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BLD REVIEWED 20002.06 Calculations-signed[][]NANCY H. DEVI N E, P.E. S T R U C T U R A L E N G I N E E R 17165 NE 5TH ST, BELLEVUE, WA 98008 206-755-2950 NHDEVINEPE@GMAIL.COM Lateral Analysis for Window Revisions for Birkby Residence Addition 839 Cary Road Edmonds, Washington Prepared for: DANIEL G. WELLER Building Designer 17713 15th Avenue NE Shoreline, Washington 98155 (206) 851-1182 Prepared by: NANCY H. DEVINE, P.E. Licensed Structural Engineer 17165 NE 5th Street Bellevue, Washington 98008-4105 nhdevinepe@gmail.com (206) 755-2950 Digitally signed by Nancy H. Devine Date: 2021.03.04 13:30:37-08'00' 20002.06 March 4, 2021 ,tom- vv-w 3° w[nA0-/. 6� rfe, ci,,P- 4l\is C'AAe- A w; A I D --I A°Qs AV+ decxease-� 1 !x.(dI-) V\ e.e_ a1 e d . bath t I I I wl closet c � x11 � wl I l _ - QQ � -X ova Vv�vTl�v. �6l0 --vNr� A� 2 22 closet 13.5x8 III II I II I -J NOTE: VERIFY SMOKE DETECTORS IN EACH BEDROOM AND IN EACH HALLWAY, TYPICAL EACH LEVEL, INSTALL HARDWIRED UNITS IF NEEDED existing master bedroom I 1 n of Ir 7 Y-5 1/7" GAS FIREPLACE INSTALL PER I"IFG. SPECIFICATIONS 0 BUILT-INS I T'. _III 47" HI I EATIN —I-t- "v 4T31/7" -WET-EtiAR- - 9 TR INK UP - - existing m entry m cc; z° balcony ADD BRICK VENEER TO THESE AREAS existing lot covered -, 10 porch - VENT DRYER OUT THE NORTH WALL OR :THE ROOF - ._... .._.. _ l V\, lX 2Lt C �9✓ MAX: I3250' ---�tAfiCkFEx�BTINNG-I Lu :AIL T HATCH EXISTING _ _ �.. - _ - - - Ix CEDAR TRIM �_ __. . -_-� AT CORNERS AND R-30 BATT 1 INSULATION AND R/B PLYWOOD SOFFIT WITH 2" STRIP VENT EXISTING DECK FRAME IN EXIST. AT B TN ROOM COVEI�D DECK PROPOSED DECK Sou h Elevation SCALE: 1/4".I'-0" ACTUAL_ 131A� � � t/ I( i I\ I r REMOVE WINDOW, FRAME IN, MATCH EXISTING EXISTING HOUSE 0 \ / NEW WINDOW MATCH EXI BEVEL SID NANCY H. DEVINE, P.E. STRUCTURAL ENGINEER 17165 NE 5TH STREET, BELLEVUE, WA 98008 206-755-950 NHDEVINEPE@GMAIL.COM Job Name: f trk� c,?i Job Number: 2.00v Z, o By: N N-p Date: 3 -4-- 2c7-I Sheet: M a5+e-r bed roam w i n a Ow rc.V lv w - La f-r&L ..c_-{'�' c.5 . A-4ff'?4�Kc) fo-dc v►r p c'e- Sv Pvw s 4, 3 An 2 1.2.5 — p. I25(�&') Z t--L5 -- 0.1''Z'-1a(2 .S-) -z p.q+ v 6tgs!y PTNO u sew )(Aj -M --I l v 14- w i Ad See, c.&Ad' lit 612nt, f .5 No �1 i l oN _.. S ri��l'� .► T16� Rl D l� = 2cD4 use. D T-T� � � 3/$a � A,-r 2 ("", Q Lo, 0.14 ss � t`12 © LS-T iN O. 14c6 x 2-jlz V cC.A o s . -•► �►� 5 . S fir S � L" N -/ FL ® © d r L J Project Information Code: 2015 SDPWS Date: 3/4/2021 Designer: Nancy H. Devine, P.E., S.E. Client: Chris Town Project: Birkby Residence Wall Line: Master Bedroom window revision Shear Wall Calculation Variables V 432 lbfJ Opening 1 LIJ 3.20ft halA10.50 L2 3.20ft hot hw,ii 8.00ft hbl Lwan 16.90 ft Lo1 1. Hold-down forces: H = Vh_,dLwa,i 2041bf 2. Unit shear above + below opening First opening: vat = vb1= H/(hal+hbl) = 82 pIf 3. Total boundary force above + below openings First opening: 01 = val x (Lol) = 859 Ibf 4. Corner forces F1 = O1(L1)/(L1+L2) = 429 Ibf F2 = 01(L2)/(Ll+L2) = 429 Ibf S. Tributary length of openings T1= (L1*Lo1)/(L1+L2) = 5.25 ft T2 = (L2*Lol)/(Ll+L2) = 5.25 ft Adj. Factor Method = Wall Pier Aspect Ratio P1=hol/L1= 1.72 P2=ho2/L2= 1.72 6. Unit shear beside opening !bs/h . Factor N/A N/A V1 = (V/L)(L1+Tl)/L1= 68 pIf V2 = (V/L)(T2+L2)/L2 = 68 pIf Check Vl*Ll+V2*L2=V? 432 lbf OK 7. Resistance to corner forces R1=V1*1_1= 216 lbf R2=V2*1_2= 216 lbf 8. Difference corner force + resistance R141 = -213lbf R2-F2 = -213 lbf 9. Unit shear in corner zones vcl = (Rl-Fl)/L1= -67 pIf vc2 = (R2-F2)/L2 = -67 pIf Check Summary of Shear Values for one Opening Line 1:vcl(hal+hbl)+Vl(hol)=H? -167 371 204 lbf Line 2:val(hal+hbl)-vcl(hal+hbl)-VS(hol)=0? 204 -167 371 0 Line 3:val(hal+hbl)-vc2(hal+hbl)-VS(hol)=0? 204 -167 371 0 Line 4: vc2(hal+hbl)+V2(ho1)=H? -167 371 204 lbf .,�.� Req. HD Force (H) 204 lbf Req. Shear Wall Anchorage Force (v.„) 26 pIf *The Design Summary assumes that the shear wall is designed as blocked. Design Summary* 4-Term Deflection Term Story Drift See Page 2 Inputs Ca IculatiDn summm ry 3D-Mod-el I =m3n Result Warnings This temperature range is currently outside the scope of ACI 318-14/-11 and ACI.35 5.4, Designer must exercise judgement to determine if this design is suitable. Input Data Design method; ACI 31a-14 Anchor: SET-Xp ,i,l 3 'O F 15 54 Gr. , .36 Effective Embedment depth; 4.000 inch Concrete; Normal-�%-eight State; Crated Compressive strength; 2500 psi Seismic design; Yes SETmXP Governing tension ratio; 16, 0 % (Pass) Ratio N - _ Ob] ON n 0b] Steel strength 8 , 6 % 291 3 394 Concrete breakout 15.7% 291 1851 Adhesive 18.0 % 291 1618 SET-XP w/ 3 / 6" 0 F15 54 G r, 3 6 with h of = 4, 0 0 0 inch rn eets th e selected design criteria. U rrr� r rr r� 0 III _ r l - _ r f _ r r 291 IFS 0 III