21608N.E. 49th Circle Vancouver Washington 98682 � �, . 0 c e ancon Phone: (360) 600-6084Fax: ral E1��1 (360) 944-0538 Shear Walls at Front Elevation Wind Force P:= 7684-lb Length of wall L:= 2•ft•2+4ft•2+ 3ft•2 L=18ft P Sh ear v:= L v=426.89 plf (1?..) Overturning 3 Moment Mot P 9•ft•18 Mot=11526lb•ft Resisting (3'ft)2 Moment Mr:= .6•(15•psf•3•ft+ 10•psf•9•ft)• 2 + 500.113.3-ft Mr=1864.5Ib•ft Holdown Mot-(Mr) =3220.51b WTI 4 Force 3 Shear Walls at Rear Irl evation Wind Force P:= 7684•lb P=76841b Length of wall L:= 4•ft•2+ 3•ft•4 L=20ft P Shear v:= — v=384.2plf O L Overturning 4 Mot:= P•9•ft•— Moment 20 Mot=13831.21b•ft (4ft)2 Resisting Mr:= .6•(15•psf•6-ft+ 10.psf-9•ft)• 2 + 5O0•Ib•4•ft Moment Mr=2864lb•ft Mot-(Mr) � } Holdown =2741.8 lb t-'t-Pr4 ft Force 4' �erSProject , 12, Date By '-27-1 5 Ac-etiA- N, A , o Cate Project No. Sheet g LATERAL ANALYSIS 5 L- 1 3° ,0 ¢4 21608 N.E. 49th Circle Vancouver Washington 98682 eceiral En ,' Phone: (360) 600-6084 Fax: (360) 944-0538 CALCULATE MAXIMUM UPLIFT ON GIRDER TRUSS V35:= 140•mph Exp•B ASCE 7-10 CH.28 MWFRS ENVELOPE PROCEDURE P:= gh.[(GCpf) -(GC01 MEAN ROOF FIT=30 ft(max) 0 := 26.6 Kz:= 0.70 Krt := 1.0 Kd:= 0.85 V:= 140 I:= 1.0 qh:_ .00256•Kz•KZt•Kd•V2•I qh=29.9 psf G•CFf FIG 28.4-1 0 := 20 GCpf:= -0.69 (Zone 3E) 0 := 30 GCpf:= -0.53 (Zone 3E) 0 := 25 GCpf:_ -0.61 GCp;:= 0.18 P:= gh.[(GCpf) -(Gc )1 P=-23.6 psf USING LOAD COMBINATION 16-15:0.6D+0.6W MAX NET UPLIFT-USE ROOF DEAD LOAD =12 PSF lb W:= 0.6-12-psf-0.6-23.6-psf W= -7 2 uplift ft MAX UPLIFT AT END OF GIRDER TRUSSES: a.22' N04: TRIBUTARY AREA At:= 11•ft•25•ft At=275ft2 UPLIFT U:= At•W U =-1914 Ib USE(2)Simpson MTS20 Straps b. 60'A16: TRIBUTARY AREA At:= 5-ft•30ft At=150 ft2 UPLIFT U := At•W U =-1044 Ib USE(2)Simpson MT520's c. 12'K03: TRIBUTARY AREA At:= 6-ft-22-ft At=132ft2 UPLIFT U:= At•W U =-918.7 lb USE(2)Simpson H2.5a's oi.e.r8 . Project a Date By "C\AO P LW 7 Category Project No. Sheet cn , g ry J LATERAL ANALYSIS L: 10 rt 5.7)0 21608 N.E. 49th Circle Vancouver Washington 98682 0 41ral Enke Phone: (360) 600-6084 Fax: (360) 944-0538 CALCULATE MAXIMUM UPLIFT ON TYPICAL SINGLE PLY TRUSS BASED ON ASCE 7-10 CH.30 P:= qh•[(GCp) – (GCp;)] EQ 30.4-1: Low Rise Building for Roof Slope 3:12 or C re ate r GCp;:= 0.18 G-Cp From Fig 30.4-2 (Effective Wind Area= EWA) Span 2 Truss Span =18ft or more: Span:= 18ft EWA:= Span- 3 EWA=108ft GCp2:= –1.2 (Zone 2) GCpi := –0.8 (Zone 1) GCp:_ .5•GCp2+ .5•GC1 GC =–1 (Average for Zones 1 &2) VELOCITY PRESSURE qh:= .00256•KZ•Krt-Kd-V2•I (Eq.6-15) WIND SPEED Vas:= 140 mph EXPOSURE 5 IMPORTANCE FACTOR I:= 1.0 TOPOGRAPHICAL FACTOR Kzt:= 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 EXPOSURE COEFFICIENT Kz=0.70 (Table 303-1,Exposure B,Case 1) UPLIFT PRESSURE=P (based on mean roof height of 30 feet or less) KZ:= 0.70 P:= .00256-IC,-KZt•Kd•V3,2•l•[(GCp) _(GCp,)] P=–35.2 psf USING IBC LOAD COMBINATION 16-11:.6D-.6W MAX NET UPLIFT=W lb W:= 0.6.15-psf– 0.6.35.2psf W=–12.1— uplift ft MAX UPLIFT AT END OF TYPICAL 60'TRUSSES-A02,A04,A06... TRIBUTARY AREA At:= 30-ft-2-ft At=60ft2 UPLIFT U := At•W U =–727.21b USE(1)Simpson H10.5a's MAX UPLIFT AT END OF TYPICAL 50'TRUSSES-A13... TRIBUTARY AREA At:= 25-ft-2-ft At=50 ft2 UPLIFT U := At•W U =–606 lb USE(1)Simpson H2.5a's r Project Date By Aci.A. , Category 412- Project No. Sheet L � �AT��AL. ANALYSIS 0 0 _ �v� 21608 N.E. 49th Circle Vancouver Washington 98682 411.a.1 En 's Phone: (360) 600-6084 Fax: (360) 944-0538 C kt ec44. DJDrp1.i2AfotM 5 WEA SeIS Ic Fon Ce Fe a ' SD5 I Wp SDs = .73 Z g 11' Wso Firle - . 7Fpx !Air. ® 2oWrt (pI) use. I , psF .0 I-- Inrgetspitc.A q 4x t5 psv v ,20 — t 20 fa.F 1 1 _,_j,=__ ,.')--(1i-C"--(115-11T71": (4)131 r M1-17(1/17 `) LL - 11 I I 1 I I 1 ! I I I I I I 1 I I �y_ SI -' - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 - --fi eJ 1. _1 . I. 1. 1. 1 t l I. t I. i 1 1. 1 y y 04‘ I ',NNW 1 I i l II 1 1 1 1 11 1 1 I ! 1 1 l 1 1 I I 1 I I I I ! 1 i 1 1 , 1 1 1' 1 1 1 p 1 I. L L 1. 1• - 1, 1 4. 3- 1 L 1. L I . 4. N I I i'` ►� 1 1 ! I II I I I 1 I I I i 1 I i 1 1 1 1 ►I I I 1 i I 1 1 1 11 It. 1 J l 1 .-' i.� --1.-.1--.t.--. —,---,i , - - 1--- --' 1 1 t 1 ;' i ! 11 I I I I 1 i I ( i I 1 -1Zs 7� z X :"1 I I 111 1 1 1 1 I I 1 ! 11 ` � , I f 1 ! I . - 8 1 1 1 1 1 1 1 .1 11 11 I ' I I I j 1 1 I l I I 1 I ; I I I I 1 ! 1 1 1 1 1 1 1 I 1 r-L --i-_ L .4 -------1 1 ' `V - Pze 1. .� 1:..1 1 1 1 1. I i I I i:, °I l 1 i F 1 1 1' i-4-4---L � r ire I o_ x sulz = s+P i(' 34 -7/S pt,y uNBt,oc E.D bllrFN. `rA.tom W s VS-S- :P 1,.4' I o5 o i -t s D P v v.S 2•L3 o 5 "TABL. 4.2. Cr er aersv Project Date By PL -1 4425 9-Z5_/5 AvA .4i.p:A:o Category Project No. Sheet v, L AreitAL A,4A. StS 30 fr/I. 4 21608 N.E. 49th Circle Vancouver Washington 98682 i°ejsz) Phone: (360)600-6084 Fax: (36o)944-0538 Iiod c ISpsp 1,',, = ZSpsr 0. 251Z 1 1 747 I � I 14 u \ r 1 i 1 a 0 Z18 ! 32 4 • ` -1( r GIRDER I GIRDER 4i „..1 \ 2S i2 J i L b `r S 1� cP- ---0,-,"--r-v-,.- b k g , 6 a (1/\v /I \\') , ssra.erS Project PL14 4i2,5 A Date By TA 0 CategoryProject No. Sheet rig/a M 11I G fP I ,p, alo 453 0 ` , ' 21608 N.E.49th Circle Vancouver Washington 98682 r .,���' Phone: (360) 600-6084 Fax: (360) 944-0538 al E�� re a o I pLAN aB 1 413 I � .z]. I \ T 1 s2 ax I --moi ,---- i 1 ptj i. 1 4 1 O i3 ii.A. 4 4 i AV' t 1 li - r 1 4. 4 1 n� -,r - t L� I I --,4—Ti",:t.. 1 I I 1 . . a 1 r ... /A, i J • en's Project Date By 1.c$S.. 1700 ry Project No. Sheet P Lk - �{ t23 f3 i-20- 15 Cate o g VnAN1ttIC, 43v F-Z. .44 '%,,, 21608 N.E. 49th Circle Vancouver Washington 98682 r .���' Phone: (360) 600-6084 Fax: (360) 944-0538 �I End - r) i ..,=.F in.P►14 a. %`�5 471 sgZ , ZL 1 01 S" I 4 40 r I� I L`, . • I /G I STANDARD 5 sir COFFERED COLING , r 4.-d I 1. AI i 1 , 1. 1. i I 4 \'G' 1116. ,.... \ , , ,, ,, . „',' I f i1 i 1A ... /7\ iii kti .., 32,,,,, ,, ,, z i 43 j r 01/?✓ h 4 . L__-.rte ,---__L II'a._-- ---_.1 I I: .nmir vow._ Iumismour � e..rvr..rw el. ;& /Lc' Project Date I Bef-zo _is y ...„...‘Ao Category Project No. Sheet lic„, ho v 21608 N.E. 49th Circle Vancouver Washington 98682 .4 ' Phone: (360)600-6084 Fax: (3 50) 944-0638 Ene (20F' PLA Ni D N a „,,(1 09 7 14. 441 u A iICYI i 'gj8 48 ,„•,.. �_4018 as 12 / \ / \ / ii 1 % i \ / .2 1i 1 i i Il®8 481 1 \\ I {{{ GIRDER k 12 12 1 ' 1/ F 48 48 �� 12 12 1 GIRDER • / 1,,' as *r. _, } GIRDER • t... ----,sem:-`-T�j ®8 � 1 ,,off - , 12 e 12 48 12 0iti V LT 1 4 ..1 Neae Project Date By P L 14 — 4123 D q-za-iis AVIAA TCategory Project No. Sheet F--4- r� aO 453o rox ;� Phone: (360) 600-6084 Fax: (360) 944-0538 r .,� 21608 N.E. 49th Circle Vancouver Washington 98682 ��' ai Elis ©F- PL/..y-4 5 dytN Ory 1 1 1 1 e 1 1 1 4 Q8 C n �8 ®8 Z GIRDER 11111 GIRISER 8 \ g Q8 ( 12 I Z18 i/ t i‘ 4/; X12 18 iI � 48 '` L_ Iy---rte r'--_-� i 1 ma e \„6.ers Project p L P 4 12 a. Date By cr-Z®-1S TA 0 Category Project No. Sheet vrz A Ndt i NI G r— 5 � cirt) ago 4s-30 rk, s, 21608 N.E. 49th Circle Vancouver Washington 98682 ral End.�e) Phone: (360) 600-6084 Fax: (360) 944-0538 QAG1c R00 F LOA°, A.XaaV2 411 e 2 e, Re' cc-14-Z3 P.C.PATIO .111 1 I i I Ii COVER/DECK g Ans q1Vglwn5lAowmOaD-� I St t pig nTwAtoD8IaTAA 1iJ1 geS` kms_ - _ �k fiiC It y 41 fF-- -carat~ ■ ::�.�r::=-�r..,.�J :, � .�s. 1 c2► HMI I 1 ��Jr PILL - III€ i '� KB a •of r__ ;oo roYi'irFeTtr air—J— ` -- 1 , . , I • .6'SOAKER 11 II ..,..r.. o �I OWNERS SUITE al / ---- 1, 14- z 2-Oiii 0 ,r-7 DV! I II 11 I -__:owN - - BATH ill 11 ;°: 1 -- EI • 1 .......0 17 i i 01 01 ado 4'14°- C-711(.1 1 - � 1*------- - — _ 0, 0AI _ 1 OPT.TRAY °1a ,,, , ic..1. --1 ,,. / A. ® C01JNC 1. � L .......,J Fro o ) a• 111111111111111101111111 A • % II c 001 1. ill 0 i 0 ..., . e ,,. 9/ x.1 is II t 14 air+-eexAo 1 lo / ='1 EZ 1 IA e.t . a t 1 �{ 2 k Ik'I ^� PS'Pim. °________ v4 4y1-3 ti sik Ii`i- II il it II ,r6.8A7 1 i l L.1 Y ` ttEtacr -- I I CSI I afoFiRren — k --I _J --- DM 4 �'SEA.1 e t:4 E fi W1 4Xrz e a �� illIMMENINIE Project Date By .64 e '� PL � � x°123 41- o-i; vAio ago Category °ect No. Sheet rr2 A Nl c r.f& '453c) v�ei, F.-w 21608 N.E.49th Circle Vancouver Washington 98682 .fie' Phone: (360) 600-6084 Fax: (360) 944-0538 �a1 End . page Project: Anne Anderson Location: Beam A Anderson Structural Engineering Multi-Loaded Multi-Span Beam 21608 NE 49th Circle of [2009 International Building Code(2005 NDS)] Vancouver,WA 98682 5.5 IN x 11.5 IN x 9.75 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/23/2015 8:36:39 AM Section Adequate By: 1.4% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.12 IN 11984 Dead Load 0.07 in Total Load 0.19 IN L/618 Live Load Deflection Criteria:L1360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 2584 lb 2584 lb Dead Load 1529 lb 1529 lb Total Load 4113 lb 4113 lb W Bearing Length 1.20 in 1.20 in BEAM DATA Center 9.75 ft Span Length 9.75 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.75 ft Live Load Duration Factor 1.15 UNIFORM LOADS Center j Notch Depth 0.00 Uniform Live Load 530 plf MATERIAL PROPERTIES Uniform Dead Load 300 plf Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 844 plf Base Values Adjusted Bending Stress: Fb= 875 psi Fb`= 1006 psi Cd=1.15 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 196 psi Cd=1.15 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp. to Grain: Fc- = 625 psi Fc--Z'= 625 psi Controlling Moment: 10026 ft-lb 4.87 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4113 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: Read Provided Section Modulus: 119.56 in3 121.23 in3 Area(Shear): 31.56 in2 63.25 in2 Moment of Inertia(deflection): 270.65 in4 697.07 in4 Moment: 10026 ft-lb 10166 ft-lb Shear: 4113 lb 8244 lb Project: page Anne Anderson Location:BAnderson Structural Engineering Multi-Loaded Multi-Span Beam ? 21608 NE 49th Circle of [2009 International Building Code(2005 NDS)] y Vancouver,WA 98682 3.5 INx9.25INx10.0FT #2-Douglas-Fir-Larch-Dry Use S_truCalc Version 8.0.113.0 9/30/2015 11:46:06 PM Section Adequate By: 1.5% Controlling Factor: Moment LOADING DIAGRAM 1 DEFLECTIONS Center Live Load 0.18 IN L/657 Dead Load 0.07 in Total Load 0.25 IN L/484 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 1500 lb 1500 lb Dead Load 535 lb 535 lb Total Load 2035 lb 2035 lb w Bearing Length 0.93 in 0.93 in BEAM DATA Center to ft Span Length 10 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.15 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 300 plf MATERIAL PROPERTIES Uniform Dead Load 100 plf Beam Self Weight 7 plf #2-Douglas-Fir-Larch Total Uniform Load 407 plf Base Values Adjusted Bending Stress: Fb= 900 psi Fb'= 1242 psi Cd=1.15 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-1-to Grain: Fc- = 625 psi Fc- = 625 psi Controlling Moment: 5088 ft-lb 5.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2035 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: Read Provided Section Modulus: 49.16 in3 49.91 in3 Area(Shear): 14.75 in2 32.38 in2 Moment of Inertia(deflection): 126.54 in4 230.84 in4 Moment: 5088 ft-lb 5166 ft-lb Shear: 2035 lb 4468 lb page Project: Anne Anderson Location:3 Anderson Structural Engineering Multi-Loaded Multi-Span Beam £ -_, 21608 NE 49th Circle 410 440^- [2009 International Building Code(2005 NDS)] Vancouver,WA 98682 3.5 IN x 9.25 IN x 8.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/1/2015 10:36:01 AM Section Adequate By:85.7% Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.05 IN L/1971 Dead Load 0.02 in Total Load 0.08 IN L/1334 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L1240 REACTIONS A_ Live Load 294 lb 1706 lb 2 Dead Load 159 lb 700 lb Total Load 453 lb 2406 lb Bearing Length 0.21 in 1.10 in ! BEAM DATA Center 8.5 ft Span Length 8.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.5 ft Live Load Duration Factor 1.15 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf Beam Self Weight 7 plf #2-Douglas-Fir-Larch Total Uniform Load 7 plf Base Values Adjusted Bending Stress: Fb= 900 psi Fb'= 1242 psi POINT LOADS-CENTER SPAN Cd=1.15 CF=1.20 Load Number One Two Shear Stress: Fv= 180 psi Fv'= 207 psi Live Load 500 lb 1500 lb Cd=1.15 Dead Load 300 lb 500 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Location 6.5 ft 7.5 ft Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-L to Grain: Fc-l= 625 psi Fc-l'= 625 psi Controlling Moment: 2782 ft-lb 6.46 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2406 lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Redd Provided Section Modulus: 26.88 in3 49.91 in3 Area(Shear): 17.44 in2 32.38 in2 Moment of Inertia(deflection): 42.16 in4 230.84 in4 Moment: 2782 ft-lb 5166 ft-lb Shear: 2406 lb 4468 lb page Project: Anne Anderson Location:GDHR t s ' Anderson Structural Engineering Multi-Loaded Multi-Span Beam 21608 NE 49th Circle of [2009 International Building Code(2005 NDS)] Vancouver,WA 98682 3.5 IN x 12.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 9/30/2015 11:49:47 PM Section Adequate By:49.6% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.35 IN U549 Dead Load 0.19 in Total Load 0.53 IN U359 I Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B 2 Live Load 1019 lb 1881 lb k Dead Load 679 lb 967 lb w Total Load 1698 lb 2848 lb W ILength0 75 in 1 25 in Bearing —�—�:e��,��s�:;sxs,,,>-s.ae�:�i�ix=r�: .a��'.sy� s;zs �a„��AT,74 ..F BEAM DATA Center Span Length 16 ft 111111. Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.15 UNIFORM LOADS Center Camber Adj. Factor 1.5 Uniform Live Load 50 plf Camber Required 0.28 Uniform Dead Load 50 plf Notch Depth 0.00 Beam Self Weight 9 plf MATERIAL PROPERTIES Total Uniform Load 109 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Two Bending Stress: Fb= 2400 psi Controlled by: Live Load 600 lb 1500 lb Fbcmpr= 1850 psi Fb'= 2760 psi Dead Load 200 lb 500 lb Cd_=1.15 Location 12 ft 11 ft Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.J to Grain: Fc-L= 650 psi Fc- = 650 psi Controlling Moment: 12015 ft-lb 11.04 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 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: 52.24 in3 84 in3 Area(Shear): 14.02 in2 42 in2 Moment of Inertia(deflection): 336.84 in4 504 in4 Moment: 12015 ft-lb 19320 ft-lb Shear: -2848 lb 8533 lb Flo e.m.�...�, page Project: Anne �,• Location: HDR1 3 : Anderson Structural Engineering Multi-Leaded Multi-Span Beam " [2015 International Building Code(2012 NDS)] -� 3.5 IN x 11.25 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.3 8/4/2016 5:36:47 PM Section Adequate By:0.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2096 Dead Load 0.02 in Total Load 0.04 IN 111336 Live Load Deflection Criteria:1/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 2953 lb 2380 lb Dead Load 1721 lb 1321 lb Total Load 4674 lb 3701 lb Bearing Length 2.14 in 1.69 in 2 BEAM DATA Center Span Length 5 ft p' -,-,�.� . Unbraced Length-Top 0 ft 5 ft--- – __ Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2Uniform Live Load 0 plf -Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 1139 psi Total Uniform Load 9 plf Cd=7.15 CF=1.90 --- -_Shear Stress: Fv= 180 psi Fv'= 207 psi POINT LOADS-CENTER SPAN —' Cd=1.15 Load Number One Two Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 3383 lb 1950 lb Comp.J-to Grain: Fc- = 625 psi Fc- = 625 psi Dead Load 2000 lb 1000 lb Location 1.5 ft 3.5 ft Controlling Moment: 7002 ft-lb 1.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4674 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: Read Provided Section Modulus: 73.8 in3 73.83 in3 Area(Shear): 33.87 in2 39.38 in2 Moment of Inertia(deflection): 74.62 in4 415.28 in4 Moment: 7002 ft-lb 7004 ft-lb Shear: 4674 lb 5434 lb NOTES ) page Project: :Anne f Location:HDR2 y `Anderson Structural Engineering ,✓ Multi-Loaded Multi-Span Beam i,# [2015 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 5.0 FT --_ -- #2-Douglas-Fir-Larch-Dry Use StruCaic Version 9.0.2.3 /4/2016 5:38:29 PM Section Adequate By: 16.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN U1594 Dead Load 0.02 in Total Load 0.06 IN U1049 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L1240 REACTIONS A Live Load 1950 lb 1950 lb Dead Load 1018 lb 1018 lb Total Load 2968 lb 2968 lb 1 2 Bearing Length 1.36 in 1.36 in BEAM DATA Center Span Length 5 ft ;� � aft. N }: -< Unbraced Length-Top 0 ft 5 rt------- Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.15 Notch Depth 0.00 ------- -�M_�,• MATERIALUNIFORM LOADS Center PROPERTIES #2-Douglas-Fir-Larch Uniform Live Load 0 plf Base Values Adjusted Uniform Dead Load 0 plf Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1242 psi Total Uniform Load 7 plf Cd=1.15 COF=1.2 Shear Stress: Fv= 180 psi Fv'= 207 psi POINT LOADS-CENTER SPAN Cd=1.15 Load Number One Two Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 1950 lb 1950 lb Comp.-1-to Grain: Fc-1= 625 psi Fc-1'= 625 psi Dead Load 1000 lb 1000 lb Location 1.5 ft 3.5 ft -- Controlling Moment: 4447 ft-lb 2.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2968 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: Read Provided Section Modulus: 42.97 in3 49.91 in3 Area(Shear): 21.5 in2 32.38 in2 Moment of Inertia(deflection): 52.81 in4 230.84 in4 Moment: 4447 ft-lb 5166 ft-lb Shear: 2968 lb 4468 lb NOTES F- 1Z. page Project: Anne Anderson Location:PB I =,1 _.1 Anderson Structural Engineering ss Multi-Loaded Multi-Span Beam 21608 NE 49th Circle of [2009 International Building Code(2005 NDS)] -XS- Vancouver,WA 98682 5.51N x 11.25 IN x 16.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 9/30/2015 11:53:03 PM Section Adequate By:3.6% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.30 IN L/631 Dead Load 0.21 in Total Load 0.51 IN L/377 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1400 lb 1400 lb Dead Load 947 lb 947 lb Total Load 2347 lb 2347 lb w I Bearing Length 0.68 in 0.68 in BEAM DATA Center Span Length , 16 ft 111111 .111. Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.15 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 175 plf MATERIAL PROPERTIES Uniform Dead Load 105 plf Beam Self Weight 13 plf #2-Douglas-Fir-Larch Total Uniform Load 293 plf Base Values Adjusted, Bending Stress: Fb= 875 psi Fb'= 1006 psi Cd=1.15 CF=1.00 Shear Stress:. Fv= 170 psi Fv'= 196 psi Cd=1.15 Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Min. Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.-i-to Grain: Fc- = 625 psi Fc--I-'= 625 psi Controlling Moment: 9389 ft-lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2347 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: 111.97 in3 116.02 in3 Area(Shear): 18.01 in2 61.88 in2 Moment of inertia(deflection): 415.95 in4 652.59 in4 Moment: 9389 ft-lb 9728 ft-lb Shear: -2347 lb 8064 lb f-13 • Project: ase Anne Anderson ocation:PB2 Anderson Structural Engineering • Multi-Loaded Multi-Span Beam i21608 NE 49th Circle [2009 International Building Cade(2005 NDS)] Vancouver,WA 98682 3.5 IN x 11.25 IN x 12.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 8/27/2015 5:44:27 PM Section Adequate By:18.4°!o LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.14 IN L/1026 Dead Load 0.09 in Total Load 0.23 IN L/624 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 r REACTIONS A B - Live Load 1200 lb 1200 lb Dead Load 771 lb 771 lb Total Load 1971 lb 1971 lb w Bearing Length 0.90 in 0.90 in f BEAM DATA Center r Span Length 12 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.15 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 200 pif MATERIAL PROPERTIES Uniform Dead Load 120 pff #2-Douglas-Fir-Larch Beam Self Weight 9 plf base Values Adjusted , Total Uniform Load 329 plf Bending Stress: Fb= 900 psi Fb'= 1139 psi Cd=1.75 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E mine= 580 ksi Comp. to Grain: Fc--L= 625 psi Fc-1'= 625 psi Controlling Moment 5914 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: 1971 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: Read Provided Section Modulus: 62.33 in3 73.83 in3 Area(Shear): 14.28 in2 39.38 in2 Moment of Inertia(deflection): 159.64 in4 415.28 in4 Moment: 5914 ft-lb 7004 ft-lb Shear: 1971 lb 5434 lb page Project: Anne Anderson Location:Column 1 Engineering Anderson Structural En ineerin sv Column �� 21608 NE 49th Circle of [2009 International Building Code(2005 NDS)] z Vancouver,WA 98682 5.5 IN x 5.5 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 9/30/2015 11:58:58 PM Section Adequate By:28.6% LOADING DIAGRAM VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 8000 lb Dead Load: Vert-DL-Rxn= 4066 lb t Total Load: Vert-TL-Rxn= 12066 lb %„,.. B COLUMN DATA Total Column Length: 10 ft Unbraced Length(X-Axis)Lx: 10 ft Unbraced Length(Y-Axis)Ly10 ft `,"p .£..- Column End Condtion-K(e): 1 � , ; Axial Load Duration Factor 1.15 COLUMN PROPERTIES #2-Douglas-Fir-Larch -.` Base Values Adjusted , Compressive Stress: Fc= 700 psi Fc'= 559 psi Cd=1.15 Cp=O.69 loft ` Bending Stress(X-X Axis): Fbx= 750 psi Fbx'= 863 psi Cd=1.15 CF=1.00 ` Bending Stress(Y-Y Axis): Fby= 750 psi Fby'= 863 psi Cd=1.15 CF=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi . :: Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 5.5 in Area: A= 30.25 int 4 4 Section Modulus(X-X Axis): Sx= 27.73 in3 — Section Modulus(Y-Y Axis): Sy= 27.73 in3 A Slenderness Ratio: Lex/dx= 21.82 Ley/dy= 21.82 AXIAL LOADING Live Load: PL= 8000 lb Column Calculations(Controlling Case Only): Dead Load: PD= 4000 lb Controlling Load Case:Axial Total Load Only(L+D) Column Self Weight: CSW= 66 lb Actual Compressive Stress: Fc= 399 psi Total Load: PT= 12066 lb Allowable Compressive Stress: Fc'= 559 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= 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'= 863 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 863 psi Combined Stress Factor: CSF= 0.71 page f Project: i '``I ;Anne �', Location:COL2 .' r.,';-:;., Anderson Structural Engineering Column [2015 International Building Code(2012 NDS)] �Y 31; 3.5 IN x 5.5 IN x 10 FT - 1.8E Parallam Column-iLevel Trus Joist StruCaic Version 9.0.2.3 8/4/2016 5:11:03 PM Section Adequate By:3.0% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 7575 lb Dead Load: Vert-DL-Rxn= 4060 lb Total Load: Vert-TL-Rxn= 11635 lb F: , COLUMN DATA ,Ly Total Column Length: 10 ft 13 Unbraced Length(X-Axis)Lx: 10 ft Unbraced Length(Y-Axis)Ly: 10 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.15 s; COLUMN PROPERTIES 'i„ 1.8E Parallam Column-iLevel Trus Joist ..,- Base Base Values Adjusted i Compressive Stress: Fc= 2500 psi Fc'= 623 psi :. Cd=1.15 Cp=0.22 Bending Stress(X-X Axis): Fbx= 2400 psi Fbx'= 3010 psi Cd=1.15 CF=1.09l o rc =. Bending Stress(Y-Y Axis): Fby= 2400 psi Fby'= 3010 psi .i Cd=1.15 CF=1.09 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi PI Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 3.5 in '4,1 Area: A= 19.25 in2 Section Modulus(X-X Axis): Sx= 17.65 in3 , . Section Modulus(Y-Y Axis): Sy= 11.23 in3 Slenderness Ratio: Lex/dx= 21.82 Ley/dy= 34.29 d::.:............ A Column Calculations(Controlling Case Only): - . Controlling Load Case:Axial Total Load Only(L+D) -AXIAL LOADING �^ Actual Compressive Stress: Fc= 604 psi Live Load: PL= 7575 lb Allowable Compressive Stress: Fc'= 623 psi Dead Load: PD= 4000 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 60 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Load: PT= 11635 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'= 3010 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 3010 psi Combined Stress Factor: CSF= 0.97 NOTES -- F-10 ,____ z411 0 R.v►ia.A-rtop4 1—€7A D 5 g . 0 ? o I?)t?(< ,-, W d= ldpslr �� tn,h., _4®psf e g ® ,"7- raa11 sr woo raiz ooraizscan� ii. i.1` lel I t".'"'÷---r---f—t—.TI`gAv arrxa�urFoon+w t+iMlel MR i i —i— a I II 1 i i 1 e + l I 1 11I s I + 1 I j 1 I. 1t e 1 t j r_ g Iw w 1 1 s r• It. .� L L .ter 1 ill e + e e e e 1 e e 1 a S a/4 s 91/2 UHa�tAi.- j , + + , I i 1 I i I , I l i i l I E i ; 1 i l i il e , r + a , v 4� e , , I i HH+1 1 ! 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BEAM DATA Center Span Length 8 ft 1111111111.111 Unbraced Length-Top 0 ft Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 300 plf MATERIAL PROPERTIES Uniform Dead Load 100 plf Beam Self Weight 5 plf Versa-Lam 2800 Fb DF-Boise Cascade Total Uniform Load 405 Of Base Values Adiusted Bending Stress: Fb= 2800 psi Fb'= 2874 psi Cd=1.00 CF=1.03 Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1 to Grain: Fc- = 750 psi Fc- = 750 psi Controlling Moment: 3239 ft-lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear. -1619 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: 13.52 in3 26.32 in3 Area(Shear): 8.52 in2 16.63 int Moment of Inertia(deflection): 51.83 in4 125.03 in4 Moment: 3239 ft-lb 6304 ft-lb Shear: -1619 lb 3159 lb Foundation Design Soil Searing Pressure SDP:= 1500-psf (assummed) continuous foundation footing 12 inches wide with a 6 inch stern that is 18 inches tall. total engaged area Allowed load A:= (16-in+ 6-in + 16-in)-12-in A=3.2 ft I Allowed Load SSP•A=4750 lb 41rAIEIII in. 2111111111 Individual Footings: Size Area Capacity 18"diameter A:= 9-1n-9•in•3.14 Pall:= 1500-psf-A Pa =2649.41b 24"x24" A:= 24-in-24-in rail:= 1500.psf•A Pail =6000 lb 28'x28" A:= 28•in•28•in Pall:= 1500.psf-A Pa =8166.71b 36"x36" A:= 36•in•36•in Pan:= 1500-psf-A Pan =13500 lb 45N4,5" A:= 48-in-48•in Pan:= 1500-psf•A Paii=24000lb Continuous Footings: 12 inch wide: Capacity 1500 psf X 12 inches=1500 plf • er Project p ,� o Date By - 9-21-8 5 � — luclui'S "e. Category Project No. Sheet FgAfrtini L9 453V 1 r I 9 to aQ � 21608 N.E.49th Circle Vancouver Washington 98682 • Phone: (360) 600-6084 Fax: (360) 944-0538 Ell$ Project: a page , ; Anne Location:deck joists v Anderson Structural Engineering Floor Joist of [2015 International Building Code(2012 NDS)] 1.5 IN x 11.25 IN x 16.0 FT Pressure Treated @ 12 O.C. #2-Hem-Fir-Dry Use StruCalc Version 9.0.2.3 10/9/2017 7:51:56 AM Section Adequate By:28.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.27 IN L/716 Dead Load 0.07 in Total Load 0.34 IN L/572 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 REACTIONS A Live Load 320 lb 320 lb Dead Load 80 lb 80 lb Total Load 400 lb 400 lb Bearing Length 0.66 in 0.66 in SUPPORT LOADS A Live Load 320 plf 320 plf Dead Load 80 plf 80 plf A 16 ft Total Load 400 plf 400 plf MATERIAL PROPERTIES #2-Hem-Fir JOIST DATA Center Base Values Adjusted Span Length 16 ft Bending Stress: Fb= 850 psi Fb'= 782 psi Unbraced Length-Top 0 ft Cd=1.O0 CF=1.00 Cr-1.15 Ci=0.80 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 150 psi Fv'= 120 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= 1300 ksi E'= 1235 ksi Ci=0.95 JOIST LOADING Comp. to Grain: Fc- = 405 psi Fc--1-'= 405 psi Uniform Floor Loading Center Live Load LL= 40 psf Controlling Moment: 1600 ft-lb Dead Load DL= 10 psf 8.0 Ft from left support of span 2(Center Span) Total Load TL= 50 psf Created by combining all dead loads and live loads on span(s)2 TL Adj. For Joist Spacing wT= 50 plf Controlling Shear: 400 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: 24.55 in3 31.64 in3 Area(Shear): 5 in2 16.88 in2 Moment of Inertia(deflection): 119.38 in4 177.98 in4 Moment: 1600 ft-lb 2062 ft-lb Shear: 400 lb 1350 lb NOTES F-20 r � y page Project: Anne Location: DB Anderson Structural Engineering Multi-Loaded Multi-Span Beam of [2015 International Building Code(2012 NDS)] 3.5 IN x 11.25 IN x 13.0 FT Pressure Treated(6.5+6.5) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.3 10/10/2017 3:46:24 PM Section Adequate By: 123.5% Controlling Factor:Moment DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.01 IN U9215 0.01 IN U9215 Dead Load 0.00 in 0.00 in Total Load 0.01 IN L/7218 0.01 IN U7219 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B C Live Load 780 lb 2600 lb 780 lb Dead Load 216 lb 719 lb 216 lb Total Load 996 lb 3319 lb 996 lb Bearing Length 0.46 in 1.52 in 0.46 in BEAM DATA Center Right W W Span Length 6.5 ft 6.5 ft ... q �.._ Unbraced Length-Top 0 ft 0 ft 6.5 ft 6.5ft- • Unbraced Length-Bottom 6.5 ft 6.5 ft A Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center Right #2-Douglas-Fir-Larch Uniform Live Load 320 plf 320 plf Uniform Dead Load 80 plf 80 plf Base Values Adjusted Beam Self Weight 9 plf 9 plf Bending Stress: Fb= 900 psi Fb'= 784 psi Total Uniform Load 409 plf 409 plf Cd=1.00 C1=0.99 CF=1.10 Ci=0.80 Shear Stress: Fv= 180 psi Fv'= 144 psi Cd=1.00 Ci=O.80 Modulus of Elasticity: E= 1600 ksi E'= 1520 ksi Ci=0.95 Comp.1 to Grain: Fc- = 625 psi Fc- = 625 psi Controlling Moment: -2158 ft-lb Over right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Controlling Shear: -1660 lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Req'd Provided Section Modulus: 33.04 in3 73.83 in3 Area(Shear): 17.29 in2 39.38 in2 Moment of Inertia(deflection): 16.22 in4 415.28 in4 Moment: -2158 ft-lb 4822 ft-lb Shear: -1660 lb 3780 lb NOTES F-21 Project: page Anne Location:deck col Anderson Structural Engineering Column of [2015 International Building Code(2012 NDS)] 5.51N x 5.5 IN x 14.0 FT #2-Hem-Fir-Dry Use StruCalc Version 9.0.2.3 10/9/2017 7:55:30 AM Section Adequate By:48.9% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 2500 lb Dead Load: Vert-DL-Rxn= 1579 lb Total Load: Vert-TL-Rxn= 4079 lb COLUMN DATA Total Column Length: 14 ft _B Unbraced Length(X-Axis)Lx: 14 ft Unbraced Length(Y-Axis)Ly: 14 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Hem-Fir Base Values Adjusted Compressive Stress: Fc= 575 psi Fc'= 264 psi Cd=1.00 Cp=0.57 Ci=0.80 Bending Stress(X-X Axis): Fbx= 575 psi Fbx'= 460 psi Cd=1.00 CF=1.00 Ci=0.80 14 ft Bending Stress(Y-Y Axis): Fby= 575 psi Fby'= 460 psi Cd=1.00 CF=1.00 Ci=0.80 Modulus of Elasticity: E= 1100 ksi E'= 1045 ksi �µupt3� Column Section(X-X Axis): dx= 5.5 inaa Column Section(Y-Y Axis): dy= 5.5 in Area: A= 30.25 in2 Section Modulus(X-X Axis): Sx= 27.73 in3 M<°' Section Modulus(Y-Y Axis): Sy= 27.73 in3 Slenderness Ratio: Lex/dx= 30.55 Ley/dy= 30.55 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 135 psi Live Load: PL= 2500 lb Allowable Compressive Stress: Fc'= 264 psi Dead Load: PD= 1500 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 79 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Load: PT= 4079 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'= 460 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 460 psi Combined Stress Factor: CSF= 0.51 NOTES F-22 Use menu item Settings>Printing&Title Block Title 4'Cantilevered wall wI surcharge Page: to set these five lines of information Job# : Dsgnr: Anne Anderson Date: 17 FEB 2016 for your program. Description.... This Wall in File:c:luserslownerldocuments\retainpro 10 project files\cantilevered walls.rpx RetainPro(c)1987-2015, Build 11.15.3.27 License:KW-06052197 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ANDERSON STRUCTURAL ENGINEERING Criteria Soil Data Retained Height = 4.00 ft Allow Soil Bearing = 1,500.0 psf - WallEquivalent Fluid Pressure Method height above soil = 0.00 ft Heel Active Pressure = 35.0 psf/ft .. o.70 Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft -I 1 Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf 71_1', ":.,..\\ Soil Density,Toe = 0.00 pcf FootingljSoil Friction = 0.350 1 Soil height to ignore .if,S0. for passive pressure = 12.00 in I Surcharge Loads 4 LLateral Load Applied to Stem 11 Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs (Strength Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction - Bottom A Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.36 OK Wall Material Above"Ht" = Concrete Sliding - 1.54 OK Design Method = LRFD ASD LRFD Thickness = 8.00 Total Bearing Load = 1,831 lbs Rebar Size = # 4 ...resultant ecc. = 3.80 in Rebar Spacing = 18.00 Soil Pressure @ Toe - 983 psf OK Rebar Placed at = Edge Design Data Soil Pressure©Heel - 225 psf OK Allowable = 1,500 psf fb/FB+fa/Fa = No Good Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 1,180 psf ACi Factored @ Heel = 270 psf Strength Leve lbs= 549.8 Moment....Actual Footing Shear @ Toe = 0.0 psi OK Service Level ft-#= Footing Shear @ Heel = 3.9 psi OK Strength Leve ft-#= 801.0 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 3,632.0 Lateral Sliding Force = 517.0 lbs Shear Actual less 100%Passive Force= - 156.3 lbs Service Level psi= less 100%Friction Force = - 640.8 lbs Strength Leve psi= 7.3 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 67.1 ....for 1.5: 1 Stability = 0.0 lbs OK Wall Weight psf= 100.0 Rebar Depth 'd' in= 6.25 Masonry Data - fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = considered in the calculation of soil bearing pressures. Short Term Factor = . Load Factors Equiv.Solid Thick. -, Building Code IBC 2012,ACI Masonry Block Type = Medium Weight Dead Load 1.200 Masonry Design Method = ASD Live Load 1.600 Concrete Data Earth,H 1.600 fc psi= 2,000.0 Fy psi= 60,000.0 Wind,W 1.000 Seismic,E 1.000 F-23 Use menu item Settings>Printing&Title Block Title 4'Cantilevered wall w/surcharge Page: to set these five lines of information Job# : Dsgnr: Anne Anderson Date: 17 FEB 2016 for your program. Description.... This Wall in File:c:\users\owner\documents\retainpro 10 project files\cantilevered walls.rpx RetainPro(c)1987-2015, Build 11.15.3.27 License:KW-06052197 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ANDERSON STRUCTURAL ENGINEERING Footing Dimensions&Strengths Footing Design Results0 Toe Width = 0.67 ft Toe Heel Heel Width = 2.36 Factored Pressure = 1,180 270 psf Total Footing Width = 3.03 Mu':Upward = 250 631 ft-# Footing Thickness = 12.00 in Mu':Downward = 55 1,130 ft-# Mu: Design = 195 499 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 3.91 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Heel: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Summary of Overturning &Resisting Forces & Moments 1-1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 745.1 2.18 1,626.7 Surcharge over Heel = 79.5 2.50 198.9 Sloped Soil Over Hee! _ Surcharge Over Toe = Surcharge Over Heel = 84.7 2.18 184.9 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stern Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 0.34 Surcharge Over Toe = Total 517.0 O.T.M. 928.0 Stem Weight(s) = 400.0 1.00 401.3 Earth @ Stem Transitions= 146.7 1.50 220.5 = = Footing Weighs = 454.5 1.52 688.6 Resisting/Overturning Ratio = 3.36 Key Weight = Vertical Loads used for Soil Pressure= 1,830.9 lbs Vert.Component = Total= 1,830.9 lbs R.M.= 3,122.0 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 111111 ' Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.036 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. F-24 Use menu item Settings>Printing&Title Block Title 6'cantilevered wall w/surcharge Page: to set these five lines of information Job# Dsgnr: Anne Anderson Date: 17 FEB 2016 for your program. Description.... This Wall in File:c:\users\owner\documents\retainpro 10 project files\cantilevered walls.rpx RetainPro(c)1987-2015, Build 1t15.3.27 License:KW-06052197 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ANDERSON STRUCTURAL ENGINEERING Criteria 1 Soil Data0 '---- Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.00 ftA ". Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf 1 , Soil Density,Toe = 0.00 pcf a. FootingIf Soil Friction = 0.350 "= 'I Soil height to ignore y for passive pressure = 12.00 in I Surcharge Loads I Lateral Load Applied to Stem r Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem- 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs (Strength Level) Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Design Summary Stem Construction Bottom - Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.82 OK Wall Material Above"Ht" = Concrete Sliding . = 1.52 OK Design Method = LRFD LRFD LRFD Thickness = 8.00 Total Bearing Load = 3,767 lbs Rebar Size = # 4 ...resultant ecc, = 5.73 in Rebar Spacing = 12.00 Soil Pressure @ Toe = 1,358 psf OK Rebar laced at = Edge D Soil Pressure @ Heel = 305 psf OK Design Data 1 500 p fb/FB+fa/Fa 0.462 Allowable = psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,629 psf Service Level lbs= ACI Factored @ Heel = 366 psf Strength Leve lbs= 1,160.7 Footing Shear @ Toe = 0.0 psi OK Moment....Actual Service Level ft-#_ Footing Shear @ Heel = 6.7 psi OK Strength Leve ft-#= 2,474.2 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 5,359.5 Lateral Sliding Force = 968.9 lbs Shear Actual less 100%Passive Force= - 156.3 lbs Service Level psi= less 100%Friction Force = - 1,318.4 lbs Strength Leve psi= 15.5 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 67.1 ....for 1.5: 1 Stability = 0.0 lbs OK Wall Weight psf= 100.0 Rebar Depth 'd' in= 6.25 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = considered in the calculation of soil bearing pressures. Short Term Factor = Load Factors Equiv.Solid Thick. = Building Code IBC 2012,ACI Masonry Block Type = Medium Weight Dead Load 1.200 Masonry Design Method = ASD Live Load 1.600 Concrete Data Earth H 1.600 fc psi= 2,000.0 Wind,W 1.000 Fy psi= 60,000.0 Seismic, E 1.000 F-25 Use menu item Settings>Printing&Title Block Title 6'cantilevered wall w/surcharge Page: to set these five lines of information Job# : Dsgnr: Anne Anderson Date: 17 FEB 2016 for your program. Description.... This Wall in File:c:lusers\ownerldocuments\retainpro 10 project files\cantilevered walls.rpx RetainPro(c)1987-2015, Build 11.15.3.27 License:KW-06052197 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ANDERSON STRUCTURAL ENGINEERING Footing Dimensions&Strengths 1 Footing Design Results Toe Width = 0.67 ft Toe Heel Heel Width = 3.86 Factored Pressure = 1,629 366 psf Total Footing Width = 4.53 Mu':Upward = 352 3,381 ft-# Footing Thickness = 12,00 in Mu':Downward = 55 5,364 ft-# Mu: Design = 297 1,983 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 6.74 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Summary of Overturning &Resisting Forces &Moments . OVERTURNING RESISTING • Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 2,107.6 2.93 6,182.3 Surcharge over Heel = 111.4 3.50 389.8 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 159.7 2.93 468.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 0.34 Surcharge Over Toe = Total 968.9 O.T.M. 2,390.6 Stem Weight(s) = 600.0 1.00 602.0 Earth @ Stem Transitions= 220.0 1.50 330.7 = = Footing Weight = 679.5 2.27 1,539.1 Resisting/Overturning Ratio = 3.82 Key Weight = Vertical Loads used for Soil Pressure= 3,766.8 lbs Vert.Component = Total= 3,766.8 lbs R.M.= 9,122.4 *Axial live load NOT included in total displayed, or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall(approximate only) 0.050 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. F-26 Use menu item Settings>Printing&Title Block Title 8'cantilevered w/surcharge Page: to set these five lines of information Job# Dsgnr: Anne Anderson Date: 17 FEB 2016 for your program. Description.... This Wall in File:c:\users\owner\documents\retainpro 10 project files\cantilevered walls.rpx RetainPro(c)1987-2015, Build 11.15.3.27 License:KW-06052197 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ANDERSON STRUCTURAL ENGINEERING Criteria 1 Soil Data Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method h• Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft . Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf '. Soil Density,Toe = 110.00 pcf FootingllSoil Friction = 0.350 "'" _,--3,g •1 # i Soil height to ignore -f r for passive pressure = 12.00 in , Surcharge Loads 0 Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs (Strength Level) Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Design Summary Stem Construction 2nd Bottom Stem OK Bar Lap/Emb Wall Stability Ratios Design Height Above Ftc ft= 8.00 0.00 Overturning = 4.65 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.57 OK Design Method = LRFD LRFD LRFD LRFD LRFD Thickness = 8.00 8.00 Total Bearing Load = 6,544 lbs Rebar Size = # 5 # 5 ...resultant ecc. = 6.24 in Rebar Spacing = 12.00 12.00 Soil Pressure @ Toe = 1,490 psf OK Rebar Placed at = Edge Edge Design Data Soil Pressure @ Heel = 524 psf OK 1 500 psf fb/FB+fa/Fa 0.000 0.700 Allowable = Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs- ACI Factored @ Toe = 1,788 psf ACI Factored @ Heel = 629 psf Strength Leve lbs= 1,995.6 Footing Shear @ Toe = 0.6 psi OK Moment....Actual Service Level ft-#_ Footing Shear @ Heel = 10.4 psi OK Strength Leve ft-#= 5,593.2 Allowable = 75.0 psi Sliding Calcs Moment Allowable ft-#= 7,993.7 7,993.7 Lateral Sliding Force = 1,560.7 lbs Shear Actual less 100%Passive Force= - 156.3 lbs Service Level psi= less 100%Friction Force = - 2,290.3 lbs Strength Leve psi= 26.9 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 67.1 67.1 ....for 1.5:1 Stability = 0.0 lbs OK Wall Weight psf= 100.0 100.0 Rebar Depth 'd' in= 6.19 6.19 Masonry Data fm psi= Fs psi Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = considered in the calculation of soil bearing pressures. Short Term Factor - Load Factors Equiv.Solid Thick. = Building Code IBC 2012,ACI Masonry Block Type = Medium Weight Dead Load 1.200 Masonry Design Method = ASD Live Load 1.600 Concrete Data Earth, H 1.600 fc psi= 2,000.0 2,000.0 Wind,W 1.000 Fy psi= 60,000.0 60,000.0 Seismic, E 1.000 F-26 Use menu item Settings>Printing&Title Block Title 8'cantilevered w!surcharge Page: to set these five lines of information Job# : Dsgnr: Anne Anderson Date: 17 FEB 2016 for your program. Description.... This Wall in File:c:lusers\ownerldocumentslretainpro 10 project fileslcantilevered walls.rpx RetainPro(c)1987-2015, Build 11.15.3.27 License:KW-06052197 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ANDERSON STRUCTURAL ENGINEERING Footing Dimensions&Strengths 1 Footing Design Results USW Toe Width = 0.75 ft Toe Heel Heel Width = _ 5.75 Factored Pressure = 1,788 629 psf Total Footing Width = 6.50 Mu':Upward = 490 12,025 ft-# Footing Thickness = 12.00 in Mu':Downward = 69 17,003 ft-# Mu: Design = 421 4,978 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.62 10.44 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 9.26 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm - Heel:#4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in,#8@ 36.57 in,#9@ 46 Key: No key defined . Summar of Dverturnin• &Resistin' Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 4,473.3 3.96 17,706.9 Surcharge over Heel = 143.2 4.50 644.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 254.2 3.96 1,006.1 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 41.3 0.38 15.5 Surcharge Over Toe = Total 1,560.7 O.T.M. 4,896.8 Stem Weight(s) = 800.0 1.08 866.7 Earth @ Stem Transitions= = = Footing Weight = 975.0 3.25 3,168.8 Resisting/Overturning Ratio = 4.65 Key Weight = Vertical Loads used for Soil Pressure= 6,543.8 lbs Vert.Component = Total= 6,543.8 lbs R.M.= 22,763.9 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance, Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.051 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. F-27