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REV1 REVIEWED BLD2021-0705+Structural_Analysis_or_Calculations+2.16.2022_10.53.51_AM+26843731601h Street Residence Remodel Structural Calculations (Rev 2 ) 6907 160t" Street S.W. Edmonds, WA 98026 Snohomish County Sidesway Project No. 21019.04 Prepared By: SIDESWAY ENGINEERINGI 1601h Street Residence Remodel - Rev 2 January 24, 2022 Project No. 21019.04 TABLE OF CONTENTS DESCRIPTION PAGE NO. Project Summary Gravity System Framing & Load Tracing 1.01 - 1.03 Design Loads 1.04 Roof & Floor Framing Design 1.05 - 1.12 Foundation Design 1.13 Lateral System Wind & Seismic Loads 2.01 - 2.03 Lateral Load Distribution 2.04 - 2.06 Force Transfer Shear Wall Design 2.07 - 2.11 20305 87th Avenue W. Edmonds, WA 98026 S, 5WAY (425) 673-4160 ENGINEERING 1601h Street Residence Remodel - Rev 2 January 24, 2022 Project No. 21019.04 Project Description Sidesway Engineering was retained by 4UP-Wash LLC to perform analysis and design as necessary to obtain a building permit for the proposed exterior and interior remodel to the existing single family residence located at 6907 160th Street S.W. in Edmonds. The remodel adds window and door openings throughout the exterior of the structure, removes interior walls, rebuilds and expands the garage, and adds a large deck with a partial roof over it. Several smaller decks are being added as well. The remodel and decks will be conventionally wood framed with existing and new joists spanning to stud bearing walls or beams. The structure bears atop an existing daylight basement with continuous exterior and interior footings. New spread footings are being added where required to accommodate the remodel. The lateral force resisting system consists of sheathed roof and floor diaphragms spanning to various wood stud shear walls around the perimeter and interior. All existing house framing and dimensions were provided to us on the architectural drawings or were obtained from the original 1994 construction drawings. Sidesway did not perform an as -built to verify the accuracy of the provided information. Scope of Work Provide gravity and lateral calculations for the proposed remodel as required to obtain a building permit. Provide structural plans, notes, and details as required for permit. Design Criteria 2018 International Building Code (IBC) 2018 International Existing Building Code (IEBC) ASCE 7-16 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: 100mph, 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 remodel to the single family residence as designed in the following calculations conforms to the 2018 IBC and IEBC. Refer to the calculations and the construction drawings for structural framing requirements. Disclaimer This calculation package is based on the documentation that was available to us. Sidesway Engineering did not perform an as -built to verify the accuracy of the provided data and we should be contacted if there are any discrepancies with the assumptions contained within these calculations. We assume the structure has no known deterioration or damage that would adversely affect capacity. 20305 871h Avenue W. Edmonds, WA 98026 SIDESWAY (425)673-4160 ENGINEERILG pDI �V � Dk- �� c•{2 �.p� �f t' L 6 5 / f lrZ11�fYEsi '[MuiS � I w a Ot OL k v-p (v L �• L 4-4 y ' AVVB� 2101 y � O — — 'Soo �l f SK3aDt, I � czj .16 1 r fiw�. S i N � �'� �J�'y't •+w �(�65(r (�(� >�G� �QcWI� P��- > � aJ } t? Xv1 J iJ E%o`vi- 14ce7"vl- 71t4��.._, �33tsw t (�ilDt [a tpgt 5L q t2 v� , U'K If- 01) D(m2v Lt fDA T&D DeA 0 '"."a F /A �-6 Z, L I LCZ I- + ,,)z M", , S, i; " ( t S --r 2 5) '--'2, i-Af,-vJ �03 �=- Lx -� (A en to r- ljol -,D t-i i,A 11, 4 1-i6 pl --,r 0 3, qD69 a re,r 1,5 ly 6 Description By Project No. D8167- Z 9' Fes} AY I D E W Project Checked Sheet No. 5Date ENGINEERING po'd 4� < 4- .. .. . .... . .............. ...... VS, "A Lf 7-- .0 1-e Data Checked sheet Na IDE WAY ENGINEERING Dare �z L) 7,5 qL c_'715 L Z'_l LA 17(l ell, I P sA X Z_ 5 e� oe 17 Descr)ption By_ Project NO. Date I D E WAY Proect o Cherked ShOjW Alm S/ bENGINEERING l Date Descnption Pro^-f NO. 5 IDE5WAY checKed Shee i f No ENGINEERING 5cio -4- tJj ox fa 230'�- L '313 4� Y 49 r, pu/ -7 S TL 4e 0 C.144 --7 15�1, Z_4, A z -40fl?f r Descnption By Proyea Ato. % Project Ch64*,gd Sheet No. IDE WAY s ENGINEERING date i I Ol + (06 1, e— ) C4 � tl;,],- q 1 4'L 9 q6 C 69� ------------ .4 ,A 4' � �llz IA r 47- LI) LJ r) 30 Z- (- C- L (7-5z:> Description BY PA*a No. Da I D E WAY Project checked Sheet No, 1 5 s ENGINEERING Date Qo— -------- -- r "A- �7- C,.-- + 4- c I"d,;:y De C ft 4- C4 ...... Description f A, By Prwct NO. I D E WAY P"'j-0777t r= Checked Sheet Na Date ENGINEERING 00-7 r-1 L 4-- '10 DL cfto 't>c- C7 C-4- 60 Description BY p Project No. Date I D E WAY 5 5 Project Checked Sheet No. Z- CL- Date ENGINEERING l� Or, -�, 4r DfT cm. zv e-L tti 5,�, ' i q 1, S Sc t,s L Description By Project No. ... -S t' . t� Z lf,)p( t. 0� t f^" I D E WAY Project ' / �\,J Checked Sheet No. ENGINEERING /K^ldV/ Date ��(�� FT (,,At) '- -3,636)o F'r x (o D c—, :tee, e�l - Z'. I I> 4— rq /z 7,1 op tf f, ld r C. t) cli z-.- L 0. ta - 0.,f c2l 1 z ...... Descrptian BY prolect Na ..... 5w Dam I Pfwct oc*SheeND DE AY Chod t ENGINEERING I Date Title : Dsgnr: Description: Job # Date: 8:29AM, 18 JAN 22 Scope : User: KW-0605155, Ver 5.8.0, 1 -Dec-2003 General Footing Analysis Design (c)1983-2003 ENERCALC Engineering Software g 7 g Description 1st Floor Line 1 - North General Information Allowable Soil Bearing 1,500.0 psi Short Term Increase 1.330 Seismic Zone 3 Live & Short Term Combined fc 2,500.0 psi Fy 60,000.0 psi Concrete Weight 150.00 pcf Page 1 Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Width along X-X Axis 1.330 ft Length along Y-Y Axis 22.000 ft Footing Thickness 8.00 in Col Dim. Along X-X Axis 3.50 in Col Dim. Along Y-Y Axis 185.00 in Base Pedestal Height 12.000 in Overburden Weight 120.00 psf Min Steel % 0.0014Rebar Center To Edge Distance 3.50 in ---------- _____---------- LLoads __-__-- Applied Vertical Load... Dead Load 0.800 k ...ecc along X-X Axis 0.000 in Live Load k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left & right) (pressures @ top & bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term k-ft 42.300 k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load k k Live Load k k Short Term k 4.100 k """""r ! Caution: Y(short)ecc>Widt 1.33ft x 22.00ft Footing, 8.Oin Thick, w/ Column Support 3.50 x 185.00in x 12.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 252.0 852.4 psf Max Mu 3.803 k-ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.198 in2 per ft "X' Ecc, of Resultant 0.000 in 0.000 in "Y' Ecc, of Resultant 0.000 in 79.977 in Shear Stresses.... Vu Vn " Phi 1-Way 39.955 85.000 psi X-X Min. Stability Ratio 1,650 1.500 :1 2-Way 0.849 103.784 psi Y-Y Min. Stability Ratio No Overturning Ming Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn *Phi Two -Way Shear 0.45 psi 0.85 psi 0.55 psi 103.78 psi One -Way Shears... Vu @ Left 0.21 psi 0.12 psi 0.08 psi 85.00 psi Vu @ Right 0.21 psi 0.12 psi 0.08 psi 85.00 psi Vu @ Top 3.89 psi 39.96 psi 25.69 psi 85.00 psi Vu @ Bottom 3.89 psi -16.64 psi -10.69 psi 85.00 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru / Phi As Rea'd Mu @ Left 0.01 k-ft 0.00 k-ft 0.00 k-ft 0.3 psi 0.17 in2 per ft Mu @ Right 0.01 k-ft 0.00 k-ft 0.00 k-ft 0.3 psi 0.17 in2 per ft Mu @ Top 0.24 k-ft 3.80 k-ft 2.44 k-ft 208.7 psi 0.20 in2 per ft Mu @ Bottom 0.24 k-ft -1.67 k-ft -1.07 k-ft 91.6 psi -0.17 in2 per ft Title : Job # Dsgnn Date: 8:29AM, 18 JAN 22 Description Scope: General Footing Analysis & Design e^^� Page 2 Description 1st Floor Line 1 - North Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 251.95 251.95 251.95 251.95 psf DL + LL + ST 251.95 251.95 852.39 0.00 psf Factored Load Soil Pressures ACI Eq. C-1 352.73 352.73 352.73 352.73 psf ACI Eq. C-2 320.46 320.46 1,084.16 0.00 psf ACI Eq. C-3 206.01 206.01 696.96 0.00 psf ACI Factors (per ACI 318-02, applied intemally to entered loads) ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor ....seismic = ST * : 1.100 Used in ACI C-2 & C-3 0.900 1.300 1� Add"I 1 4 Factor for Seismic 1.400 Add"I "0.9" Factor for Seismic 0.900 Title : Job # Dsgnr: Date: 8:29AM, 18 JAN 22 Description Scope: Rev: 580001 __ _____�-------- ---- -- User: KW-OW6155, Ver 5.8.0, 1-Dec-2003 General FootingAnalysis & Design Page 1 (c)1983-2003 ENERCALC Engineering Software7 overtuming.ecw:Calculations Description 1st Floor Line 1 - South General Information Code Ref: ACI 318-02, 1997 LIBC, 2003 IBC, 2003 NFPA 5000 Allowable son Bearing 1,500.0 psf Dimensions... Short Term Increase 1.330 Width along X-X Axis 1.330 ft Seismic Zone 3 Length along Y-Y Axis 21.000 ft Live &Short Term Combined Footing Thickness 8.00 in Col Dim. Along X-X Axis 8.00 in fc 2,500.0 psi Col Dim. Along Y-Y Axis 240.00 in Fy 60,000.0 psi Base Pedestal Height 12.000 in Concrete Weight 150.00 pcf Min Steel % 0.0014 Overburden Weight 150.00 psf Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 2.660 k ...ecc along X-X Axis 0.000 in Live Load k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Applied Moments... (pressures @ left & right) Dead Load k-ft Live Load k-ft Short Term k-ft Creates Rotation about Y-Y Axis Applied Shears... (pressures @ left & right) Dead Load k Live Load k Short Term k Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft 60.400 k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k 3,000 k alr1#118aly ■ Caution: Y(short)ecc>Widt 1.33ft x 21.00ft Footing, 8.Oin Thick, w! Column Support 8.00 x 240.00in x 12.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 345.2 1,300.1 psf Max Mu 0.137 k-ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.173 in2 per ft ' X' Ecc, of Resultant 0.000 in 0.000 in "Y' Ecc, of Resultant 0.000 in 81.390 in Shear Stresses.... Vu Vn ` Phi 1-Way 0.810 85.000 psi X-X Min. Stability Ratio 1.548 1.500 :1 2-Way 0.868 106.667 psi Y-Y Min. Stability Ratio No Overturning MingDesign --------___- -----------_-___---------- - -- Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn * Phi Two -Way Shear 0.41 psi 0.87 psi 0.56 psi 106.67 psi One -Way Shears... Vu @ Left 0.00 psi 0.00 psi 0.00 psi 85.00 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi 85.00 psi Vu @ Top -0.81 psi -0,81 psi -0.52 psi 85.00 psi Vu @ Bottom -0.81 psi -0.81 psi -0.52 psi 85.00 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru / Phi As Reo'd Mu @ Left 0.01 k-ft 0.00 k-ft 0.00 k-ft 0.4 psi 0.17 in2 per ft Mu @ Right 0.01 k-ft 0.00 k-ft 0.00 k-ft 0.4 psi 0.17 in2 per ft Mu @ Top 0.02 k-ft 0.14 k-ft 0.09 k-ft 7.5 psi 0.17 in2 per ft Mu @ Bottom 0.02 k-ft -0.04 k-ft -0.03 k-ft 2.4 psi -0.17 in2 per ft la�� Title : Job # Dsgnr: Date: 8:29AM, 18 JAN 22 Description : Scope: User K 003, ,NNE CVer ALL n 1 Engineering So General Footing Analysis & Design Page 2 (c)1983-2t7o3 ENERCALC Engineering Software overtuming.ecw Calculations Description 1st Floor Line 1 - South CSoiI Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 345.24 345.24 345.24 345.24 psf DL + LL + ST 345.24 345.24 1,300.15 0.00 psf Factored Load Soil Pressures ACI Eq. C-1 483.33 483.33 483.33 483.33 psf ACI Eq. C-2 383.08 383.08 1,442.67 0.00 psf ACI Eq. C-3 246.27 246.27 927.43 0.00 psf ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I 1.4" Factor for Seismic 1.400 ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900 ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 Used in ACI C-2 & C-3 A Cir ,,,,E ASCE 7 Hazards Report Address. Standard; ASCL SEt 7-16 Elevation; ass 49fttNAVDsal 6907 1 GOT11 54 SW Risk Category; 11 Latitude: 47654203 Ldmond& VVaShmgton Soil Class: U - Ueaill iwe Longitude. 42 326404 "026 Sect*n I 1 4 3) 0 - Default (see Section 11.4 3) &, 1 1 33 S: NfA S. 0473 T- 6 F, 1.2 PGA. 0572 F, WA PGA 0686 St.!, , 1596 1 2 S', N'A 1 I Sr 1064 C, 1366 Ground motion hazard analysis may be required See ASCL-SLI 7-16 Section 11 4 8 Data Accessed* Fri Apt 02 2021 A (y- C�- 6 fl- iA4Z Seismic Soil Data JMD Date 05/17/21[ 21019-02 160TH Rev Ch#cmd 51DE WAY Nis ENGINEERING MSFRS Seismic Loads Seismic Parameters: Latitude/Longitude Risk Category Importance Factor, I,e Soils Site Class SDS S, F„ SD1 Seismic Design Category Building Properties: Response Modification Coefficient, R Overstrength Factor, no Deflection Amplification Factor, Cd Fundamental Period, Ta, k 1.5*Ts Seismic Response Coefficient, Cs: V = 0.044SDSI (Minimum) V = (SDsIW)/R V = (SDII)/RTa (Maximum) Vertical Distribution of Seismic Forces: 47.854203, 122,326404 II (ASCE 7-16, Table 1.5-1) 1.00 (ASCE 7-16, Table 1.5-2) D (Per geotech, else per 11.4.3) 1.064 (USGS) 0.473 1.87 0.5897 D (ASCE 7-16, Table 11.6-1, -2) 6.5 (ASCE 7-16, Table 12.2-1) 3.0 (ASCE 7-16, Table 12.2-1) 4.0 (ASCE 7-16, Table 12.2-1) Cthn' Ct = 0.02 (ASCE 7-16, 0.216 x= 0.75 Table 12.8-2) 1 (ASCE 7-16, Section 12.8.3) 0.831306 (If 1.5Ts > Ta, see 11.4.8) 0.047 W 0.164 W GOVERNS 0.420 W Diaphragm DL Area wDL Story wih; k wxhx Force Fx Sum Level (psf) (ft`) (kips) Ht. (ft) (k-ft) I w;hi'` (kips) Fx Roof Framing 20 1492 29.8 23.9 713 0.365 5.28 5.28 3rd Framing 21.7 2611 56.7 16.2 918 0.470 6.80 12.09 2nd Framing 31.2 1277 39.8 8.1 323 0.165 2.39 14.48 Base Shear (ULT) _ Base Shear (ASD) _ Diaphragm Design Forces: I = 126.34 1954 1.00 14.48 20.68 kips 14.48 kips-, Diaphragm wi I w; F; I F; I F; . wpx Fox (Min) Fpx (Max) Fpx Level (kips) (kips) (kips) (kips) i w; 0.2SDSIwpx 0.4SD51wpx Govern Roof Framing 29.8 29.84 5.28 5.28 5.28 4.44 8.89 5.28 3rd Framing 56.7 86.50 6.80 12.09 7.92 8.44 16.88 8.44 2nd Framing 39.8 126.34 2.39 14.48 4.57 5.93 11.87 5.93 MFSRS Seismic Loads JMD Dare I D E WAY Sh"rNO. 7,2�,zo2� 2�0�9. 160th Rev 2 Ch&C a ENGINEERING - Dare -02- r � CCTAha A Ml FT� [leva"k)" KZT JMD Data 04/02/21 21019.0.1 DEWAY 16(--: f Residence IZ,C- V 2 Cho&sd show No ENGINEERING Neu (,o 3f tD,-v - L�-� �,„� — Lat DZSr 2.0 TN ZA c &eg- D 3 Gc �G c GtNGHM�GG� fo ; .r — a - ... _...... �' ►' J G'D _ -- —j I _ [PIT- 0 tZ q`��� + N© CkAN6-C-6- r(ows� 4-2z6 =Slbo� N V Z �sr'SQ D t (C>4 (�06 i G s __D 0 c— x 2.oS i a��Jjp 1_ IZ,rZZ N d Lyr�C- Foe- flo -7 ;7 5' z LA) ra4+, PEq 110 C I L lot i By 5 IProject Checked Sheet ft.DE WAY rs- C) 5 Date '2 ENGINEERING �.-,0:7- i VtW6-(Z--- �C,06;F 31 �Y,UCj, 3 PLF _ 5 �i �LF 2�J(2- 171171 Ut, G—iw--r-- a--sq z,., / Ca v (5E 6 Sf-f e c—r Z . va) 6�-AS r 5-r-9E- of 3� S,w = fa q6 , irk -f 3'l�r •3 �o,) p,Y6 - l S t 1, 5 3=p25 - 55oq �. s c— Le 2- t,� r Aa,) S s� Llr-- 13 czxa Lids . 3 FL 1-:7 . 3 • � , g 1 r p. y 6. 39��b 4- fty M. 5 7 kC�) 6-0 Ov G-t2-7-(-�t-J G wa Cl,�SG T s 4-(. 3 31-) �, c— r Description \�j r By w A n Project No. Date` 2Z Z/O/g�y I D E WAY Project Checked Sheet No. 5C.? Tr - ENGINEERING Date �.0 L b v'= =3 z ` w N C--r lrAS t 3-T - l L 1-7 cd 4-4(— P, ---------- I 5 Description J r / By Project No. Date2 Ud Ci( 5 5 I D E WAY Project f _ Checked Sheet No. ENGINEERING Date 7.0� It. A:,-,-fi (76c�F- -!�' ('-r CGSV-- ti-� It- S �c-i O, C -K r 04 i Description P r { By Project No. •-•, Date I D E WAY Project _ _ Checked Sheet No. Date ENGINEERING �,((� Project Information Code: 20181BC Date: 1/13/2022 Designer: 1MD Client: Project: 160th Wall Une: roof line 1 1. Hold-down forces: H = Vh, ,/Lwaii 1076 Ibf 2. Unit shear above + below opening First opening: vat = vb1 = H/(hai+hbi) = 430 pif 3. Total boundary force above + below openings First opening: 01= val x (Lol) = 2668lbf Comer forces F3 = O1(Ll)/(Ll+L2) = 1112 Ibf F2 = Ol(L2)/(Ll+L2) = 1556lbf S. Tributary length of openings T1= (Li*Lol)/(L3+L2) = 2.58 it T2 = (L2*Lol)/(Ll+L2) = 3.62 ft v"Ib :heck Summary of Shear Values for One Opening 6. Unit shear beside opening V1= (V/L)(Ll+Tl)/Ll = 238 plf V2 = (V/L)(T2+L2)/L2 = 238 pif Check Vl*ll+V2*L2=V? 1386lbf OK 7. Resistance to comer forces Rl = VI*L1= 578lbf R2=V2*L2= 909 lbf B. Difference comer force + resistance R1-F1= -534lbf R2-F2 = -7481bf 9. Unit shear in comer zones vc1= (Rl-Fl)/Li = -220 plf vc2 = (R2-F2)/L2 = -220 pif _- - .ine l:vcl al+hbi +Vi(hol)=H? -550 1626 10761bf .ine 2: vai(hal+hbi)-vci(hal+hbi)-VS(hoi)=0? 1076 -550 1626 0 .ine 3:val(hal+hbi)-vc2(hal+hbi)-Vl(hol)=0? 1076 -550 1626 0 .ine 4:vc2(hal+hbl)+V2(hol)=H? -550 1626 1076lbf Design Summary* Req. Sheathing Capacity 430 if 4-Term Deflection 0.025 in. 3-Term Deflection 0.030 in. Req. Strap Force 1556 Ibf 4-Term Story Drift % 0.001 % 3-Term Story Drift % 0.001 % Req. HD Force (H) 10761bf See Page 2 / U See Page 3 ,t ` ,R Req. Shear Wall Anchorage Force (v,,,a,J 115 pif 1...( / E (�'..•` S C �/ (/ -I I ��, Z-�.-� 6 A *The Design Summary assumes that the shear wall is designed asAblocked. yF = L I IA 6- Zt t ( Project Information Code: 2018IBC Date: 1/14/2022 Designer: JMD Client: Project: 160th Wall Une: 2nd floor line 1 1 2.43 ftl L2 3.40 ft h.., 8.73 ft L..ii 12.03 ft 1. Hold-down forces: H = Vhw,it/L, rarra�*swrn�sirei is s L„gtnJ .� Shear Wall Calculation Variables 1.89 ft Wall Pier Aspect Rati 6.84 ft P3=hot/L3= 2.81 O.00ft P2=ho2/L2= 2.01 1715 Ibf 2. Unit shear above + below opening First opening: vat = vb1= H/(hal+hbl) = 907 plf 3. Total boundary force above+ below openings First opening: 01= val x (Lol) = 5623 Ibf 4. Comer forces F3 = 01(L3)/(Ll+L2) = 2344 Ibf F2 = OS(L2)/(LI+L2) = 3279 Ibf S. Tributary length of openings T1= (Ll*Lol)/(Ll+L2) = 2.58 ft T2 = (L2*Loi)/(L3+L2) = 3.62 ft 6. Unit shear beside opening 0.711 0.994 VS = (V/L)(L3+Tl)/Li = 405 plf V2 = (V/L)(T2+L2)/L2 = 405 plf Check Vl*Li+V2*L2=V7 2363lbf OK 7. Resistance to corner forces R1=V1*L1= 9851bf R2=V2*L2= 1378lbf 8. Difference comer force + resistance 11141= -1359lbf R242 = -1901 ibf 9. Unit shear in comer zones vcl = (RI-Fl)/L1= -559 plf vc2 = (R2-F2)/L2 = -559 plf Check Summary of Shear Values for One Opening Line 1:vcl(hal+hbl)+Vl(ho1)=H7 -1057 2772 1715lbf Line 2:val(hal+hbl)-vcl(hal+hbl)-VS(hol)=07 1715 -1057 2772 0 Line 3:va1(hal+hbl)-vc2(hal+hbl)-V1(hol)=07 1715 -1057 2772 0 Line 4: vc2(ha1+hb1)+V2(ho1)=H7 -1057 2772 1715lbf Req. Sheathing Capacity 907 pif �- "�( 5 LIJ_> 4-Term Deflectli Req. Strap Force 3279 Ibf 4-Tenn Story Drift Req. HD Force (H) 1715 Ibf Req. Shear Wall Anchorage Force (v_J 196 plf *The Design Summary assumes that the shear wall is designed as blocked. q(o a )nl 0.023 in. 3-Term Deflection 0.027 in. % 0.001 % 3-Term Story Drift % 0.001 % See Page 2 See Page 3 Q z 2.1Z Project Information Code: 201818C Date: 1/18/2022 Designer: 1MD Project: 160th Wall Une: 1st floor line 1- North V {IbL Llhol L2 T. ft hol hw.o 8.84 ft hbl Lwan 15.40 ft Lol Shear Wall Calculation Variables Opening 1 Adj. Factor Method = 1. Hold-down forces: H - Vh.AI/L„.II 2348 lbf 2. Unit shear above + below opening First opening: vat = vb1= H/(hal+hbl) = 1173 plf 3. Total boundary force above + below openings First opening: 01 = val z (Loll = 7041 lbf 4. Corner forces F1= O1(L1)/(L1+L2) = 4494 lbf F2 = Ol(L2)/(L1+L2) = 2547 lbf S. Tributary length of openings TI = (Ll*Lol)/(Ll+L2) = 3.83 ft T2 = (L2*Lo1)/(Ll+L2) = 2.17 ft P1=hol/L1= 1.14 I N/A P2=ho2/L2= 2.01 0.994 6. Unit shear beside opening V1 = (V/L)(Ll+TI)/Ll = 43S plf V2 = (V/L)(T2+L2)/L2 = 435 pif Check VI*LS+V2*L2=V? 4090lbf OK 7. Resistance to comer forces R1= Vl*L1= 2611 lbf R2 = V2*1_2 = 1479 lbf 8. Difference corner force + resistance RI-F1 = -1883 lbf R2-F2 = -1067 lbf 9. Unit shear in comer zones vc1 = (RI-Fl)/L1= -314 pif vc2 = (R2-F2)/L2 = -314 pif :heck Summary of Shear Values for one opening .me 1:vcl(hal+hbl)+Vl(ho1)=H? -628 2976 2348 lbf .ine 2:val(hal+hbl)-vcl(hal+hbl)-V1(hol)=0? 2348 -628 2976 0 .me 3: val(hal+hbl)-vc2(hal+hbl)-V1(hol)=0? 2348 -628 2976 0 .ine 4:vc2(hal+hbl)+V2(hol)=H? -628 2976 2348 lbf Req. Sheathing Capacity 1 1173 plf t— .CS w L 4-Term Deffectioni 0.012 in. I 3-Term Deflection 0.015 in. Req. Strop force 4494 lbf 4-Term Story Drift % 0.000 % 3-Term Story Drift % 0.001 % Req. HD force (H)1 2348 lbf page 2 See Page 3 Req. Shear Wall Anchorage Force (v_,)l 266 pif -The Design Summary assumes that the shear wall is designed as blocked. �. f D A?-s-23Yg - o. qG <<s u S 1-f pL'z L- r-.'�D 2•13 Project Information Code: 20181BC Date: 1/17/2022 Deslener: 1MD Project: 160th Wall Une: 1st floor line 1- south nifa V (tbf. Lmdft) Shear Wall Calculation Variables VI 2535 lbfj Opening Lll 2.43 ftl hall 1.89 L2 3.40ft hot 6.84 h., 8.73 ft hbl 0.00 L,t 12.03 ft Lol 6.20 1. Hold-down forces: H - Vh_11/1 wm, 1840 Ibf 2. Unit shear above + below opening First opening: vat = vb1= H/(hal+hbi) = 973 pif 3. Total boundary force above + below openings First opening: 01= val x (Lol) = 6032 Ibf 4. Corner forces F1= OS(LS)/(Ll+L2) = 2514lbf F2 = 01(L2)/(L1+L2) = 3518 Ibf S. Tributary length of openings T1= (Ll*Lol)/(Ll+L2) = 2.58 ft T2 = (L2*Lol)/(Ll+L2) = 3.62 It V (1b) P3=hol/L1= 2.81 0.711 P2=ho2/L2= 2.01 0.994 6. Unit shear beside opening VI = (V/L)(Ll+Tl)/L1= 435 plf V2 = (V/L)(T2+L2)/L2 = 435 plf Check Vl*Ll+V2*L2-V? 2535lbf OK 7. Resistance to corner forces R1= V3*L1= 1057 Ibf R2 = V2*L2 = 1478 Ibf 8. Difference corner force + resistance Rl-F1= -1458lbf 11242 = -2040lbf 9. Unit shear in comer zones vc1= (Rl-Fl)/L3 = -600 pif vc2 = (R2-F2)/L2 = -600 plf :heck Summary of Shear Values for One Opening ine 1:vcl(hai+hbl)+Vl(hol)=H? -1134 2974 1840lbf ine 2:val(hai+hbl)-vcl(hal+hbi)-V1(hol)=0? 1840 -1134 2974 0 ine 3:vai(hal+hbl)-vc2(hal+hbi)-V1(hol)=0? 1840 -1134 2974 0 ine 4: vc2(hai+hbi)+V2(hol)=H? -1134 2974 1840 lbf Design Summary* Req. Sheathing Capacity 973 plf 4-Term Deflection 1 0.023 in. 3-Term Deflectioni 0.027 in. Req. Strap Force 3518 Ibf 4-Term Story Drift %1 0.001 % 3-Term Story Drift %1 0.001 % Req. HD Force (H) 1840lbf See Page 2 See Page 3 Req. Shear Wall Anchorage Force (v,,,a,J 211 plf *The Design Summary assumes that the shear wall is designed as blocked. /t z (� S P PLI- S &A 24M