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2026-0403 Yelm VMP Structural Calculations_Ph 1_2
STRUCTURAL CALCULATIONS FOR CITY OF YELM VETERANS MEMORIAL PARK 15425 WA-507 YELM, WA 98597 PREPARED BY PCS STRUCTURAL SOLUTIONS APRIL 2, 2026 26-021 ASCE Hazards Report Address: 15424 WA-507 Yelm, Washington 98597 Standard:ASCE/SEI 7-16 Latitude:46.938773 Risk Category:II Longitude:-122.612873 Soil Class:D - Stiff Soil Elevation:348.5219421172687 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: Fri Jan 30 2026 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 4https://ascehazardtool.org/Fri Jan 30 2026 SS : 1.288 S1 : 0.466 F a : 1 F v : N/A SMS : 1.288 SM1 : N/A SDS : 0.859 SD1 : N/A T L : 16 PGA : 0.512 PGA M : 0.563 F PGA : 1.1 Ie : 1 C v : 1.358 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Stiff Soil USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Fri Jan 30 2026 Page 2 of 4https://ascehazardtool.org/Fri Jan 30 2026 Snow Results: Mapped Elevation: Data Source: Date Accessed: Fri Jan 30 2026 In "Case Study" areas, site-specific case studies are required to establish ground snow loads. Extreme local variations in ground snow loads in these areas preclude mapping at this scale. Ground snow load determination for such sites shall be based on an extreme value statistical analysis of data available in the vicinity of the site using a value with a 2 percent annual probability of being exceeded (50-year mean recurrence interval). Site is outside ASCE/SEI 7-16, Table 7.2-5 boundaries. For ground snow loads in this area, see SEAW Snow Load Analysis for Washington, 2nd Ed. (1995). Structural Engineers Association of Washington, Seattle, WA. Statutory requirements of the Authority Having Jurisdiction are not included. Snow load values are mapped to a 0.5 mile resolution. This resolution can create a mismatch between the mapped elevation and the site-specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported ‘elevation’ and ‘mapped elevation’ differ significantly from each other. Page 3 of 4https://ascehazardtool.org/Fri Jan 30 2026 Rain Results: Data Source: Date Accessed: 15-minute duration: No Data 60-minute duration: No Data NOAA National Weather Service, Precipitation Frequency Data Server, Atlas 14 (https://www.nws.noaa.gov/oh/hdsc/) Fri Jan 30 2026 For rainfall-event data in this area, see NOAA Hydrometeorological Design Studies Center, Current Precipitation Frequency Information and Documents for Washington. The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool. Page 4 of 4https://ascehazardtool.org/Fri Jan 30 2026 Project: Job Number:25-XXX Sheet: of Name:XXX Originating Office:Seattle Date:3/13/2026 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 16 PSF 25 PSF (SNOW) WIND DESIGN CRITERIA BASIC WIND SPEED (V) =97 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:B (Per ASCE 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):3.00:12 (Enter vertical rise in 12 horizontal units)θ (degrees):14.04 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):1.25 (Per ASCE 7-16 Table 12.2-1) OVERSTRENGTH FACTOR (Ωo):2.0 (Per ASCE 7-16 Table 12.2-1) INFORMATION BELOW FROM "ASCE HAZARD TOOL" LATITUDE:46.938773 SS =1.288 Fa =1.000 LONGITUDE:-122.612873 S1 =0.466 Fv =1.800 DEFLECTION CRITERIA FLOOR (LIVE): L/ ROOF (LIVE): L/ FLOOR (TOTAL): L/ ROOF (TOTAL): L/ WALLS: L/ SPECIAL: L/ SOIL DESIGN CRITERIA REPORT:YES BEARING:1500 PSF ACTIVE:35 PCF MINIMUM FOOTING DIMENSIONS: PASSIVE:200 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 XXX IBC 2021, ASCE 7-16 ROOF: YELM, WA CONCENTRATED 1'-6" ELEVATION: DISTANCE FROM CREST TO SITE (x): SEE SOILS REPORT FOR ACTIVE, PASSIVE PRESSURES AND FRICTION COEFFICIENT 1'-4" 1'-6" Design Criteria - IBC2021 - Revised 2024-04-08 26021 PCSDesignCriteria-IBC2021 3-12-2026(Overall (Input)) Project: Job Number: 25-XXX Sheet: of Name: XXX Originating Office: Seattle Date: 03/13/26 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 =2000 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 XXX - 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 - IBC2021 - Revised 2024-04-08 26021 PCSDesignCriteria-IBC2021 3-12-2026(Materials) Project: Job Number: 25-XXX Sheet: of Name: XXX Originating Office: Seattle Date: 03/13/26 DESIGN CRITERIA - WIND BASIC WIND SPEED (V): 97 MPH MEAN ROOF HEIGHT: 15 FT RISK CATEGORY: II GROUND ELEVATION FACTOR (Ke): 1.00 EXPOSURE CATEGORY: B ENCLOSURE CLASSIFICATION: Partially Enclosed DIRECTIONALITY FACTOR (Kd):0.85 ROOF TYPE: Monoslope GUST EFFECT FACTOR (G):0.85 ROOF SLOPE (__:12):3.0:12 θ (degrees):14.04 Wind Direction: h/L: ≤0.25 0.50 ≥1.0 Height Above Ground Level, z Kzt Windward wall L/B: 15 1.00 7.9 0-1 20 1.00 8.6 2 25 1.00 9.2 ≥4 30 1.00 9.7 40 1.00 10.6 NOTES: 50 1.00 11.3 1) 60 1.00 11.8 70 1.00 12.4 80 1.00 12.9 90 1.00 13.4 100 1.00 13.8 2) 120 1.00 14.5 Kht = 1.00 140 1.00 15.2 qh = 11.7 PSF 160 1.00 15.7 180 1.00 16.3 200 1.00 16.7 250 1.00 17.8 300 1.00 18.8 350 1.00 19.6 400 1.00 20.5 450 1.00 21.2 500 1.00 21.7 6.4 All walls qi has conservatively been taken equal to qh 0 to h -1.8 -8.9 -6.9 Sidewall -2.0 Leeward & Sidewall External Pressures (qh*(GCp)): h to 2h -5.0 ASCE 7-16 CHAPTER 27: WIND LOADS ON BUILDINGS: MWFRS (DIRECTIONAL PROCEDURE) PART 1: ENCLOSED AND PARTIALLY ENCLOSED BUILDINGS OF ALL HEIGHTS 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. -3.0 ≤0.5 -5.0 6.4 Internal Pressures (±qi*(GCpi)) Windward (Negative) Leeward -6.1 Windward (Positive) ˃h/2 ˃2h Positive Pressure Negative Pressure -6.9 All Roofs -0.3 -3.0 -1.8 -7.3 -5.0 -1.8 -10.5 Horizontal Distance from Windward Edge External Pressures (q*(GCp)): ROOF PRESSURES (Figure 27.3-1) External Pressures (qh*(GCp)): Internal Pressures (±qi*(GCpi)) Leeward wall Internal Pressures (±qi*(GCpi)) Normal to Ridge for θ ≥ 10° -5.3 -4.6 6.4 h/L: Windward External Pressures (qz*(GCp)): HORIZONTAL WALL PRESSURES (Figure 27.3-1) -1.8 -12.9 Normal to Ridge for θ < 10° and Parallel to Ridge for All θ All Roofs XXX Design Criteria - IBC2021 - Revised 2024-04-08 26021 PCSDesignCriteria-IBC2021 3-12-2026(Wind MWFRS) Project: Job Number: 25-XXX Sheet: of Name: XXX Originating Office: Seattle Date: 03/13/26 DESIGN CRITERIA - WIND BASIC WIND SPEED (V): 97 MPH MEAN ROOF HEIGHT: 15 FT RISK CATEGORY: II GROUND ELEVATION FACTOR (Ke): 1.00 EXPOSURE CATEGORY: B ENCLOSURE CLASSIFICATION: Partially Enclosed DIRECTIONALITY FACTOR (Kd):0.85 ROOF TYPE: Monoslope GUST EFFECT FACTOR (G): 0.85 ROOF SLOPE (__:12): 3.0:12 θ (degrees):14.04 1 2 3 N/A N/A N/A 10 SF -21.6 -25.1 -40.3 N/A N/A N/A 20 SF -20.7 -23.9 -36.8 N/A N/A N/A 50 SF -20.2 -21.4 -32.8 N/A N/A N/A 100 SF -19.3 -20.4 -29.8 N/A N/A N/A 4 5 4 5 1 2 3 N/A N/A N/A 10 SF 18.1 18.1 -19.3 -22.8 -26.8 -30.3 -45.5 N/A N/A N/A 20 SF 17.5 17.5 -18.6 -21.5 -25.3 -28.6 -41.4 N/A N/A N/A 50 SF 16.6 16.6 -17.8 -19.9 -24.0 -25.2 -36.6 N/A N/A N/A 100 SF 16.0 16.0 -17.2 -18.6 -22.4 -23.6 -32.9 N/A N/A N/A 500 SF 16.0 16.0 -16.0 -16.0 -21.0 -22.2 -31.5 N/A N/A N/A NOTES: 1) 2) Kht = 1.00 qh = 11.7 PSF NEGATIVE PRESSURES ZONE ALL 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. Effective Wind Area WALL ZONES 16.0 16.0 POSITIVE PRESSURES NEGATIVE PRESSURES qi has conservatively been taken equal to qh Effective Wind Area POSITIVE PRESSURES NEGATIVE PRESSURES WALL SURFACES & ROOF OVERHANGS PART 1: LOW-RISE BUILDINGS (h≤60 ft) ROOF SURFACES 16.0 16.0 ROOF OVERHANG ZONES ASCE 7-16 CHAPTER 30: WIND LOADS: COMPONENTS AND CLADDING XXX Design Criteria - IBC2021 - Revised 2024-04-08 26021 PCSDesignCriteria-IBC2021 3-12-2026(Wind C&C) Project: Job Number: 25-XXX Sheet: of Name: XXX Originating Office: Seattle Date: 03/13/26 DESIGN CRITERIA - WIND XXX FIGURE 27.3-8: Main Wind Force Resisting System, Part 1 (All Heights): Design Wind Load Cases per ASCE 7-16 Design Criteria - IBC2021 - Revised 2024-04-08 26021 PCSDesignCriteria-IBC2021 3-12-2026(Wind MWFRS Figure ) Project: Job Number: 25-XXX Sheet: of Name: XXX Originating Office: Seattle Date: 03/13/26 DESIGN CRITERIA - WIND XXX 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 - IBC2021 - Revised 2024-04-08 26021 PCSDesignCriteria-IBC2021 3-12-2026(Wind Ext. Pressure Coefficients) Project: Job Number: 25-XXX Sheet: of Name: XXX Originating Office: Seattle Date: 03/13/26 DESIGN CRITERIA - WIND XXX FIGURE 30.3-1: Components and Cladding [h ≤ 60 ft]: External Pressure Coefficients, (GCp), for Enclosed and Partially Enclosed Buildings - Walls Design Criteria - IBC2021 - Revised 2024-04-08 26021 PCSDesignCriteria-IBC2021 3-12-2026(Wind C&C - Walls) Project: Job Number: 25-XXX Sheet: of Name: XXX Originating Office: Seattle Date: 03/13/26 DESIGN CRITERIA - SEISMIC ASCE 7-16 SECTION 12.8 - EQUIVALENT LATERAL FORCE PROCEDURE RISK CATEGORY: II LATITUDE: 46.939 SITE CLASS: D LONGITUDE: -122.613 IMPORTANCE FACTOR (IE):1 SS =1.288 STRUCTURAL SYSTEM (R): 1.25 S1 =0.466 OVERSTRENGTH FACTOR (Ωo):2 Fa =1.000 Fv =1.800 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 =1.288 SM1 = 1.5*Fv*S1 = 1.258 Section 11.4.5 - Design Spectral Response Acceleration Parameters SDS = 2/3*SMS =0.859 SD1 = 2/3*SM1 =0.839 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 =40 FT >= 0.20g D D D x =0.75 D Ta = Ct*hn x =0.318 ASCE 7-16 SECTION 12.8.1.1 - SEISMIC RESPONSE COEFFICIENT GENERAL EQUATION:CS = SDS/(R/I) =0.687 <--CONTROLS EQ. 12.8-2 MAXIMUM:CS = SD1/(T*(R/I)) =2.109 EQ. 12.8-3 MINIMUM:CS = 0.044*SDS*I > 0.01 =0.038 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 =0.687*W W = the total dead load and applicable portion of other loads as indicated in Section 12.7.2 XXX 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 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: Design Criteria - IBC2021 - Revised 2024-04-08 26021 PCSDesignCriteria-IBC2021 3-12-2026(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 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 RIVER ROCK COPNADU STONE raoUucrs Installation Specifications CSI — 3 Part Spec available at www.CORONADO.com/ArchitecturalResources Choices Specific to River Rock Standard Colors: Reno Blend, Sienna Brown, Desert Rust. Custom colors may be available for an upcharge. Grout Joint Width: Standard 1/2' Average Grout Joint or Drystacked Grouting Options: Deep Raked or Drystacked Grout Joint Color: Natural Grey, Natural Off -White or Complementary Color Accessories: Corners, Complementary Tiles, Wall Caps, Post Caps and more. (See Accessories section of binder) Special Installation Notes Pattern: Blend the stone on the wall from several different boxes to ensure proper color and size variation. See catalog photos for recommended installation pattern. Grout Joints: Standard 1/z" grout joint. Stone should be installed as close as possible, stacked in some cases. However, the taper on the side of the stone will cause the grout joint to appear wider after grouting. Sealing: Not required. However, if installed on an exterior exposed to excessive water from runoff or improper drainage, we suggest the product be sealed in that particular area to protect it from staining or spalling during freeze -thaw cycles. Freeze -Thaw: When installing stone in a freeze -thaw environment, extra care should be taken to ensure a full coverage of mortar on the back of each stone, which will prevent water pooling behind the stone after it has been installed. Drystacked: A polymer -modified mortar should be used for all drystacked applications. Installation Info: Download Coronado's latest installation instructions at www.coronado.com for information on mortar and installation recommendations. Profile Properties Size: Standard: 2" to 10". Corner returns range from 31/2" to 10" (nominal). Thickness: Standard: 3/" to 21/2" (nominal). Weight: 7 to 10 lbs. per square foot. Packaging: Standard: Available in Big Boxes (100 sq ft Flats or 100 In ft Corners) or Dura-Paks (12.5 sq ft Flats or 12.5 In ft Corners). When purchasing River Rock, coverage is based on installation with a'/2" joint at the back of the stone. (Note: Square Footage and Linear Footage quantities may vary per region) 1h' Deep Raked Grout Joint 1/2" Deep Raked Grout Joint RIVER ROCK COLOR: RENO BLEND RIVER ROCK COLOR: SIENNA BROWN 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 Wood Beam LIC# : KW-06014122, Build:20.25.08.14 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2026 DESCRIPTION:Gateway Joists Project File: member designs.ec6 Project Title: Engineer: Project ID: Project Descr: Referenced Design Standard(s) : NDS 2018 Load Combination Set : ASCE 7-16 Code References Governing Code : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 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 Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 1.50 X 5.50 Span = 8.0 ft 1 2 D(0.020) S(0.03333) W(-0.02266) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans : D = 0.0150, S = 0.0250, W = -0.0170 ksf, Tributary Width = 1.333 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.715 : 1 Load Combination +D+S +D+S Span # where maximum occurs Span # 1 Location of maximum on span 4.000 ft 34.53 psi= = 946.09 psi 1.50 X 5.50Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination = = = 165.60 psi== Section used for this span 1.50 X 5.50 Maximum Shear Stress Ratio 0.209 : 1 7.562 ft= = 676.86 psi Maximum Deflection 982 >=360 613 Ratio =20465 >=180 Max Downward Transient Deflection 0.098 in 1444 Ratio =>=360 Max Upward Transient Deflection -0.066 in Ratio = Max Downward Total Deflection 0.156 in Ratio =>=180 Max Upward Total Deflection -0.005 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only Span: 1 : W Only Span: 1 : +D+S Span: 1 : +0.60D+0.60W .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 0.93Length = 8.0 ft 1 0.325 0.100 0.90 1.300 1.001.00 1.00 0.16 253.8 782.1 0.07 129.60.80 12.91.00 0.93+D+S 1.300 1.001.00 1.00 0.0 0.00 0.00.80 0.01.00 0.88Length = 8.0 ft 1 0.715 0.209 1.15 1.300 1.001.00 1.00 0.43 676.9 946.1 0.19 165.60.80 34.51.00 0.88+D+0.750S 1.300 1.001.00 1.00 0.0 0.00 0.00.80 0.01.00 0.88Length = 8.0 ft 1 0.604 0.176 1.15 1.300 1.001.00 1.00 0.36 571.1 946.1 0.16 165.60.80 29.11.00 0.88+D+0.60W 1.300 1.001.00 1.00 0.0 0.00 0.00.80 0.01.00 Wood Beam LIC# : KW-06014122, Build:20.25.08.14 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2026 DESCRIPTION:Gateway Joists Project File: member designs.ec6 Project Title: Engineer: Project ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 0.75Length = 8.0 ft 1 0.072 0.018 1.60 1.300 1.001.00 1.00 0.05 81.2 1,122.0 0.02 230.40.80 4.11.00 0.75+D+0.450W 1.300 1.001.00 1.00 0.0 0.00 0.00.80 0.01.00 0.75Length = 8.0 ft 1 0.111 0.028 1.60 1.300 1.001.00 1.00 0.08 124.4 1,122.0 0.03 230.40.80 6.31.00 0.75+D+0.750S+0.450W 1.300 1.001.00 1.00 0.0 0.00 0.00.80 0.01.00 0.75Length = 8.0 ft 1 0.394 0.098 1.60 1.300 1.001.00 1.00 0.28 441.6 1,122.0 0.12 230.40.80 22.51.00 0.75+0.60D+0.60W 1.300 1.001.00 1.00 0.0 0.00 0.00.80 0.01.00 0.75Length = 8.0 ft 1 0.018 0.004 1.60 1.300 1.001.00 1.00 0.01 20.3 1,122.0 0.01 230.40.80 1.01.00 0.75+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.00.80 0.01.00 0.75Length = 8.0 ft 1 0.136 0.034 1.60 1.300 1.001.00 1.00 0.10 152.3 1,122.0 0.04 230.40.80 7.81.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+S1 0.1564 4.029 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 0.213 0.213 Max Upward from Load Combinations 0.213 0.213 Max Upward from Load Cases 0.133 0.133 Max Downward from all Load Conditions (Resisting Uplift)-0.091 -0.091 Max Downward from Load Combinations (Resisting Uplift)-0.006 -0.006 Max Downward from Load Cases (Resisting Uplift)-0.091 -0.091 D Only 0.080 0.080 +D+S 0.213 0.213 +D+0.750S 0.180 0.180 +D+0.60W 0.026 0.026 +D+0.450W 0.039 0.039 +D+0.750S+0.450W 0.139 0.139 +0.60D+0.60W -0.006 -0.006 +0.60D 0.048 0.048 S Only 0.133 0.133 W Only -0.091 -0.091 HU/HUC Heavy -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 2Y1e" or greater, at 100% of the table load. Specify HUC. • For any wood -to -wood HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 1 1/4" Titen Turbo" screws (Model TNT25134H) for concrete and 1/4" x 21/4" Titen Turbo screws (Model TNT25214H) for GFCMU. Follow all installation instructions below and use the loads from the sawn lumber or EWP sections. Material: 14 gauge Finish: Galvanized; ZMAX® coating available; _ome models available in stainless steel Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen Turbo screws. Titen Turbo screw anchors for GFCMU (1/4' x 21/4" — Model TNT25214H) and for concrete (1/4" x 13/4' — Model TNT25134H) are sold separately. Type 316 stainless -steel Titen Turbo available for severe corrosion environments. • Drill and prep the holes according to the Installation Instructions provided with the packaging for Titen Turbo screw anchors. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Turbo Installation Kits are available (Model TNTINSTALLKM. A Y,s" x 6" SIDS -plus drill bit is also available (Model MDPL01860SH). • Installation on GFCMU — A minimum edge distance of 1 1/2" and a minimum end distance of 37/a' is required as shown in Figure 1 for full load. Where no uplift is required, a minimum end distance of 1112" is permitted. For HU models installed with 5/8" minimum face fastener edge distances or HUC models installed with side of hanger edge flush and with a minimum end distance of 1", allowable download is 0.63 of table loads with no reduction for uplift loads. Installation on Concrete — A minimum end and edge distance of 3" is required for table loads. For edge distances of 13/4" minimum and a minimum end distance of 3", allowable download is 0.90 of table loads with no reduction for uplift loads. For HU models installed with 1/8" minimum face fastener edge distances or HUC models installed with side of hanger edge flush and with a minimum end distance of 1', allowable download is 0.63 of table loads with no reduction for uplift loads. Codes: See p. 12 for Code Reference Key Chart Web Applications: Visit app.strongtie.com/hs to access our Hanger Selector web application. Concealed flanges :1116 edge di" HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 265 HU/HUC Heavy -Duty Face -Mount Hangers (cont.) T Pmdclsa w.alebinwi1M1addi9ond conceion PrMnalim. Farmaninfamntlm, s PP. 1319. Mold No. Fasten.. (in.) UW Mlowable Load. Code GFGMB Cannde 81aMard Conceded GFCMUTu& Then Turbo" Cmneh Tden Turbo '�01d 0 0) (160) gown 11a9nzsl UPH[ (168) Goan (109/12G) 6e. H826 HB29 (4)YX2Y (4)Yx 1Y (2)0148 x1Y 335 1,130 335 1,240 H828 HUM (6)YX 2/. (6)Y.x 1Y (4)0148 x 1lk 545 1,700 760 1,860 H824-2 HBC24-2 (4)YX2Y (4)Yx 1% (2)0.148 x3 390 1,130 390 1,240 H826-2(Min.) HBC26-2 (9)Y X2Y. RYx 1Y (4)0.148 x3 760 2,265 760 2,480 H826-2(W.) HBC26-2 (12)Yx 2% (12)Y x 1Y (6)OAU x3 1,135 3.295 1,135 3,720 H826-3(Min) H8C2 3(Min) (9)ID x2A B)Yx 1Y (4)0.148 x3 ]6(I 2,265 760 2,490 H1126-3(M.) H8C2 3(M..) (12)Yx 2% (12)ID x I% (8)0.148 x3 1,135 3,395 1,135 3,720 H828-2(Mn) HBC28-2(Min) (10)Y.x2Y (10)Yx 1Y (4)0.148 x3 ]6(I 2,830 760 300 H828-2(M.) HBC28-2(Max) (14)Yx2Y (14)Yx1Y (6)0.148x3 1,135 3,960 1,135 4,340 H8210 HB210X (9)Y x2Y. B)Yx1Y (4)0148 x 1l@ 545 2,265 760 2,490 H8210-2(Min) HUC210-2(Min) (14)Yx 2% (14)Y x 1Y (6)OAU x3 1,135 3,960 1,135 4,340 H8210-2(Max) HUC210-2(Max) (18)Yx 2% (19)Y x 1Y (10)0.148 x3 1,800 5.095 1,900 5.210 H8210-3(Min) HUC210-3(Min) (14)Yx2Y (14)YX1Y (6)0.148x3 1,135 3,960 1,135 4,340 H8210-3(M.) HUC210-3(Max) (18)Yx2Y (18)YX1Y (10)01480 1,800 5,095 1,900 5,210 H8212 HB212X (10)Y.x2Y (10)Yx 1Y (6)0.148 x 1Y 1,135 2,830 1,135 2,865 H8212-2(Min) HBC212-2(Min) (18)Ax 2Y (16)YX 1Y (6)0.148x3 1,135 4,530 1,135 4,960 H8212-2(M.) HBC212-2(Max) (22)Y X2A (22)Yx 1Y (10)01480 1,350 5,210 1,350 5,210 H8212-3(Min) HBC212-3(Mn) (16)Y.x2Y (16) Yx 1Y (6)0.148x3 1,135 4,530 1,135 4,960 H8212-3(M.) HBC212-3(M.) (22)%x2Y. (2Z)Yx 1Y (10)0.1480 1,800 5.210 1,800 5.210 H8214 HB214X (12)Yx 2Y (12)Y X 1Y (6)0148 x1Y 1,135 2,865 1,135 2,665 H8214-2(Min) HBC214-2(Min) (18)Yx 2% (19)Y x 1Y (B)0.148x3 1,515 5.095 1,515 5.210 H8214-2(Max.) HBC214-2(M.) (24)Yx2Y (24)Yx 1Y (12)0.148X3 2.015 5.095 2,015 5.210 H8214-3(Mn.) HBC214-3(Min) (18)Yx2Y (18)YX1Y (8)0.148x3 1,515 5,095 1,515 5,210 H8214-3(Max) HBC214-3(Max) (24)Y.x 2Y (24)Yx 1Y (12)0,149.3 2,015 5,095 2,015 5,210 H8216 HB21M (18)Yx2Y (18)YWY, (B)0.148 x 1Y 1,515 3,115 1.515 2,920 H8216-2(Mn) HBC216-2(Min.) (20)Y X2A (20)Yx 1Y (8)0.148 x3 1,515 5,210 1,515 5,210 H8216-2(M..) HBC216-2(W.) (26)Y X2A (28)Yx 1Y (12)0,149.3 2,015 5,210 2,015 5,210 HU2163(Min) HBC216-3(Min) (20)%x 2% (20)Yx 1Y (B)0.148x3 1,515 5.210 1.515 5.210 HU2163(M.) HBC216-3(Max) (26)Yx2Y. (26)Yx1Y (12)0.148X3 2.015 5.210 2,015 5.210 H81(Min) (No[awWe) (12)Yx2Y (12)Y4xl% (4)0148 x 1l@ 545 3,240 760 3,240 H81(M.) (No[awila ) (16)A x2Y (16)YX 1Y (9)0148 x1Y 1,085 3,740 1,095 3,740 Hug (Min.) (NdanmWnln) (18)Yx 2% (19)Y x 1Y (6)0.148 x 1Y 1,135 3.490 1,135 3AD H89(M.) (Ndanaibble) (24)Y. x 2% (24)Yx 1Y (10)0.148 x 1Y 1,445 3,995 1,445 3,995 Hull (Min) (No[avxileble) (22)Y X2A (22)Yx 1Y (6)0148 x1Y 1,135 3,490 1,135 3,490 H811(M.) (No[awila ) (M)Y X2A (30)Yx 1Y (10)0.148 x 1Y 1,445 3,995 1,445 3,995 HU14(Min.) (Ndaraileble) (29)Y. x2Y (28)Yx 155 (B)0.148 x 1Y 1,515 3,740 1,515 3,740 HU14(W.) (Ndaraibble) B6 Yx2% (36)Y.x 1Y (14)0.148 x 1Y 2,015 4,500 2,015 4,500 HW2MD.5 (No[awila ) (22)Y X2A (22)Yx 1Y (10)0148 x3 1,895 5,210 105 5,210 H83.2912 (Ndanaibbk) (24)Y. x 2% (24)Yx 1Y (12)0.148 x3 2.015 5.210 2,015 5.210 HU32M6(Min) (Ndaraileble) (20)Y X2A (20)Yx 1Y (8)0.148 x3 1,515 5,210 1,515 5,210 HW25%(M.) (Ndaraileble) (26)Y X2A (28)Yx 1Y (12)0,149.3 2,015 5,210 Zp15 5,210 H844 HBC44 (4)Y x2Y (4)Yx 155 (2)0.148x3 380 1,130 380 1.240 H846(Min) HBC46(Min) (9)Y X2A B)Yx 1Y (4)0.14B x3 ]6(I 2,265 ]60 2,490 HUM(M.) HUf 13(Max) (12)Yx 2Y (12)Y4xl% I 0.148 x3 1,135 1 3,395 1,135 3,720 San fao nd. an P. 267. 266 HU/HUC Heavy -Duty Face -Mount Hangers (cont.) - These products ae areiada with additional axmaion protection. For more "constant, see W.I3 l9, Node) Ni Fasleiwra (in) OF/SPNo nbk,Lwde Code Gi Cuncei Stnndend Conceni GFCMU Titm Turku" Concrek Titre Turbo Just 0pliN (160) D.Uplif (1001125) (160) Do. (11 Rd. HU48(Min) HUC48(Mn.) (10)Yx 2Y it0)Yx 1Y (4)0.149 x3 760 2,930 ]6(I 3,100 HU48(Max) HUC48(M.) (14)Ax 2Y (14)Yx 1Y (6)9148x3 1,135 3,960 1,135 4,340 HU410(Min) HUC410(Min) (14)Y.x2Y (14)Yx 1% (6)0.149 x3 1.135 3,960 1,135 4,340 HU410(M.) HUC410(Mex) 08)Yx2Y gig Mix 1% (10)0.148 x3 1.900 5.0% 1,800 5.210 HU412(Min) HUC412(Mn) (16)Yx 2Y (to)Yx 1Y (6)OAR x3 1,135 4,530 1,135 4,960 HU412 (Max) HUC412(M.) (22)Y x 2% (22)Ax 1Y it0)0.148 x3 1,900 5,210 1,800 5,210 HU414(Mn) HUC414(Mb.) 08)Y. x 2Y (18)Yx 1% (8)0.148 x3 1,515 5.0% 1,515 5.210 HU414(M.) HUC414(Mex) (24)Y. x2Y (24)Y x 155 (12)0.148 x3 2.015 5.0% 2,015 5.210 HU416(Mn) HUC416(Min) (20)Yx 2% (20)Ax 1Y (9)OAR x3 1,515 5,210 1,515 5,210 HU416(M.) HUC416(Mai (26)Yx 2% (26)Ax 1Y (12)0148 x3 2,015 5,210 2,015 5,210 HU66(Min) HUC66(Mn) go Y.x 2% (8)Y. x 1Y (4)0.162 x 3% 900 2,265 900 2,480 HU66(M.) HUC66(M.) (12)Y. x 2Y (12)Yx 1% (6)0.162 x 3% 1,345 3.3% 1,345 3.720 HU68(Min) HUC68(Mn) (10)Yx 2Y it0)Yx 1Y (4)0.162 x 3% 900 2,930 900 3,100 HU68 (Max) HUC68 (Max) (14)Ax 2Y (14)Yx 1Y (8)0.162 x 3% 1,345 3,960 1,345 4,340 HU610(Min.) HUC610(Min) (14)%x 2Y (14)Yx 1 SS (6)0.162 x 3% 1,345 3,960 1,345 4,340 HU610(M.) HUC610(Max) 08)Y. x 2Y (18)Yx 1% (8)0.162 x 3% 1,795 5.0% 1.795 5.210 HUM2(Min) HUC612(Min) (16)Yx 2Y it6)Yx 1Y (8)0.162 x 3% 1,345 4,530 1,345 4,960 HUM2(M.) HUC612(Max) (22)Y x 2% (22)Ax 1Y (8)0.162x3Y 1,795 5,210 1,795 5,210 HUS14(Min) HUC614(Min.) 08)Y. x 2Y (18)Yx 1 SS (8)0.162 x 3% 1,795 5.0% 1.795 5.210 HUS14(M.) HUC614(M.) (24)Y. x2Y (24)Y x 155 (12)0.162 x 3Y 2.015 5,210 2,015 5.210 HU6%(Min) HUC616(Min) (20)Yx 2% (20)Ax 1Y (8)0.162 x 3% 1,795 5,210 1,795 5,210 HU616(Max) HUC616(Max) (26)Yx 2% (26)Ax 1Y (12)d%2 x31h 2,015 5,210 2,015 5,210 HU410-2(Min) HUC410-2(Min) (14)Y. x 2% (14)Yx 1% (6)0.162 x 3% 1,345 3,960 1,345 4,340 HU410-2(Max) HUC410-2(Mini 08)Y. x 2Y (18)Yx 1% (8)0.162 x 3% 1,795 5.0% 1.795 5.210 HU412-2(Min) HUC412-2(Min) (16)Yx 2Y (to)Yx 1Y (8)0.162 x 3% 1,345 4,530 1,345 4,960 HU412-2(M.) HUC412-2(Max) (22)Y x 2% (22)Ax 1Y (10)di 62 x 3r6 1,800 5,210 1,800 5,210 HU414-2(Min) HUC414-2(Mn) (20)Yx 2% (20)Y. x 1Y (8)0.162 x 3% 1,795 5,210 1.795 5.210 HU414-2(Max.) HUC414-2(M.) (26)Yx 2% (26)Y. x 1Y (12)0.162x3% 2.015 5,210 2,015 5.210 HU88(Min) HUC88(Min) (10)Yx 2Y it0)Yx 1Y (4)0.162 x 3% 900 2,930 900 3,100 HU88(Max) HUC88(Max) (14)Ax 2Y (14)Yx 1Y (8)0.162 x 3% 1,345 3,960 1,345 4,340 HU810(Min) HUC810(Min.) (14)Y. x 2Y (14)Yx 1% (6)0.162 x 3% 1,345 3,960 1,345 4,340 HU810(M.) HUC810 fti 08)Y. x 2Y (18)Yx 1% (8)0.162 x 3% 1,795 5.0% 1.795 5.210 HUB12(Min) HUC812(Min) (16)Yx 2Y (to)Yx 1% (8)0.162 x 3% 1,345 4,530 1,345 4,960 HUB12(W.) HUC812(M.) (22)Y x 2% (22)Ax 1Y (10)di 82 x ark 1,800 5,210 1,800 5,210 HUB14(Min) HUC814(Min) 08)Y. x 2Y (18)Yx 1 SS (8)0.162 x 3% 1,795 5.0% 1.795 5.210 HUB14(Mini HUC814(M.) (24)Y. x2Y (24)Y x 155 (12)G162 x1% 2.015 5,210 2,015 5.210 HU816 (Min) HUC816 (Min) (20)Yx2Y (20 iix1Y (8)0.162x3Y 1]95 5,210 1p95 5,210 HUB16(M.) HUC8%(Max) (26)Yx 2Y (26)Y.x1Y (12)d%2x3Y 2,015 5,210 2,015 5.210 1. Uplift beds once been Fxxsmed for ear9pualm a wiM bsdig wilt no moher Fxxeesta elbwatl. Radicew m other Icads 9aan. 2. Concrete shell Fare a minimum canpresave slren9lb of fc= 2,590 pa. 3.Grain CIbd CMU(GFCMC) steal have a minimum compressive s"In of fm=1,5o0 ps. Vlsfta puAmngtie.cam/Ns 4.NTenonlyonefiageisconcealed, spedtywhe wa dgdorl Mislbecomeeledflwge. to access our Hanger Selector 5. Products shall be installed such that Then Turbo saews are not exposed to the veenthms web application. 6. Fasteners: Nal dimensions are Ilsted diameter by length. Trion Turbo eaews are SFnpson 31ren9 Te cmaete and masonry screws (M1ex-head madel requiec). Type 316 s wunbss-steel Tom Turbo available for sa rn coriwion environments See hi 2526 for fxdena information. 267 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 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 LTP4/LTP5/A34/A35 Framing Angles and Plates The larger LTP5 spans subfloor at the top of the blocking or rim board. The embossments enhance performance. m- The LTP4 lateral tie plate transfers shear forces for top LTP4 r 4'_ --� plate -to -rim board or blocking connections. Nail holes m are spaced to prevent wood splitting for single and m 4 ,• 1 double top -plate applications. May be installed over P,TcLAEi O plywood sheathing. m o � I o The A35 angle's exclusive bending slot allows instant, accurate field bends for all two- and three-way ties. x ® ® z Balanced, completely reversible design permits the o A35 to secure a great variety of connections. LTP4 N 0 Material: LTP4/LTP5 — 20 gauge; all others — 18 gauge o I a o � Finish: Galvanized. Some products available in 7ij6^ 6 stainless steel or ZMAX® coating. ' LTP5 Installation: e e a hE �h t • Use all specified fasteners; see General Notes • A35 — Bend one time only Codes: See p. 12 for Code Reference Key Chart ►� eP 0® a � Web Applications: - Visit app.strongtie.com/rws to access A34 ' A35 our Roof -to -Wall Selector web application. up Joists to Plate with A Leg Inside 141 A35 Studs to Plate with B Leg Outside I T A34 Installed with SD Screws tF1 4] A35 Joists to Beams 5] A35 U A:50 Ceiling Joists to Beam ~ C tv to 1 A 2 fn GZ �3 A35 V minimum 24/0 APA-rated wood structural panel sheathing c A35 © A35 Simpson Strong -Tie # x'h'screws into subfloor Simpson Strong -Tie /6 x W screws or 0.131' x 1'R nails into floor joist or blocking 309 LTP4/LTP5/A34/A35 Framing Angles and Plates (cont.) - These products are available with additional corrosion ® For stainless -steel Many of these products are approved for installation protection. For more information, see pp.13-19. fasteners, see p. 25. ED with Strong- Drive* SD Connector screws. See pp. 38"82 for more information. Model No. Configuration Type of Connection Fasteners (in.) Direction of Load DF/SP Allowable Loads SPF/NF Allowable Loads Code Ref. Floor (100) Roof (125) (160) Floor (100) Roof (125) (160) (8) 0.131 x 11h Ft 395 480 545 340 415 480 IBC, F26 395 430 430 340 370 370 A34 (8) #9 x 1 viz" SD F1 640 640 640 550 550 550 FL, LA F26 495 495 495 425 425 425 Uplift 240 240 240 170 170 170 ❑2 (9) 0.131 x 1 1h At 295 350 350 255 300 300 E 295 360 385 255 310 330 C1 185 185 185 160 160 160 A35 12 (12) 0.131 x 11h A2 295 325 325 255 280 280 F B LA C2 295 330 330 255 285 285 D 225 225 225 195 195 195 ® (12) 0.131 x 11h Ft 590 650 650 510 560 560 F26 590 670 670 510 575 575 05 (12) 0.131 x 11h Ft 555 555 555 475 475 475 © (12) P146121 Ft 420 420 420 360 360 360 — LTP4 (12) 0.131 x 1,h G 580 715 715 500 615 615 H 525 525 525 450 450 450 07 (12) #9 x 1 Fz" SD G910 910 910 670 780 780 IBC, FL, LA fl 800 800 800 670 690 690 LTP5 (12) 0.131 x 1 1h G 565 565 565 485 485 485 H 465 465 465 400 400 400 ® (12) #9 x 1 �" SD G 800 800 800 670 685 685 H 730 730 730 625 625 625 1. Allowable loads are for one angle. When angles are installed on each side of the joist, the minimum joist thickness is 3". 2. Some illustrations show connections that could cause cross -grain tension or bending of the wood during loading if not reinforced sufficiently. In this case, mechanical reinforcement should be considered. 3. LTP4 and LTP5 can be installed over %* wood structural panel sheathing �vth tabulated fasteners and achieve 0.72 of the listed bad, or over /z sheathing and achieve 0.64 of the listed load. 0.131x 2 W nails or #9 x 2 f2" SD screws will achieve full load in both applications. 4. LTP4 satisfies the IRC continuously sheathed portal frame (CS-PF) framing anchor requirements when installed over raised wood floor framing per Figure R6O2.1O.6.4. 5. Connectors are required on both sides to achieve F2 loads in bath directions. ter 6. A34 and A35 installed with 0.131" x 1'h' nails onto 1'/: LSL material will achieve 0.90 of the listed Ft and F2 loads. i 7. Fasteners: Nail dimensions are listed diameter by length. SD screws are Simpson Strong Tie Strong -Drive SD Connector screws. PH6121 is a pan -head #6 x V2" screw available from Simpson Strong -Tie. See pp. 25-26 for other nail sizes and information. LTP4 attaching Top Plates to Rim Board LTP4 Installed over Wood Structural Panel Sheathing 310 ®LTP5 Installed over Wood Structural Panel Sheathing or Attaching Plate to Rim Board Wood Beam LIC# : KW-06014122, Build:20.25.08.14 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2026 DESCRIPTION:Gateway Stud Project File: member designs.ec6 Project Title: Engineer: Project ID: Project Descr: Referenced Design Standard(s) : NDS 2018 Load Combination Set : ASCE 7-16 Code References Governing Code : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 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 Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 1.50 X 3.50 Span = 4.50 ft 1.50 X 3.50 Span = 4.50 ft 1 2 3 W(0.04866) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans : W = 0.03650 ksf, Tributary Width = 1.333 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.175 : 1 Load Combination +0.60W +0.60W Span # where maximum occurs Span # 1 Location of maximum on span 4.500 ft 21.15 psi= = 1,657.39 psi 1.50 X 3.50Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination = = = 230.40 psi== Section used for this span 1.50 X 3.50 Maximum Shear Stress Ratio 0.092 : 1 4.500 ft= = 289.54 psi Maximum Deflection 2330 >=360 3884 Ratio =0 >=180 Max Downward Transient Deflection 0.023 in 0 Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.014 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : W Only n/a Span: 1 : +0.60W n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 0.0 0.00 0.00.0 0.98Length = 4.50 ft 1 0.90 1.500 1.001.00 1.00 954.8 0.00 129.60.80 0.01.00 0.98Length = 4.50 ft 2 0.90 1.500 1.001.00 1.00 954.8 0.00 129.60.80 0.01.00 0.98+0.60W 1.500 1.001.00 1.00 0.0 0.00 0.00.80 0.01.00 0.96Length = 4.50 ft 1 0.175 0.092 1.60 1.500 1.001.00 1.00 0.07 289.5 1,657.4 0.07 230.40.80 21.21.00 0.96Length = 4.50 ft 2 0.175 0.092 1.60 1.500 1.001.00 1.00 0.07 289.5 1,657.4 0.07 230.40.80 21.21.00 0.96+0.450W 1.500 1.001.00 1.00 0.0 0.00 0.00.80 0.01.00 Wood Beam LIC# : KW-06014122, Build:20.25.08.14 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2026 DESCRIPTION:Gateway Stud Project File: member designs.ec6 Project Title: Engineer: Project ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 0.96Length = 4.50 ft 1 0.131 0.069 1.60 1.500 1.001.00 1.00 0.06 217.2 1,657.4 0.06 230.40.80 15.91.00 0.96Length = 4.50 ft 2 0.131 0.069 1.60 1.500 1.001.00 1.00 0.06 217.2 1,657.4 0.06 230.40.80 15.91.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl W Only1 0.0232 1.911 0.0000 0.000 W Only2 0.0229 2.615 0.0000 0.000 . 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 0.082 0.274 0.082 Max Upward from Load Combinations 0.049 0.164 0.049 Max Upward from Load Cases 0.082 0.274 0.082 +0.60W 0.049 0.164 0.049 +0.450W 0.037 0.123 0.037 W Only 0.082 0.274 0.082 ABA/ABU/ABW Adjustable and Standoff Post Bases Additional standoff bases are on p. 360. The AB series of retrofit adjustable post bases provide a 1 " standoff Q for the post, are slotted for adjustability and can be installed with nails, to Strong -Drive' SD Connector screws or bolts (ABU). Depending on the U application needs, these adjustable standoff post bases are designed -O for versatility, cost-effectiveness and maximum uplift performance. M Features: V) • The slot in the base enables flexible positioning around the anchor bolt, making precise post placement easier m• The 1' standoff helps prevent rot at the end of the post and meets code requirements for structural posts installed in basements or exposed to weather or water splash Material: Varies (see table) Finish: ZMAX® coating and some in stainless steel Installation: • Use all specified fasteners; see General Notes. • See our Anchoring, Fastening, Restoration and Strengthening Systems for Concrete and Masonry catalog, or visit strongtie.com for retrofit anchor options, such as Titen HD®, Stainless -Steel Titen HD or SET-3G®. • Post bases do not provide adequate resistance to prevent members from rotating about the base and therefore are not recommended for non -top -supported installations (such as fences or unbraced carports). • Place the base, cut washer(s) or load transfer plate(s) and nut(s) on the anchor bolt(s). Make any necessary adjustments to post placement and tighten the nut securely on the anchor bolt. • Base anchors must extend less than 1 " from concrete to avoid interference with standoff. • See strongtie.com for information on hollow column installation. ABW Place the standoff base and then the post in the ABW and fasten on three vertical sides, using nails or Strong -Drive SD Connector screws — Bend up the fourth side of the ABW and fasten using the correct fasteners ABU Place the standoff base and then the post in the ABU — Fasten using nails or Strong -Drive SD Connector screws or bolts (ABU88Z, ABU1010Z, ABU1212Z—SDS optional) ABA Place the post in the ABA — Fasten using nails or Strong -Drive SD Connector screws Codes: See p.12 for Code Reference Key Chart Web Applications: Visit app.strongtie.com/pfd to access our Post -to -Foundation Designer web application. EMMany of these products are approved for installation with Strong -Drive SD Connector screws. See pp. 38G-382 for more information. Allowable Loads — Beam Installation ABWZ S Op°o0Poe W` scre B ,B 2 load transfer plates 5dw supplied Washer supplied • • m •® • N N ABU44Z (other sizes similar) Washer Anchor /� required- (!5i%- 31101 _ C not supplied ABU121 z) ABU88Z (other sizes similar) l� N 1�� I Anchor bolt per ABA44Z 2' min. cover o a designer side (other sizes similar) (recommended) Typical ABWZ Installation Model No. Nominal Sire Material (ga.) Dimensions (in.) Fasteners (in.) DF/SP Allowable Loads SPF/HF Allowable Loads Base Strap W L H Anchor Dia. Nails Uplift (160) Down (100) Uplift (160) Down (100) ABA24-2Z Double 2x 16 16 3r% 3% 31/s 1/2 (6) 0.148 x 2r/s 640 4,425 585 3,140 ABU46Z Double 2x 12 12 3%6 5 7 % (12) 0.162 x 31h 2,030 8,475 1,820 6,075 ABU46Z 4x 12 12 3%6 5 7 % (12) 0.162 x 31h 2.155 9,890 1,850 7,090 ABU46RZ Rough 4x 12 12 4%f; 5 6Y'i % (12) 0.162 x 31/s 2,155 9,890 1,850 7,090 ABU66Z Triple 2x 12 10 51/2 5 6M6 % (12) 0.162 x Th 1,405 12,715 1,165 9,115 ABU66Z 6x 12 10 51fz 1 5 161A61 4% 1 (12) 0.162 x 31/s 1,905 12,920 1,640 11,110 ABU66RZ I Rough 6x 12 10 6A.1 5 159A61 4% 1 (12) 0.162 x 31h 1,905 12,920 1,640 11.110 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Downloads may not be increased for short -tens loading. 3. Specifier is to design concrete and anchorage for uplift capacity. 4. Beam depth must be a minimum of 7 r/B'. 5. Shims are required for ABU46Z double 2x (1 shim) and ABU66Z triple 2x (2 shims) installations as shown in the illustration. Additional fastening of shim to beam is not required. 76 6. Fasteners: Nail dimensions are listed diameter by length. See pp. 25-26 for fastener information. Typical ABA44Z Installation Beam must extend past base center by W min. 70 o0 2' min. side cover (recommended) Anchorage by b designer b WxTx10'wood structural panel shim each side of beam (footnote 5) ABU66Z Beam Installation Triple 2x8 beam (min.) (footnote 4) ABA/ABU/ABW Adjustable and Standoff Post Bases (cont.) - These products are available with additional corrosion © For stainless -steel protection. For more information, see pp.13-19. fasteners, see p. 25. Allowable Loads — Post Installation Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 380-382 for more information. Material (ga.) Dimensions (in.) Fasteners DF/SP Allowable Loads Model No. Nominal Post Size Base Strap W L H HB Anchor Dia. (in.) Nails (in.) Bolts Uplift Down (100) Code Ref. Qty.(in) Nails Bolts ABA24-2Z Double 2x4 16 16 3'A 3% 3'A /2 (6) 0.148 x 2112 630 5,925 ARA44Z 44 16 16 3�iis 3% 3'/6 — 1h (6) 0.148 x 3 — — 690 — 5,925 ABW44Z 44 16 16 3'As 34iG 21/4 h (8) 0.148 x 3 — 1.005 7,180 ABU44Z 44 16 12 39A6 3 51h 1 -YA 4% (12) 0.162 x 31h 2 1h 1.900 2.300 7,570 ABA44RZ Rough 44 16 16 4 /s 3'A 21-M6 h (6) 0.148 x 3 655 7,215 ABW44RZ Rough 44 16 16 4 4Y6 1'4A6 1h (8) 0.148 x 3 — — 835 — 7,180 ABU44RZ Rough 44 16 12 4 /s 3 51/4 11h 4% (12) 0.162 x 3 h 2 1h 1.900 2,300 7,570 ARA46Z 46 14 14 39A6 5'As 3'A — 4% (8) 0.162 x 31h — — 870 — 10.500 ABW46Z 46 12 16 59/is 39ii6 3 — h (10) 0.148 x 3 — — 845 — 4,590 A13U46Z 46 12 12 39As 5 7 24% 4% (12) 0.162 x 31h 2 1/z 2.405 2,265 12,520 ABA46RZ Rough 46 14 14 4 hs 5`46 2rA 4% (8) 0.162 x 31h 870 10,695 ABW46RZ Rough 46 12 16 4 6 2'46 — 1h (10) 0.148 x 3 — — 780 — 4,590 ABU46RZ Rough 46 12 12 4 hs 5 614 2 A 4% (12) 0.162 x 31h 2 1h 2,405 2,265 12,520 ABU5-5Z 5 % x 5'A 12 10 51/4 5 6A6 1-4 4% (12) 0.162 x 31h 2 1h 2,235 2,235 10,570 IBC, ABU5-6Z 5'A x 6 12 10 61A 5 6M6 11/4 4% (12) 0.162 x 31h 2 1h 2,235 2,235 10,570 FL, ABU65Z 51h x 5 12 10 51h 5 WAs 1 '/A 4% (12) 0.162 x 3 rh — — 2.475 — 10,960 LA ARA66Z 6x6 14 14 51h 54% 3'A — 4% (8) 0.162 x 31h — 920 — 11,415 ABW66Z 6x6 12 14 51h 59A6 3 — 1h (12) 0.148 x 3 — — 1,190 — 12,935 ABU66Z 6x6 12 10 51h 5 6'A6 1 Y4 9% (12) 0.162 x 31h 2 rh 2,475 2,190 18,205 ABA66RZ Rough 6x6 14 14 6 5 A6 2rA — 4% (8) 0.162 x 31h — — 920 — 11.415 ABW66RZ Rough 6x6 12 14 6 6 213A6 1h (12) 0.148 x 3 — — 1,190 — 12,935 ABU66RZ Rough 6x6 12 10 6'tis 5 513A6 11/2 4% (12) 0.162 x 31h 2 1h 2.475 2.190 18,205 ABW7-7Z 7%x7rA 12 14 7416 73ii6 3 — h (12)0.148x3 — — 840 — li,i,'', ABU88Z 8x8 14 12 7112 7 7 — (2) 4% (18) 0.162 x 31h — — 4,120 — 22,405 ABU88RZ Rough 8x8 14 12 8 7 6Y4 — (2) 4% (18) 0.162 x 3 1h — — 4,045 — 19,870 ABU101OZ 10x10 14 12 9112 9 7I/4 — (2) 4% (22) 0.162 x 31h — — 2,270 — 32,020 ABU101ORZ Rough tOx10 14 12 10 9 7 — (2) 4% (22) 0.162 x 31h — — 1,830 — 31,650 ABU1212Z 12x12 12 12 l i 1/z 11 71/4 — (2) §% (22) 0.162 x 31h — — 3,000 — 34,745 ABU1212RZ Rough 12x12 12 12 12 11 7 — (2) §% (22) 0.162 x 31h — — 3,000 — 34,745 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Downloads may not be increased for short-term loading. 3. Specifier is to design concrete and anchorage for uplift loads. 4. Some ABU products may be installed with either bolts or nails (not both) to achieve table loads. ABU88Z, ABU88RZ, ABU1010Z, ABU1010RZ, ABU1212Z and ABU1212RZ may be installed with eight /: x X Strong -Drive SDS Heavy -Duty Connector screws (sold separately) for the same table load. 5. All references to bolts are for structural -quality through bolts (not lag screws or carriage bolts) equal to or better than ASTM A307, Grade A. 6. For higher downloads, pack grout solid under 1' standoff plate before installation. Base download on column or concrete, according to the code. 7. HB dimension is the distance from the bottom of the post up to the first bolt hole. 8. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands/veneers. For SCL columns, the fasteners for these products should always be installed in the wide face. See technical bulletin T-C-SCLCLM at strongtie.com for more information. 9. Downloads shall be reduced where limited by allowable loads of the post. 10. Fasteners: Nail dimensions are listed diameter by length. See pp. 25-26 for fastener information. 77 www.hilti.com Hilti PROFIS Engineering 3.1.28 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: | 26021 Page: Specifier: E-Mail: Date: 1 3/17/2026 Specifier's comments: 1 Input data Anchor type and diameter: KWIK HUS-EZ (KH-EZ)-SS316 1/4 (1 5/8) Item number: 2245630 KH-EZ SS316 1/4"x2" Specification text: Hilti Æ 1/4 in KWIK HUS-EZ (KH-EZ)-SS316 with 1.625 in nominal embedment depth per ICC-ES ESR-3027 , Hammer drill bit installation per MPII Effective embedment depth: hef,act = 1.190 in., hnom = 1.625 in. Material: AISI 316 Evaluation Service Report: ESR-3027 Issued I Valid: 10/1/2025 | 12/1/2025 Proof: Design Method ACI 318-19 / Mech Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b) Stand-off installation: Profile: Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 12.000 in. Installation: Hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar www.hilti.com Hilti PROFIS Engineering 3.1.28 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: | 26021 Page: Specifier: E-Mail: Date: 2 3/17/2026 Geometry [in.] & Loading [lb, in.lb] www.hilti.com Hilti PROFIS Engineering 3.1.28 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: | 26021 Page: Specifier: E-Mail: Date: 3 3/17/2026 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 274; Vx = 0; Vy = 0; Mx = 0; My = 0; Mz = 0; no 88 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 274 0 0 0 3 Tension load Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status Steel Strength*274 4,590 6 OK Pullout Strength*274 314 88 OK Concrete Breakout Failure**274 607 46 OK * highest loaded anchor **anchor group (anchors in tension) www.hilti.com Hilti PROFIS Engineering 3.1.28 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: | 26021 Page: Specifier: E-Mail: Date: 4 3/17/2026 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-3027 f Nsa ³ Nua ACI 318-19 Table 17.5.2 Variables Ase,N [in.2]futa [psi] 0.04 153,000 Calculations Nsa [lb] 6,120 Results Nsa [lb]f steel f Nsa [lb]Nua [lb] 6,120 0.750 4,590 274 3.2 Pullout Strength Npn,f' c = Np,2500 l a (fc'/2500)0.1 refer to ICC-ES ESR-3027 f Npn,f' c ³ Nua ACI 318-19 Table 17.5.2 Variables f' c [psi]l a Np,2500 [lb] 2,500 1.000 570 Calculations (fc'/2500)0.1 1.000 Results Npn,f' c [lb]f concrete f Npn,f' c [lb]Nua [lb] 570 0.550 314 274 www.hilti.com Hilti PROFIS Engineering 3.1.28 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: | 26021 Page: Specifier: E-Mail: Date: 5 3/17/2026 3.3 Concrete Breakout Failure Ncb = (ANc ANc0)y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1a) f Ncb ³ Nua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables hef [in.]ca,min [in.]y c,N cac [in.]kc l a f' c [psi] 1.190 6.000 1.000 4.760 17 1.000 2,500 Calculations ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb] 12.74 12.74 1.000 1.000 1,103 Results Ncb [lb]f concrete f Ncb [lb]Nua [lb] 1,103 0.550 607 274 www.hilti.com Hilti PROFIS Engineering 3.1.28 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: | 26021 Page: Specifier: E-Mail: Date: 6 3/17/2026 4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*N/A N/A N/A N/A Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength*N/A N/A N/A N/A Concrete edge failure in direction **N/A N/A N/A N/A * highest loaded anchor **anchor group (relevant anchors) 5 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (EN1992-4, AS5216, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the equations remain in their imperial format. • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/ • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! www.hilti.com Hilti PROFIS Engineering 3.1.28 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: | 26021 Page: Specifier: E-Mail: Date: 7 3/17/2026 6 Installation data Anchor type and diameter: KWIK HUS-EZ (KH-EZ)-SS316 1/4 (1 5/8) Profile: - Item number: 2245630 KH-EZ SS316 1/4"x2" Hole diameter in the fixture: - Maximum installation torque: 216 in.lb Plate thickness (input): - Hole diameter in the base material: 0.250 in. Hole depth in the base material: 1.836 in. Drilling method: Hammer drilled Minimum thickness of the base material: 3.250 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti Æ 1/4 in KWIK HUS-EZ (KH-EZ)-SS316 with 1.625 in nominal embedment depth per ICC-ES ESR-3027 , Hammer drill bit installation per MPII 6.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump • Torque wrench Coordinates Anchor in. Anchor x y c-x c+x c-y c+y 1 0.000 0.000 6.000 6.000 6.000 6.000 www.hilti.com Hilti PROFIS Engineering 3.1.28 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Company: Address: Phone I Fax: Design: Fastening point: | 26021 Page: Specifier: E-Mail: Date: 8 3/17/2026 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. 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 1602 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com YUMP 2 b 0 ܻ KboutewryBeams √3/1612026 BL :L =25 ' , R =22- 5 ;=3 .75 ,θ=1 .17 d ↓ D=13pst )(4 ")=S 2plfפ↓ _ ƴ _ŰRzxRix 「 ↓&,%S =(CSpst)(4)=100pHtin&2>Ƙ L _…_ W =1470st )(4 ')=-68 p 1 tࠗ 1 .2 D +165 ⼆ 1上 0 .9 D +(OW = _ £3 .3p 1 t Rix :=1160 p ←2☆'りに Ry ⼆些 : ヒ 680 it)(25 ) =2 .08k =3 .46 k3.25 '3 .25 Pr =4 .03 k Conservative assumption :Mr =H(2S"=12. 97k- i =156k -in AlSC Curved Member Design :Assume HSSOx4 ** Ko =1.30 JHSS)Ln =1 .17 (22 .5')=26 .4'Cassume unbraced) =(298881csi) Feo =舞 in=13023 ksiPeo=で⼭ -30026 ~4 -12 ”2 =72 k For =10 . 658i)Soksi =10.81ksi Par =S1 .41 B :=PYPeo)=(1 - 4 .00 Y21)=1 . 06 Mu =1 .06 (156 k-in)=16Sk-in 2pr =4k)+h4106in =0.35 MSS8X4XYOK 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 1602 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com YUMP 2 b 0 ܻ KBeamsbontewry √3/1612026 2 .08k 燕wm (4)3"studs :designed is anchor designer "Gillet weld :3 .46k/(1 .392k/in)=2 . 49 " _ www.hilti.com Hilti PROFIS Engineering 3.1.28 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: | 26021 Page: Specifier: E-Mail: Date: 1 3/18/2026 Specifier's comments: 1 Input data Anchor type and diameter: Embed plate D1.1 GR. B 3/4 Item number: not available Specification text:Æ 3/4 in Embed plate D1.1 GR. B with 5 in nominal embedment depth per Technical data , cast in place installation per MPII Effective embedment depth: hef = 5.000 in. Material: Evaluation Service Report: Hilti Technical Data Issued I Valid: - | - Proof: Design Method ACI 318-19 / CIP Shear edge breakout verification: Up to first three rows, as applicable (Case 1, 2 from ACI 318-19 Fig. R.17.7.2.1b) Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.750 in. Anchor plateR : lx x ly x t = 12.000 in. x 12.000 in. x 0.750 in.; (Recommended plate thickness: not calculated) Profile: Square HSS (AISC), HSS4X4X.25; (L x W x T) = 4.000 in. x 4.000 in. x 0.250 in. Base material: cracked concrete, 4000, fc' = 4,000 psi; h = 12.000 in. Reinforcement: tension: not present, shear: not present; edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] www.hilti.com Hilti PROFIS Engineering 3.1.28 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: | 26021 Page: Specifier: E-Mail: Date: 2 3/18/2026 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = -2,080; Vx = 3,460; Vy = 0; Mx = 0; My = 0; Mz = 0; no 98 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 865 865 0 2 0 865 865 0 3 0 865 865 0 4 0 865 865 0 Max. concrete compressive strain: 0.00 [‰] Max. concrete compressive stress: 14 [psi] Resulting tension force in (x/y)=(-/-): 0 [lb] Resulting compression force in (x/y)=(0.000/0.000): 2,080 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status Steel Strength*N/A N/A N/A N/A Pullout Strength*N/A N/A N/A N/A Concrete Breakout Failure**N/A N/A N/A N/A Concrete Side-Face Blowout, direction **N/A N/A N/A N/A * highest loaded anchor **anchor group (anchors in tension) www.hilti.com Hilti PROFIS Engineering 3.1.28 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: | 26021 Page: Specifier: E-Mail: Date: 3 3/18/2026 4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*865 18,674 5 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**3,460 20,821 17 OK Concrete edge failure in direction x+**3,460 3,550 98 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa = Ase,V futa ACI 318-19 Eq. (17.7.1.2a) f Vsteel ³ Vua ACI 318-19 Table 17.5.2 Variables Ase,V [in.2]futa [psi] 0.44 65,000 Calculations Vsa [lb] 28,730 Results Vsa [lb]f steel f Vsa [lb]Vua [lb] 28,730 0.650 18,674 865 www.hilti.com Hilti PROFIS Engineering 3.1.28 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: | 26021 Page: Specifier: E-Mail: Date: 4 3/18/2026 4.2 Pryout Strength Vcpg = kcp [(ANc ANc0)y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1b) f Vcpg ³ Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = (1 1 + 2 e' N 3 hef )£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.] 2 2.667 0.000 0.000 4.000 y c,N cac [in.]kc l a f' c [psi] 1.000 -24 1.000 4,000 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 144.00 64.00 1.000 1.000 1.000 1.000 6,610 Results Vcpg [lb]f concrete f Vcpg [lb]Vua [lb] 29,745 0.700 20,821 3,460 www.hilti.com Hilti PROFIS Engineering 3.1.28 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: | 26021 Page: Specifier: E-Mail: Date: 5 3/18/2026 4.3 Concrete edge failure in direction x+ Vcbg = (AVc AVc0)y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1b) f Vcbg ³ Vua ACI 318-19 Table 17.5.2 AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b)* AVc0 = 4.5 c2 a1 ACI 318-19 Eq. (17.7.2.1.3) y ec,V = (1 1 + e' v 1.5ca1 )£ 1.0 ACI 318-19 Eq. (17.7.2.3.1) y ed,V = 0.7 + 0.3(ca2 1.5ca1)£ 1.0 ACI 318-19 Eq. (17.7.2.4.1b) y h,V = √1.5ca1 ha ³ 1.0 ACI 318-19 Eq. (17.7.2.6.1) Vb = (7 (le da)0.2 √da)l a √f' c c1.5 a1 ACI 318-19 Eq. (17.7.2.2.1a) Variables ca1 [in.]ca2 [in.]ecV [in.]y c,V ha [in.] 8.000 4.000 0.000 1.000 12.000 le [in.]l a da [in.]f' c [psi]y parallel,V 5.000 1.000 0.750 4,000 1.000 Calculations AVc [in.2]AVc0 [in.2]y ec,V y ed,V y h,V Vb [lb] 144.00 288.00 1.000 0.800 1.000 12,679 Results Vcbg [lb]f concrete f Vcbg [lb]Vua [lb] 5,071 0.700 3,550 3,460 *Anchor row defined by: Anchor 1, 3; Case 2 controls www.hilti.com Hilti PROFIS Engineering 3.1.28 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: | 26021 Page: Specifier: E-Mail: Date: 6 3/18/2026 5 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (EN1992-4, AS5216, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the equations remain in their imperial format. • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • For additional information about ACI 318 strength design provisions, please go to https://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/ Fastening meets the design criteria! www.hilti.com Hilti PROFIS Engineering 3.1.28 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: | 26021 Page: Specifier: E-Mail: Date: 7 3/18/2026 6 Installation data Anchor type and diameter: Embed plate D1.1 GR. B 3/4 Profile: Square HSS (AISC), HSS4X4X.25; (L x W x T) = 4.000 in. x 4.000 in. x 0.250 in. Item number: not available Hole diameter in the fixture: df = 0.812 in. Maximum installation torque: - Plate thickness (input): 0.750 in. Hole diameter in the base material: - in. Recommended plate thickness: not calculated Hole depth in the base material: 5.000 in. Minimum thickness of the base material: 5.875 in. Æ 3/4 in Embed plate D1.1 GR. B with 5 in nominal embedment depth per Technical data , cast in place installation per MPII Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -2.000 -2.000 4.000 8.000 4.000 8.000 2 2.000 -2.000 8.000 4.000 4.000 8.000 3 -2.000 2.000 4.000 8.000 8.000 4.000 4 2.000 2.000 8.000 4.000 8.000 4.000 www.hilti.com Hilti PROFIS Engineering 3.1.28 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Company: Address: Phone I Fax: Design: Fastening point: | 26021 Page: Specifier: E-Mail: Date: 8 3/18/2026 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. 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 Conflict Memorials D (psf)S (psf)SDS Trib Area (SF)Bearing (psf)Active (pcf)Passive (pcf)Friction 5280 0 0.859 1 1500 35 200 0.35 Footing Size Pedestal Size Soil Width (ft)Length (ft)Depth (ft)Width (ft)Length (ft)Depth (ft)Footing Depth (from bot, ft) 12 4 1.5 0.5 10 1 2.5 D (lb)S (lb)E (lb)W (lb)Lever Arm (ft) 22420 0 3627 693 3 Bearing (psf)Sliding Overturning D + 0.7E D + 0.6W 0.6D + 0.7E (lb)0.6D + 0.6W (lb)0.6D + 0.7E (lb-ft)0.6D + 0.6W (lb-ft) Demand 761 506 2538.9 415.8 13963.95 2668.05 Capacity 1500 1500 3765 3765 21512 21512 FoS 1.97 2.96 1.48 9.05 1.54 8.06 Military Branch Memorials D (psf)S (psf)SDS Trib Area (SF)Bearing (psf)Active (pcf)Passive (pcf)Friction 1920 0 0.859 1 1500 35 200 0.35 Footing Size Pedestal Size Soil Width (ft)Length (ft)Depth (ft)Width (ft)Length (ft)Depth (ft)Footing Depth (from bot, ft) 5 5 1.5 1 3 1 2.5 D (lb)S (lb)E (lb)W (lb)Lever Arm (ft) 10855 0 1319 394 4 Bearing (psf)Sliding Overturning D + 0.7E D + 0.6W 0.6D + 0.7E (lb)0.6D + 0.6W (lb)0.6D + 0.7E (lb-ft)0.6D + 0.6W (lb-ft) Demand 664 480 923.3 236.4 6001.45 1792.7 Capacity 1500 1500 1823 1823 13019 13019 FoS 2.26 3.13 1.97 7.71 2.17 7.26 Site Monument: Parking Entrance D (psf)S (psf)SDS Trib Area (SF)Bearing (psf)Active (pcf)Passive (pcf)Friction 440 0 0.859 1 1500 35 200 0.35 Footing Size Pedestal Size Soil Width (ft)Length (ft)Depth (ft)Width (ft)Length (ft)Depth (ft)Footing Depth (from bot, ft) 6 3 1.5 0.667 3.833 1 2.5 D (lb)S (lb)E (lb)W (lb)Lever Arm (ft) 6881 0 303 340 2.833 Bearing (psf)Sliding Overturning D + 0.7E D + 0.6W 0.6D + 0.7E (lb)0.6D + 0.6W (lb)0.6D + 0.7E (lb-ft)0.6D + 0.6W (lb-ft) Demand 495 447 212.1 204 1131.2 1269 Capacity 1500 1500 1155 1155 4952 4952 FoS 3.03 3.36 5.45 5.66 4.38 3.90 Digital Kiosk D (psf)S (psf)SDS Trib Area (SF)Bearing (psf)Active (pcf)Passive (pcf)Friction 300 0 0.859 1 1500 35 200 0.35 Footing Size Pedestal Size Soil Width (ft)Length (ft)Depth (ft)Width (ft)Length (ft)Depth (ft)Footing Depth (from bot, ft) 4 4 1.5 1.833 2.417 1 2.5 D (lb)S (lb)E (lb)W (lb)Lever Arm (ft) 6069 0 206 312 5.333 Bearing (psf)Sliding Overturning D + 0.7E D + 0.6W 0.6D + 0.7E (lb)0.6D + 0.6W (lb)0.6D + 0.7E (lb-ft)0.6D + 0.6W (lb-ft) Demand 497 473 144.2 187.2 1130 1710.8 Capacity 1500 1500 1019 1019 5823 5823 FoS 3.02 3.17 7.07 5.44 5.15 3.40 Exhibit D (psf)S (psf)SDS Trib Area (SF)Bearing (psf)Active (pcf)Passive (pcf)Friction 220 0 0.859 1 1500 35 200 0.35 Footing Size Pedestal Size Soil Width (ft)Length (ft)Depth (ft)Width (ft)Length (ft)Depth (ft)Footing Depth (from bot, ft) 4 4 1.5 0.833 2 1 2.5 D (lb)S (lb)E (lb)W (lb)Lever Arm (ft) 5933 0 151 181 2.583 Bearing (psf)Sliding Overturning D + 0.7E D + 0.6W 0.6D + 0.7E (lb)0.6D + 0.6W (lb)0.6D + 0.7E (lb-ft)0.6D + 0.6W (lb-ft) Demand 441 397 105.7 108.6 537 644 Capacity 1500 1500 996 996 5693 5693 FoS 3.40 3.78 9.43 9.17 10.60 8.84 Wayfinding D (psf)S (psf)SDS Trib Area (SF)Bearing (psf)Active (pcf)Passive (pcf)Friction 300 0 0.859 1 1500 35 200 0.35 Footing Size Pedestal Size Soil Width (ft)Length (ft)Depth (ft)Width (ft)Length (ft)Depth (ft)Footing Depth (from bot, ft) 5 3 1.5 0.500 3 1 2.5 D (lb)S (lb)E (lb)W (lb)Lever Arm (ft) 5655 0 206 231 2.500 Bearing (psf)Sliding Overturning D + 0.7E D + 0.6W 0.6D + 0.7E (lb)0.6D + 0.6W (lb)0.6D + 0.7E (lb-ft)0.6D + 0.6W (lb-ft) Demand 470 423 144.2 138.6 721 809 Capacity 1500 1500 950 950 4069 4069 FoS 3.19 3.54 6.58 6.85 5.64 5.03 Gateway D (psf)S (psf)SDS Trib Area (SF)Bearing (psf)Active (pcf)Passive (pcf)Friction 15050 0 0.859 1 1500 35 200 0.35 Footing Size Pedestal Size Soil Width (ft)Length (ft)Depth (ft)Width (ft)Length (ft)Depth (ft)Footing Depth (from bot, ft) 12 8 2 1.333 8.750 0.833 2.833 D (lb)S (lb)E (lb)W (lb)Lever Arm (ft) 54441 0 5685 3065 9.333 Bearing (psf)Sliding Overturning D + 0.7E D + 0.6W 0.6D + 0.7E (lb)0.6D + 0.6W (lb)0.6D + 0.7E (lb-ft)0.6D + 0.6W (lb-ft) Demand 925 701 3979.5 1839 48416 26103 Capacity 1500 1500 9141 9141 104470 104470 FoS 1.62 2.14 2.30 4.97 2.16 4.00 City of Yelm Sign D (psf)S (psf)SDS Trib Area (SF)Bearing (psf)Active (pcf)Passive (pcf)Friction 2241.5 0 0.859 1 1500 35 200 0.35 Footing Size Pedestal Size Soil Width (ft)Length (ft)Depth (ft)Width (ft)Length (ft)Depth (ft)Footing Depth (from bot, ft) 4 4 1.5 1.667 1.667 1 2.5 D (lb)S (lb)E (lb)W (lb)Lever Arm (ft) 7977 0 1540 612 4.333 Bearing (psf)Sliding Overturning D + 0.7E D + 0.6W 0.6D + 0.7E (lb)0.6D + 0.6W (lb)0.6D + 0.7E (lb-ft)0.6D + 0.6W (lb-ft) Demand 996 648 1078 367.2 7366 2927 Capacity 1500 1500 1339 1339 7654 7654 FoS 1.51 2.32 1.24 3.65 1.04 2.61