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REVIEWED BLD RESUB 1-BLD2024-1223+Structural_Analysis_or_Calculations+10.22.2024_10.20.02_AM+4573627BLD2024-1223 RESUB Oct 22 2024 ............................................ti REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT ..............................................: Structural Calculations For: Minear Residence 9722 242nd PI SW Edmonds, WA 98020 Prepared for: Strobl Design LLC Job #: 10963-2022-12 Date: August 21, 2024 SEATTLE 2124 Third Avenue, Suite 100. Seattle, WA 98121 TACOMA 1818 Tacoma Avenue S, Suite 200, Tacoma, WA 98402 : tit-, 4.1 6; 1 amw CENTRAL WA 414 N Pearl Street, State 1, Ellensbwq, WA 98926 Criteria Sheet Codes Project Location Structural IBC 2021 Street & Number 2124 3rd Avenue Loading ASCE 7-16 City: Edmonds State: WA Wood: NDS 2018 / SDPWS 2021 ZIP: 98020 Steel: AISC 360-16 Concrete: ACI318-19 Latitude: 47.7997 N Masonry: TMS 402/602-16 Longitude:-122.3802 W Ground Elevation 138 ft Occupancy Category AicL f +cnnnr II A'Z 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 = 12 kips fro 2.5 SS 1.281 SI= 0.45 Sps 1.00 Spy 0.83 Cs 0.154 IE 1.0 Story Information # Stories Above Grade (Including Mezzanine Levels) 2 Horizontal and Vertical Irregularities: Is the building a "Regular Structure"? (No horizontal or vertical irregularities) Yes Wind Load Summary: i THE BOWL OFEDMONDS Marina Edmonds - 3each Park© 9 Woodway Esperance WhirlyBall9 Costco WholesaleQ 3 ( Map data Q2024 V= 97 KZr 1.00 Exposure = D Dead Loads: Roof Floor Roofing 2.5 psf Finish Floor 2 psf 1/2" Sheathing 1.8 psf 3/4" Sheathing 2.7 psf Trusses @ 24" oc 2.5 psf Joists @ 16" oc 2.2 psf Misc./Mech. 1.4 psf Misc./Mech. 0.3 psf Ceiling Finish 2.8 psf Ceiling Finish 2.8 psf Solar Panels 4 psf 10 psf 15.0 psf Use 10 psf Use 15 psf Add'I Seismic Weight 10 psf Add'I Seismic Weight 5 psf Seismic Weight 20 psf Seismic Weight 20 psf Live Loads: Roof 20 psf Floor 40 psf Snow Loading Criteria: Ground Snow, p9 25 psf Flat Roof Snow Load, pr 25.0 psf Importance Factor, Is 1.00 Exposure Factor, C. 1.00 Sloped Roof Snow Load, ps 25.0 psf Thermal Factor, C, 1.00 Slope Factor, Cs 1.00 Soils: Allowable Bearing 1500 psf Soils Report Provided? No To be approved by the authority having jurisdiction, per 11.8.2 exception. Site Specific Ground Motion Hazard Analysis Provided? No 9T2L-_T_2AL =%51hEE21%G Minear Residence DATE 812112024 Criteria PROJ. # DESIGN TCV SHEET 1 7 Seismic Design ASCE 7-16 Seismic Analysis Equivalent Lateral Force Procedure Apply Section 12.8.1.3 (Where Applicable)? Yes System Bearing Wall Systems Seismic Force Resisting System Per Table 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, 0.45 g R 6.50 Cd 4.0 fro 2.5 IQ 1.00 h 17.0 ft Ct 0.02 x 0.75 Ta 0.17 sec T 0.17 sec To 0.17 sec Ts 0.83 sec TL 6.00 sec Fa 1.20 F 1.85 SMS 1.54 g SMI 1.25 g SDS 1.000 g SDI 0.833 g Cs 0.154 Controls 0.765 0.010 Cs, design 0.154 Bldg. Weight 80.6 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 Building Period Per Alternate Analysis Eq.12.8-7 T (sec) Per Geotech Report Fa Table 11.4-1 F Table 11.4-2 Eq.11.4-1 Eq.11.4-2 Eq.11.4-3 Eq.11.4-4 Eq.12.8-2 Eq.12.8-3 need not exceed, T < TL Eq.12.8-5 or12.8-6 minimum V = CSW 12.4 k Eq.12.8-1, Strength Level Base Shear V = Csa:aW 8.7 k Eq.12.8-1 ASD Base Shear Vertical Distribution ASD o= 1 k= 1.000 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 1.0, but not less than 0.7*(Calculated SDS) TQ = Cthn Eq. 12.8.7 SMS = Fa SS Eq. 11.4-1 SM1 = F„ S1 Eq. 11.4-2 SDS = 2/3 SMS Eq. 11.4-3 SD1 = 2/3 SMl Eq. 11.4-4 CS = (SDS Eq. 12.8-2 CS =T(RlIe) Eq. 12.8 3 CS = SD1TL T (R/Ie) Eq.12.8-4 CS >_ 0.044SDSIe Eq. 12.8-5 CS >_ 0.01 Eq. 12.8-5 CS >_ 0.5 (R' Eq. 12.8-6 n rc CVX - wx xrc i=1 wx i n Er-x Fr/ Fpx = Ei X u t 11'px Fpx > 0.2SDSIewpx Fpx < 0.4SDSIewpx Eq. 12.8-12 Eq. 12.10-1 Eq. 12.10-2 Eq. 12.10-3 Story Shear ASID Diaphragm Force (p not included) ---- --- ----- EMU Minear Residence Seismic Criteria zTL- �FGi AL MG DATE 812112024 PROJ. # DESIGN TCV SHEET 2 E 0 a`> cn u, Li 2 Wind Design - MWFRS ASCE 7 Chapter 27 - Directional Procedure Design Method ASD Wind Coefficients Exposure D V= 97 mph Kd 0.85 Table 26.6-1 Kn 1.08 Table 27.3-1 KQ 1.00 Table 26.9-1 G= 0.85 26.9.4 Transverse Wind Pressures UB = 0.79 h/L = 0.48 Pracci era rnaffiriantc from Fine iro 77 A-1- Bldg Face C Windward Wall 0.8 Leeward Wall -0.50 Windward Roof -0.72/-0.17 Leeward Roof -0.50 Wall Pressures fUnfartnmr1l• Location and Buildina Dimensions Calculate Kzt? Yes Kzt 1.00 Roof Type Gable Roof Slope - Transverse Dir 14 degrees Roof Slope - Long Dir 14 degrees Ground to top of roof 23 ft Bot of roof to top of roof 6 ft Mean Roof Height, h 20 ft Short Plan Dimension 42 ft Long Plan Dimension 53 ft Parapet? No Ground to top of parapet ft Average Parapet Height ft Velocity Pressure at Mean Roof Height, qh = 22.1 psf A,n Rnnf Pra-irac 11 lnf-t-11 Alin Ht K: % P-Ift Plw lls Pwans (Psf) 0-15 1.03 20.98 14.27 9.38 14.2 15-20 1.08 22.00 14.96 9.38 14.6 20-25 1.12 22.82 15.52 9.38 14.9 25-30 1.16 23.63 16.07 9.38 15.3 30-40 1.22 24.85 16.90 9.38 15.8 41-50 1.27 25.87 17.59 9.38 16.2 51-60 1.31 26.69 18.15 9.38 16.5 61-70 1.34 27.30 18.56 9.38 16.8 71-80 1.38 28.11 19.12 9.38 17.1 81-90 1.4 28.52 19.39 9.38 17.3 91-100 1.43 29.13 19.81 9.38 17.5 Minear Residence Wind Criteria 4T L +AL _tiG=1`E_ NG Windward Leeward Horiz Proj (Psf) MaxM3.1 Min -13.5 -9.3 4.80 DATE 812112024 PROD. # DESIGN TCV SHEET 3 E 0 d a� c rn a { Wr Kzt Calculations (1/3) Site Address Address 2124 3rd Avenue Wind Radius 2.00 Miles City: Edmonds State: WA Angle 0, Lat Long 47.799674-122.3802 Exposure D Profile 1 : 0 ° to 180 ° -Exposure D B/C Skip Line Profile 2 : 270 'to 90 ° ° ° Exposure B Boundary Profile 3 : 315 to 135 SITE MAP Profile 4 : 45 'to 225 ° Exposure D Boundary ' 10440 I 5•, , Courity Park J '• 't , +:'+' : PERRINVILLE ix. 5 �'�_•I � I l i �� � f.' 5� • � M1 •tx t i� .. - 8940 3 ' k. • N '• - .G - f Co + 7440 — z D / `- I �TPV o� IPuget V t 96th St S 5940 I f'+ J THE BOWL Edmonds IC.©llege �FEQ M O N D S -�'' " - 00 q �• Edtnon Kingston -erry 4440 I > a arina JRE monds ain SE'ATTL ,• A. Pea Park40 = =1056s -9060 -7560 -6060 -4560 -3060' 1_ ' 4 + f+ A f � '• r AL • • �: • 7 r �� .. +• • 7++ . Topography from Figure 26.8-1 ESCARPMENT 0 0 STRLCTURAL ENGINEERING: Edmond - city P- �„W4 '"• 4 INE PARK c� - GHBORHOOD WinCo Foodsj�' -15 0 d 1 40 2940 y 444 5940 7440 8940 4b 99 Ranch Marke - -156 WESTGAT Esperance --- - 'uthent �- -3060 an Poke I ISHERWOOD WhirlyBall�Bullin.ger P FOREST -456(' I � FIRDALE VILLAG 4 y1 CoJtCo w -7560 -' HILD RICHMJ ND xk r' ` L,��. ` ' �55 .• • x •. ECHO LAKE ichm6hd _ ti ' Sky NurseryQ '�',T h% "-''' ' SaltVAK ParV - ' I ' Map data 912024Google 2-D RIDGE OR 3-D AXISYMMETRICAL HILL KZt _ (1 + Kt K2K3)2 Kl = Per Figure K2 = (1 — IXI/juLn) K3 = e-VZILn Kzt = 1, If H/Lh 5 0.2 MM FIGM26A-1 Minear Residence DATE 812112024 Kzt Calculations PROJ. # DESIGN TCV SHEET 4 cNo. rn fyy+1� of V_ N O Ln N N !If U)1� E 0 Q LL a w z N z Kzt Calculations (2/3) 1. Unubstructed Yes 2. Isolated Yes 3. Upper Half Hill No 4. H/Lh >_ 0.2 No 5. H>_ 15' Yes Direction 1 Direction 2 A Top ■ Bottom • Mid Profile 1 : 0 ° to 180 460 ft 345 ft 230 ft 115 ft Site Oft -10560 ft -7920 ft -5280 ft -2640 ft 0 ft 2640 ft 5280 ft 7920 ft 10560 ft Direction 3 10 Direction 4 • Top ■ Bottom • Mid Profile 2 : 270 to 90 460 ft 345 ft �\ 230 ft 115 ft MCSite Oft 05t-79201. 280 2640 ft 264u 5280 ft 1920 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) Krt=1 Krt=1 Krt=1 Krt=1 Krt=1 Krt=1 Krt=1 Krt=1 Terrain Data Terrain Data Terrain Data Terrain Data Kzt Calculations Kzt Calculations Kzt Calculations Kzt Calculations H= 340 Terrain Direction 1 Direction 2 A Top ■ Bottom • Mid Profile 1 : 0 ° to 180 460 ft 345 ft 230 ft 115 ft Site Oft -10560 ft -7920 ft -5280 ft -2640 ft 0 ft 2640 ft 5280 ft 7920 ft 10560 ft Direction 3 10 Direction 4 • Top ■ Bottom • Mid Profile 2 : 270 to 90 460 ft 345 ft �\ 230 ft 115 ft MCSite Oft 05t-79201. 280 2640 ft 264u 5280 ft 1920 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) Krt=1 Krt=1 Krt=1 Krt=1 Krt=1 Krt=1 Krt=1 Krt=1 Terrain Data Terrain Data Terrain Data Terrain Data Kzt Calculations Kzt Calculations Kzt Calculations Kzt Calculations H= 340 Terrain Ridge Kzt = 1.00 Terrain Ridge Top of Hill Dist. 4935 Bott. of Hill Dist. 0 L @ H/2 9923 Site downwnd Top of Hill Elev. 340 Bott. of Hill Elev. 138 Site Elev. 138.0 Site Dist. 0 H/2 239 H= 202 Lh= 4988 x= 4935 z= 20 µ= 1.5 Y= 3 K1 value = 1.55 K1= 0.06 K2= 0.34 k3= 0.99 H/Lh = 0.04 Kzt = 1.00 Terrain Ridge Top of Hill Dist. 7748 Bott. of Hill Dist. -3343 L @ H/2 -2335 Site upwind Top of Hill Elev. 445 Bott. of Hill Elev. 0 Site Elev. 138.0 Site Dist. 0 H/2 222 H= 445 Lh= 10083 x= 7748 z= 20 µ= 1.5 Y= 3 K1 value = 1.55 K1= 0.07 K2= 0.49 k3= 0.99 H/Lh = 0.04 Kzt = 0 Terrain Ridge H= 307 Minear Residence DATE 8/21/2024 Kzt Calculations PROJ. # �T�ucrul�au DESIGN TCV SHEET 5 EN:sINEERING 1. Unubstructed Yes 2. Isolated Yes 3. Upper Half Hill No 4. H/Lh >_ 0.2 No 5. H>_ 15' Yes 1. Unubstructed Yes 2. Isolated Yes 3. Upper Half Hill No 4. H/Lh >_ 0.2 No 5. H>_ 15' Yes 1. Unubstructed Yes 2. Isolated Yes 3. Upper Half Hill No 4. H/Lh >_ 0.2 No 5. H>_ 15' Yes Kzt Calculations (3/3) Direction Profile 3 : 315 ° to 135 op ■ Bottom • Mid Direction 6 460 ft 345 ft 230 ft 15ft 0 ft -10560 ft -7920 ft -5280 ft -2640 ft 0 ft 2640 ft 5280 ft 7920 ft 10560 ft Direction 7 ° Direction 8 Profile 4 : 45 ° to 225 A Top ■ Bottom • Mid 460 ft 345 ft • N•r--�1 230 ft •T" 115 ft Site -10560 ft -7920 ft -5280 ft -264G 2640 f+ 5280 ft 7920 10560 ft Direction 5 - 315 *to Site Direction 6 - Site to 135 ° 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) 1. Unubstructed Yes 2.Isolated Yes 3. Upper Half Hill No 4. H/Lh >_ 0.2 No 5. H>_ 15' Yes Terrain Data Terrain Ridge Top of Hill Dist. 8703 Bott. of Hill Dist. -4086 L @ H/2 0 Site upwind Top of Hill Elev. 462 Bott. of Hill Elev. 0 Site Elev. 138.0 Site Dist. 0 H/2 231 Kzt Calculations H= Lh= 462 8703 x= 8703 z= 20 µ= 1.5 Y= 3 K1 value = 1.55 K1= 0.08 K2= 0.33 k3= 0.99 H/Lh = 0.05 Kzt = 1.00 STRL :-"RR._ ENGINEEZ-NZI 1. Unubstructed Yes 2. Isolated <zt=1 3. Upper Half Hill No Krt=1 <zt=1 4. H/Lh >_ 0.2 No Krt=1 5. H>_ 15' Yes Terrain Data Terrain Ridge Top of Hill Dist. 8703 Bott. of Hill Dist. 0 L @ H/2 3874 Site downwnd Top of Hill Elev. 462 Bott. of Hill Elev. 138 Site Elev. 138.0 Site Dist. 0 H/2 300 Kzt Calculations H= 324 Lh= 4829 x= 8703 z= 20 µ= 1.5 Y= 3 K1 value = 1.55 K1= 0.10 K2= 0.00 k3= 0.99 H/Lh = 0.07 Kzt = 1.00 1. Unubstructed Yes 2.Isolated Yes 3. Upper Half Hill No 4. H/Lh >_ 0.2 No 5. H>_ 15' Yes Terrain Data Terrain Ridge Top of Hill Dist. -10507 Bott. of Hill Dist. -531 L @ H/2 -6103 Site downwnd Top of Hill Elev. 403 Bott. of Hill Elev. 132 Site Elev. 138.0 Site Dist. 0 H/2 268 Kzt Calculations H= 271 Lh= 4404 x= 10507 z= 20 µ= 1.5 Y= 3 K1 value = 1.55 K1= 0.10 K2= 0.00 k3= 0.99 H/Lh = 0.06 Kzt = 0 1. Unubstructed Yes 2.Isolated Yes <zt=1 3. Upper Half Hill No Kzt-1 <zt=1 4. H/Lh >_ 0.2 No Krt=1 5. H>_ 15' Yes Terrain Data Terrain Ridge Top of Hill Dist. -10507 Bott. of Hill Dist. 3874 L @ H/2 1167 Site upwind Top of Hill Elev. 403 Bott. of Hill Elev. 0 Site Elev. 138.0 Site Dist. 0 H/2 202 Kzt Calculations H= 403 Lh= 11674 x= 10507 z= 20 µ= 1.5 Y= 3 K1 value = 1.55 K1= 0.05 K2= 0.40 k3= 0.99 H/Lh = 0.03 Kzt = 0 Minear Residence DATE 812112024 Kzt Calculations PROJ. # DESIGN TCV SHEET 6 Structural Scope Consider as neighboring shearwall line for E/W loading (unchanged) Consider as neighboring shearwall line for N/S loading (unchanged) enoa.na. uxo. Existing window opening being widened. Check lateral for highlighted shearwall line and size new header. 0 0STRUCTURAL ENGINEERING PROJECT Minear Residence tErTM oEses � za^ 8/24 DATE PROD. # TCV DESIGN 7 SHEET 0 00 N Q � EO W G) 6 0') u P a) 0 O 9 nO N O N - O = W N �Q Q N a 0 V d H � � z N � � N � � 0 Lateral Analysis Seismic Weight 4 Woo, = (15 psf roof + 5 psf part) * 2015 ft2 = 40.3k W20 = (10 psf floor + 10 psf part) * 2015 ft2 = 40.3k See page 2 for seismic criteria. VASD = 8.7k MIAIFRC Wind See page 3 for wind parameters and pressures. Kzt is calculated per pages 4-6 by looking at 4 planes/profiles. North/South Loading: wR00F,ASD = 6' roof * 4.8 psf + 4' wall * 14.2 psf = 86 plf Compare to seismic load WSEISMIC,ASD = 5900#/42' = 140 plf Seismic governs this direction. 0 0STRUCTURAL ENGINEERING PROJECT Minear Residence 8/24 DATE PROJ. # TCV DESIGN 8 SHEET N O 00 N Q N 00 u 0 O 9 nO N ov— o.�w �M� �Q a � V d F � z N W 'i N W 3 W Q Q ~0 vav r `W Q LL a z 0 W z W 3 0 Lateral Design North/South Loading West 140 plf East 8' LOAD 560# Unchanged LENGTH 14.5' SHEAR 39 plf WALL (E) Gyp. OT --- 0 0STRUCTURAL ENGINEERING Minear Residence PROJECT 8/24 DATE PROD. # TCV DESIGN 9 r `W l7 Q LL a z 0 M z W 3 0 SHEET 0 0STRUCTURAL ENGINEERING PROJECT Minear Residence 8/24 DATE PROJ. # T`'V DESIGN 10 SHEET r `W l7 Q LL a z 0 W z W 3 0