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REV1 APVD BLD RESUB1 BLD2024-0935+Structural_Analysis_or_Calculations+11.19.2024_3.51.58_PM+4628559REVISION RESUB Nov 20 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ALL WORK SUBJECT APPROVED TO FIELD PLANS MUST BE INSPECTION FOR ON JOB SITE CODE COMPLIANCE BLD2024-0935 REVISED PLAN APPROVED CITY OF EDMONDS BUI ING DIVISION BUILDING OFFICIAL Nov 21 2024 APPROVED DATE Structural Calculations For: Edmonds Automotive 218 3rd Ave N Edmonds, WA 98020 Prepared for: Strobl Design LLC Job #: 10963-2024-20 Date: August 20, 2024 SEATTLE 2124 Third Avenue, Suite 100, Seattle, WA 98121 STRUCTURAL TACOMA 1818 Tacoma Avenue S, Suite 200, Tacoma, WA 98402 206.443.6212 ENGINEERING CENTRAL WA 414 N Pearl Street, Suite 1, Ellensburg, WA 98926 +� ssfengineers.com Criteria Sheet Codes Project Location Structural IBC 2021 Street & Number 218 3rd Ave N Loading ASCE 7-16 City: Edmonds State: WA Wood: NDS 2018 / SDPWS 2021 ZIP: 98020 Steel: AISC 360-16 Concrete: ACI318-19 Latitude: 47.8127 N Masonry: TMS 402/602-16 Longitude:-122.3780 W Ground Elevation 138 ft Occupancy Category AicL f +cnnnr II ACf F 7 T.H. 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 00 2.5 SS 1.391 SI= 0.485 SDS 1.00 SDI 0.88 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 Dead Loads: Roof Roofing 2.5 psf 1/2" Sheathing 1.8 psf Trusses @ 24" oc 2.5 psf Misc./Mech. 1.4 psf Ceiling Finish 2.8 psf Solar Panels 4 psf 15 psf Use 15 psf Add'I Seismic Weight 5 psf Seismic Weight 20 psf Live Loads: Roof 20 psf QUEENANNk 1 i Space Needle 0 AW CAPITOL HILL Seattle PIONEER SQUARE V Map data @2024 Google 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, CI 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 Edmonds Automotive DATE 8/20/2024 Criteria PROJ. # DESIGN TCV SHEET 1 0 u y a, C c rn c y 11 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 1.391 g S, 0.485 g R 6.50 Cd 4.0 fro 2.5 IQ 1.00 h 0.0 ft Ct 0.02 x 0.75 Ta 0.00 sec T 0.00 sec To 0.18 sec Ts 0.88 sec TL 6.00 sec Fa 1.20 F 1.82 SMS 1.67 g SMi 1.32 g SDS 1.000 g SDI 0.880 g CS 0.154 0.010 Cs, design 0.154 Bldg. Weight 8.2 k V=CSW 1.3 k V = CS.:X 0.9 k OqO/T'1T_'.=Q'T AL Mr. , 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.12.8-5 or12.8-6 minimum Eq.12.8-1, Strength Level Base Shear Eq.12.8-1 ASD Base Shear Section 12.2.1.2 1. Regular Structure Yes 2.5 5 Stories above grade Yes 3. T 5 0.5s 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 SM1 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 Edmonds Automotive DATE 812012024 Seismic Criteria PROJ. # DESIGN TCV SHEET 2 E 0 a`> cn u, Li 2 Scope 0 % STRUCTURAL ENGINEERING LATERAL: PROVIDE APA PORTAL FRAME FRAME WES `ER' 31 (documentation attached) TO SATISFY CODE ASPECT RATIO REQUIREMENTS VERTICAL: (2) NEW HEADERS OCCUR HIGH LATERAL: DESIGN AND EVALUATE LOW ROOF SHEAR WALLS (highlighted) FOR N/S SEISMIC FORCES. THIS AREA IS SHIELDED FOR WIND SO WIND LATERAL FORCES DO NOT NEED TO BE CONSIDERED. Edmonds Automotive PROJECT Sri 8/24 DATE PROD. # TCV DESIGN 3 0 SHEET Lateral Design FRAMEwEsPVALL PER, , 77 Design low roof area for code level seism) rces in the N/S direction. This area is shielded from wind and the lateral load path is unchanged in /W direction. Consider yellow highlighted shear wall lines. REPLACE (E) EXTERIOR WALL LINE. W = (15 psf roof + 5 psf walls) * 410 FT2 = 8.2k LOADING LESS THAN WEST WALL, VASD =CS,ASD * W = 0.7 * 0.154 * 8200# = 885# THEREFORE USE SAME PORTAL FRAME SHEARWALL FOR LATERAL WASD = 885#/40.75' = 22 plf SUPPORT West 22 plf East 15.5' 10' 10' 5.25' LOAD 170# 280# 220# 225# 60# LENGTH PORTAL 9.5' 9.5' 4.5' PORTAL FRAME FRAME SHEAR 29 plf 23 plf 50 plf SEE SEE WALL ATTACHED Gyp x2 Gyp x2 Gyp x2 ATTACHED OT--- --- --- II00 Edmonds Automotive PROJECT STRUCTURAL ENGINEERING 8/24 DATE PROJ. # TCU DESIGN 4 v N U N N � m c 0 N vNi 0 0 SHEET Edmonds Automotive PROJECT STRUCTURAL ENGINEERING 8/24 DATE PROJ. # TCU DESIGN 4 v N U N N � m c 0 N vNi 0 0 SHEET Technical Topics A Portal Frame with Hold Downs for Engineered Applications The APA portal -frame design, as shown in Figure 1, was envisioned primarily for use as bracing in conventional light -frame construction. However, it can also be used in engineered applications, as described in this technical topic. The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi -rigid, moment -resisting frame. The extended header is integral in the function of the portal frame, thus, the effective frame width is more than just the wall segment, but includes the header length that extends beyond the wall segment. For this shear transfer mechanism, the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. FIGURE 1 CONSTRUCTION DETAILS FOR APA PORTAL -FRAME DESIGN WITH HOLD DOWNS FRONT ELEVATION SECTION Extent of header with double portal frames (two braced wall pan Extent of header with single portal frame (one braced wall panels) �2'to 18' rough width of opening for single or double portal Pony --- v , wa I I height ; .. Min. 3" x 11-1/4" net header • steel header not allowed Fasten sheathing to header with 8d common or 12' galvanized box nails at 3" grid pattern as shown max total HHeader to Jack -stud strap per wind design. wall Min 1000 Ibf on both sides of opening opposite ieight side of sheathing. 10' Min. double 2x4 framing covered with min 3/8" max thick wood structural panel sheathing with height i.i. 8d common or galvanized box nails at 3" o.c. in framing blocking, all (studs, and sills) typ. Min length of panel per table 1 Min (2) 3500 lb strap -type hold-downs (embedded into concrete and nailed into framing) l,_,•• in reinforcing of foundation, one #4 bar top and bottom of footing. Lap bars 15" min. i -� ........................................... ... ....••-- ---- --- --- Min footing size under opening is 12" x 12". A turned -down slab shall be permitted at door openings. Min (1) 5/8" diameter anchor bolt installed per IRC R403.1.6 — with 2" x 2" x 3/16" plate washer Header to jack -stud strap per wind design min. 1000 Ibf on both sides of opening opposite side of sheathing Fasten king stud to header with 6 16D sinkers Fasten top plate to header with two rows of 16d sinker nails at 3" o.c. typ Min. 3/8" wood structural panel sheathing If needed, panel splice edges shall occur over and be nailed to common blocking within middle 24" of portal -leg height. One row of 3" o.c. nailing is required in each panel edge. Typical portal frame construction Min double 2x4 post (king and jack stud). Number of jack studs per IRC tables R602.7(1) & (2). The strap hold-down may be located on the backside of the portal -frame bracing. Min 1000 lb hold-down device (embedded into concrete and nailed into framing) 5 A Portal Frame with Hold Downs for Engineered Applications TABLE 1 RECOMMENDED ALLOWABLE DESIGN VALUES FOR A SINGLE LEG OF AN APA PORTAL FRAME USED ON A RIGID -BASE FOUNDATION FOR WIND OR SEISMIC LOADING°,b,c,d Allowable Design (ASD) Values Minimum Portal Maximum Portal per Frame Segment Width (in.) Height (ft) Shearl,f (Ibf) Deflection (in.) Load Factor 16 8 850 0.33 3.09 10 625 0.44 2.97 24 8 1,675 0.38 2.88 10 1,125 0.51 3.42 a. Design values are based on the use of Douglas -fir or Southern pine framing. For other species of framing, multiply the above shear design value by the specific gravity adjustment factor = (1 — (0.5 — SG)), where SG = specific gravity of the actual framing. This adjustment shall not be greater than 1.0. b. For construction as shown in Figure 1. c. Values are for a single portal -frame segment (one vertical leg and a portion of the header). For multiple portal -frame segments, the allowable shear design values are permitted to be multiplied by the number of frame segments. d. Interpolation of design values for heights between 8 and 10 feet, and for portal widths between 16 and 24 inches, is permitted. e. The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. f. If story drift is not a design consideration, the tabulated design shear values are permitted to be multiplied by a factor of 1.15. This factor is permitted to be used cumulatively with the win design adjustment factor in Footnote (e) above. Recommended design values for engineered use of the portal frames are provided in Table 1 considering both strength and stiffness. The Table 1 values were developed using the CUREE cyclic test protocol (ASTM E2126) with a flexible load head to ensure that the code (IBC) drift limit, ductility and safety factor are maintained. For seismic design, APA recommends using the design coefficients and factors for light -frame (wood) walls sheathed with wood structural panels rated for shear resistance (Item 15 of Table 12.2-1 of ASCE 7-16). See APA Report T2004-59 for more details. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap -type hold downs, design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid -base foundations, such as a concrete foundation, stem wall or slab, and using a similar embedded strap -type hold down. Applied Load = 170# Allowable Load = 625# JWest exterior line adequate for shear T = v*h = 170#/1.33'*9' = 1150# Use HDU4 holdown ea. end —F.S.=3 Form No. TT-100H ■ © 2020 APA—The Engineered Wood Association ■ www.apawood.org 1 6 0 0STRUCTURAL ENGINEERING PROJECT Edmonds Automotive 8/24 DATE PROJ. # T`'V DESIGN 7 SHEET r `W l7 Q LL a z 0 M z W 3 0