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REVIEWED BLD2023-1643+Structural_Calculations+12.18.2023_1.12.28_PM+3958731Structural Calculations For: Cook Residence 23329 Humber Ln Edmonds, WA 98020 Prepared for: Strobl Design LLC Job #: 10963-2023-19 Date: December 12, 2023 /STRUCTURAL NGINEERING SEATTLE 2124 Third Avenue, Suite 100, Seattle, WA 98121 TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 206.443.6212 CENTRAL WA 414 N Pearl Street, Suite 8, Ellensburg, WA 98926 Q+ ssfengineers.com Criteria Sheet Codes Project Location Structural IBC 2018 Street & Number 23329 Humber Ln Loading ASCE 7-16 City: Edmonds State: WA Wood: NDS 2018 ZIP: 98020 Steel: AISC 360-16 Concrete: ACI318-14 Latitude: 47.7870 N Masonry: TMS 402/602-16 Longitude:-122.3764 W Ground Elevation 371 ft Occupancy Category AicL f +cnnnr II ACf F 7 T.N. 1 1_1 Seismic Load Summary: Analysis Procedure: Equivalent Lateral Force Procedure Lateral System: Light -frame (wood) Walls Sheathed with Wood Structural Panels Rated for Shear Resistance R: 6.50 Cd 4 Base Shear V = 1 kips fro 2.5 SS 1.281 SI= 0.449 Sps 1.00 Spy 0.55 Cs 0.154 IE 1.0 Story Information # Stories Above Grade (Including Mezzanine Levels) 1 Horizontal and Vertical Irregularities: Is the building a 'Regular Structure"? (No horizontal or vertical irregularities) Yes Wind Load Summary: V= 97 KZr 1.00 Exposure = B Dead Loads: Roof Roofing 1/2" Sheathing Rafters @ 24" oc Misc./Mech. Ceiling Finish Solar Panels Use Live Loads: Roof 20 Floor 40 Snow Loading Criteria: 1 psf 1.8 psf 2.5 psf 1.5 psf 2.8 psf 5 psf 15 psf 15 psf psf psf Floor Finish Floor 3/4" Sheathing Joists @ 16" oc Misc./Mech. Ceiling Finish Use Marina Edmonds aach Park© 2 psf 2.7 psf 2.2 psf 0.3 psf 2.8 psf 10 psf 10 psf Woodvyay Esperance © WhirlyBall Q Costco Wholesale ECHO LA ap data @2023 Eo u Ground Snow, p9 20 psf Flat Roof Snow Load, pr 25.0 psf Exposure Factor, C. 1.00 Sloped Roof Snow Load, ps 25.0 psf Thermal Factor, C, 1.00 Importance Factor, Is 1.00 Slope Factor, Cs 0.61 Soils: Soils Report Provided? No To be approved by the authority having jurisdiction, per 11.8.2 exception. Allowable Bearing 1500 psf Cook Residence (Edmonds) Criteria ETZLCTURAL Eti�IkEERI4G DATE PROJ. # DESIGN TCV SHEET 1 c UCi +l Ya.. 4 Ln Z 0 0 Z Seismic Design ASCE 7-16 Seismic Analysis Equivalent Lateral Force Procedure Apply Section 12.8.1.3 (Where Applicable)? Yes System Bearing Wall Systems eismic Force Resisting System Per able 12.2-1 Type: Light -frame (wood) Walls Sheathed with Wood Structural Panels Rated for Shear Resistance Seismic Design Cat. D Risk Category II Site Class D (Default) Diaphragm Flexibility Flexible Ss 1.281 g S, 0.449 g R 6.50 Cd 4.0 fro 2.5 IQ 1.00 h 35.0 ft Ct 0.02 x 0.75 Ta 0.29 sec T 0.29 sec To 0.11 sec Ts 0.55 sec TL 6.00 sec Fa 1.20 F 1.85 SMs 1.54 g SMI 0.83 g SDS SDI 1.000 g 0.554 g Cs 0.154 Controls 0.296 0.010 Cs, design 0.154 Bldg. Weight 3.8 k V = CSW 0.58 k V = CsasdW 0.41 k , II, or III, or IV per Table 1.5-1 %ssumed default soil properties, per 11.4.3. 2% in 50 yr, Latitude & Longitude lookup 2% in 50 yr, Latitude & Longitude lookup Table 1.5-2 Table 12.8-2 Table 12.8-2 Eq.12.8-7 Table 11.4-1 Table 11.4-2 Eq.11.4-1 Eq.11.4-2 Eq.11.4-3 Eq.11.4-4 Building Period Per Alternate Analysis T (sec) Per Geotech Report Fa F Eq.12.8-2 Eq.12.8-3 need not exceed, T < TL Eq.12.8-5 or12.8-6 minimum Section 11.4.8 Exception 2 Applied Eq.12.8-1, Strength Level Base Shear Section 12.2.1.2 1. Regular Structure Yes 2.5 5 Stories above grade Yes 3.T50.5s Yes 4. p =1.0 Yes 5. Not Site Class E or F Yes 6. Risk Category I or II Yes If all items above are met, SDs may be taken as 1, but not less than 0.7*(Calculated Sos) T. = Cthn Eq. 12.8.7 SMs = FaSS Eq. 11.4-1 SMl = F„ Sl Eq. 11.4-2 SDS = 2/3'SMS Eq. 11.4-3 SD1 = 2/3.SM1 Eq. 11.4-4 Cs (SDS Eq.12.8-2 Cs SDI T(R/Ie) Eq.12.8-3 Cs TZ(R/Ie) Eq.12.8-4 Cs >_ 0.044SDsle Eq. 12.8-5 Cs >_ 0.01 Eq. 12.8-5 Cs >_ 0.5 (R ' Eq. 12.8-6 Cvx = Wxhkl y 1 wxhk Eq. 12.8 12 F x= En xFr/ n W x p E{=x wt P Eq. 12.10-1 Fpx >_ 0.2SDSI Wpx Eq.12.10-2 Fpx < 0.4SDSI Wpx Eq. 12.10-3 Seismic weight = 115 ft2 main house addition * (15 psf roof + 5 psf partitions) + 100 ft2 breezeway addition * (15 psf roof) = 3800# Cook Residence (Edmonds) Seismic Criteria =TL-�FGi AL MG DATE PROJ. # DESIGN TCV SHEET 2 Wind Design - MWFRS ASCE 7 Chapter 27 - Directional Procedure Design Method ASD Wind Coefficients Exposure B V= 97 mph Kd 0.85 Table 26.6-1 Kn 0.57 Table 26.10-1 KQ 0.99 Table 26.9-1 G= 0.85 26.9.4 Transverse Wind Pressures UB = 0.49 h/L = 0.36 Pracci.ra r-ffiricn+c frnm ri-- 77 4-1- Bldg Face C Windward Wall 0.8 Leeward Wall -0.50 Windward Roof -0.29 / 0.19 Leeward Roof -0.60 Wall Pressures fUnfartnmr1l• Location and Buildina Dimensions Calculate Kzt? Yes Kzt 1.00 Roof Type Gable Roof Slope - Transverse Dir 22.6 degrees Roof Slope - Long Dir 22.6 degrees Ground to top of roof 14 ft Bot of roof to top of roof 5.5 ft Mean Roof Height, h 11.25 ft Short Plan Dimension 31 ft Long Plan Dimension 63 ft Parapet? No Ground to top of parapet ft Average Parapet Height ft Velocity Pressure at Mean Roof Height, qh = 11.6 psf A,n Rnnf Pra-irac 11 lnfarY-11 ARIL Ht K: q: P--11S pl-.11: P..": (Psf) 0-15 0.57 11.51 7.83 4.93 9.6 15-20 0.62 12.52 8.52 4.93 9.6 20-25 0.66 13.33 9.07 4.93 9.6 25-30 0.7 14.14 9.62 4.93 9.6 30-40 0.76 15.35 10.44 4.93 9.6 41-50 0.81 16.36 11.13 4.93 9.6 51-60 0.85 17.17 11.68 4.93 10.0 61-70 0.89 17.98 12.23 4.93 10.3 71-80 0.93 18.79 12.77 4.93 10.6 81-90 0.96 19.39 13.19 4.93 10.9 91-100 0.99 20.00 13.60 4.93 11.1 Cook Residence (Edmonds) Wind Criteria 4T L +AL _tiG=1`E_ NG Windward Leeward Horiz Proj (Psf) Max Min 1.8 -2.9 -5.9 4.80 DATE PROD. # DESIGN TCV SHEET 3 Q LL Q N Z O to WSZ } N Site Address Address 23329 Humber Ln Wind Radius 2.00 Miles City: Edmonds State: WA Angle 0, Lat Long 47.786981-122.3764 Exposure B Profile 1 : 0 " to 180 " Profile 2 : 270 ° to 90 ° SITE MAP Profile 3 : 315 'to 135 ° Edmonds 1111 n College ������ \ 35� `? H E L // K \\\\\��\�\�0 F EDMONDS2Q //��j/ g \��NdmOnd9� s Ferry, .LO Marina O Edm ds 'Main St // SEATTLE H \\ 3 Beach Park r 10, `Edmond n Jy City Par WinCo Fod \ PINE PARK Syy p -N IGHBORHOOD I St N Woodway 99 Ranch Market �- l WE ATE Esperance r � ientic 00 C9 O N EST,J, O — CD �r N ` ' �� O FIR LE VILLAGE zz { ~� \ 104 19COstco xt�Ol;;je O W HILL D ,� \ �✓ RICHIM.ON BEACH — z E000 \ Sky Nursery O� N�\� I IS ARDEN1 QO SIN MERIDIAN PARK A Z (76I 08I 0l'H �LLA�IR \ofeline N �s1r st _ r Illl/ f /1 �l I 1 Map data ©2023 GoogJe Topography from Figure 26.8-1 ESCARPMENT _%3%E !1= 2•D RIDGE OR 3-D AXISYMMETRICAL HILL Cook Residence (Edmonds) Kzt Calculations KZt _ (1 + Kt K2K3)2 Kt = Per Figure K2 = (1 — JXj/yLh) K3 = e —YzAh Kzt = 1, If H/Lh 5 0.2 DATE PROJ. # DESIGN TCV SHEET 4 to rn My N 00 U1 00 N N } 33 dE �g 0 oC LnN a�0 c am N O ro !V O) a up r w a Q w Z O W Z W Direction 1 0 o Direction 2 ♦Top ■Bottom •Mid Profile 1 : 0 to 180 504 ft 378 ft Site 252 ft • 126 ft Oft -10560 ft -7920 ft -5280 ft -2640 ft 0 ft 2640 ft 5280 ft 7920 ft 10560 ft Direction 3 0 Profile 2 270 *to 90 Direction 4 . Top ■ Bottom • Mid 504ft •�• 378 ft SIX Site 252 ft 126 ft 0 ft -10560 ft -7920 ft -2640 ft 2640 ft 5280 ft ' 10560 ft Direction 1 - 0 °to Site Direction 2 - Site to 180 ° Direction 3 - 270 "to Site Direction 4 - Site to 90 ° Site Conditions (26.8.1) Site Conditions (26.8.1) Site Conditions (26.8.1) Site Conditions (26.8.1) Kzt=1 Kzt-1 Kzt-1 Kzt-1 Kzt=1 Terrain Data Terrain Data Terrain Data Terrain Data Kzt Calculations Kzt Calculations Kzt Calculations Kzt Calculations H= 335 2. Isolated 1. Unubstructed Yes Terrain Ridge 1.00 1. Unubstructed Yes 2. Isolated Yes 3. Upper Half Hill Yes 4. H/Lh >_ 0.2 No 5. H>_ 60' Yes Terrain Ridge Top of Hill Dist. 265 Bott. of Hill Dist. 9021 L @ H/2 5784 Site downwnd Top of Hill Elev. 375 Bott. of Hill Elev. 128 Site Elev. 371.2 Site Dist. 0 H/2 252 H= 247 Lh= 5519 x= 265 z= 11.25 µ= 1.5 y= 3 K1 value = 1.3 K1= 0.06 K2= 0.97 k3= 0.99 H/Lh = 0.04 Kzt = 1.00 1. Unubstructed Yes 2. Isolated Yes 3. Upper Half Hill Yes 4. H/Lh >_ 0.2 No 5. H>_ 60' Yes Terrain Ridge Top of Hill Dist. 7960 Bott. of Hill Dist. -3555 L @ H/2 -2759 Site upwind Top of Hill Elev. 469 Bott. of Hill Elev. 0 Site Elev. 371.2 Site Dist. 0 H/2 235 H= 469 Lh= 10719 x= 7960 z= 11.25 µ= 1.5 y= 3 K1 value = 1.3 K1= 0.06 K2= 0.50 k3= 1.00 H/Lh = 0.04 Kzt 1. Unubstructed Yes Terrain Ridge H= 165 Cook Residence (Edmonds) DATE Kzt Calculations PROJ. # �T�ucrul�au DESIGN TCV SHEET 5 EN:sINEERING t r Direction Profile 3 : 315 ° to 135 Direction A op ■ Bottom • Mid A 504 ft 378 ft Site 252 ft ++ 126 ft I 0 ft -10560 ft -7920 ft -5280 ft -2640 ft 0 ft 2640 ft 5280 ft 7920 ft 10560 ft Direction Profile 4 : 45 ' to 225 Direction . Top ■ Bottom • Mid 504 ft 1A 378 ft Site � 252 ft 126 ft 0 ft -10560 ft -7920 ft -5280 ft -2640 ft 5280 ft 7920 ft 10560 ft Direction 5 - 315 *to Site Direction 6 - Site to 135 o Direction 7 - 45 'to Site Direction 8 - Site to 225 Site Conditions (26.8.1) Site Conditions (26.8.1) Site Conditions (26.8.1) Site Conditions (26.8.1) Kzt=1 Kzt--1 Kzt-1 Kzt=1 Kzt-1 Kzt--1 Terrain Data Terrain Data Terrain Data Terrain Data Kzt Calculations Kzt Calculations Kzt Calculations Kzt Calculations H= 507 1. Unubstructed Yes 2.Isolated Yes 3. Upper Half Hill Yes 4. H/Lh >_ 0.2 No 5. H>_ 60' Yes Terrain Ridge Top of Hill Dist. 8066 Bott. of Hill Dist. -5731 L @ H/2 -1380 Site upwind Top of Hill Elev. 507 Bott. of Hill Elev. 0 Site Elev. 371.2 Site Dist. 0 H/2 254 Terrain Ridge Top of Hill Dist. 8066 Bott. of Hill Dist. -5731 L @ H/2 -1380 Site upwind Top of Hill Elev. 507 Bott. of Hill Elev. 0 Site Elev. 371.2 Site Dist. 0 H/2 254 1.00 1. Unubstructed Yes 2. Isolated 3. Upper Half Hill No 4. H/Lh >_ 0.2 No 5. H>_ 60' Yes Terrain Ridge Top of Hill Dist. 8066 Bott. of Hill Dist. 849 L @ H/2 10242 Site downwindTop of Hill Elev. 507 Bott. of Hill Elev. 332 Site Elev. 371.2 Site Dist. 0 H/2 420 H= 175 Lh= 2176 x= 8066 z= 11.25 µ= 1.5 y= 3 K1 value = 1.3 K1= 0.10 K2= 0.00 k3= 0.98 H/Lh = 0.08 Kzt = 1.00 1. Unubstructed Yes 2.Isolated Yes 3. Upper Half Hill No 4. H/Lh >_ 0.2 No 5. H>_ 60' Yes Terrain Ridge Top of Hill Dist. -9393 Bott. of Hill Dist. -2494 L @ H/2 -5837 Site downwdownwindTop of Hill Elev. 453 Bott. of Hill Elev. 299 Site Elev. 371.2 Site Dist. 0 H/2 376 H= 154 Lh= 3556 x= 9393 z= 11.25 µ= 1.5 y= 3 K1 value = 1.3 K1= 0.06 K2= 0.00 k3= 0.99 H/Lh = 0.04 Kzt 1. Unubstructed Yes 2.Isolated Yes 3. Upper Half Hill Yes 4. H/Lh >_ 0.2 No 5. H>_ 60' Yes Terrain Ridge H= 453 Cook Residence (Edmonds) DATE Kzt Calculations PROJ. # DESIGN TCV Eti�INEE�-N SHEET 6 Scope and Lateral Methodoloi Project Scope See the image below for the three different structural scope items. There is a main house addition (blue), a breezeway addition (red), and a detached exterior wall line remodel (green). EXISTING WINDOW Breezeway addition. Justify by comparing DEG K seismic weight (EXI5TING) before and after. EXISTING WINDOW REF. II 11 I I DW Lateral Methodolo NEN DOOR II II — 6-2" — II BREEZENAY (NEVV II II 101.47 sf II I I o II N KITCHEN (EXI5TING) ORI F--------- Remodeled detached garage exterior wall elevation. More solid wall than before. INFILL EXI5TING DOOR 5'-4" 5'-10" 5'-112" IEN NEN AINDON NINDON House addition. F — -- � Design new 70 shear walls. GFM m .13 s I I i- PRIMARY PRIMARY BATH ET —� QNE I II 1 in u GF "��� III N ElEXI5TING exisnr WINDOW ii IN 1. Design the new shearwall exterior shearwall piers for the main house addition for governing wind or seismic loads. 2. Justify the breezeway addition by showing that it is a negligible (<10%) increase to the overall seismic weight for the detached garage (IEBC Section 807.5). 3. The detached garage exterior wall remodel has more solid wall than before and satisfies IEBC Section 807.5. This section states that if there is a less than 10% lateral DCR increase, than the alteration can be ignored. It is also a bearing wall, so there are no holdown concerns. Adequate by inspection. COSTRUCTURAL ENGINEERING Cook Residence PROJECT 11/23 DATE PROJ. # T`'V DESIGN 7 0 SHEET Lateral Design - House Addition Walls Level 2 - Shearwalls at House Addition North/South MARK LINE 1 LOAD 410# LENGTH 8.25' SHEAR 50 plf WALL W6 OT 600# HD HDU2 Line 2 - Design for half of addition base shear. KITCHEN I (EXISTING) (2) 2x8 HDR. MIN., C.T.V. O®O � 8/S3.2 East/West MARK LINE 1 LINE 1 LOAD 205# 205# LENGTH 7' 7' SHEAR 30 plf 30 plf WALL W6 W6 OT 2200# 2200# HD HDU2 HDU2 Line 1 - Design for full addition base shear. A w 4/S3.1 0 v ceiling beam Line 3 - Design for half of 9+°�A addition base shear. I i RESUPPORT (E) RAFTERS AND RAFTER TIES PER I g 12/S3.2 I i OVERFRAMING PER 8/S3.1 Notes: See page 2 for seismic criteria. Seismic weight value includes full breezeway and house addition areas (conservative). 0 % STRUCTURAL ENGINEERING Cook Residence PROJECT 11/23 DATE PRO-1. # T`'V DESIGN 8 N N_ CO CO � O � � 00 n E � .o(L) 0CUw �o� Nv� a a @ Boa ~mz N m � (N M �t W a Q ~0 vav 0 SHEET Lateral Design - Remodeled Garage Methodology Show that the additional seismic weight to the detached garage caused by the breezeway additional will be negligible (less than 10%, IEBC Section 807.5). Breezeway addition tributary seismic weight = 50 ft2 * 15 psf roof = 750 # Existing garage seismic weight = 474 ft2 * (15 psf roof + 5 psf walls) = 9480# % increase to seismic weight = (9480+750)/9480 = 8% < 10% therefore okay 0 0STRUCTURAL ENGINEERING Cook Residence PROJECT 11 /23 DATE PROJ. # T`'V DESIGN 9 W Q Q ~0 M 0 SHEET Vertical Framina - Roof (2) 2x8 HDR. i Ass 4*s N�\e 29 AD hq Q�5y,�4r 7 T T -v D = 10 psf 10/S3.2 (2) 2x8 HDR. 2x8 @ 24" oc S = 25 psf TYP. U.N.O. P.T. 2x6 RAFTERS O 5 @ 24" oc (1YP. @ breezeway) 8/53.2 3/S3.1 �2A"�so 4/S3.1 it EXI5TII1. WIND�I 3 ceiling beam 3 8 Q A RESUPPORT (E) RAFTERS KITCHEN I I- = AND RAFTER TIES PER (EXISTIN (2) 2x8 HDR. 12 12/S3.2 MIN., C.T.V. i , I I OVERFRAMING PER 8/S3.1 VF O2x6 HF #2 @ 24" oc O 48 DF #1 L=10.00ft L =7.00ft w =80 plf w =300 plf M =1.0 k-ft M =1.8 k-ft V=0.4k V=1.05k R1 =0.40 k R1 =1.05 k R2 =0.40 k R2 =1.05 k fb =913 psi fb =719 psi fv =55 psi fv =62 psi A=0.29in A=0.09in L/462 L/979 Fb' = 850*1.15*1.2*1.15 = 1349 psi 0 0STRUCTURAL ENGINEERING Cook Residence PROJECT 11 /23 DATE PROJ. # T`'V DESIGN 10 SHEET Vertical Framing - Roof OGL 5-1/8 x 12 O (2) 2x6 HF #2 L=15.00ft w =480 plf P=1.05k@x=4.5' M =16.0 k-ft V =4.34 k R1 =4.34 k R2 =3.92 k fb =1558 psi fv =106 psi 0 =0.49 in U369 O(2) 2x8 HF#2 L =3.00ft w =120 plf M =0.1 k-ft V =0.18 k R1 =0.18 k R2 =0.18 k fb =62 psi fv =12 psi 0 =0.00 in L/20387 O5 6x8 DF#1 L=16.00ft w =120 plf M =3.8 k-ft V =0.96 k R1 =0.96 k R2 =0.96 k fb =894 psi fv =35 psi 0 =1.43 in L/336 0 0STRUCTURAL ENGINEERING Cook Residence PROJECT L =3.00ft w =480 plf P = 960# @ x= 0.5' M =0.8 k-ft V=1.52k R1 =1.52 k R2 =0.88 k fb =640 psi fv =138 psi 0 =0.02 in L/1467 11 /23 DATE PROJ. # TV DESIGN U11 N N_CO CO � O � 00 U) E C o� w 0 o� io Nv� a a @ m � � o a ~mz N m � N m �t W Q Q ~0 vav r `W Q LL a z 0 W z W 0 SHEET