Loading...
Structural Calculations 08-26-19Evans Residence Structural Calculations 20020 83rd Avenue West Edmonds, WA 98026 Snohomish County Sidesway Project No. 19054.01 Prepared By: 5IDEWAY 5 ENGINEERING Evans Residence August 26, 2019 Project No. 19054.01 TABLE OF CONTENTS DESCRIPTION PAGE NO. Project Summary Gravity System Lateral System Design Loads Roof Framing 3rd Floor Framing 2nd Floor Framing Foundation Design Seismic & Wind Loads Shear Wall Layout Shear Wall, Diaphragm, Chord Design 1.01 1.02 - 1.03 1.03 - 1.08 1.09 - 1.11 1.12 - 1.20 2.01 - 2.04 2.05 - 2.07 2.08 - 2.13 s� 20305 87th Ave. W. IEdmonds, D E WAY 45 ) 673-41160 E46INEERING Evans Residence August 26, 2019 Project No. 19054.01 Project Description Sidesway Engineering was retained by the homeowners to perform analysis and design as necessary to obtain a building permit for the proposed single family residence located at 20020 83rd Avenue West in Edmonds. The roof and floor will be conventionally wood framed with pre -manufactured roof and floor trusses spanning to and from stud bearing walls. The structure will bear atop continuous exterior footings at frost depth or daylight basement walls with two interior crawl space locations. The lateral force resisting system consists of sheathed roof and floor diaphragms spanning to various wood stud shear walls around the perimeter and interior. Scope of Work Provide gravity and lateral calculations for the proposed structure as required to obtain a building permit. Provide structural framing plans, notes, and details as required for permit. Design Criteria 2015 International Building Code (IBC) ASCE 7-10 Minimum Design Loads for Buildings and Other Structures Applicable Material Reference Standards (ACI, AISC, NDS) This is a Risk Category II structure designed for the following loads: Dead Loads: 15psf (roof), 15psf (floor), 9psf (walls) Snow Load: 25 psf Live Load: 40psf (floor), 60psf (deck) Wind Load: 110mph, Exposure B, KZT = 1.0 (refer to wind loads) Seismic Load: R = 6.5 (wood s.w.), Site Class D, SDC D (refer to seismic loads) Project Summary The proposed single family residence as designed in the following calculations conforms to the 2015 IBC. Refer to the calculations and the construction drawings for structural framing requirements. s� 20305 87th Ave. W. IEdmonds, D E WAY 45 ) 673-41160 E46INEERING 0i Zcor- 6- q G Z S 1-fFt4 r"n" S I,flr4-r(-� 6r- I-1 F(L4m i,-o G-- (,fire !'_e,if-&, 3-�- Z. I , 5 rnuc 1 Mrsc. 60E'5;r UG��� �► o ,.� Z S� S r So�� lSooPs� Q4tvC.),-473, f grit 2-IA-AC - Przcs� �2r � sS�JVL, &AsicD one �G cdBL-r cSo6, z� Trc- LoQ-i>V-rFErL -oi - 2,0 (Zoo f% vLo , E(� (LooF R W r D, W d/ti fi,�e � cow � � o ri- 2 3. 3 �Z��►2E6� 2� dZ oR- �SPSrlsf� Ll-irLl� :-r (.o�.�r_� Lf 6 t,p h S(��Swt7� S �otZ� o ✓G S°z� t'��v�t«,� or-6r) c�,s =%Zf �(Z fofo u,G ' % r ; , FrjL A56E I (.Z, L-OWEti- LeUEL 15 No Aii GaS�aY. .. uescrnpnon By Project No. o j N"A Date 114 t I DE WAY Project VA �s�F�t� Checked ( 1 Sheet No. 1 5ENGINEERING Date 1,0( lSf ape, Z51 *S c R.H �- 'k` te—T «r �SS'�p�t ZSS*sc 7Z3v f 12�s� C. Llu-3 he' aIs,*atr- 010 ca.�1+e35 Description Roof - Gravity Loads f�' JMD Project No. Date 06/28/19 19054.01 I DE WAY Project Evans Residence checked Sheet No. " 5 ENGINEERING Date ����� i i �f3Ti o c. I& iISI 5S1- I+ 13ak *C-;q 14 ;r-t-f p4� 1`t 3� �It 4 4Z57 4ASL f. evot *6;Q -FrK3 3 8w is 7�-4 *w- f Ca 6 {( +etc,. 4 KS *It- * 3,74 " "*� 3 kaz O-D� nt33r�rq o toG� �"- Description 3rd - Gravity Loads BY JMD PrgectNo. Dare 06/28/19 19054.01 ID E WAY Project Evans Residence checked Sheet No. 1 5 ENGINEERING Dete J 026) �-o'1 alep � 9NIN33NI9N3 'ON laayS Pa�loayo II �1. ` _ , �r� AVM 3 Q I 1 'r /�� �oafo�d jQ %7 Q�q �J l ` a]e0 ryr- J 'ON loalo-ld I As r J uolduosacl ... r ti '°'�U 7� 30'2 SIX i S y'�' 7 <7 Csji2114T r��hJ` =-7 ir- k 1 4.1%�y�2�-'� h2t �n :Ar/ (S2�-S1� •,2)7�- (�_�Sloh� �d��5�� •, 2 � =��''1 � i i'�Q151�'=�C1 Zc� , �C/� Zid yw i �l�%� 3. b% 1j7 "2 4,J 6,4- ( 17 �-), � Yf y� N �00a f2,,J-- 5$z p, L c`EA2 PZ-F t3gsS sc. Ii�(3 Vic? V- SPIz ` ��D�tlZbo�4%Eq �f « ry r Vl l +'i(1''r�� ir6-tP 1 fTV' (��.�G Lf� �G^iv. 41 CO—OS� l/ l�v y rl ( 17:F^ LJ C J � ftorr �1Sr�5r SFsc) V- Zl 3 r IL IPM cg15z3 15'& r��Q ill cxcS 6 tlmoi r M Pi 5.S r —� —� � iM 13 y f5F5 4- ) `"' � n (y ( „ 9 � � �-� �� i3gdS M=8S( -Q.2 z_s '#EQ 6c Z�44 Ste' ( DO E = Ssz:7 wse- 3zX[brzOF- YSL 6 =D. S50.1-7c,rr— g0° �t <r �'= K©� x�►= 10.Z,(, M- Z3Q4� M= ZSS' -B,L Z_ S CI•Z-O-�i -3056t P -f ZG Z�j#t[ k Zaz! "s f ry 3 e�z l 0" rZ =3 (( # �+ Z6 z 6 o w 7�st s�izE, �i2(3 r U5E SaX 16Z.y� o `tZ ;;c�_Za Gl��=dY �/�4 �+ �= DNu61z-Sps 1 � ti Descripon --- By D Project No. Date IDE WAY Project Checked Sheet No. ENGINEERING Date iron Z L M- Ika-7a v= zgz4 RZ� IZc+pv �t<f 1o4(0*1c.t 63?"k-4= 33 use 3z l6 2-v !'sue L�l 3s 0 6 l% v, g3Op TtDt,i" zz 31 `1q t2L +611 f23g4 s S 3t 6 Ec? FZ eP I L Z ' IS 5 �- Sd van r- A 5 �? w,�x � r� 'Ii.33 (�St25) IZ"�3'�92Dc f !K$S St< HIP N U/= b � � 1SP5► �� -f- zS�s r• sG�--1- �-z'- v F ' "'� Z �t � = D. 3 2S �� L��2 6� u.SF 'N�t u"Y �t �►�/G-Ef ;' �l P (,eti �. 6 t• (rs -� 25) •-f •- g,L `- 9PSF pL= �6 IP L f I lr3SSL C120�F �J .r=Gz OF 2 ��LG�S 5 PZXtii, Pti= Iylb �ot_t� s3� �s� Cgs R"k"') �4 _ f,I v L� n,r-t7.bz- v''o.S0 Vi "��cko� v= �qoo l z156 eee" f 1 qs L k46 zS0s'�-'u- t 04 tC- 41 =n yk�'e ���GDZ psi of-��6tz -sas3 (A w RCpr rwa1=- WZ= �•S t • (($F5FDI- +Cf0r-5 cc—� -F 2: ��Sr'DLtZSi t B. Z `BPS F y cr Fol+e ait*. cu-rpuT P= 3.��s.3 . is fis)f 3zo� Z,S= (l. Z• o.�l i=4 �78 DL+ 6 ESL t�Sz#rQ P= L f 6 I '`i c rt- Zs ?y I?rS 4- (F-T, R--Z-) At- i..S E SG x18 ; 2. o G Ps L 1-T�-6 t _ p. 4 4 FV, + fro �DS,z" Description 3� Q� By Project No. Date It 5 I �05/1 Z)/ I D E WAY Project Checked Sheet No. ' l✓�G�S • S- ire ENGINEERING Date i. OS " sari iZ-' SIsF""p r'� �✓ ?.�utZ`�, � t.J- �,5; �iS�S�AL-I`�(DPSF�L) f Z.CtS-FZS� -F `�•a• t�r' �= rZ47 6�t``� rt3 Esc �= '6t6pL Li = Lt3 3 fl�f 1067 C-J(z t k x 16 E v L. 'T 3 - 6 V= 30w oLt6��tl[3�SL 1'y�i Z•`f = Z0 4 M-pL-t 13Frt t3tz: yL5,f 2xr3- Stet pL rz 54&s01, L -f31'tZ> Lf qq6 M = NoOD 'tom v= 6-730 11�7 39ZVL-I Zs #t.trZ6 0 4 #S L f 3 3 r EQ IDE WAY ENGINEERING By J .�. rwj) Project No. Da Checked G Sheet No. Date 1,06 tvcc-4t-( 9,cc,,r- 13Ed 5® 1-1) M- sgvgr�# C ox) V- o t, I !Z= 5oc -?s L", kt,7-5 % ( lS l7s r_D t, -F 6krto Hl=- Z b�=v 5S - ��'�-ZZ l��L�a41 tin fo+?-cm -6mm poor /pi- wka—: (.0 �tl3at � (Z= 17.E#Pt—f3Sy�L�f c(Grfl ESL Rook- EQ FP-6o- --r�5 WK ra D gsant-- c-� r rN =r► ��av�-r � ,yJ r,�� tom. �2j � _�• iCj2 r�- L/��� r � P oa-1- r-r Z Au S cc Pia c2 i"�ri (r i 3 -l0 n W r "U.rell L (� �j26 '�'p so u� PT 6Kro tor--txz 1�b o, �U Description By Project No. 5ID E WAY Project r ilJ 4 �I f T r r+ r Checked Sheet No. ENGINEERING Date p I �- M _ V_ r z rft P=�Z13 vz-f II `t4 ' cam �3o�r S� llz l FZ 0rr �4h. IJZ= 2.S IS47_,r -f-S.z Qt'SF GJ = 20�� G t�tzt�l�L P�iL ��rS (Ount- GtJ'i � G zrv�►t�r tl � w� P 7 4f �y� S 7- l! �?, Z.ar ram, 09- >�= I'MD I?(a"Lfi1IS� `s� Di2�1't;p 3w� DrrPrA+ VO NF5Pu- f7 y '- uescnpnon By Project No. Date ? I D E WAY ProjectU �f Checked Sheet No. 5ENGINEERING Date (00 S5 IDE WAY ENGINEERING 2nd - Gravity Loads Evans Residence k- IDS'*p l` ]MD 07/03/191 19054.01 �otR� 5 �A 1,F— .�o37sr � 5 ; 2_Se3 f--3 "Sr, 5 6—� Cote s V.4-f- ro O.C-OUCO fol , u s r I l ti�► c �i l off- f Y (' �c (� Ywt-c r =0,-75 (LQ�O L S P& GE 0 e^ re— L±Xy pr-A Z__ 6 '�. � =v. If2 t,J= g•7S " C t5�S'rpt, -f-'-(0?" (-,—) 25 F5F 5t)f I $ ' IfSF t- wy� %=o. IJ�%��2 H�a�- �5�riz(Z.w�ccri• ti-a�► s,✓ (�= 2.�5'�iIS-�'�O) 3/t rt.0 +N?S�04SL'f I�ts� 3 ikl�,Z.yr ESL Fbr=o-3S ram,=a.�N !� L 4-��( Description �F By Project No. I D E WAY Project / Checked Sheet No.1 5 5`( ENGINEERING Date l o 1 � � w{ Z„ - (IDPy-Dc. ( a —6rrLL (,cS� cif Zx"•a �tF�2.� C6 t'oL �� tip. gr� �``� '�,�Cv � w L�dtis S�! �Zi(- (J=gK9 t'j= s Clsf�s) �T - o. K i t�Sa� PT 2xb KF�cZ � lbrvG. r=0-<d6 fc>S-3 ti F, �� �c xd� l-t �.c�z� r �z�, - o • �r a . Gl 16 r-h rd .m to06�Dt--f to ? ll'S t 2 (0�'*4,) 0-7F'S I' f i�>< 41/ Description By� Project No. Date e)ly 1 �OS�f.6f I D E WAY Project Checked Sheet No. 5 ENGINEERING Date 1. 11 / ISOU75 AG-L Go P T"s rJ LA o us Fo o T yr' 6-s r« rJ C: IJ AU L (owo s u5f rb'w�� r Z� :- (%. Z U � t Z ri(. Sli. � � r� w �. C �� ,t��- � Co Ij ' . ✓^ i (� W / �Z✓ �1� (P tiJ'i'. . �i�a-K Zs BIZ f f-/DfL R-xn►S = 3 yq2 �o��r�i !j ��-c -� 260� s�- -�• �,Z�t �'3' (lS -FG(o� oo FS r - 2.3 ,. (=moo—r ��s cd/ %�►� 1o�t4�s H=-Cry—r t;.r� i' '^7r Z'w��.J P'w'gos i (ZOO u, W = 6,1341 �(5�5r Dc (zsP5F5G� f 2Z' TV'SF f'6.S' ��SfzS� fi �` (I$� Yc7� 15�PLF r 333r o.g3r 6?gPLr 0P�- F r,C--= IIQ77 +—� ➢ram F,6r-- -J/ A5,, j , O.Oor 6 • JJ ;-� d 2cr r n Z elo, *r Y p,,r-Dc:9 -T`r4% D r-r(s- (i(0IJ, {!r5? 5[-Fr3C3`!¢' 4? t� : �PL`(1Zas 54 1 Z( �ZDL,-F rWLc 4 235615G tc3�`��t✓a = �1�0�� (Df�.�s•(`fo,�� Is)� lS _ /Sov r' 'c R Ate Fr6- <� 1 r3 -r �r : �fa��rt�o g'�6'7 = 6�6 ' ! = z. rZ m uy� Description By Project No. Date,/,( IDE WAY Project Checked Sheet No. 5 ENGINEERING Date I t(7/ Use menu item Settings > Printing & Title Block Title 6'-0" retaining wall with EQ Page : 1 to set these five lines of information Job # : Dsgnr: Date: 26 AUG 2019 for your program. Description.... This Wall in File: E:\Projects119054.01 Evans Residence\Eng Criteria Retained Height = 6.00 ft Wall height above soil = 0.17 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load - 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 1.75 OK Slab Resists All Sliding ! Total Bearing Load = 2,522 Ibs ...resultant ecc. = 10.44 in Soil Pressure @ Toe 1,910 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,674 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 5.5 psi OK Footing Shear @ Heel = 16.0 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 1,131.9 Ibs wall.RPX Cantilevered Retaining Wall Soil Data --� Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingliSoil Friction = 0.525 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Wind acts left -to -right toward retention side. Uniform Seismic Force = 56.000 Total Seismic Force = 392.000 Cem Construction - ]J _ Design Height Above Ftg ft = Wall Material Above "HV' _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# _ Strength Level ft-# _ Moment..... Allowable = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data Pm psi = Fs psi = Solid Grouting = Bottom Stem OK 0.00 Concrete LRFD 8.00 # 5 18.00 Center 0.856 1,344.0 3,024.0 3,531.0 28.0 82.2 4.00 Code: IBC 2015,ACI 318-14,ACI 530-13 Adjacent Footing Load Adjacent Footing Load = 0.0 lb Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Vertical component of active lateral soil pressure IS Modular Ratio'n' _ considered in the calculation of soil bearing pressures. Wall Weight psf = 100.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv. Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.000 Pc psi = 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 Use menu Item Settings > Printing & Title Block Title 6'-0" retaining wall with EQ Page : 2 to set these five lines of information Job #: Dsgnr: Date: 26 AUG 2019 for your program. Description.... This Wall in File: E:\Projects\19054.01 Evans Residence\Engineering\retaining wall.RPX RetainPro (c)1987-2018, Build 11.18.06.30 License: Kw-06062015 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1825 in2/ft (4/3) * As: 0.2434 in2/ft Min Stem T&S Reinf Area 1.184 in2 200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height 0.0009bh : 0.0009(12)(8) : 0.0864 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area: 0.1825 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.2067 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area : 0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths l Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = _ 2.50 Factored Pressure = 2,674 0 psf Total Footing Width = 3.50 Mu': Upward = 1,168 0 ft-# Footing Thickness = 12.00 in Mu': Downward = 126 1,755 ft-# Mu: Design = 1,042 1,755 ft-# Key Width = Key Depth = 0.00 in Actual 1-Way Shear 0.00 in = 5.47 15.95 psi Key Distance from Toe = Allow 1-Way Shear 0.00 ft = 43.82 43.82 psi Toe Reinforcing = # 5 @ 18.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0009 Cover @ Top 2.00 @ Btm= 3.00 in Other Acceptable Sizes & Spacings 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 Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in 0.192 in2/ft 0.45 in2 0.13 in2 A If two layers of horizontal bars: #4@ 37.04 in #5@ 57.41 in #6@ 81.48 in Summary of Overturning & Resisting Forces & Moments I Item .....OVERTURNING..... Force Distance Moment Ibs ft ft-# Heel Active Pressure = 857.5 2.33 2,000.8 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 274.4 3.50 960.4 Total 1,131.9 O.T.M. 2,961.2 Resisting/Overturning Ratio = 1.75 Vertical Loads used for Soil Pressure = 2,521.7 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. ..... 1­.....1 Force ... ....... Distance Moment _ Ibs ft ft- Soil Over Heel = 1,320.0 2.58 _ 3,410.0 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 60.0 0.50 30.0 Surcharge Over Toe = Stem Weight(s) = 616.7 1.33 822.3 Earth @ Stem Transitions = Footing Weight = 525.0 1.75 918.8 Key Weight = Vert. Component = 3.50 Total = 2,521.7 Ibs R.M.= 5,181.0 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Use menu item Settings > Printing & Title Block Title 6'-0" retaining wall Page : 1 to set these five lines of information Job # : Dsgnr: Date: 26 AUG 2019 for your program. Description.... This Wall in File: E:\Projects\19054.01 Evans Residence\Engineering\retaining wall.RPX RetainPro (c)1987-2018, Build 11.18.06.30 License: KW-06062015 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: Sidesway Engineering riteria Retained Height = 6.00 ft Wall height above soil = 0.17 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary i Wall Stability Ratios Overturning = 2.35 OK Sliding = 1.75 OK Total Bearing Load = 2,595 Ibs ...resultant ecc. = 6.74 in Soil Pressure @ Toe = 1,455 psf OK Soil Pressure @ Heel = 28 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,037 psf ACI Factored @ Heel = 39 psf Footing Shear @ Toe = 4.1 psi OK Footing Shear @ Heel = 16.9 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force 939.2 Ibs less 100% Passive Force = - 281.3 Ibs less 100% Friction Force = - 1,362.4 lbs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingliSoil Friction = 0.525 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (M (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Wind acts left -to -right toward retention side. LStem Construction J Bott Will Ste Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.200 1.600 1.600 1.000 1.000 Moment..... Allowable Shear..... Actual Service Level Strength Level Shear..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data Pm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick., Masonry Block Type Masonry Design Method Concrete Data Pc Fy om F Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 m OK 0.00 crete LRFD 8.00 # 5 18.00 enter 0.666 120.0 352.0 3,531.0 psi = psi = 23.3 psi = 82.2 in2 = in = 4.00 psi = psi = psf = 100.0 = Medium Weight = ASD psi = 3,000.0 psi = 60,000.0 m OK 0.00 crete LRFD 8.00 # 5 18.00 enter 0.666 120.0 352.0 3,531.0 psi = psi = 23.3 psi = 82.2 in2 = in = 4.00 psi = psi = psf = 100.0 = Medium Weight = ASD psi = 3,000.0 psi = 60,000.0 Use menu item Settings > Printing & Title Block Title 6'-0" retaining wall Page: 2 to set these five lines of information Job #: Dsgnr: Date: 26 AUG 2019 for your program. Description.... This Wall in File: E:\Projects\19054.01 Evans Residence\Engineering\retaining wali.RPX RetainPro (c)1987-2018, Build 11.18.06.30 License_ icw oso62o1- Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AGI 530-13 Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.142 in2/ft (4/3) * As : 0.1893 in2/ft Min Stem T&S Reinf Area 1.184 in2 200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft Min Stem T&S Reinf Area per It of stem Height: 0.192 in2/ft 0.0009bh : 0.0009(12)(8) : 0.0864 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area: 0.16 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.2067 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 1.00 It Toe Heel Heel Width = _ 2.50 Factored Pressure = 2,037 39 psf Total Footing Width = 3.50 Mu': Upward = 924 0 ft-# Footing Thickness = 12.00 in Mu': Downward = 126 1,862 ft-# Key Width = Mu: Design 0.00 in = 798 1,862 ft-# Key Depth = Actual 1-Way Shear = 4.08 16.93 psi 0.00 in Key Distance from Toe = Allow 1-Way Shear 0.00 It Allow = 43.82 43.82 psi Reinforcing = # 5 @ 18.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0009 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 Min footing T&S reinf Area 0.45 in2 Min footing T&S reinf Area per foot 0.13 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 18.52 in #4@ 37.04 in #5@ 28.70 in #5@ 57.41 in #6@ 40.74 in #6@ 81.48 in Summary of Overturning & Resisting Forces & Moments i .....OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment Item Ibs It ft-# Ibs It ft-# Heel Active Pressure = 857.5 2.33 2,000.8 Surcharge over Heel = 81.7 3.50 285.8 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 939.2 O.T.M. 2,286.7 Resisting/Overturning Ratio = 2.36 Vertical Loads used for Soil Pressure = 2,595.0 Ibs Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over Heel = 1,320.0 2.58 3,410.0 Sloped Soil Over Heel = Surcharge Over Heel = 73.3 2.58 189.4 Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 60.0 0.50 30.0 Surcharge Over Toe = Stem Weight(s) = 616.7 1.33 822.3 Earth @ Stem Transitions= Footing Weight = 525.0 1.75 918.8 Key Weight = Vert. Component = 3.50 Total = 2,595.0 Ibs _ R.M = 5,370.5 * Axial live load NOT included in total displayed or used for overtuming resistance, but is included for soil pressure caiculation. Use menu item Settings > Printing & Title Block Title 8'-0" retaining wall with EQ to set these five lines of information Job # : Dsgnr: for your program. Description.... This Wall in File: E:\Projects\19054.01 Evans Residence\Engineering\retaining wall.RPX License: KW-06062016 License To: Sideswav Enaineerin Criteria 1 Retained Height = 8.00 ft Wall height above soil = 0.17 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method :Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 1.63 OK Slab Resists All Sliding ! Total Bearing Load = 3,597 Ibs ...resultant ecc. = 13.87 in Soil Pressure @ Toe = 2,192 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,068 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 23.5 psi OK Footing Shear @ Heel = 24.3 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 1,871.1 Ibs Cantilevered Retaining Wall Soil Data-� Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingilSoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in L Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Wind acts left -to -right toward retention side. Uniform Seismic Force = 72.000 Total Seismic Force = 648.000 Stem Construction i _ Design Height Above Ftf ft= Wall Material Above "HV' _ Design Method = Thickness = Reber Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-# = Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.200 1.600 1.600 1.000 1.000 Bottom Page : 1 Date: 26 AUG 2019 Code: IBC 2015,ACI 318-14,ACI 530-13 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil _ at Back of Wall 0.0 ft Poisson's Ratio = 0.300 Stem OK 0.00 Concrete LRFD 8.00 # 5 8.00 Center 0.955 2,368.0 7,082.7 Moment..... Allowable = 7,413.2 Shear..... Actual Service Level Strength Level Shear..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data - - Pm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data -- Pc Fy psi = psi = 49.3 psi = 82.2 in2 = in = 4.00 psi = psi = psf = 100.0 = Medium Weight = ASD psi = 3,000.0 psi= 60,000.0 Use menu item Settings > Printing & Title Block Title 8'-0" retaining wall with EQ to set these five lines of information Job # : Dsgnr: for your program. Description.... Page: 2 Date: 26 AUG 2019 This Wall in File: E:\Projects\19054.01 Evans Residence\Engineering\retaining wall.RPX meramrro Ic/ ivai-cuia, null nna.vo.su License_ Kw-06062015 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.4276 in2/ft (4/3) * As : 0.5701 in2/ft Min Stem T&S Reinf Area 1.568 in2 200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height 0.0009bh : 0.0009(12)(8) : 0.0864 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area: 0.4276 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.465 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in LFooting Dimensions & Strengths I Footing Design Results Toe Width = 1.75 It Toe Heel Heel Width = _ 2.75_ Factored Pressure = 3,068 0 psf Total Footing Width = 4.50 Mu': Upward = 3,863 0 ft-# Footing Thickness = 12.00 in Mu': Downward = 386 2,891 ft-# Key Width = Mu: Design 0.00 in = 3,477 2,891 ft-# Key Depth = Actual 1-Way Shear 0.00 in = 23.54 24.34 psi Key Distance from Toe = Allow 1-Way Shear 0.00 ft = 82.16 82.16 psi Toe Reinforcing = # 5 @ 8.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd 0.192 in2/ft Min. As % = 0.0009 Other Acceptable Sizes & Spacings Cover @Top 2.00 @ Btm = 3.00 in Toe: #4@ 18.52 in, #5@ 28.70 in, #6@ 40.74 in, #7@ 55.56 in, #8@ 73.15 in, #9@ 9 Heel: #4@ 18.52 in, #5@ 28.70 in, #6@ 40.74 in, #7@ 55.56 in, #8@ 73.15 in, #9@ 9 Key: No key defined Min footing T&S reinf Area 0.58 in2 Min footing T&S reinf Area per foot 0.13 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 18.52 in #4@ 37.04 in #5@ 28.70 in #5@ 57.41 in #6@ 40.74 in #6@ 81.48 in Summary of Overturning & Resisting Forces & Moments--- ..... OVERTURNING ..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs It ft-# Ibs ft ft-# Heel Active Pressure = 1,417.5 3.00 4,252.5 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 453.6 4.50 2,041.2 Total 1,871.1 O.T.M. 6,293.7 Resisting/Overturning Ratio = 1.63 Vertical Loads used for Soil Pressure = 3,596.7 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over Heel = 2,000.0 3.46 6,916.7 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = *Axial Live Load on Stem = Soil Over Toe = 105.0 0.88 91.9 Surcharge Over Toe = Stem Weight(s) = 816.7 2.08 1,701.5 Earth @ Stem Transitions= Footing Weighl = 675.0 2.25 1,518.8 Key Weight = Vert. Component = 4.50 Total = 3,596.7 Ibs R.M.= 10,228.8 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Use menu item Settings > Printing & Title Block Title 8'-0" retaining wall to set these five lines of information Job # : Dsgnr: for your program. Description.... Page: 1 Date: 26 AUG 2019 This Wall in File: E:1Projectsk19054.01 Evans Residence\Engineeringlretaining wall.RPX F riteria J Retained Height = 8.00 ft Wall height above soil = 0.17 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 NOT Used for Sliding & Overturning [Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.23 OK Slab Resists All Sliding ! Total Bearing Load = 3,680 Ibs ...resultant ecc. = 8.11 in Soil Pressure @ Toe = 1,555 psf OK Soil Pressure @ Heel = 81 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,177 psf ACI Factored @ Heel = 113 psf Footing Shear @ Toe = 14.4 psi OK Footing Shear @ Heel = 25.5 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 1,522.5 Ibs Cantilevered Retaining Wall Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingIlSoil Friction = 0.525 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 It Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Wind acts left -to -right toward retention side. Stem Construction - -� Bott Design Height Above Ft, ft= Ste Wall Material Above "Ht" = Con Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = C Design Data - fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = 1, Moment.... Actual Service Level ft.# = Strength Level ft-# = 5, Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.200 1.600 1.600 1.000 1.000 Moment..... Allowable Shear..... Actual Service Level Strength Level Shear..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data I'm Fs Solid Grouting Modular Ratio'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data Pc Fy om Code: IBC 2015,ACI 318-14,AC1 530-13 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 m OK 0.00 crete LRFD 8.00 # 5 10.00 enter 0.884 941.3 376.0 6,083.7 psi = psi = 40.4 psi = 82.2 in2 = in = 4.00 psi = psi = psf = 100.0 = Medium Weight = ASD psi = 3,000.0 psi = 60,000.0 Use menu item Settings > Printing & Title Block Title 8'-0" retaining wall Page: 2 to set these five lines of information Job #: Dsgnr: Date: 26 AUG 2019 for your program. Description.... This Wall in File: E:1Projects\19054.01 Evans Residence\Engineeringlretaining wall.RPX RetalnPro (c) 1887-2018, Build 11.18.06.30 License: Kw-06062015 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.3245 in2/ft (4/3) * As: 0.4327 in2/ft Min Stem T&S Reinf Area 1.568 in2 200bd/1y : 200(12)(4)/60000 : 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0009bh : 0.0009(12)(8) : 0.0864 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area: 0.3245 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.372 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in LFooting Dimensions & Strength] Footing Design Results Toe Width = 1.75 ft Toe Heel Heel Width = _ 2.75 Factored Pressure = 2,177 113 psf Total Footing Width = 4.50 Mu': Upward = 2,924 0 ft-# Footing Thickness = 12.00 in Mu': Downward = 386 3,030 ft-# Mu: Design = 2,538 3,030 ft-# Key Width = Key Depth = 0.00 in 0.00 in Actual 1-Way Shear = 14.43 25.51 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 43.82 82.16 psi Toe Reinforcing = # 5 @ 18.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0009 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not req'd: Mu < phi*5*lambda*sgrt(Pc)*Sm Heel: #4@ 18.52 in, #5@ 28.70 in, #6@ 40.74 in, #7@ 55.56 in, #8@ 73.15 in, #9@ 9 Key: No key defined Min footing T&S reinf Area 0.58 in2 Min footing T&S reinf Area per foot 0.13 in2 /it If one layer of horizontal bars: If two layers of horizontal bars: #4@ 18.52 in #4@ 37.04 in #5@ 28.70 in #5@ 57.41 in #6@ 40.74 in #6@ 81.48 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs it ft-# Ibs ft ft_# Heel Active Pressure = 1,417.5 3.00 4,252.5 Surcharge over Heel - 105.0 4.50 472.5 Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total 1,522.5 O.T.M. 4,725.0 Resisting/Overturning Ratio = 2.23 Vertical Loads used for Soil Pressure = 3,680.0 Ibs Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over Heel = 2,000.0 3.46 6,916.7 Sloped Soil Over Heel = Surcharge Over Heel = 83.3 3.46 288.2 Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 105.0 0.88 91.9 Surcharge Over Toe = Stem Weight(s) = 816.7 2.08 1,701.5 Earth @ Stem Transitions= Footing Weight = 675.0 2.25 1,518.8 Key Weight = Vert. Component = 4.50 Total = 3,680.0 Ibs R.M.= 10,516.9 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. SfA Evans Residence 20020 83rd Ave W, Edmonds, WA 98026, USA Latitude, Longitude: 47.8171696,-122.3459886 I Maple wood.t7t Cooperative Maplewood Center ` Fj Diaz Date 628/2019. 11:34:59 AM Design Code Reference Document ASCE7-10 Risk Category 11 Site Class D - Stiff Soil Type Value Description Ss 1.279 MCER ground motion. (for 0.2 second period) S1 0.501 MCER ground motion. (for 1.Os period) SMs 1.279 Site -modified spectral acceleration value Sttt 0.751 Site -modified spectral acceleration value SDs 0.853 Numeric seismic design value at 0.2 second SA SD1 0.501 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category OSHPD Map data KQ019 Desch tion Seismic Data BY )MD Project No. Date 06/28/19 19054.01 ID E WAY Project Evans Residence Checked Sheet No. 5 ENGINEERING Date �•D� MSFRS Seismic Loads Seismic Parameters: Latitude/Longitude Risk Category Importance Factor, Ie Soils Site Class SDS SD1 Seismic Design Category 47.8171696,-122.3459886 II (ASCE 7-10, Table 1.5-1) 1.00 (ASCE 7-10, Table 1.5-2) D (Per geotech, else 'D' assumed) 0.853 (USGS) 0.501 (USGS) D (ASCE 7-10, Table 11.6-1, -2) Building Properties: Response Modification Coefficient, R = 6.5 (ASCE 7-10, Table 12.2-1) Overstrength Factor, no = 3.0 (ASCE 7-10, Table 12.2-1) Deflection Amplification Factor, Cd = 4.0 (ASCE 7-10, Table 12.2-1) Fundamental Period, Ta = Cthn" Ct = 0.02 (ASCE 7-10, 0.179 x= 0.75 Table 12.8-2) k = 1 (ASCE 7-10, Section 12.8.3) Seismic Response Coefficient, Cs: V = 0.044SDSI (Minimum) V = (SDsIW)/R V = (SD1I)/RTa (Maximum) Vertical Distribution of Seismic Forces: 0.038 W 0.131 W GOVERNS 0.431 W Diaphragm DL Area wDL Story w;h, wxhx Force Fx Sum Level (psf) (ft`) (kips) Ht. (ft) (k-ft) 7 wihik (kips) Fx Roof Framing 23.3 1418 33.0 18.58 614 0.49 4:22 4.22 2nd Framing 25 2402 60.1 10.49 630 0.51 4.33 8.55 Base Shear (ULT) _ Base Shear (ASD) _ Diaphragm Design Forces: f = 93.1 1244 1.00 8.55 12.22 kips 8.55 kips Diaphragm wl E w; Fi E F; f F, * wox Fpx (Min) Fpx (Max) Fpx Level (kips) (kips) (kips) (kips) f w; 0.2SDSIWpx 0.4SDsIWpx Govern Roof Framing 33.0 33.0 4.2 4.2 4.2 3.95 7.89 4.22 2nd Framing 60.1 93.1 4.3 8.6 5.5 7.17 14.34 7.17 �....,.r...... oy JMD rro,ecr rvo. Seismic Base Shear Date 6/28/2019 19054.01 IDE WAY Project Evans Residence checked Sheet No. 1 5 ENGINEERING I Date ' O-z' '4 6, p - -S - -g- C t' ti L I 0sf F Elevation SOO 0 6 2.0 2.4 3 2 ,4 A Lye ti E J m i-t cl s 2 Elevation 750, 5 C, 0, 250 -2SO 0. S 2,4 ...... Description Kzt By JMD Project No. 19054.01 Date 06/28/19 ID E WAY 5 S Project Evans Residence Checked Sheet No. ENGINEERING - I Z, 0? Date %k)v►n AtjAL-Y . 5 P= p3 r►�CLoS�pl STVAp1,r rX GlGh�!F-£it.��Ds< . �rA✓<'7 !tc?rA t —��5� ��,sGol'SFJFcHrzl 26.615N �= rinsJj �Vio►��- �t��k �2E(!S� G � I��•Z�z Q ' �G.Z�Z rZ li '�7 -7 ''L _ r _ I _ [I III I I I— - —I I I / 1• 0, ta I • ('2cN i �S�C k � ZND : A - OFTT' SGc M =1 G �(�i3�— (rflJ 9 5 G ,213r=fZ r F = ZG.6 f�,F- 00—Fl - 4- « s� .1 B.� F 2 36�1q M = 16 5 � �S�Z-E �PSi-. ���.'- Z��pSF•C-�Z..Y_F'i�'-I-1�.�I'S�'�gO.g�Z; Cij€�GS tr r 1O'CA s Poor, A =35.-7- f ;,-~ G; rjo, I f�z 32 D ; A, 5 s. p,: ?3, (o PC' AND. Fe, p f5r'3S.Z[✓Z+17.7f (Z. I7o• I f7z= 394 roe wS�H �t- F3XD = 26.6P5F , ss. eft + 17.7-FT2- Q-5.3 Prz"= 635� 1� ca- �qz2 tab = Z6.6,F5Y > (L t 1-7-:TV-.231. 7- Ft Z= I(63� * orL SZ�ct I�f3S-I,- G-oofr4�s F311D = Ll t 53 Faoo =316k# L= IDZI f Srp[ Fj�,o.6•F took-�Z14$ uesonpuon Wind Analysis DY ]MD rru/va rvu. Date 06/28/19 19054.01 ID E WAY Project Evans Residence — checked sheet No. ENGINEERING Date ZJ(f / f - -4 N` 1 j I I � -r-; el G k rr �J,y) 1 y IZ %r S Z Z-, 5 TA I- `s r 0 13W wf 0�/" 'I �Afrt �3-Z Lr R3, F-,z=Z7- E6e 97 ►_ ;Z�'� t irJb'5F•--2,to 6Z6 �q IHIB� yI.ZS' vt_ OR �l ofL ZZ�4 _ N- �J - 4220 �Fi2 ���6 ' g07 z L77000'• ZIOr*5F 56D� 16�� "CO % r_Q- t{ZZO .SS3i r�=16y6'Y"? OfL ZZt`1# 6K6'`� QR s/t.Y16gCF_r�-�3'_ �l�d Wes, !`tl� �r iv_ L cz cO '�Zzo Lr,���: �.�t4�r r %0P, f-TIfT" = So9 '� r_� 1�t(iety O2. �.zt4 r'�t0� DFzS�€`!4f(G�•I�1,6t= �U3 l9.zS' �S w OR- Sc( 0PI-r• 8.5'='157 60 Description Roof - Lateral Load Distribtion er JMD Project No. Date 06/28/19 19054.01 ID E WAY Pro-ect Evans Residence checked Sheet No. 1 5 ENGINEERING Date 'G.QS f s ra M'�M . 1 r ttr 8� 0 -- + M N It r 11-4" Iort1 ' N ►�' I I'A g.( M � u �_ trAVz o to !w I� It N r ( I s - �� v 0- 1 1.2Z �p � 6 , Wit' -71-O�it ` Q It i V 2+330* L,Sgv�zt =zz3o�2 o(z 33� '�ti I_ 6 4330'.101 2; k3k9# Q oR 6k& &' 3`77-e, Qk � ,z3.lr� Z'tozffz fi f ,18•S =Z6 W z► 5�gt�oZ.Br,;t<z_14tEQ OUL qou63r)Lj J iJ Description 3rd - Lateral Load Distribtion JMD Projec No. Date 06/28/19 19054.01 ID E WAY Project Evans Residence checked Sheet No. ENGINEERING Date Z-0fo 9` Gf,. �•'LoS7 of /THrZy L r vr-c- 6,� 6-4 Dc:, "ir(r-- ����,�A�lr-r.1T� c.-C10v(� � (C.n9 i2- t,)ta—e, (Af ,-tp A)d ,�` 1c��SJ`ri� ...p ;,(tL. d!�-<Ft'i-�.'FJ w�"' 4'C �"✓C`-�F'i-'1 !r',�'� ,�'"s-i(!� ��S1J� Description 2nd - Lateral Load Distribtion BY JMD Project No. Date 06/28/19 19054.01 ID E WAY Project Evans Residence Checked Sheet No. ENGINEERING Date Z,O:T— Roof Framing Shear Wall Design Front to Back) Wind Force Line 1= 279 LB Line 2= 1786 LB Line 3= 1646 LB Line 4= 509 Wall Wall Lng Wall Ht Trib Rf V Wall Force (V*h/2w) SW Callout HD Length Gross Uplift .48DL Net Uplift Net Uplift Holdown Line ft ft Lng ft Reduced Ibs er sched) Obs) Obs Above Ibs) Obs(per sched 1 3.10 8.00 4.00 0.78 140 58 SW6 2.85 457 98 0 358 Not Reqd 1 3.10 8.00 4.00 0.78 140 58 SW6 2.85 457 98 0 358 Not Reqd 2 4.00 8.00 8.84 1.00 272 68 SW6 3.75 678 196 0 481 Not Reqd 2 3.83 8.00 8.84 0.96 261 71 SW6 3.58 680 188 0 492 Not Reqd 2 5.90 8.00 8.84 1.00 402 68 SW6 5.65 663 290 0 374 Not Reqd 2 12.50 8.00 8.84 1.00 851 68 SW6 12.25 648 614 0 34 Not Reqd 3 20.00 8.00 8.84 1.00 973 49 SW6 19.75 459 982 0 -523 Not Reqd 3 5.25 8.00 8.84 1.00 255 49 SW6 5.00 476 258 0 219 Not Reqd 3 4.30 8.00 8.84 1.00 209 49 SW6 4.05 482 211 0 271 Not Reqd 3 4.30 8.00 8.84 1.00 209 49 SW6 4.05 482 211 0 271 Not Reqd 4 2.16 8.00 4.00 0.54 255 NA F. Transer 1.91 #VALUE! 68 0 #VALUE! #VALUE! 4 2.16 8.00 4.00 0.54 255 NA F. Transer 1.91 #VALUE! 68 0 #VALUE! #VALUE! 5 Cc - SUM 4220 Roof Framing Shear Wall Desi n Side to side Wind Force Line A= 626 LB Line B 1669 LB Line C 1371 Line D 560 Wall Wall Lng Wall Ht Trib Rf V Wall Force (V*h/2w) SW Callout HD Length Gross Uplift 0.48DL Net Uplift Net Upli Holdown Line ft ft Lng ft Reduced Ibs(per sched) Obs) Obs Above Ibs(per sched A 2.42 8.00 4.00 0.61 157 107 SW6 2.17 674 77 0 597 -1Rgr!M A 2.42 8.00 4.00 0.61 157 107 SW6 2.17 674 77 0 97 "MS73} A 4.83 8.00 4.00 1.00 313 65 SW6 4.58 637 153 0 484 Not Reqd B 4.67 8.00 7.33 1.00 454 97 SW6 4.42 958 204 0 754 MST37 B 12.50 8.00 9.33 1.00 1215 97 SW6 12.25 925 636 0 290 Not Reqd C 9.79 8.00 7.33 1.00 818 84 SW6 9.54 800 428 0 372 Not Reqd C 6.62 8.00 9.33 1.00 553 84 SW6 6.37 810 337 0 473 Not Reqd D 4.25 8.00 4.00 1.00 319 75 SW6 4.00 745 135 0 611 0 D 3.20 8.00 4.00 0.80 241 94 SW6 2.95 761 101 0 659 MST37 SUM 4226 3rd Floor Framing Shear Wall Desi n Front to back Wind Force Line 1= 2230 LB Line 3= 4349 LB Line 4= 1971 Wall Wall Lng Wail Ht Trib FI V Wall Force (V*h/2w) SW Callout HD Length Gross Uplift 0.48DL Net Uplift Net Uplift Holdown Line ft ft Lng ft Reduced ibs(per sched) Obs) Obs Above Ibs) Obs er sched 1 5.25 10.50 5.00 1.00 551 305 SW6 5.00 1304 214 0 1090 HDU2 1 9.50 10.50 5.00 1.00 997 105 SW6 9.25 1275 386 0 889 HDU2 1 3.25 10.50 5.25 0.62 341 170 SW6 3.00 1345 135 0 1210 HDU2 1 3.25 10.50 4.00 0.62 341 170 SW6 3.00 1345 121 0 1224 HDU2 ✓ 3 18.75 10.50 14.75 1.00 2103 112 SW6 18.50 1345 1421 0 �! W Not Reqd 10.50 6.34 1.00 909 112 SW6 7.85 1369 369 0 -UQi- HDU2 3 '92 10.50 7.75 1.00 1337 112 SW6 11.67 1355 603 0 .oqq w HDU2✓ 4 3. 10.50 11.29 0.64 262 120 SW6 3.13 990 214 0 776 HDU2 4 3.10 10.50 4.00 0.59 240 131 SW6 2.85 997 115 0 882 HDU2,/ 4 3.25 10.50 4.00 0.62 252 125 SW6 3.00 993 121 0 873 MST37 4 3.25 10.50 4.00 0.62 252 125 SW6 3.00 993 121 0 873 MST37✓ 4 5.25 10.50 6.00 1.00 407 78 SW6 5.00 963 232 0 7-10 MST37 4 7.20 10.50 4.00 1.00 558 78 SW6 6.95 950 267 0 683 MST37 SUM 8550 3rd Floor Framing Shear Wall Design Side to side Wind Force Line A= 2750 LB Line C= 4480 LB Line C= 1323 LB Wall Wall Lng Wall Ht Trib FI V Wall Force (V*h/2w) SW Callout HD Length Gross Uplift 0.48 Net Uplift Net Uplift Holdown Line ft ft Lng ft Reduced Ibs(per sched) Obs) Obs Above Ibs) Obs(per sched A 2.00 10.50 4.00 0.38 554 NA • P. Frame 1.75 #VALUE! 74 0 *VALUE! #VALUE! A 2.00 10.50 4.00 0.38 554 NA P 1.75 #VALUE! 74 597 #VALUE! #VALUE! A 5.92 10.50 4.00 1.00 1641 277 SW 5.67 3424 220 0 3205 HDU4 C C 12.67 _ 1.6V 10.50 10.50 4.00 4.00 1.00 1.00 2814 1666 222 222 6 SW6 12.42 7.25 2680 2718 470 278 0 0 2211 2 HDU2 / HDU4✓ D 6.00 8.33 10.50 10.50 4.00 4.00 1.00 1.00 360 499 60 60 SW6 SW6 5.75 8.08 740 731 222 309 0 659 17 10tri 41%;7 HDU2 D 7.75 10.50 4.00 1.00 464 60 SW6 7.50 732 287 0 / 445 Not Reqd SUM 8553 INQ�(i5 SKGA�2 (,Jt1-L%S C'K�� �Y �tvDr,�L'�.Jl� G1Q�Q+�d To La-',✓G- 'Oa9 KO R-CQj Z�S Wall DL= 9.00 psf Foundation Hold -Downs Shear Wall Schedule Roof DL= 15.00 psf Not Reqd -10000 Ibs NA 0 pif Floor DL= 15.00 sf Not Reqd 500 Ibs SW6 8d@6"o.c. 242 plf Hold -Down Schedule HDU2 (2)-2x HF 2215 Ibs SW4 8d@4"o.c. 353 plf Not Reqd -10000 Ibs HDU4 (2)-2x HF 3285 Ibs SW3 8d@3"o.c. 456 pif Not Reqd - 500 Ibs HDUS (2)-2x HF 4340 Ibs SW2 8d@2"o.c. 595 pif MST37 (2)-2x HF 2355 Ibs HDUB 4x6 DF #2 6580 Ibs 2SW4 8d@4"o.c. 707 pif MST48 (2)-2x H 3640 Ibs HDU11 6x6 HF 9610 Ibs 2SW3 8d@3"o.c. 911 pif MST60 (2)-2x HF 5405 ibs Re -Design - 12426 Ibs 2SW2 8d@2"o.c. 1190 pif Re-Desi n - 5406 Ibs Re-Desi n 1250 Dif Description Seismic - Shear Wall Design By JMD Project No. ID E WAY Date 6/29/2019 19054.01 Project Checked Sheet No. ENGINEERING Evans Residence Date -L,?6 45 ( 37 Nc,TG : Ss�cz c (Plus Pal*) Go�6a,�►s ak- a `A=�6-PJ Roof Framing Shear Wall Des n Front to Back Wind Force Line 1= 377 LB Line 2= 807 LB Line 3= 646 LB Line 4= 404 Wall Wall Lng Wall Ht TO Rf V Wall Force (V*h/2w) SW Callout HD Length Gross Uplift 0.6 Net Uplift Net Uplift Holdown Line ft ft Ln ft Reduced Ibs ersched Ibs) Obs Above Ibs) Obs ersched 1 3.10 8.00 4.00 0.78 189 78 SW6 2.85 617 123 0 494 Not Reqd 1 3.10 8.00 4.00 0.78 189 78 SW6 2.85 617 123 0 494 Not Reqd 2 4.00 8.00 8.84 1.00 123 31 SW6 3.75 306 246 0 61 Not Reqd 2 3.83 8.00 8.84 0.96 118 32 SW6 3.58 307 235 0 72 Not Reqd 2 5.90 8.00 8.84 1.00 182 31 SW6 5.65 300 362 0 -62 Not Reqd 2 12.50 8.00 8.84 1.00 385 31 SW6 12.25 293 767 0 -474 Not Reqd 3 20.00 8.00 8.84 1.00 382 19 SW6 19.75 180 1228 0 -1047 Not Reqd 3 5.25 8.00 8.84 1.00 100 19 SW6 5.00 187 322 0 -135 Not Reqd 3 4.30 8.00 8.84 1.00 82 19 SW6 4.05 189 264 0 -75 Not Reqd 3 4.30 8.00 8.84 1.00 82 19 SW6 4.05 189 264 0 -75 Not Reqd 4 2.16 8.00 4.00 0.54 202 NA F. Transer 1.91 #VALUE! 86 0 #VALUE! #VALUE! 4 2.16 8.00 4.00 0.54 202 NA F. Transer 1.91 #VALUE! 86 0 #VALUE! #VALUE! SUM 2234 Roof Framing Shear Wall Desi n Side to side Wind Force Line A= 643 LB Line B 980 LB Line C 803 Line D 467 Wall Wall Lng Wall Ht Trib Rf V Wall Force (V*h/2w) SW Callout HD Length Gross Uplift 0.6DL Net Uplift Net Uplift Holdown Line ft ft Ln ft Reduced Ibs ersched) Obs) Obs Above Obs) (Ibs ersched A 2.42 8.00 4.00 0.61 161 110 SW6 2.17 692 96 0 596 MST37 A 2.42 8.00 4.00 0.61 161 110 SW6 2.17 692 96 0 596 MST37 A 4.83 8.00 4.00 1.00 321 66 SW6 4.58 654 191 0 463 Not Reqd B 4.67 8.00 7.33 1.00 267 57 SW6 4.42 563 255 0 308 Not Reqd B 12.50 8.00 9.33 1.00 713 57 SW6 12.25 543 795 0 -251 Not Reqd C 9.79 8.00 7.33 1.00 479 49 SW6 9.54 469 534 0 -66 Not Reqd C 6.62 8.00 9.33 1.00 324. 49 SW6 6.37 474 421 0 54 Not Reqd D 4.25 8.00 4.00 1.00 266 63 SW6 4.00 621 168 0 453 Not Reqd D 3.20 8.00 4.00 0.80 201 78 SW6 2.95 634 127 0 508 MST37 SUM 2893 3rd Floor Framina Shear Wall Desl n Front to back Wind Force Line 1= 1800 LB Line 3= 2694 LB Line 4= 1688 Wall Wall Lng Wall Ht Trib FI V Wall Force (V*h/2w) SW Callout HD Length Gross Uplift 0.6DL Net Uplift Net Uplift Holdown Line ft ft Ln ft Reduced Ibs er sched) Obs) Obs Above Ibs) Obs er sched 1 5.25 10.50 5.00 1.00 445 85 SW6 5.00 1052 267 0 785 HDU2 1 9.50 10.50 5.00 1.00 805 85 SW6 9.25 1029 483 0 546 HDU2 1 3.25 10.50 5.25 0.62 275 137 SW6 3.00 1086 169 0 917 HDU2 1 3.25 10.50 4.00 0.62 275 137 SW6 3.00 1086 151 0 935 HDU2 3 18.75 10.50 14.75 1.00 1303 69 SW6 18.50 833 996 0 -7'4 -1!62; Not Reqd 3 8.10 10.50 6.34 1.00 563 69 SW6 7.85 848 185 0 664 HDU2 10.50 7.75 1.00 828 69 SW6 11.67 840 333 0 -167 HDU2 4 3.38 10.50 11.29 0.64 247 114 SW6 3.13 935 268 0 668 HDU2 4 3.10 10.50 4.00 0.59 227 124 SW6 2.85 942 144 0 798 HDU2 4 3.25 10.50 4.00 0.62 238 118 SW6 3.00 938 151 0 787 MST37 4 3.25 10.50 4.00 0.62 238 118 SW6 3.00 938 151 0 787 MST37 4 5.25 10.50 6.00 1.00 384 73 SW6 5.00 909 291 0 619 MST37 4 4.83 10.50 4.00 0.92 354 80 SW6 4.58 913 224 0 689 MST37 SUM 6182 3rd Floor Framing Shear Wall Design Side to side Wind Force Line A= 2750 LB Line C= 3521 LB Line C= 1336 LB Wall Wall Lng Wall Ht Trib FI V Wall Force (V*h/2w) SW Callout HD Length Gross Uplift 0.6DL Net Uplift Net Uplift Holdown Line ft ft Lng ft Reduced Ibs ersched) (Ibs) (Ibs Above Ibs) Obs(per sched A 2.00 10.50 4.00 0.38 554 NA P. Frame 1.75 #VALUE! 93 0 #VALUE! #VALUE! A 2.00 10.50 4.00 0.38 554 NA P. Frame 1.75 #VALUE! 93 596 #VALUE! #VALUE! A 5.92 10.50 4.00 1.00 1641 277 SW4 5.67 3424 274 0 3150 HDU4 C 12.67 10.50 4.00 1.00 2212 175 SW6 12.42 2107 587 0 1519 HDU2 C 7.50 10.50 4.00 1.00 1309 175 SW6 7.25 2136 348 0 1789 HDU2 D 6.00 10.50 4.00 1.00 363 61 SW6 5.75 747 278 0 469 Not Reqd D 8.33 10.50 4.00 1.00 504 61 SW6 8.08 738 386 508 860 HDU2 D 7.75 10.50 4.00 1.00 469 61 SW6 7.50 740 359 0 380 Not Reqd SUM 7607 Wall DL= 9.00 psf Foundation Hold -Downs Shear Wall Schedule Roof DL= 15.00 psf Not Reqd -10000 Ibs NA - 0 pif Floor DL= 15.00 DSf Not Reqd 500 Ibs SW6 8d@6"o.c. 242 plf Hold -Down Schedule I HDU2 (2)-2x HF 2215 Ibs SW4 8d@4"o.c. 353 pif Not Reqd - -10000 Ibs HDU4 (2)-2x HF 3285 Ibs SW3 8d@3"o.c. 456 plf Not Reqd - 500 Ibs HDU5 (2)-2x HF 4340 Ibs SW2 8d@2"o.c. 595 pif MST37 (2)-2x H 2355 Ibs HDU8 4x6 DF #2 6580 Ibs 2SW4 8d@4"o.c. 707 pif MST48 (2)-2x H 3640 Ibs HDU11 6x6 HF 9610 Ibs 2SW3 8d@3"o.c. 911 plf MST60 (2)-2x H 5405 Ibs Re -Design - 12426 Ibs 2SW2 8d@2"o.c. 1190 pif Re -Design 5406 Ibs Re -Des! n 1250 olf " Description Wind - Shear Wall Design By ]MD Project No. S, E V S Date 6/29/2019 Checked Sheet No. E N G I N E E R I N G Evans Residence Date 2 0 Project Information Code: Date: 7/1/2019 Designer: 1MD Client: Evans Residence Project: Wall Line: Roof - Line 4 V (1b) L31(q Loi(It) L2(It) z S lw,s(ft) Shear Wall Calculation Variables V1 509 lbfJ Opening 1 Ad). Factor Method = 2bs/h - -- 1-11 2.20 ftl ha1 0.75 ft Wall Pier Aspect Ratio Adj. Factor L2 2.20 ft hoi 5.50 It P3=hol/L1= 2.50 0.800 h-,ii 8.25 ft hbl 2.00 ft P2=ho2/L2= 2.50 0.800 L.a 10.73 ft Lol 6.33 It 1. Hold-down forces: H = Vhw,/L„g 391 lbf 6. Unit shear beside opening V1= (V/L)(Li+Tl)/L1= 116 plf 2. Unit shear above + below opening V2 = (V/L)(T2+L2)/L2 = 116 pif First opening: vat = vb1= H/(hal+hbl) = 142 pif Check V3*L3+V2*L2=V? 509 Ibf OK 3. Total boundary force above + below openings First opening: 01= val x (Lol) = 901 Ibf 4. Comer forces F3 = OS(Ll)/(L3+L2) = 450IN F2 = O1(L2)/(Ll+L2) = 4501bf S. Tributary length of openings T1= (Ll*Lol)/(L1+L2) = 3.17 ft T2 = (L2*Lol)/(Li+L2) = 3.17 ft Check Summary of Shear Values for One Openl Line 1:vcl(hal+hbl)+Vl(hol)=H? Line 2:val(hal+hbl)-vcl(hal+hbl)-Vl(hol)=0? SW,& Req. Sheathing Capac Req. Strap Fc Req. HD Force Req. Shear Wall Anchorage Force (v, 4So %/Cad*/ifka'('mT, 7. Resistance to comer forces R3=V1*1.1= 2551bf R2 = V2*L2 = 255 Ibf 8. Difference comer force +resistance Rl-F3=-1961bf 11242 = -196 Ibf 9. Unit shear in comer tones vcl = (RI-F3)/L3 = -89 pif vc2 = (R2-F2)/L2 = -89 pif D. 100pL00--Y3• ((5 W.ktf?NSF-C.26)•Z-7- L NC- (AfJr- r-- 9► N6�rs�sett / o He% DoQI -245 636 391 391 -245 636 0 -245 636 3911bf 41 esign Summary 145 pif 4-Term Deflection 0.097 in. 3-Term Deflecth 450 Ibf 4-Term Story Drift %1 0.004 % 1 3-Term Story Drift 3U IbL See Page 2 4 pplf Req. Sheathing Capacity has been adjusted per the Aspect Ratio Factor In SDPWS 4.3.4.2 _DID. -' 10 Fa,w (� vC� �Ya�'c.fi,FNSFGii- ��Irt��c2 W� See Page 3 APA Disclaimer The information rontained herein is inrenced for use as a resource ro aid in the shear won design based on APA - The Engineered Wood ALSO WIa ni resting and kMa Wge of wood -framed shear wa:; system design u;i;izirg rhr Jorce zransler around openings (FTADj merhadafogY NeitherAPA, norits member mangfac:rers, make any --my, rrprcuea ar imRired, or assume any;eq.; fioai:iy or respansibuinfor:he arcurory• e, aRA�ication of and/or rcJererte :o opiriorts, findings, ron:znians. ar remmmendoaons irc:uded in this roicafazor. Corso+: your fxa; jurisa¢:ion or design Frahss;ona; io aszurr comptiarre t+•.ra rodr, conzrrurziar,, ono Performance requirements. Because APA has no car,:ra aser Gtra:iry a'wx;mo shiF or the wnditions uruer which engineered wood Frpdux:s are used, iz cannot accept rezporsiai7iy of Rrodurt Ferformance ordesigns as acruarryconsvucted. 02018APA-THE ENGINEERED WOOD ASSOCIATION -ALL RIGHTS RESERVED -ANY COPYING. AIOWX4T/0H-DISTRIBUTION, OR OTHERUSE OF THIS PUBLICATION OTHER THAN AS EXPRESSLY , AUTHOR2ED BYAPA 15 PROHIBITED BY THE U.S. COPYRIGHT LAWS. Project Information Code: Date: 7/1/2019 Designer. 1MD Client: Evans Residence Wall Line: Roof - Line 4 Shear Wall Deflection Calculation Variables Sheathing: Wood End Post Values: Nail Type: PI wood Sheathing Material Species: Hem Fir 15/32 Performance Category E:J 1.20E+06 (psi) APA Rated Sheathing Grade Qty Stud Size Nail Spacing: Dimensions: 2x6 2x6 HD Capacity: Gt Override A: (in.) HD Deflection: Ga Overide A Override: on. ) Four -Tenn Equation Deflection Check 3 + h— + 0.75hea+ deb (Equation 23-2) EAb Sheathing: Nail: Yazd v:tren : E: h: A: Gt: Nail Spacing: Vn: e: b: HD Capacity: HD Defl: Pier 14 Pier 1-R 2-1. Pier 2-R 15/32 15/32 _Pier 15/32 15/32 8d common 8d common Sd common 8d common 116 116 116 116 165 165 165 165 1.20E+06 1.20E+06 1.20E+06 1.20E+06 8.25 6.25 6.25 8.25 27,000 27,000 27,000 27,000 6 6 6 6 83 83 83 83 0.0023 0.0023 0.0023 0.0023 2.20 2.20 2.20 2.20 1 1 1 1 0.00001 0.00001 I 0.00001 0.00D01 Check Total Deflection of Wall System (Plf) (plf) (psi) (ft) (in.Z) (Ibf/in.) (in.) (plf) (in.) (ft) (Ibf) (in.) Pier 1 Pier 2 6 6 1 1 0.00001 0.00001 Pier 1(left) Pier 1(right Term 1 Bending Term 2 Shear Term 3 Fastener Term 4 HD-1 Term 1 Bending Term 2 Shear Term 3 Fastener Term 4 HD-2 0.050 0.014 0.051 1 0.038 1 0.011 0.029 Sum 0.116 Sum 0.079 Pier 2 (left) Pier 2 (right) Term 1 Bendin Term 2 Shear Term 3 Fastener Term 4 HD-1 Term 1 Bendin Term 2 Shear Term 3 Fastener Term 4 HD-2 0.038 0.011 0.029 0.050 0.014 0.051 Sum 0.079 Sum 0.116 APA Disclaimer Total Defl. 0.097 (in.) 0.0039 ]%drift The irfortnotian ronrainea herein is intenaeafor use as a resource to aid in the shear all design aased or. APA —The Engineered Wood Association's tesrirg and knowledge of woomf®med shear won system design uriii:irg thefoRe transfer ono ra operinps /FTADj metnodolpgy. Neither APA,ror ins memoer monufacturcrs, make ory warrprty, txprnsea orimp;ied, or assume cny legal iiooiliry or rtsporsibiriryfor the acrurocy,use, apPUCation of, and/or referen:e to opiriors, hadings, ronc�asions. or rec rnenaaaons wl deo,n In's m-1-lator. coml. your;oca(j:msdittioa or aesign pmresslona; to assure compliance mrh code, consnvction, and Perfonnorce requirements. Beco-APA has no tanrro: over quality of warkmorship or the corairi W;s Ufde! wnrth engineered Wwd produrts are Used, it cannot accept respansihiury of product perfdrmanCe or aesigns as acnnify constructed 02018 APA- THE ENGINEERED WOOD ASSOQATION • All RIGHTS RESERVED' ANY COPYING, 6600S f4TION, DISTRIBUTION, OR OTHER USE OF THIS PUBLICATION OTHER THAN AS EXPRESSLY AUTHORIZED BYAPA 15 PRON/BOED BY THE U.S. COPYRIGHT LAWS. �] / Project Information Code: Date: 7/1/2019 Designer. JMD _ Client: Evans Residence Wall Line: Roof - Line Three -Tenn Equation Deflection Check _ 8vh3 vh hAa `� EAb + 1000Ga + b (4.3-1) Sheathing: Nail: v.ta: `/l-,Wh: E: h: A: Ga: b: HD Capacity: HD Defl: Pier 1-L Pier 1-R Pier 2-L Pier 2-11 15/32 15/32 15/32 15/32 8d common 8d common 8d common 8d common 116 116 116 116 165 165 265 165 1.20E+06 1.20E+06 1.20E+06 1.20E+06 8.25 6.25 6.25 8.25 10.0 10.0 10.0 10.0 2.20 2.20 2.20 2.20 1 1 1 1 0.00001 0.00001 1 0.0D001 0.00001 rhark Total DPfleetinn of Wall System (plf) (plf) (psi) (ft) (in ) (kips/in.) (ft) (lbf) (In.) Pier 1(left) Pier 1(right) Term 1 Bending Term 2 Shear Term 3 Fastener Term 1 i Bending Term 2 Shear Term 3 Fastener 0.136 0.051 0.103 0.029 Sum 0.187 Sum 0.133 Pier 2 (left) Pier 2 (right) Term 1 BendingShear Term 2 Term 3 Fastener Term 1 BendingShear Term 2 Term 3 Fastener 0.303 0.029 0.136 0.051 Sum 0.133 Sum 0.187 Total Defl. 0.160 (in.) 0.0061 %drift Comment: The 3-term equation is calibrated to be approximately equal to 4-term equation at 1.4•ASD capacity. The infa motian containedherein•. is intendeafor .se as a re—e to trio in iF.e shear aott Cesign based an APA -The Engineered V)aod ASWia-ian's resticg and krawfeoge of viooa-JrameO shear svah system design uriiizirg:he force transfer broord openings (FTAOj mernodology. NeirherAPA, nor irs memberman yacr—, make any •,varwnty, expressea w impued, or asncry legal iiabiiiry or respo sibiliryfar -he accuracy, use, application Of, and/or reference ro opirios, Jinamy!l. cone%:slam', ar rerommertoations irc:uoea m this coicularor Corsui: yorr is^ei?unsaic:Ian or design professionat io ossure comp7iorce rv�tn coCe, construct+or., ortl performance reawtements Se—e APA has no control aver quality of warkmonshw or the conditions under which engineered wood products are USed, it cannot accept responsibiiiry afproducr performance or designs w acraairy comrructetl. 0201E APA- THE ENGINEERED WOOD ASSOCIATION • ALL RIGHTS RESERVED -ANY COPYING, MODIFXATXW, DISTRIBUTION, OR OTHER USE OF THIS PUBLICATION OTHER THAN AS EXPRESSLY AUTHORLTED BYAPA LS PROHIBITED BY THE U.S. COPYRIGHT LAWS. ,-r ��l` ��� ���► ;a�+*�� NrcL =7 I _ 12.S d,SS t 5 �EFoJ ���rJ 60"r(L -�a-rk rcnF PAA t.5 �- f?I ::4OC-k g���i ✓ l S �G(� l�fjB�z --'(%� � s � 1, Z t°LF • I Y- S �� _ `f b 1�'L F � �P Z „�� SH���Kr-rr�G G}DE4,,�la-�r '��8� � ��2 cz ,L.�,j � - = 1 b�f6 #; SZ. s =3 (, ( NOr1raR- wa-,= !06 � �r?S'- DR�F� i�r��-c=CHQ.6f ��• Z0'-3�.�f�r- z��1 Zs = `t3o O (L a ? (`f3,6PLF.►3,'os e-fcv g-D ; S' �aL � Q -c� D-4f>H W = '�� , i Zo 21laZf�� -rY T IF�w P,- C-� Pv 2. --r� Oz�-F�3s� T (�' �')-73 -Se rpi,F Description -Ir By Project No. u� Date I\n,. E WAY Project 5` Checked t Sheet No. ENGINEERING Date 2 (3