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Eagle Plaza Retail_Structural Calculations_021524 STRUCTURAL CALCULATIONS FOR EAGLE PLAZA RETAIL 937 YELM AVE. W. YELM, WA 98597 PREPARED BY PCS STRUCTURAL SOLUTIONS FEBRUARY 12, 2024 24-134 DESIGN CRITERIA ASCE Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-16 Latitude:46.94849 Risk Category:II Longitude:-122.619039 Soil Class:D - Default (see Section 11.4.3) Elevation:350.37529932552627 ft (NAVD 88) Wind Results: Wind Speed 97 Vmph 10-year MRI 67 Vmph 25-year MRI 73 Vmph 50-year MRI 77 Vmph 100-year MRI 83 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Tue Jan 09 2024 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 3https://ascehazardtool.org/Tue Jan 09 2024 SS : 1.294 S1 : 0.468 F a : 1.2 F v : N/A SMS : 1.553 SM1 : N/A SDS : 1.035 SD1 : N/A T L : 16 PGA : 0.514 PGA M : 0.617 F PGA : 1.2 Ie : 1 C v : 1.359 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Tue Jan 09 2024 Page 2 of 3https://ascehazardtool.org/Tue Jan 09 2024 Project: Job Number:24-134 Sheet: of Name:KES Originating Office:Tacoma Date:2/9/2024 DESIGN CRITERIA CHECKLIST CODE: LOCATION: RISK CATEGORY:(Per ASCE 7-16 Table 1.5-1 & IBC Table 1604.5) VERTICAL DESIGN CRITERIA DEAD LIVE PARTITION 20 PSF 25 PSF WIND DESIGN CRITERIA BASIC WIND SPEED (V) =100 MPH (Per ASCE 7-16 Sec. 26.5.1, Fig. 26.5-1A; 1B; 1C & 1D, or as required by Bld'g Dept.) EXPOSURE CATEGORY:C (Per ACSE 7-16 Section 26.7.3) DIRECTIONALITY FACTOR (Kd):0.85 (Per ASCE 7-16 Table 26.6-1) GUST EFFECT FACTOR (G):0.85 (Per ASCE 7-16 Section 26.11) TOPOGRAPHIC FEATURE:(See ASCE 7-16 Figure 26.8-1) HILL HEIGHT (H):100 FT (See ASCE 7-16 Figure 26.8-1) UPWIND DISTANCE TO HALF HILL (Lh):100 FT (See ASCE 7-16 Figure 26.8-1) 100 FT (See ASCE 7-16 Figure 26.8-1) MEAN ROOF HEIGHT:(See ASCE 7-16 Section 26.2 - Definitions) 0 FT (See ASCE 7-16 Section 26.9) ENCLOSURE CLASSIFICATION:(See ASCE 7-16 Secion 26.2 & Table 26.13-1) ROOF TYPE:(See ASCE 7-16 Figure 27.3-1) ROOF SLOPE (__:12):1.00:12 (Enter vertical rise in 12 horizontal units) (degrees):4.76 SEISMIC DESIGN CRITERIA SITE CLASS:(Per IBC Section 1613.2.2, Assumed as "D" or per Geotech.) IMPORTANCE FACTOR (IE):1 (Per ASCE 7-16 Table 1.5-2) STRUCTURAL SYSTEM (R):6.5 (Per ASCE 7-16 Table 12.2-1) OVERSTRENGTH FACTOR (o):2.5 (Per ASCE 7-16 Table 12.2-1) INFORMATION BELOW FROM APPLIED TECHNOLOGY COUNCIL (ATC) "HAZARDS BY LOCATION" LATITUDE:46.948 SS =1.294 Fa =1.200 LONGITUDE:-122.619 S1 =0.468 Fv =1.504 DEFLECTION CRITERIA FLOOR (LIVE):L/ROOF (LIVE):L/ FLOOR (TOTAL): L/ ROOF (TOTAL): L/ WALLS: L/ SPECIAL: L/ SOIL DESIGN CRITERIA REPORT:NO BEARING:1500 PSF ACTIVE:35 PCF MINIMUM FOOTING DIMENSIONS: PASSIVE:250 PCF CONTINUOUS: COEFFICIENT OF FRICTION:0.35 SPREAD: FROST DEPTH: PILE TYPE:NONE VERTICAL CAPACITY :N/A LATERAL CAPACITY:N/A UPLIFT CAPACITY:N/A SIZE:N/A Starbucks - Yelm IBC 2018, ASCE 7-16 ROOF: YELM, WA CONCENTRATED 1'-6" ELEVATION: DISTANCE FROM CREST TO SITE (x): 1'-4" 1'-6" Design Criteria - IBC2018 - Revised 04/12/21 PCS+Design+Criteria+-+IBC+2018+2023-04-13(Overall (Input)) Project: Job Number: 24-134 Sheet: of Name: KES Originating Office: Tacoma Date: 02/09/24 MATERIALS CONCRETE Footings/Piles: Columns: Slabs/Walls: Beams: - - REINFORCING Steel Grade =60 fy =60 KSI STRUCTURAL STEEL W-Flange Beams fy =50 KSI Shapes & Plates fy =36 KSI Pipes fy =35 KSI HSS Rect.fy =50 KSI HSS Round fy =46 KSI MASONRY ASTM C90 f'm =1900 PSI GLULAM BEAMS Grade = E = Fb (BOTTOM) = Fb (TOP) = Fv = SCL PRODUCTS E = Fb = Fv = Fc = FRAMING LUMBER Joists & Studs E = Fb = Fv = Fc = Beams & Headers E = Fb = Fv = Posts & Timbers E = Fc = ASTM A500, Grade C - - ASTM A992 - - - SOLID GROUTED ASTM A36 ASTM A53, Grade B ASTM A500, Grade C Simple Spans Cantilevers Starbucks - Yelm - 1850 PSI 1.80E+06 PSI 2400 PSI 2400 PSI 24F-V4 24F-V8 1.80E+06 PSI 2400 PSI 285 PSI 2.00E+06 PSI 2900 PSI 240 PSI 240 PSI 2x SCL 3½, 5¼ SCL1¾" SCL 1.30E+06 PSI 1700 PSI 285 PSI 1.80E+06 PSI 2600 PSI 285 PSI 4x HF #1 1.60E+06 PSI 1.50E+06 PSI 180 PSI 1.50E+06 PSI 975 PSI 150 PSI 1350 PSI 1350 PSI 1000 PSI - - - - 6x DF #1 1.60E+06 PSI 1350 PSI 170 PSI 900 PSI 3000 PSI 4000 PSI 4000 PSI 4000 PSI 6x DF #1 1.60E+06 PSI 975 PSI 180 PSI 150 PSI 4x DF #2 - - - 1400 PSI 2400 PSI 2600 PSI 1.60E+06 PSI 900 PSI 2x DF #2 2x HF #1 Design Criteria - IBC2018 - Revised 04/12/21 PCS+Design+Criteria+-+IBC+2018+2023-04-13(Materials) Project: Job Number: 24-134 Sheet: of Name: KES Originating Office: Tacoma Date: 02/09/24 DESIGN CRITERIA - WIND BASIC WIND SPEED (V): 100 MPH MEAN ROOF HEIGHT: 25 FT RISK CATEGORY: II GROUND ELEVATION FACTOR (Ke): 1.00 EXPOSURE CATEGORY: C ENCLOSURE CLASSIFICATION:Enclosed DIRECTIONALITY FACTOR (Kd):0.85 ROOF TYPE: Monoslope GUST EFFECT FACTOR (G):0.85 ROOF SLOPE (__:12): 1.0:12 (degrees):4.76 Wind Direction: h/L: ≤0.25 0.50 ≥1.0 Height Above Ground Level, z Kzt Windward wall L/B: 15 1.00 12.6 0-1 20 1.00 13.3 2 25 1.00 13.9 ≥4 30 1.00 14.5 40 1.00 15.4 NOTES: 50 1.00 16.1 1) 60 1.00 16.7 70 1.00 17.3 80 1.00 17.9 90 1.00 18.3 100 1.00 18.6 2) 120 1.00 19.4 Kht = 1.00 140 1.00 20.1 qh = 20.5 PSF 160 1.00 20.6 180 1.00 21.2 200 1.00 21.6 250 1.00 22.6 300 1.00 23.5 350 1.00 24.3 400 1.00 25.0 450 1.00 25.6 500 1.00 26.2 3.7 qi has conservatively been taken equal to qh PART 1: ENCLOSED AND PARTIALLY ENCLOSED BUILDINGS OF ALL HEIGHTS Internal Pressures (±qi*(GCpi)) ≤0.5 0 to h -3.1 -15.6 All walls -12.2 Sidewall ≥1.0 ˃h/2 Leeward wall N/A h/L:Horizontal Distance from Windward Edge External Pressures (q*(GCp)): ˃2h 3.7 h to 2h -5.2 Internal Pressures (±qi*(GCpi)) All Roofs N/A Windward (Negative) Leeward N/A Windward (Positive) All Roofs N/A N/A N/A N/A N/A Positive Pressure Negative Pressure -8.7 ROOF PRESSURES (Figure 27.3-1) External Pressures (qh*(GCp)): Internal Pressures (±qi*(GCpi)) Normal to Ridge for θ ≥ 10° N/A 3.7 Leeward & Sidewall External Pressures (qh*(GCp)): -8.7 Minimum Design Wind Loads (Per ASCE 7-16 27.1.5): The wind load used for design of the MWFRS shall not be less than 16 PSF multiplied by the wall area of the building, and 8 PSF multiplied by the roof area of the building projected on a vertical plane normal to the assumed wind direction. Wall and roof loads shall be applied simultaneously. -5.2 -3.5 Windward External Pressures (qz*(GCp)): HORIZONTAL WALL PRESSURES (Figure 27.3-1) 0 to h/2 -3.1 -22.6 Normal to Ridge for θ < 10° and Parallel to Ridge for All θ ASCE 7-16 CHAPTER 27: WIND LOADS ON BUILDINGS: MWFRS (DIRECTIONAL PROCEDURE) -12.2 Starbucks - Yelm Design Criteria - IBC2018 - Revised 04/12/21 PCS+Design+Criteria+-+IBC+2018+2023-04-13(Wind MWFRS) Project: Job Number: 24-134 Sheet: of Name: KES Originating Office: Tacoma Date: 02/09/24 DESIGN CRITERIA - WIND BASIC WIND SPEED (V): 100 MPH MEAN ROOF HEIGHT: 25 FT RISK CATEGORY: II GROUND ELEVATION FACTOR (Ke): 1.00 EXPOSURE CATEGORY: C ENCLOSURE CLASSIFICATION:Enclosed DIRECTIONALITY FACTOR (Kd):0.85 ROOF TYPE: Monoslope GUST EFFECT FACTOR (G):0.85 ROOF SLOPE (__:12): 1.0:12 (degrees):4.76 1 2 2' 3 3' N/A 10 SF -26.2 -30.3 -36.4 -40.5 -56.9 N/A 20 SF -26.2 -29.9 -36.0 -36.4 -50.7 N/A 50 SF -26.2 -28.6 -35.4 -32.3 -42.5 N/A 100 SF -26.2 -28.2 -34.4 -28.2 -36.4 N/A 4 5 4 5 1 2 2'3 3'N/A 10 SF 24.1 24.1 -26.2 -32.3 -43.0 -47.0 -53.2 -57.3 -73.6 N/A 20 SF 23.0 23.0 -25.1 -30.1 -41.9 -45.5 -51.7 -52.1 -66.4 N/A 50 SF 21.6 21.6 -23.7 -27.3 -40.4 -42.9 -49.6 -46.6 -56.8 N/A 100 SF 20.5 20.5 -22.6 -25.1 -39.3 -41.4 -47.5 -41.4 -49.6 N/A 500 SF 18.0 18.0 -20.0 -20.0 -36.8 -38.9 -45.0 -38.9 -47.0 N/A NOTES: 1) 2) Kht = 1.00 qh = 20.5 PSF qi has conservatively been taken equal to qh POSITIVE PRESSURES NEGATIVE PRESSURES NEGATIVE PRESSURES 16.0 PART 1: LOW-RISE BUILDINGS (h≤60 ft) ROOF SURFACES ROOF OVERHANG ZONES ASCE 7-16 30.2.2: Minimum Design Wind Loads: The design wind pressure for C&C of buildings shall not be less than a net pressure of 16 PSF acting in either direction normal to the surface. ZONE POSITIVE PRESSURES NEGATIVE PRESSURES WALL SURFACES & ROOF OVERHANGS Effective Wind Area WALL ZONES 16.0 ALL ZONES 16.0 16.0 ASCE 7-16 CHAPTER 30: WIND LOADS: COMPONENTS AND CLADDING Effective Wind Area Starbucks - Yelm Design Criteria - IBC2018 - Revised 04/12/21 PCS+Design+Criteria+-+IBC+2018+2023-04-13(Wind C&C) Project: Job Number: 24-134 Sheet: of Name: KES Originating Office: Tacoma Date: 02/09/24 DESIGN CRITERIA - WIND Starbucks - Yelm FIGURE 27.3-8: Main Wind Force Resisting System, Part 1 (All Heights): Design Wind Load Cases per ASCE 7-16 Design Criteria - IBC2018 - Revised 04/12/21 PCS+Design+Criteria+-+IBC+2018+2023-04-13(Wind MWFRS Figure ) Project: Job Number: 24-134 Sheet: of Name: KES Originating Office: Tacoma Date: 02/09/24 DESIGN CRITERIA - WIND Starbucks - Yelm FIGURE 27.3-1 Main Wind Force Resisting System, Part 1 (All Heights): External Pressure Coefficients, Cp, for Enclosed and Partially Enclosed Buildings - Walls and Roofs per ASCE 7-16 Design Criteria - IBC2018 - Revised 04/12/21 PCS+Design+Criteria+-+IBC+2018+2023-04-13(Wind Ext. Pressure Coefficients) Project: Job Number: 24-134 Sheet: of Name: KES Originating Office: Tacoma Date: 02/09/24 DESIGN CRITERIA - WIND Starbucks - Yelm FIGURE 30.3-1: Components and Cladding [h ≤ 60 ft]: External Pressure Coefficients, (GCp), for Enclosed and Partially Enclosed Buildings - Walls Design Criteria - IBC2018 - Revised 04/12/21 PCS+Design+Criteria+-+IBC+2018+2023-04-13(Wind C&C - Walls) Project: Job Number: 24-134 Sheet: of Name: KES Originating Office: Tacoma Date: 02/09/24 DESIGN CRITERIA - SEISMIC ASCE 7-16 SECTION 12.8 - EQUIVALENT LATERAL FORCE PROCEDURE RISK CATEGORY: II LATITUDE: 46.948 SITE CLASS: D LONGITUDE: -122.619 IMPORTANCE FACTOR (IE):1 SS =1.294 STRUCTURAL SYSTEM (R): 6.5 S1 =0.468 OVERSTRENGTH FACTOR (o):2.5 Fa =1.200 Fv =1.504 ASCE 7-16 SECTION 11.4 SEISMIC GROUND MOTION VALUES Section 11.4.4 - Coefficients and Risk-Targeted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameters SMS = Fa*SS =1.553 SM1 = Fv*S1 =0.704 Section 11.4.5 - Design Spectral Response Acceleration Parameters SDS = 2/3*SMS =1.035 SD1 = 2/3*SM1 =0.469 ASCE 7-16 SECTION 11.6 - SEISMIC DESIGN CATEGORY - SECTION 12.8.2 - PERIOD DETERMINATION I & II III IV < 0.167g A A A < 0.33g B B C < 0.50g C C D >= 0.50g D D D D I & II III IV < 0.067g A A A PERIOD DETERMINATION: < 0.133g B B C Ct =0.02 < 0.20g C C D hn =23 FT >= 0.20g D D D x =0.75 D Ta = Ct*hn x =0.210 ASCE 7-16 SECTION 12.8.1.1 - SEISMIC RESPONSE COEFFICIENT GENERAL EQUATION:CS = SDS/(R/I) =0.159 <--CONTROLS EQ. 12.8-2 MAXIMUM: CS = 1.5*SD1/(T*(R/I)) = 0.516 EQ. 12.8-3 MINIMUM:CS = 0.044*SDS*I > 0.01 =0.046 EQ. 12.8-5 For structures located where S1 > 0.6g CS = 0.5*S1/(R/I) =0.000 EQ. 12.8-6 ASCE 7-16 SECTION 12.8.1 - SEISMIC BASE SHEAR V = CS*W =0.159*W Each building and structure shall be assigned to the most severe Seismic Design Category in accordance with Table 11.6-1 or Table 11.6-2, irrespective of the fundamental period of vibration of the structure. RISK CATEGORY: RISK CATEGORY: W = the total dead load and applicable portion of other loads as indicated in Section 12.7.2 Starbucks - Yelm ASCE 7-16 TABLE 11.6-2 SEISMIC DESIGN CATEGORY BASED ON SD1 ASCE 7-16 TABLE 11.6-1 SEISMIC DESIGN CATEGORY BASED ON SDS Design Criteria - IBC2018 - Revised 04/12/21 PCS+Design+Criteria+-+IBC+2018+2023-04-13(Earthquake) Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Project: Job Number:24-134 Sheet: of Name:KES Originating Office:Tacoma Date:02/09/24 IBC2018/ASCE7-16 CRITERIA GROUND SNOW LOAD (Pg) =25 PSF EXPOSURE FACTOR (Ce) =0.9 THERMAL FACTOR (Ct) =1.0 IMPORTANCE FACTOR (Is) =1.0 ROOF SLOPE FACTOR (Cs) =1.0 ROOF SNOW LOAD (Ps) =15.75 PSF SNOW DENSITY () =17.25 PCF BALANCED SNOW LOAD (hb) =0.913 FT NOTE: SEE FOLLOWING PAGE FOR UNBALANCED SNOW LOAD CASE 1 CASE 2 CASE 3 CASE 4 CASE 5 CASE 6 Lu =0 FT 0 FT 0 FT Lb =65 FT 65 FT 95 FT hr =5.0 FT 6.5 FT 5.0 FT hc =4.09 FT 5.59 FT 4.09 FT Leeward (hd) =1.34 FT 1.34 FT 1.34 FT Windward (hd) =2.03 FT 2.03 FT 2.45 FT Maximum?2.03 FT 2.03 FT 2.45 FT hc < hd?NO NO NO Maximum (h d)=2.03 FT 2.03 FT 2.45 FT Drift W =8.12 FT 8.12 FT 9.79 FT W > Lb?NO NO NO Pd(MAX) =35.0 PSF 35.0 PSF 42.2 PSF IF W > L b, P d(TRUNCATED) =N/A N/A N/A Check Sliding?NO NO NO PSLIDING (on 1st 15ft) =N/A N/A N/A Per ASCE 7-16 Figure 7.4-1 Ps = 0.7(Ce)(Ct)(Cs)(I)(Pg) = ((0.13)(Pg) + 14) <= 30 PCF hb = (Ps)/() Starbucks- Yelm SNOW DRIFT Per ASCE 7-16 Figure 7.2.1 & Table 7.2 Per ASCE 7-16 Table 7.3-1 Per ASCE 7-16 Table 7.3-2 Per ASCE 7-16 Table 1.5-2 Lu W hc hd hb Pf Pf Pd CRITERIA BALANCED SNOW LOAD hr DRIFTING & SLIDING SNOW LOAD (in addition to balanced snow load) Lb LATERAL Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Shearwall Overturning Wall SW1-EW P1 dead P2 footing Dimensions 0.6*W 3.6 k 6 in wall soil soil 12 in 18 ft 15 in 2.125 ft 7FT 84 in stem wall 14 in ftg base 3 ft 4 ft DL Factor:0.6 18 ft Conc weight 150 pcf soil 75 pcf Dead roof+wall 1.5 k 14.47188 Ftg wt 9.7 k soil wt 3.23 k P1 1 k P2 1 k Lateral E 3.6 k Mot 72.5 k ft Mres ↻88.9 k ft Mres ↺88.9 k ft Tens.-0.92 k needs to be 0 Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Shearwall Overturning Wall SW2-NS P1 dead P2 footing Dimensions 0.6*W 3 k 6 in wall soil soil 6 in 18 ft 15 in 2.5 ft 24 in stem wall 24 in ftg base 3 ft 7 ft DL Factor:0.6 11 ft Conc weight 150 pcf soil 75 pcf Dead roof+wall 4.5 k 15.69375 Ftg wt 10.2 k soil wt 1.03 k P1 2.8 k P2 2.8 k Lateral E 3 k Mot 61.5 k ft Mres ↻70.3 k ft Mres ↺70.3 k ft Tens.-0.80 k needs to be 0 Shearwall Overturning Wall SW3-NS P1 dead P2 footing Dimensions 0.6*W 7 k 6 in wall soil soil 12 in 18 ft 12 in 2.5 ft 18 in stem wall 18 in ftg base 2.5 ft 16.5 ft DL Factor:0.6 19.5 ft Conc weight 150 pcf soil 75 pcf Dead roof+wall 10.6 k 25.73125 Ftg wt 12.2 k soil wt 2.93 k P1 0 k P2 0 k Lateral E 7 k Mot 143.5 k ft Mres ↻150.5 k ft Mres ↺150.5 k ft Tens.-0.36 k needs to be 0 GRAVITY Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X starbucks-yelm 24-134 gravity 1 -29 .24 B2 ↓↓t ↓ /C 12 D =20pSf (65'/2):650 ple 3 1 463 plf S =25pSf (65'):813 plf VD =WL /2 :650pIf (12)/2 =3 .9K 3 8 . 8K Vs =WV2 =813pIS (12)/2 =4 . 9 K Mots =WL2/8 =1463plf (12 /8 :26 .3 Kft Frea :Sis 463pIf)(12)"3 e - 63Zin" 38 4 (1 .8 x 100 psi)(12 x 12/240) 5 x 12 GL min 63/4 x /2 GL min Bl BI D =4K ↓s =Sk f L ↓↓↓↓ /// 34'-4TrIR2 D =20pSf (65'/2):650 ple S =25pSf (65'):813 plf 6 .75 x 31 .S GL Min-See everal RI :D =10 .7K R2 :D =18 .6K 6 =12 .4 K s =22 K C3 , f BI D =19K S :22 k 18 HSSSXSx 3/8 min ↓fly area requi :Area :K = Fift :S .2 -5 .5's i Wood Beam LIC# : KW-06014122, Build:20.23.08.01 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION:B1 1-29-24 Project File: 24-134 Starbucks-yelm.ec6 Project Title:Starbucks- Yelm Engineer:KES Project ID:24-134 Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V8 2400 2400 1650 650 1800 950 265 1100 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1600 ksi 850 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 31.0 ft Load for Span Number 2 Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 31.0 ft Point Load : D = 4.0, S = 5.0 k @ 4.0 ft, (B2) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.857: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 15.955 ft 157.59 psi= = 2,323.32 psi 6.75x31.5Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 304.75 psi== Section used for this span 6.75x31.5 Maximum Shear Stress Ratio 0.517 : 1 31.531 ft= = 1,990.32 psi Maximum Deflection 466 >=360 341 Ratio =248 >=240 Max Downward Transient Deflection 0.639 in 638Ratio =>=360 Max Upward Transient Deflection -0.205 in Ratio = Max Downward Total Deflection 1.193 in Ratio =>=240 Max Upward Total Deflection -0.385 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only Span: 2 : S Only Span: 1 : +D+S Span: 2 : +D+S . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S 1 1.1932 16.715 0.0000 0.000 +D+S20.0000 16.715 -0.3849 4.000 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 23.101 40.661 Max Upward from Load Combinations 23.101 40.661 Max Upward from Load Cases 12.404 22.046 D Only 10.696 18.615 +D+S 23.101 40.661 Wood Beam LIC# : KW-06014122, Build:20.23.08.01 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION:B1 1-29-24 Project File: 24-134 Starbucks-yelm.ec6 Project Title:Starbucks- Yelm Engineer:KES Project ID:24-134 Project Descr: Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.750S 19.999 35.149 +0.60D 6.418 11.169 S Only 12.404 22.046 Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Wood Beam LIC# : KW-06014122, Build:20.23.08.01 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION:B3 1-29-24 Project File: 24-134 Starbucks-yelm.ec6 Project Title:Starbucks- Yelm Engineer:KES Project ID:24-134 Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V8 2,400.0 2,400.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 31.0 ft Point Load : D = 4.0, S = 5.0 k @ 0.0 ft, (B2) Load for Span Number 2 Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 31.0 ft Load for Span Number 3 Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 31.0 ft Point Load : D = 5.0, S = 7.0 k @ 4.0 ft, (B4) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.890: 1 Load Combination +D+S Span # where maximum occurs Span # 2 Location of maximum on span 20.000 ft 212.37 psi= = 2,613.59 psi 6.75x16.5Section used for this span Span # where maximum occurs Location of maximum on span Span # 2= Load Combination +D+S = = = 304.75 psi== Section used for this span 6.75x16.5 Maximum Shear Stress Ratio 0.697 : 1 20.000 ft= = 2,325.44 psi Maximum Deflection 10770 >=360 406 Ratio =9631 >=240 Max Downward Transient Deflection 0.152 in 630Ratio =>=360 Max Upward Transient Deflection -0.022 in Ratio = Max Downward Total Deflection 0.236 in Ratio =>=240 Max Upward Total Deflection -0.025 in fb: Actual F'b fv: Actual F'v Span: 3 : S Only Span: 2 : S Only Span: 3 : +D+S Span: 2 : +D+S . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S 1 0.1523 0.000 0.0000 0.000 +D+S+D+S 2 0.1095 9.580 -0.0249 18.319 +D+S 3 0.2361 4.000 0.0000 18.319 . Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 28.268 32.468 Wood Beam LIC# : KW-06014122, Build:20.23.08.01 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION:B3 1-29-24 Project File: 24-134 Starbucks-yelm.ec6 Project Title:Starbucks- Yelm Engineer:KES Project ID:24-134 Project Descr: Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from Load Combinations 28.268 32.468 Max Upward from Load Cases 15.450 18.250 D Only 12.818 14.218 +D+S 28.268 32.468 +D+0.750S 24.405 27.905 +0.60D 7.691 8.531 S Only 15.450 18.250 Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X starbucks-yelm 24-134 gravity 1 -30 .24 BS ↓ BIRI f t ↓↓f L↑17 f RI R2 B)R1 :D =10 .7K 6 =12 .4 K P =20PSEC2 ,trib):4OPT P e R1 :D =6K D =6K S :6 .CK S =6 .6K S'/8 x 24 GL min By Inspection HSSSxSX 14 is good because loads are less that the typical canopy Column fly Area required :AK : E =2 .9 ft +3x3 #3 Cont ftg 1 .Sksf provided Wood Beam LIC# : KW-06014122, Build:20.23.08.01 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION:B5 1-30-24 HEADER Project File: 24-134 Starbucks-yelm.ec6 Project Title:Starbucks- Yelm Engineer:KES Project ID:24-134 Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V8 2,400.0 2,400.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft Point Load : D = 10.70, S = 12.40 k @ 8.875 ft, (B1 R1) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.997: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 8.875 ft 150.71 psi= = 2,618.84 psi 5.125x24Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 304.75 psi== Section used for this span 5.125x24 Maximum Shear Stress Ratio 0.495 : 1 15.807 ft= = 2,612.21 psi Maximum Deflection 0 <360 458 Ratio =0 <240 Max Downward Transient Deflection 0.247 in 863Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.465 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only n/a Span: 1 : +D+S n/a . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S 1 0.4647 8.940 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 12.585 12.585 Max Upward from Load Combinations 12.585 12.585 Max Upward from Load Cases 6.644 6.644 D Only 5.942 5.942 +D+S 12.585 12.585 +D+0.750S 10.924 10.924 +0.60D 3.565 3.565 S Only 6.644 6.644 Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Project: Job Number:24-134 Sheet: of Name:KES Originating Office:Tacoma Date: 02/09/24 2018 NDS/2018 IBC WALL DATA LUMBER TYPE:APPLIED LOADS:PDEAD =290 LB Fb = 900 PSI (IBC 1605.3.2) =1.0 PLIVE =0 LB Fc = 1350 PSI WWIND =25.0 PSF PSNOW =70 LB Fc = 625 PSI WWIND = 25.0 PSF PWIND =0 LB E = 1.60E+06 PSI WSEISMIC =4.0 PSF PSEISMIC =150 LB STUD SIZE:(1)MISCELLANEOUS:HEIGHT =18 FT AX = 8.25 IN2 SPACING =16 IN SX = 7.56 IN3 ECCENTRICITY =1 IN IX = 20.80 IN4 CF(COMPRESSION) = 1.10 (NDS 4.3.6) CF(BENDING) = 1.3 (NDS 4.3.6)APPLY? FcE = 311.2 PSI CSYS(BENDING) = 1.00 NO (SDPWS T3.1.1.1) Cb = 1.25 (NDS 3.10.4)Cr(BENDING) = 1.00 NO (NDS 4.3.9) LOAD CASES - IBC 1605.3.1 CASE 1 DEAD + LIVE + 5 PSF LAT.CASE 4 DEAD + LIVE + 0.6WIND + (1/2)SNOW CASE 2 DEAD + LIVE + SNOW + 5 PSF LAT.CASE 5 DEAD + LIVE + SNOW + 0.3WIND CASE 3 DEAD + LIVE + 0.6WIND CASE 6 DEAD + LIVE + SNOW + SEISMIC/1.4 ALLOWABLE STRESSES - Cd PER NDS T2.3.2, Cp PER NDS 3.7.1, ASSUME Cm, Ct, Ci, CL = 1.0 CASE CD Fc* FcE/Fc* CP Fc' Fb' Fc ' 1 1.00 1485 0.21 0.200 296 1170 781 2 1.15 1708 0.18 0.175 299 1346 781 3, 4, & 5 1.60 2376 0.13 0.127 302 1872 781 6 1.60 2376 0.13 0.127 302 1872 781 APPLIED STRESSES - NDS CHAPTER 3 DESIGN EQUATIONS CASE PAPPLIED fc MLAT. LOAD MECC.MTOTAL fb 1 290.0 35 270.0 24.2 285.1 452 2 360.0 44 270.0 30.0 288.8 458 3 290.0 35 810.0 24.2 825.1 1309 4 325.0 39 810.0 27.1 826.9 1312 5 360.0 44 405.0 30.0 423.8 672 6 467.1 57 154.3 38.9 178.6 283 DESIGN CHECKS - COMBINED STRESS CHECK PER NDS EQN 3.9-3 CASE fc/Fc' fb/Fb' fc/Fc Combined fc/FcE Deflection L/? 1 0.12 0.39 0.04 0.45 0.11 0.50 L/432 2 0.15 0.34 0.06 0.42 0.14 0.51 L/427 3* 0.12 0.70 0.04 0.80 0.11 1.02 L/212 4* 0.13 0.70 0.05 0.82 0.13 1.02 L/211 5* 0.14 0.36 0.06 0.44 0.14 0.53 L/408 6 0.19 0.15 0.07 0.22 0.18 0.31 L/690 MAX. --->0.19 0.70 0.07 0.82 0.18 1.02 L/211 O.K.O.K.O.K.O.K.O.K. PLATE BENDING - *ALIGN STUDS WITH JOISTS WHERE POSSIBLE* MISCELLANEOUS:ALLOWABLE STRESSES: Cfu =1.15 (NDS 4.3.7)FV' =173 PSI FV =150 PSI Fb' = 1547 PSI DBL TOP PLATE PROPERTIES:APPLIED STRESSES: AX = 16.50 IN2 fv =22 PSI <--- O.K. SX = 4.13 IN3 fb =349 PSI <--- O.K.JOIST ALIGN WITH STUDS IX = 3.09 IN4 MAX =0.006 IN 300 LB STARBUCKS YELM STUD REACTIONS (OUT - OF - PLANE) STUD WALL DESIGN: S1 * Deflections reduced by 0.42 per IBC Table 1604.3 footnote f. Increase deflection by 1.4 for jambs supporting glass. WALL DATA LOAD CASES - IBC 1605.3.1 ALLOWABLE STRESSES - Cd PER NDS T2.3.2, Cp PER NDS 3.7.1, ASSUME Cm, Ct, Ci, CL = 1.0 PLATE BENDING - *ALIGN STUDS WITH JOISTS WHERE POSSIBLE* APPLIED STRESSES - NDS CHAPTER 3 DESIGN EQUATIONS DESIGN CHECKS - COMBINED STRESS CHECK PER NDS EQN 3.9-3 Stud Wall - IBC2015 - Revised 03/11/16 IBC18StudWalAltLoadCombo(STUD WALL S1) Project: Job Number:24-134 Sheet: of Name:KES Originating Office:Tacoma Date: 02/09/24 2018 NDS/2018 IBC WALL DATA LUMBER TYPE:APPLIED LOADS:PDEAD =1000 LB Fb = 900 PSI (IBC 1605.3.2) =1.0 PLIVE =0 LB Fc = 1350 PSI WWIND =25.0 PSF PSNOW =700 LB Fc = 625 PSI WWIND = 25.0 PSF PWIND =0 LB E = 1.60E+06 PSI WSEISMIC =4.0 PSF PSEISMIC =150 LB STUD SIZE:(2)MISCELLANEOUS:HEIGHT =18 FT AX = 16.50 IN2 SPACING =16 IN SX = 15.13 IN3 ECCENTRICITY =1 IN IX = 41.59 IN4 CF(COMPRESSION) = 1.10 (NDS 4.3.6) CF(BENDING) = 1.3 (NDS 4.3.6)APPLY? FcE = 311.2 PSI CSYS(BENDING) = 1.00 NO (SDPWS T3.1.1.1) Cb = 1.13 (NDS 3.10.4)Cr(BENDING) = 1.00 NO (NDS 4.3.9) LOAD CASES - IBC 1605.3.1 CASE 1 DEAD + LIVE + 5 PSF LAT.CASE 4 DEAD + LIVE + 0.6WIND + (1/2)SNOW CASE 2 DEAD + LIVE + SNOW + 5 PSF LAT.CASE 5 DEAD + LIVE + SNOW + 0.3WIND CASE 3 DEAD + LIVE + 0.6WIND CASE 6 DEAD + LIVE + SNOW + SEISMIC/1.4 ALLOWABLE STRESSES - Cd PER NDS T2.3.2, Cp PER NDS 3.7.1, ASSUME Cm, Ct, Ci, CL = 1.0 CASE CD Fc* FcE/Fc* CP Fc' Fb' Fc ' 1 1.00 1485 0.21 0.200 296 1170 703 2 1.15 1708 0.18 0.175 299 1346 703 3, 4, & 5 1.60 2376 0.13 0.127 302 1872 703 6 1.60 2376 0.13 0.127 302 1872 703 APPLIED STRESSES - NDS CHAPTER 3 DESIGN EQUATIONS CASE PAPPLIED fc MLAT. LOAD MECC.MTOTAL fb 1 1000.0 61 270.0 83.3 322.1 256 2 1700.0 103 270.0 141.7 358.5 284 3 1000.0 61 810.0 83.3 862.1 684 4 1350.0 82 810.0 112.5 880.3 698 5 1700.0 103 405.0 141.7 493.5 392 6 1807.1 110 154.3 150.6 248.4 197 DESIGN CHECKS - COMBINED STRESS CHECK PER NDS EQN 3.9-3 CASE fc/Fc' fb/Fb' fc/Fc Combined fc/FcE Deflection L/? 1 0.20 0.22 0.09 0.31 0.19 0.28 L/765 2 0.35 0.21 0.15 0.44 0.33 0.31 L/687 3* 0.20 0.37 0.09 0.49 0.19 0.54 L/398 4* 0.27 0.37 0.12 0.58 0.26 0.56 L/387 5* 0.34 0.21 0.15 0.43 0.33 0.33 L/663 6 0.36 0.11 0.16 0.29 0.35 0.22 L/992 MAX. --->0.36 0.37 0.16 0.58 0.35 0.56 L/387 O.K.O.K.O.K.O.K.O.K. PLATE BENDING - *ALIGN STUDS WITH JOISTS WHERE POSSIBLE* MISCELLANEOUS:ALLOWABLE STRESSES: Cfu =1.15 (NDS 4.3.7)FV' =173 PSI FV =150 PSI Fb' = 1547 PSI DBL TOP PLATE PROPERTIES:APPLIED STRESSES: AX = 16.50 IN2 fv =103 PSI <--- O.K. SX = 4.13 IN3 fb =1648 PSI <--- N.G.JOIST ALIGN WITH STUDS IX = 3.09 IN4 MAX =0.029 IN 300 LB STARBUCKS YELM STUD WALL DESIGN: S2 STUCCO/BRICK * Deflections reduced by 0.42 per IBC Table 1604.3 footnote f. Increase deflection by 1.4 for jambs supporting glass. STUD REACTIONS (OUT - OF - PLANE) WALL DATA LOAD CASES - IBC 1605.3.1 ALLOWABLE STRESSES - Cd PER NDS T2.3.2, Cp PER NDS 3.7.1, ASSUME Cm, Ct, Ci, CL = 1.0 PLATE BENDING - *ALIGN STUDS WITH JOISTS WHERE POSSIBLE* APPLIED STRESSES - NDS CHAPTER 3 DESIGN EQUATIONS DESIGN CHECKS - COMBINED STRESS CHECK PER NDS EQN 3.9-3 Stud Wall - IBC2015 - Revised 03/11/16 IBC18StudWalAltLoadCombo(STUD WALL S2 STUCCO) Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X starbucks-yelm 24-134 gravity 1 .16 .24 Header W/Brick-H4 Low Bm (veneer ↓↓↓L ↓I --es s // 16'roof a snow D :Wall :Sopst (13):Gsopif +20 pSt (2'trib)+25 (2 .)=740 pl W :ISPS +[18 )+10'k]=22S plf 29 . 6 pt f -= -C -S 748 5 .9 K ·VD :WL/=650 pl (16)/2 =SK Gl VW =WC/=22Sp1f (16')/2 =1 .8K (0 .6)=1 K Weakaxis746 I Mo =WLY8 =650 plf (16)2/8 =Eft 24 kft -+S Mw =WLY =I2Sp1f (16 12 /8 =7 .2 kf+(0 .6)=4 .3 kft I neakaxis 740 I Total :SWL "123 =5 (650p)f)(1s)"123 1371144 - - I - 384 EA 384 (1 .8 x 100 psi)(15 X 12/600)1 S61 Int I wind =Wc42"=S(0 .6x22Sp1f (16)"123 :Int Conse 384(.8x104)(16 x 12/360) 5'8 a 191 GL Min use (1)brg studs W/(2)full height Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X starbucks-yelm 24-134 gravity 1 .24 .24 HG ↓↓t ↓ W ->I s - // 12:x will above D =20 psf (7 /2)+20psf (13)=330 plf]418 pl S =25 psf (7 /2)=89 plf T ~:[Spsf(8 +10 2):Inspi V =WL/2 =418 pl (12)/2 =I Sk VW =WH =225p16(12')/2 =1 .4 K M =WL 2 /8 =418 plf (12')8 =7 .S kft Mw =W 1 8 =I2SpIf)12)2/8 =4 kft I =<12 :S(419p1f)(12)"123 =270 In 4 384ED 384 (1 .8 x 106 psi)(12 x 2 /360) In =4123 :51 .42 <22SpIf)(12)e - 61 In + 384(1 .3 x 10 psi)(12x 12/360) S'8 x 9 GL min MISC. Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Steel Beam LIC# : KW-06014122, Build:20.23.08.01 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION:CH1 2-9-24 Project File: 24-134 Starbucks-yelm.ec6 Project Title:Starbucks- Yelm Engineer:KES Project ID:24-134 Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 0.230, S = 0.570 k @ 0.50 ft, (CB1) Point Load : D = 0.230, S = 0.570 k @ 5.0 ft, (CB1) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.073 : 1 Load Combination +D+S Span # where maximum occurs Span # 1 1.704 k Mn / Omega : Allowable 63.872 k-ft Vn/Omega : Allowable C12x20.7Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S 60.790 k Section used for this span C12x20.7 Ma : Applied Maximum Shear Stress Ratio =0.028 : 1 0.000 ft 4.659 k-ft Va : Applied 0 <360 7347 Ratio =0 <240.0 Maximum Deflection Max Downward Transient Deflection 0.011 in 10,805Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.016 in Ratio =>=240. Max Upward Total Deflection 0 in Span: 1 : S Only n/a Span: 1 : +D+S n/a . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S 1 0.0163 5.000 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.704 Max Upward from Load Combinations 1.704 Max Upward from Load Cases 1.140 D Only 0.564 +D+S 1.704 +D+0.750S 1.419 +0.60D 0.338 S Only 1.140 Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Steel Column LIC# : KW-06014122, Build:20.23.08.01 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION:CANOPY HSS COL 2-8-24 Project File: 24-134 Starbucks-yelm.ec6 Project Title:Starbucks- Yelm Engineer:KES Project ID:24-134 Project Descr: .Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 18.0Overall Column Height Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS5x5x3/16 36.0 ft E : Elastic Bending Modulus Fully braced against buckling ABOUT X-X Axis Fully braced against buckling ABOUT Y-Y Axis Brace condition : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 215.460 lbs * Dead Load Factor AXIAL LOADS . . . CANOPY: Axial Load at 10.0 ft, Yecc = -3.0 in, D = 0.560, S = 1.140 k HEADER: Axial Load at 18.0 ft, Xecc = 3.0 in, D = 7.0, S = 7.0 k BENDING LOADS . . . CANOPY: Moment acting about X-X axis at 10.0 ft, D = -1.50, S = -3.20 k-ft .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.5846 Location of max.above base 9.906 ft 15.915 k 70.707 k -2.353 k-ft Load Combination +D+S Load Combination +D+S 10.581 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.2375 k 0.01178 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k 10.581 k-ft -1.926 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : Applied Vn / Omega : Allowable Maximum Load Reactions . . Top along X-X 0.1944 k Bottom along X-X 0.1944 k Top along Y-Y 0.2375 k Bottom along Y-Y 0.2375 k Maximum Load Deflections . . . Along Y-Y -0.1108 in at 6.644 ft above base for load combination :+D+S Along X-X -0.3470 in at 10.510 ft above base for load combination :+D+S 20.156 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Ry KyLy/Rx D Only PASS PASS9.91 0.005 0.00 ftft0.217 1.00 1.00 0.00 0.00 +D+S PASS PASS9.91 0.012 0.00 ftft0.585 1.00 1.00 0.00 0.00 +D+0.750S PASS PASS9.91 0.010 0.00 ftft0.442 1.00 1.00 0.00 0.00 +0.60D PASS PASS9.91 0.003 0.00 ftft0.130 1.00 1.00 0.00 0.00 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments D Only 0.0767.775 -0.0760.097 0.097 +D+S 0.23815.915 -0.2380.194 0.194 +D+0.750S 0.19713.880 -0.1970.170 0.170 +0.60D 0.0454.665 -0.0450.058 0.058 S Only 0.1628.140 -0.1620.097 0.097 Steel Column LIC# : KW-06014122, Build:20.23.08.01 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION:CANOPY HSS COL 2-8-24 Project File: 24-134 Starbucks-yelm.ec6 Project Title:Starbucks- Yelm Engineer:KES Project ID:24-134 Project Descr: k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumAxial @ Base 0.23815.915 -0.2380.194 0.194 Minimum"0.0454.665 -0.0450.058 0.058 MaximumReaction, X-X Axis Base 0.23815.915 -0.2380.194 0.194 Minimum"0.0454.665 -0.0450.058 0.058 MaximumReaction, Y-Y Axis Base 0.0454.665 -0.0450.058 0.058 Minimum"0.23815.915 -0.2380.194 0.194 MaximumReaction, X-X Axis Top 0.23815.915 -0.2380.194 0.194 Minimum"0.0454.665 -0.0450.058 0.058 MaximumReaction, Y-Y Axis Top 0.23815.915 -0.2380.194 0.194 Minimum"0.0454.665 -0.0450.058 0.058 MaximumMoment, X-X Axis Base 0.0767.775 -0.0760.097 Minimum"0.0767.775 -0.0760.097 MaximumMoment, Y-Y Axis Base 0.0767.775 -0.0760.097 0.097 Minimum"0.0767.775 -0.0760.097 0.097 MaximumMoment, X-X Axis Top 0.0767.775 -0.0760.097 0.097 Minimum"0.0767.775 -0.0760.097 0.097 MaximumMoment, Y-Y Axis Top 0.0767.775 -0.0760.097 0.097 Minimum"0.0767.775 -0.0760.097 0.097 .Maximum Deflections for Load Combinations Max. Deflection in X dir Max. Deflection in Y dir DistanceLoad Combination Distance D Only -0.1735 -0.035 6.644 ftftinin10.510 +D+S -0.3470 -0.111 6.644 ftftinin10.510 +D+0.750S -0.3036 -0.092 6.644 ftftinin10.510 +0.60D -0.1041 -0.021 6.644 ftftinin10.510 S Only -0.1735 -0.076 6.644 ftftinin10.510 .Steel Section Properties :HSS5x5x3/16 R xx = 1.960 in Depth =5.000 in R yy = 1.960 in J =19.900 in^4 Width =5.000 in Wall Thick = 0.187 in Zx =5.890 in^3 Area = 3.280 in^2 Weight =11.970 plf I xx =12.60 in^4 S xx =5.03 in^3Design Thick =0.174 in I yy =12.600 in^4 C =8.080 in^3 S yy =5.030 in^3 Ycg =0.000 in Steel Column LIC# : KW-06014122, Build:20.23.08.01 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION:CANOPY HSS COL 2-8-24 Project File: 24-134 Starbucks-yelm.ec6 Project Title:Starbucks- Yelm Engineer:KES Project ID:24-134 Project Descr: Sketches Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X starbucks-yelm 24-134 canopies 2.8 .24 Drive through canopy By Inspection (17 +20 .7 Channels are good since spans are smaller ↓HSS4x4x3/16 are good ,case spans 4 /->↓trib are smaller that typ .Canopies ⊥C / HSS C 13 C * HSS ·As s I 44 C \$ 1