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REVIEWED BLD2023-1136+Structural_Analysis_or_Calculations+9.8.2023_11.46.07_AM+3772260�Zpcs Structural Solutions Seattle 1011 Western Avenue, Suite 810 1 Seattle, WA 98104 1206.292.5076 Tacoma 1250 Pacific Avenue, Suite 701 1 Tacoma, WA 98402 1253.383.2797 Portland 101 SW Main Street, Suite 280 1 Portland, OR 97204 1503.232.3746 www.pcs-structural.com TUR^A L CALOULATION5 REVIEWED BY FOR CITY OF EDMOND IKUZMA'5 F15H MARKET TI 21104 ,7OTH AYE YN EDMOND5, YNA g802(6 PREPARED BY FC5 5TRUCTURAL 50LUT/ON5 TABLE OF CONTENTS DESIGN CRITERIA 01 - 16 " "• 1V't"-7" 6R VITY DE516N 1-1- -79 LATERAL DE516N 50 N !t RECEIVED Sep 25 2023 CITY OF EDMONDS DEVELOPMENT SERVICES a"mti ONAL '� SEPTEM B ER 8, 2023 23-012 1.111I IYA]Mif191*1 CITY OF EDMONDS CODE Building Codes & Design Info - City of Edmonds, WA INFORMATION 01 BUILDING CODES & DESIGN INFO Building Codes adopted by the City of Edmonds as of 2/1/2021 as amended by the State of Washington Building Code Council (SBCC). See link below for amendments specific to the Edmonds Community Development Code (ECDC). 2018 International Building Code 2018 International Residential Code 2018 International Mechanical Code 2018 International Fuel Gas Code 2018 International Fire Code 2018 International Existing Building Code 2018 International Property Maintenance Code 2018 ICC Performance Code 2018 Washington State Energy Code • Residential • Commercial 2018 Uniform Plumbing Code Edmonds Community Development Code Title 19 WA State Amendments to ICC Codes as applicable Electrical permits are administered by WA State Dept. of L&I. The edition of the National Electrical Code in effect is that which is currently adopted by the State. DESIGN CRITERIA FOR EDMONDS The International Code Council promulgates the I nternationaI Codes that form the basis for • building codes in Washington State and the City of Edmonds. Visit their site to explore the national code development process. In Washington the State Building Code Council is charged with the adoption and amendment of • the International Codes. The council was created by the State Legislature in 1974 and given authority from RCW 19.27. A good source of code books and other code related publications is the Washington Association of Building Officials Bookstore. You • can also check the WABO website to check for training opportunities, resources and to see what is happening within the state building code world. The State Energy Codes. A very good source of information on energy codes with some very • useful publications is the WSU Energy Extension. Min. Roof Snow Load 25 psf (non -reducible) https://www.edmondswa.gov/government/departments/development_services/building_division/building_codes_design_info 112 W% 4/12/23, 3:16 PM Building Codes & Design Info - City of Edmonds, WA Ground Snow Load 25 psf (non -reducible) Seismic Design Category D1(Residential) / Category D (Commercial) Wind Speed 85 mph (Basic),110mph (Ultimate) Wind Exposure B,C & D (varies with location contact plan review staff) Winter Design Temp 27 degrees F (-3 degree C) Mean Annual Temp 50 degrees F (10 degree C) �J https://www.edmondswa.gov/government/departments/development_ services/building_division/building_codes_design_info 2/2 03 ASCE AMERICAN SOCIM OF CIVIL ENGINEERS Address: 21104 70th Ave W Edmonds, Washington 98026 Wind ASCE 7 Hazards Report Standard: ASCE/SE17-16 Latitude: 47.807794 Risk Category: II Longitude:-122.327808 Soil Class: D - Default (see Elevation: 399.8823368940034 ft Section 11.4.3) (NAVD 88) Results: Wind Speed 98 Vmph 10-year MRI 67 Vmph 25-year MRI 74 Vmph 50-year MRI 78 Vmph 100-year MRI 83 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Wed Apr 12 2023 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. https://asce7hazardtoo1.onIine/ Page 1 of 3 Wed Apr 12 2023 ASCE® AMERICAN SOCIM OF CIVIL ENGINEERS Seismic 04 Per ASCE 7-16, Sec. 11.4.8, Site Soil Class: D - Default (see Section 11.4.3) Supplement3: Results: SM, = 1.5 Fv*S1 = 1.5*1.847*0.453 SS : 1.287 So, = 1.255 S, 0.453 TL : 6 Sol = 2/3*SM, = 0.837 Fa 1.2 PGA: 0.549 FV N/A PGA M : 0.659 S MS 1.544 F PGA 1.2 SM1 N/A le 1 SIDS : 1.029 CV 1.357 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Wed Apr 12 2023 Date Source: USGS Seismic Design Maps https://asce7hazardtoo1.onIine/ Page 2 of 3 Wed Apr 12 2023 05 ASCE® AMERICAN SOCIM OF CIVIL ENGINEERS Snow Results: 2 Ground Snow Load, pg : 20 Ib/ft Mapped Elevation: 399.9 ft Data Source: Date Accessed: Wed Apr 12 2023 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. The ASCE 7 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 7 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 7 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 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Wed Apr 12 2023 CalculationKzt f� ,• w=: R i lMeasure the distance between muttiple points on f sir Ruler Vie ground• _ am A.- l AW J - a ty/ Length: 10,459.89 Feet Wit IL 4 Show EWyatx>n Profile FA T �OOCicA glic-.h �••_ • .�� ' a _ In low J - D r 07 I .�, •. __ * � �e • ry. '' 9 iar Alr � �« � � � .�• �' '1roc a 22811 W. Slope 27 5 70 7 . A,g Saps 7 q ountlakg^ rr� as Pav�li r�' EXPCS Structural Solutions Project: Kuzma Fish Market TI Sheet: of Originating Office: Seattle DESIGN CRITERIA CHECKLIST 07 Job Number: 23-012 Name: CAJ Date: 4/12/2023 CODE:J IBC 2018, ASCE 7-16 LOCATION: EDMONDS, WA RISK CATEGORY: li (Per ASCE 7-16 Table 1.5-1 & IBC Table 1604.5) VERTICAL DESIGN CRITERIA ROOF: WIND DESIGN CRITERIA DEAD LIVE PARTITION CONCENTRATED 20 PSF 25 PSF 300 # BASIC WIND SPEED (V) = 110 MPH EXPOSURE CATEGORY: B DIRECTIONALITY FACTOR (Kd): 0.85 GUST EFFECT FACTOR (G): 0.85 TOPOGRAPHIC FEATURE: 2-D Ridge HILL HEIGHT (H): 118 FT UPWIND DISTANCE TO HALF HILL (Lh): 4382 FT DISTANCE FROM CREST TO SITE (x): 3696 FT MEAN ROOF HEIGHT: 20 FT ELEVATION: 400 FT ENCLOSURE CLASSIFICATION: Enclosed ROOF TYPE: Monoslope ROOF SLOPE (1/2:12): 0.50:12 SEISMIC DESIGN CRITERIA (Per ASCE 7-16 Sec. 26.5.1, Fig. 26.5-1A; 1B; 1C & 1D, or as required by Bldg Dept.) (Per ACSE 7-16 Section 26.7.3) (Per ASCE 7-16 Table 26.6-1) (Per ASCE 7-16 Section 26.11) w (See ASCE 7-16 Figure 26.8-1) (See ASCE 7-16 Figure 26.8-1) (See ASCE 7-16 Figure 26.8-1) UPWIND 1w (See ASCE 7-16 Figure 26.8-1) w (See ASCE 7-16 Section 26.2 - Definitions) (See ASCE 7-16 Section 26.9) w (See ASCE 7-16 Secion 26.2 & Table 26.13-1) w (See ASCE 7-16 Figure 27.3-1) (Enter vertical rise in 12 horizontal units) 0 (degrees): 2.39 SITE CLASS: D (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): 2 (Per ASCE 7-16 Table 12.2-1) OVERSTRENGTH FACTOR (S2o): 2.0 (Per ASCE 7-16 Table 12.2-1) INFORMATION BELOW FROM APPLIED TECHNOLOGY COUNCIL (ATC) "HAZARDS BY LOCATION" LATITUDE: 47.808 SS-SS-1 1.287 Fa -1 1.200 LONGITUDE:-122.328 St =1 0.453 Fv =1 2.771 DEFLECTION CRITERIA FLOOR (LIVE): L/ 480 ROOF (LIVE): L/ 360 FLOOR (TOTAL): L/ 360 ROOF (TOTAL): L/ 240 I WALLS: L/ 360 SPECIAL: L/ SOIL DESIGN CRITERIA REPORT: NO BEARING: 1500 PSF ACTIVE: 35 PCF PASSIVE: 100 PCF COEFFICIENT OF FRICTION: 0.25 PILE TYPE: NONE VERTICAL CAPACITY: N/A UPLIFT CAPACITY: N/A Design Criteria - IBC2018 - Revised 0 4/12/21 SEE IBC Table 1806.2 MINIMUM FOOTING DIMENSIONS: CONTINUOUS: F-4" SPREAD: F-6" FROST DEPTH: F-6" LATERAL CAPACITY: N/A SIZE: N/A Pub esign Critena - IBC 2018(Overall (Input)) Project: %IIPCS Structural Solutions Kuzma Fish Market TI Sheet: of Originating Office: Seattle 08 Job Number: 23-012 Name: CAJ Date: 04/12/23 MATERIALS CONCRETE Footings/Piles: 3000 PSI Columns: N/A Slabs/Walls: 4000 PSI Beams: N/A REINFORCING Steel Grade = 60 f, = 60 KSI STRUCTURAL STEEL W-Flange Beams ASTM A992 f, = 50 KSI Shapes & Plates ASTM A36 f, = 36 KSI Pipes ASTM A53, Grade B f, = 35 KSI HSS Rect. ASTM A500, Grade C f, = 50 KSI HSS Round ASTM A500, Grade C f, = 46 KSI MASONRY ASTM C90 fn = 1900 PSI SOLID GROUTED GLULAM BEAMS Simple Spans Cantilevers 24F-V4 Grade = 24F-V8 1.80E+06 PSI E = 1.80E+06 PSI 2400 PSI Fb (130Tromt) = 2400 PSI 1850 PSI Fb (TOP) = 2400 PSI 240 PSI F� = 240 PSI SCL PRODUCTS 2x SCL 1W SCL 3'/z, 5'/4 SCL E = 1.30E+06 PSI 1.80E+06 PSI 2.00E+06 PSI Fb= 1700 PSI 2600 PSI 2900 PSI Fv = 285 PSI 285 PSI 285 PSI Fc= 1400 PSI 2400 PSI 2600 PSI FRAMING LUMBER Joists & Studs 2x DF #2 2x HF #1 - E = 1.60E+06 PSI 1.50E+06 PSI - Fb= 900 PSI 975 PSI - F� = 180 PSI 150 PSI - Fc= 1350 PSI 1350 PSI - Beams & Headers 4x DF #2 4x HF #1 6x DF #1 E = 1.60E+06 PSI 1.50E+06 PSI 1.60E+06 PSI Fb= 900 PSI 975 PSI 1350 PSI F� = 180 PSI 150 PSI 170 PSI Posts & Timbers 6x DF #1 - - E = 1.60E+06 PSI - - Fc= 1000 PSI - - Design Criteria - IBC2018 - Revised 04/12/21 PCS Design Criteria - IBC 2018(Materials) 09 Project: Kuzma Fish Market TI Job Number: 23-012 EXPCSSheet: of Name: CAJ Structural Solutions Originating Office: Seattle Date: 04/12/23 DESIGN CRITERIA - WIND BASIC WIND SPEED (V): 110 MPH MEAN ROOF HEIGHT: 20 FT RISK CATEGORY: II GROUND ELEVATION FACTOR (Ke): 0.99 EXPOSURE CATEGORY: B ENCLOSURE CLASSIFICATION: Enclosed DIRECTIONALITY FACTOR (K,): 0.85 ROOF TYPE: Monoslope GUST EFFECT FACTOR (G): 0.85 ROOF SLOPE (1/2:12): 0.5:12 0 (degrees): 2.39 ROOF PRESSURES (Figure 27.3-1) External Pressures (qh*(GCp)): Internal Pressures (tq,*(GCP)) Wind Direction: h/L: Windward (Positive) Windward (Negative) Leeward All Roofs Normal to Ridge for 0 >_ 10° :50.25 N/A N/A N/A 3.0 0.50 N/A N/A N/A >_1.0 N/A N/A N/A Normal to Ridge for 0 < 10' and Parallel to Ridge for All 0 �L' Horizontal Distance from Windward Edge g External Pressures (q*(GCp)): Internal Pressures (tq,*(GCPJ) Positive Pressure Negative Pressure All Roofs <0.5 0 to h -2.5 -12.7 3.0 h to 2h -7.0 >2h -4.2 >_1.0 0 to h/2 -2.5 -18.3 >h/2 -9.9 ASCE 7-16 CHAPTER 27: WIND LOADS ON BUILDINGS: MWFRS (DIRECTIONAL PROCEDURE) PART 1: ENCLOSED AND PARTIALLY ENCLOSED BUILDINGS OF ALL HEIGHTS HORIZONTAL WALL PRESSURES (Figure 27.3-1) Windward External Pressures (qz*(GCp)): Leeward & Sidewall External Pressures (%*(GCp)): Internal Pressures (tq,*(GCP).) Height Above � Ground Level, z Windward wall L/B: Leeward wall Sidewall All walls 15 1.03 10.4 0-1 -7.0 -9.9 3.0 20 1.03 11.3 2 -4.2 25 1.03 12.0 >_4 -2.8 30 1.03 12.7 NOTES: 1) 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. 2) q, has conservatively been taken equal to q, Kh,= 1.03 qh= 16.6 PSF 40 1.03 13.8 50 1.03 14.7 60 1.03 15.4 70 1.03 16.2 80 1.03 16.9 90 1.03 17.4 100 1.03 18.0 120 1.03 18.9 140 1.03 19.8 160 1.03 20.5 180 1.03 21.2 200 1.03 21.7 250 1.03 23.2 300 1.03 24.4 350 1.02 25.5 400 1.02 26.5 450 1.02 1 27.4 500 1.02 1 28.1 Design Criteria - IBC2018 - Revised 04/12/21 PCS Design Criteria - IBC 2018(Wind MWFRS) 10 Project: Kuzma Fish Market TI Job Number: 23-012 da PCs Sheet: of Name: CAJ Structural Solutions Originating Office: Seattle Date: 04/12/23 DESIGN CRITERIA - WIND BASIC WIND SPEED (V): 110 MPH MEAN ROOF HEIGHT: 20 FT RISK CATEGORY: II GROUND ELEVATION FACTOR (Ke): 0.99 EXPOSURE CATEGORY: B ENCLOSURE CLASSIFICATION: Enclosed DIRECTIONALITY FACTOR (K,): 0.85 ROOF TYPE: Monoslope GUST EFFECT FACTOR (G): 0.85 ROOF SLOPE (1/2:12): 0.5:12 0 (degrees): 2.39 ASCE 7-16 CHAPTER 30: WIND LOADS: COMPONENTS AND CLADDING PART 1: LOW-RISE BUILDINGS (h:560 ft) ROOF SURFACES POSITIVE PRESSURES NEGATIVE PRESSURES Effective Wind Area ZONE ALL ZONES 1' 1 2 3 N/A N/A 10 SF 16.0 -17.9 -31.2 -41.1 -56.0 N/A N/A 20 SF 16.0 -17.9 -29.1 -38.5 -50.8 N/A N/A 50 SF 16.0 -17.9 -26.4 -35.0 -43.8 N/A N/A 100 SF 16.0 -17.9 -24.3 -32.3 -38.5 N/A N/A WALL SURFACES & ROOF OVERHANGS WALL ZONES ROOF OVERHANG ZONES Effective Wind Area POSITIVE PRESSURES NEGATIVE PRESSURES NEGATIVE PRESSURES 4 5 4 5 1' 1 2 3 N/A N/A 10 SF 19.6 19.6 -21.2 -26.2 -28.2 -28.2 -38.1 -53.1 N/A N/A 20 SF 18.7 18.7 -20.3 -24.4 -27.7 -27.7 -34.6 -46.9 N/A N/A 50 SF 17.5 17.5 -19.2 -22.1 -27.0 -27.0 -29.9 -38.7 N/A N/A 100 SF 1 16.6 16.6 18.3 -20.3 1 -26.5 26.5 26.4 32.6 N/A N/A 500 SF 1 16.0 16.0 -16.2 -16.2 1 -23.4 -25.4 -18.2 -18.2 N A N/A NOTES: 1) 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. 2) q; has conservatively been taken equal to % Kht= 1.03 qh= 16.6 PSF Design Criteria - IBC2018 - Revised 04/12/21 PCS Design Criteria - IBC 2018(Wind C&C) 11 Project: Kuzma Fish Market TI Job Number: 23-012 EZPCS Sheet: of Name: CAJ Structural Solutions Originating Office: Seattle Date: 04/12/23 DESIGN CRITERIA - WIND FIGURE 27.3-8: Main Wind Force Resisting System, Part 1 (All Heights): Design Wind Load Cases per ASCE 7-16 Diagrams CASE 1 +D MT 175P WX a 75PLX 4 N. I WY t7SP R75 I, a7S PLY CASE 3 Rsu r WY rt7SPLr saws r WX I ! I f A56J PLt * * 1 &SUPLY Mr = 0.75 (Pw..r+PL,)B.rex 1 fr = 0.75 (PAY-+PLy)Brer Mr = 0.563 (Pitr+Pt-Oxe:r + 0.563 (Pon•+Po.)B)-er ex- *0.15Br ey=*O.15By ex-*0.158k eys*O.158t CASE 2 CASE 4 Notation P, ,. Pw•y = Windward face design pressure acting in the x, y principal axis, respectively. PLx, PLY =Leeward face design pressure acting in the x. Y principal axis, respectively. e(ex, ey) = Eccentricity for the A. v principal axis of the structure, respectively. MT=Torsional moment per unit height acting about a vertical axis of the building. Case 1. Full design wind pressure acting on the projected area perpendicular to each principal axis of the structure. considered separately along each principal axis. Case 2. Three-quarters of the design wind pressure acting on the projected area perpendicular to each principal axis of the structure in conjunction with a torsional moment as showrL considered separately for each principal axis. Case 3. Wind loading as defined in Case 1, but considered to act simultaneously at 75% of the specified value. Case 4. Wind loading as defined in Case 2.. but considered to act simultaneously at 75% of the specified value. Notes 1. Design wind pressures for windward and leeward faces shall be determined in accordance with the provisions of Sections 27.3.1 and 27.3.2 as applicable for buildings of all heights. '. Diagrams show plan views of buildings. FIGURE 27.3.8 Main Wind Force Resisting System. Part 1 (All Heights): Design Wind Load Cases Design Criteria - IBC2018 - Revised 04/12/21 PCS Design Criteria - IBC 2018(Wind MWFRS Figure ) 12 Project: Kuzma Fish Market TI Job Number: 23-012 EXPCS Sheet: of Name: CAJ Structural Solutions Originating Office: Seattle Date: 04/12/23 DESIGN CRITERIA - WIND 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 Diagrams WIND_ g1GCp WIND,_ gtGCP WING q=GCPa �p gkGCp C —L —.4 w p PLAN / 4ZG hGCP �--- L--� p PLAN ghap gsGCp GABLE, HP ROOF h ELEVATION MONOSLOPE ROOF (NOTE 4) rr F q z GCP qhGCp 7f L L-4 PLAN ELEVATION MANSARD ROOF (WTE7) 47 L� r� M tftftF� t� I!i ttttt.01111 gzGCp kGCp ELEVATION ram. Notation B = Horizontal dimension of building. in ft (m), measured normal to wind direction. L=Horizontal dimension of building. it ft (m). measured parallel to wind direction. h=Mean roof height in ft (m). except that eave height shall be used for 0 < 10 degrees. z = Height above ground. in ft (m). G = Gust -effect factor. q,, qh = Velocity pressure. it Ib/ft- (NVm21< evaluated at respective height. 0 = Angle of plane of roof from horizontal. in degrees. hGCP GC? FIGURE 27.3.1 Main Wind Force Resisting System. Part 1 (AII Heights): External Pressure Coefficients. C,. for Enclosed and Partially Enclosed Buildings Walls and Roofs Design Criteria - IBC2018 - Revised 04/12/21 PCS Design Criteria - IBC 2018(Wind Ext. Pressure Coefficients) 13 Project: Kuzma Fish Market TI Job Number: 23-012 �Xpm Sheet: of Name: CAJ Structural Solutions Originating Office: Seattle Date: 04/12/23 DESIGN CRITERIA - WIND FIGURE 30.3-1: Components and Cladding [h 5 60 ft]: External Pressure Coefficients, (GCp), for Enclosed and Partially Enclosed Buildings - Walls Diagram ELEVATION Notation a = 10% of least horizontal dimension or 0.4h, whichever is smaller, but not less than either 4% of least horizontal dimension or 3 ft (0.9 m). Exception: For buildings with 0 = 0' to 7' and a least horizontal dimension greater than 300 ft (90 m), dimension a shall be limited to a maximum of 0.8h. h = Mean roof height, in ft (m), except that cave height shall be used for 0 S 10'. 0 = Angle of plane of roof from horizontal, in degrees. External Pressure Coefficient. (GCp) - Walls 10 500 16 -1.6 Uq U, ,4 •1,2 c •1.0 -06 -0.6 g U -0,4 -02 0 L' +0.2 a +0 4 .0.6 E +0 6 w +1.0 12 Notes 14 11 C8 .to 1 10 20 50 100 200 5001000 i0.1i Q.91 (1.9) 1461 ?9.31 ('6.51 (46.5[(929) Effective Wind Area. ft2 (n 1 I. Vertical scale denotes (GCp) to be used with qh. 2. Horizontal scale denotes effective wind area, in ft2 (m2). 3. Plus and minus signs signify pressures acting toward and away from the surfaces, respectively. 4. Each component shall be designed for maximum positive and negative pressures. 5. Values of (GCp) for walls shall be reduced by 10% when 0 <_ 10'. F-IGUHE- ao 3 1 Components and Cladding [h < 60 It (h 5 18.3 m)]: External Pressure CoeHlclents. (GC,). for Enclosed and Partially Enclosed Buildings Walls Design Criteria - IBC2018 - Revised 04/12/21 PCS Design Criteria - IBC 2018(Wind C&C - Walls) Project: %IIPCS Structural Solutions Kuzma Fish Market TI Sheet: of Originating Office: Seattle DESIGN CRITERIA - SEISMIC ASCE 7-16 SECTION 12.8 - EQUIVALENT LATERAL FORCE PROCEDURE 14 Job Number: 23-012 Name: CAJ Date: 04/12/23 RISK CATEGORY: II LATITUDE: 47.808 SITE CLASS: D LONGITUDE: -122.328 IMPORTANCE FACTOR (IE): 1 Ss = 1.287 STRUCTURAL SYSTEM (R): 2 S1 = 0.453 OVERSTRENGTH FACTOR (S2 j: 2 Fa = 1.200 F� = 2.771 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 = 1.544 SM1= Fv*Sl = 1.255 Section 11.4.5 - Design Spectral Response Acceleration Parameters SDI = 2/3*SMs = 1.030 SDI = 2/3*SMl = 0.837 ASCE 7-16 SECTION 11.6 - SEISMIC DESIGN CATEGORY - SECTION 12.8.2 - PERIOD DETERMINATION ASCE 7-16 TABLE 11.6-1 SEISMIC DESIGN CATEGORY BASED ON SDI RISK CATEGORY: 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 ASCE 7-16 TABLE 11.6-2 SEISMIC DESIGN CATEGORY BASED ON SDI RISK CATEGORY: I & II III IV < 0.067g A A A < 0.133g B B C < 0.20g C C D >= 0.20g D D D D ASCE 7-16 SECTION 12.8.1.1 - SEISMIC RESPONSE COEFFICIENT GENERAL EQUATION: MAXIMUM: Cs = Sns/(R/I) = CS = 1.5*SDI/(T*(R/1)) = MINIMUM: Cs = 0.044*Sns*I > 0.01 = For structures located where S 1 > 0.6g Cs = 0.5*Sl/(R/I) = 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. PERIOD DETERMINATION: Ct = 0.02 k = 20 FT x = 0.75 Ta = Ct*h: = 0.189 0.515 <--CONTROLS EQ.12.8-2 3.318 EQ. 12.8-3 0.045 EQ. 12.8-5 0.000 EQ. 12.8-6 ASCE 7-16 SECTION 12.8.1 - SEISMIC BASE SHEAR V = Cs*W =1 0.515*W W = the total dead load and applicable portion of other loads as indicated in Section 12.7.2 Design Criteria - IBC2018 - Revised 04/12/21 PCS Design Criteria - IBC 2018(Earthquake) 15 EMPCS Structural Solutions Project: Kuzma Fish Market TI Sheet: of - Originating Office: Seattle SNOW DRIFT ON LEAN TO Lu Job Number: 23-012 Name: GAJ Date: 04/1?/25 hd 'y 1. 1 hr IBC2018/ASGE-7-16 CRITERIA GROUND 5NOW LOAD (Pg) = 25 PSF Per ASCE -T-16 Figure -7.2.1 B Table 7.2 EXF05URE FACTOR (Ce) = 1.0 THERMAL FACTOR (Ct) = 1.2 IMPORTANGE FACTOR (15) = 1.0 ROOF SLOPE FACTOR (C5) = 1.0 Per ASGE 1-16 Table ?.3-1 Per A5CE -7-16 Table ?.3-2 Per ASGE -7-16 Table 1.5-2 Per ASGE -7-16 Figure ?.4-1 BALANCED 511NOW LOAD ROOF SNOW LOAD (P5) = 21.00 PSF P5 SNOW DENSITY (y) = 1-7.25 PGF Iy = ((0.13)(P) + 14) <= 30 PGF BALANCED SNOW LOAD (hb) = 1.21-7 FT I hb = (P5)/(y) NOTE: SEE FOLLOWING PAGE FOR UNBALANCED SNOW LOAD DRIFTING 8 SLIDING 5NOW LOAD (in addition to balanced snow load) CASE 1 CASE 2 CASE 3 CASE 4 CASE 5 CASE 6 L- = Lb = hr = h, _ Leeward (hd) _ Windward (hd) _ Maximum? h, < hd? Maximum (h,,)= Drift W = W > Lb? Fd(MAX) = IF W > Lb, Fd(rRMCATW) = Check Sliding? P5LIDIN6 (on let 15ft) = 10 FT 55 FT 55 FT 10 FT 9.0 FT 9.0 FT '7.'78 FT '7.'78 FT -1.22 FT -1.22 FT 1.54 FT 3.10 FT 1 0.00 FT 0.00 FT 2.33 FT 1.00 FT 0.00 FT 0.00 FT 2.33 FT 3.10 FT 0.00 FT 0.00 FT NO NO YE5 YES 2.33 FT 3.10 FT -1.22 FT -1.22 FT 9.31 FT 12.39 FT -9.-74 FT -9.74 FT NO YES NO NO 40.1 PSF 55.5 PSF -21.0 PSF -21.0 P5F N/A 10.5 PSF N/A N/A NO NO NO NO N/A N/A N/A N/A 16 EZpCS Structural Solutions Project: Kuzma Fish Market TI Sheet: of - Originating Office: Seattle Job Number: 23-012 Name: GAJ Date: 04/1?/25 SNOW DRIFT ON PARAPET IBC2018/ASGE-7-16 Lu hd 'y 1. 1 hr CRITERIA GROUND 5NOW LOAD (Pg) = 25 PSF Per ASCE -T-16 Figure -7.2.1 B Table 7.2 EXF05URE FACTOR (Ce) = 1.0 THERMAL FACTOR (Ct) = 1.1 IMPORTANGE FACTOR (15) = 1.0 ROOF SLOPE FACTOR (C5) = 1.0 Per ASGE 1-16 Table ?.3-1 Per A5CE -7-16 Table ?.3-2 Per ASGE -7-16 Table 1.5-2 Per ASGE -7-16 Figure ?.4-1 BALANCED 51NOW LOAD ROOF SNOW LOAD (P5) = 25.00 P5F P5 SNOW DENSITY (y) = 1-7.25 PGF Iy = ((0.13)(P) + 14) <= 30 PGF BALANCED SNOW LOAD (hb) = 1.44G FT I hb = (P5)/(y) NOTE: SEE FOLLOWING PAGE FOR UNBALANCED SNOW LOAD DRIFTING 8 SLIDING 5NOW LOAD (in addition to balanced snow load) CASE 1 CASE 2 CASE 3 CASE 4 CASE 5 CASE 6 Lu = Lb = hr = h, _ Leeward (hd) _ Windward (hd) _ Maximum? h, < hd? Maximum (h,,)= Drift W = W > Lb? Fd(MAXU = IF W > Lb, Pd(TRMCATW) = Check Sliding? P5LIDIN6 (on let 15ft) = 34 FT 52 FT 52 FT 34 FT 3.3 FT 3.3 FT 1.55 FT 1.55 FT -1.45 FT -1.45 FT 1.89 FT 2.40 FT 1 0.00 FT 0.00 FT 1.101 FT 1.42 FT 0.00 FT 0.00 FT 1.89 FT 2.40 FT 0.00 FT 0.00 FT YE5 YE5 YE5 YE5 1.55 FT 1.55 FT -1.45 FT -1.45 FT -7.55 FT 12.201 FT -11.59 FT -11.59 FT NO NO NO NO 52.4 PBF 52.4 PBF -25.0 PBF -25.0 PBF N/A N/A N/A N/A NO NO NO NO N/A N/A N/A N/A 1 FENCE BY OTHEI & "Lean to COL Vn iced Snow" in WEB FILE for design r I L V-1 kul FOUNDATION AND SLAB PLAN NOTES: 1. COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL DRAWIN65. 2. FOR CONCRETE SLAB ON GRADE STEPS, TRENCH DRAINS, CONNECTION TO EXI5TIN6 ELEMENTS, AND TYPICAL DETAILS - SEE SHEET 54.0. 3. FOR SHORT CANTILEVER WALLS - SEE DETAIL 1/55.0. 4. INDICATES EXISTING MA50NRY WALL WITH FOUNDATION BELOW. fALL 5.DICATES WOOD COLUMNS ORIGINATING AT FOUNDATION LEVEL. COLUMNS ARE CONTINUOUS TO ROOF UNLESS NOTED OTHERWI5E. b. NON-5TRUGTURAL WALL5 ARE NOTE 5HOWN OR 5HOWN SCREENED. FOR LOCATION - SEE ARCHITECTURAL DRAWIN65. (E) 8" MANRY WALL - T . -TYP. (E) GONG. WALL FT6. -TYP. L(E),,CON1tLL — — — — —T. — — — — 5 TRENCH DRAIN PER 540 I See "Lean To ShAd - Centeric Colum FT GONG. WALL 6 -TYP. Download" & "L n to Shed - Centeric Colu - Uplift" in ENERCALC FILI for design (E) MASONRY N of footing. WALL - TYP. I 2 b GONG. CURB sa.m am I See "Masonry Slender Wall Design" in Mathcad file for design check of (E) masonry wall for wall load. TRENCH DRAIN I I I I I I I PER 3 I 54.0 I I I I I I I I I I I I I I I I TRENCH DRAIN PER e I 54.0 I I I I I See "Existing Masonry Wall" I I in hand calcs for check of existing masonry wall shear v I capacity per IEBC requirements I I I I I I See "Masonry Opening Design" in hand calcs for deisgn of new openings in (E) MASONRY I the existing masonry wall I WALL - TYP. I I I I I I TRENCH DRAIN PER e 54.0 I I I I I I I I I I I era I I I I I --� - - - - - - - - - - - - - - - - - - - - - - I L------------------- - I - -- ---� I ------------------------- ---- ---- ----------- (E) GONG. WALL (E) 8 FT6. - TYP. WALI 0NORTH ' FOUNDATION AND SLAB PLAN Q1452.0 1/4" = 1'-0" PLAN SITE "MASONRY - TYP. 03 PCS7 Structural Solutions Seattle I Tacoma I Portland www.pcs-structural.com 6. MUR r samJ J S�E"CfSfEE�V� SlONAL EN REVISION SCHEDULE NO. ttPE REVISION DATE ISSUE: PERMIT SET ISSUE DATE: 08/11/2023 DRAWN BY: DLM PROJECT MANAGER: CAJ PROJECT NUMBER: 23012 SHEET NAME: FOUNDATION AND SLAB PLAN SHEET NUMBER: S2.0 a N N o_ O N a See "Shed Joists - Snow Drift" & "Shed Joists - Balanced Snow" in ForteWEB FILE for design of alulam Z�uCIHIL w/ o,u In n8n0 q RELOCATED AWNING - talcs for design of awning ss.m ATTACHMENT PER q 55.0 O NORTH ' ROOF FRAMING PLAN 53.0 1/4" = 1'-0" z PLAN 517E I. COORDINATE ALL DIMEN5ION5 WITH ARCHITECTURAL DRAWIN65. 2. MAXIMUM MEGH UNIT WEIGHT: 400 POUND5 - 5EE DETAILS 2/55.0 AND 3/55.0 FOR FRAMING REQUIREMENTS AT NEW MECHANICAL UNITS. LOCATION PER ARGHITEGTURAL/MEGHANICAL DRAWIN65. 3.+=+ INDIGATE5 EXISTING MA50NRY WALL PARAPET. 4. ® INDIGATE5 WOOD OR STEEL COLUMN 5TOPIN6 BELOW ROOF. 5. INDIGATE5 DIRECTION OF SHEATHING SPAN EZKS Structural Solutions Seattle I Tacoma I Portland www.pcs-structural.com N z Q X W IH W DC i B. MUR oa w,>sy`�n� r samJ SlONAL EN REVISION SCHEDULE NO. TYPEREVISION I DATE ISSUE: PERMIT SET ISSUE DATE: 08/11/2023 DRAWN BY: DLM PROJECT MANAGER: CAJ PROJECT NUMBER: 23012 SHEET NAME: ROOF FRAMING PLAN SHEEP NUMBER: S3.0 :iFORTEWER JOB SUMMARY REPORT Kuzma 19 Roof Member Name Results Current Solution Comments Mech Opening BM Passed 1 piece(s) 2 x 6 DF No.2 For detail 21S5.0 Shed Joists - Snow Drift Passed 1 piece(s) 2 x 8 DF No.2 @ 16" OC Lean to JST & details 7 & 8 on S5.0 Shed Joists - Balanced Snow Passed 1 piece(s) 2 x 8 DF No.2 @ 16" OC Lean to JST & details 7 & 8 on S5.0 Shed BM - Snow Drift Passed 1 piece(s) 3 1/8" x 9" 24F-V4 DF Glulam Lean to GL BM Shed BM - Balanced Snow Passed 1 piece(s) 3 1/8" x 9" 24F-V4 DF Glulam Lean to GL BM Lean To COL - Snow Drift Passed 1 piece(s) 4 x 4 DF No.2 Wood Column supporting Lean to GL Lean To COL - Balanced Snow Passed 1 piece(s) 4 x 4 DF No.2 Wood Column supporting Lean to GL ForteWEB Software Operator Job Notes Chris Jeseritz PCS Structural Solutions (206) 292-5076 cjeseritz@pcs-structural.com A 4/17/2023 11:10:26 PM UTC ForteWEB v3.5 Weyerhaeuser File Name: Kuzma Page 1 / 9 aFORTEWEB' PASSED 20 Roof, Mech Opening BM 1 piece(s) 2 x 6 DF NO-2 i I 0.5 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 338 @ 1 1/2" 1406 (1.50") Passed (24%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 253 @ 7" 891 Passed (28%) 0.90 1.0 D (All Spans) Moment (Ft-Ibs) 666 @ 3' 664 Passed (100%) 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.019 @ 3' 0.288 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.118 @ 3' 0.384 Passed (L/585) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Applicable calculations are based on NDS. 0 Member Length : 5' 9 5/16" System : Roof Member Type : Flush Beam Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0.5/12 Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Wind Factored 1 - Hanger on 5 1/2" HF beam 1.50" Hanger' 1.50" 266 60 75 48 344 See note ' 2 - Hanger on 5 1/2" HF beam 1.50" Hanger' 1.50" 266 60 75 48 344 See note ' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) Continuous Bottom Edge (Lu) All Bearing Points Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LRU26Z 1.94" N/A 4-10dx1.5 5-10d 2 - Face Mount Hanger LRU26Z 1.94" N/A 4-10dx1.5 5-10d • Reter to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Wind (1.60) comments 0 - Self Weight (PLF) 1 1/2" to 5' 10 1/2" N/A 2.1 1 - Uniform (PSF) 0 to 6' 1' 20.0 20.0 25.0 16.0 Roof Load 2 - Point (lb) 3' N/A 400 - - - Mech Unit Member Notes Mech Opening BM ForteWEB Software Operator Job Notes Chris Jeseritz PCS Structural Solutions (206) 292-5076 cjeseritz@pcs-structural.com 4/17/2023 11:10:26 PM UTC ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 Weyerhaeuser File Name: Kuzma Page 2/9 .IFORTEWEB MEMBER REPORT Roof, Shed Joists - Snow Drift 1 piece(s) 2 x 8 DF No.2 @ 16" OC PASSED 21 Sicped Leny:h 10 6 1/2 v 12 4r 10' ❑1 Q2 Ci = 0.80 for incising All locations are measured from the outside face of Aleftport (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 597 @ 9' 9 1/2" 06 (1.50") Passed (42%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 511 @ 9' 2 5/8" F5041200 Passed PAWa)(43% 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1278 @ 5' 3 9/16" IV 15641251 Passed (6244102 /) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.228 @ 5' 1 5/16" 0.503 Passed (L/530) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.304 @ 5' 1 1/16" 0.671 Passed (L/397) 1.0 D + 1.0 S (All Spans) Member Length : 10' 3 1/8" System : Roof Member Type : Joist Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 4/12 • Deflection criteria: LL (L/240) and TL (L/180). By inspection OKAY since this includes snow drift. Per SEAW White Paper • A 15% increase in the moment capacity has been added to account for repetitive member usage. 8-2021, In low-lying areas of Western Washington, it is recommended that all roof structures be designed for a minimum uniform roof snow load of 25 psf and drift • Applicable calculations are based on NDS. requires significant judgment which should generally fall within the realm of the design engineer, rather than become part of proactive jurisdiction enforcement. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Roof Live Snow Wind Factored 1 - Hanger on 7 1/4" HF beam 3.00" Hanger- 1.50" 141 134 347 107 488 See note ' 2 - Hanger on 7 1/4" HF beam 2.50" Hanger- 1.50" 140 133 488 106 628 See note - • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • - See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) Continuous Bottom Edge (Lu) All Bearing Points Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LRU26Z 1.94" N/A 4-10dx1.5 5-10d 2 - Face Mount Hanger LRU26Z 1.94" N/A 4-10dx1.5 5-10d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Loads Location (Side) Spacing Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Wind (1.60) Comments 1 - Uniform (PSF) 0 to 10, 16" 20.0 20.0 21.0 16.0 Roof Loads 2 - Tapered (PLF) 0 to 10, N/A - - 14.2 to 97.0 - Snow Drift Member Notes Shed Joists - Snow Drift Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by CA] ForteWEB Software Operator Job Notes Chris Jeseritz PCS Structural Solutions (206) 292-5076 cjeseritz@pcs-structural.com 4/17/2023 11:10:26 PM UTC ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 Weyerhaeuser File Name: Kuzma Page 4 / 9 a FORTEWEB' PASSED 22 Roof, Shed Joists - Balanced Snow 1 piece(s) 2 x 8 DF No.2 @ 16" OC 0 C Ci = 0.80 for incising All locations are measured from the outside face of A pport (or left cantilever end). All dimensions are horizontal. Ed 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 299 @ 3" 406 (1.50) Passed (21%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All S ans Shear (Ibs) 258 @ 9 7/8" t5911200 Passed (4--7%X22 i) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 699 @ 5' 1/4" l5641251 Passed (45%)(56%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.094 @ 5' 1/4" 0.503 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 S (AII Spans) Total Load Defl. (in) 0.170 @ 5' 1/4" 0.671 Passed (L/708) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. 0 Member Length : 10' 3 1/8" System : Roof Member Type : Joist Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 4/12 Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Wind Factored 1 - Hanger on 7 1/4" HF beam 3.00" Hanger' 1.50" 141 134 167 107 314 See note' 2 - Hanger on 7 1/4" HF beam 2.50" Hanger' 1 1.50" 140 133 166 106 312 See note ' • At ranger supports, the i otai ttearmg dimension is equal to the width or the material that is supporting the nanger • ' See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) Continuous Bottom Edge (Lu) All Bearing Points Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LRU26Z 1.94" N/A 4-10dx1.5 5-10d 2 - Face Mount Hanger LRU26Z 1.94" N/A 4-10dx1.5 5-10d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Load Location (Side) Spacing Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Wind (1.60) Comments 1 - Uniform (PSF) 0 to 10' 16" 20.0 20.0 25.0 16.0 Roof Loads Member Notes ;hed Joists - Balanced Snow Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by CA] ForteWEB Software Operator Job Notes Chris Jeseritz PCs Structural Solutions (206) 292-5076 cjeseritz@pcs-structural.com 4/17/2023 11:10:26 PM UTC ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 Weyerhaeuser File Name: Kuzma Page 5/9 aFORTEWEB' Roof, Shed BM - Snow Drift 1 piece(s) 3 1/8" x 9" 24F-V4 DF Glulam PASSED 23 F 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2439 @ 2" 2848 (2.25") Passed (86%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2089 @ 1' 1/2" 5714 Passed (37%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 7826 @ 6' 7 3/4" 9703 Passed (81%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.483 @ 6' 7 3/4" 0.648 Passed (L/322) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1 0.692 @ 6' 7 3/4" 0.864 Passed (L/225) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 12' 11 1/2". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. System : Roof Member Type : Flush Beam Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Wind Factored 1 - Beam - HF 3.50" 2.25" 1.93" 748 668 1730 533 2477 1 1/4" Rim Board 2 - Beam - HF 3.50" 2.25" 1.93" 748 668 1730 533 2477 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) Continuous Bottom Edge (Lu) All Bearing Points Dead Roof Live Snow Wind Vertical Loads Location (Side) Tributary Width (0.90) (non -snow: 1.25) (1.15) (1.60) Comments 0 - Self Weight (PLF) 1 1/4" to IT 2 1/4" N/A 6.8 Linked from: Shed 1 - Uniform (PLF) 0 to 13' 3 1/2" N/A 105.8 100.5 260.3 80.3 Joists - Snow Drift, Support 1 Member Notes Shed BM - Snow Drift Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by CA] ForteWEB Software Operator Job Notes Chris Jeseritz PCS Structural Solutions (206) 292-5076 cjeseritz@pcs-structural.com 4/17/2023 11:10:26 PM UTC ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 Weyerhaeuser File Name: Kuzma Page 6 / 9 aFORTEWEB' Roof, Shed BM - Balanced Snow 1 piece(s) 3 1/8" x 9" 24F-V4 DF Glulam PASSED 24 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1613 @ 2" 7109 (3.50") Passed (23%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1333 @ 1' 1/2" 5714 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 4992 @ 6' 7 3/4" 9703 Passed (51%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.241 @ 6' 7 3/4" 0.648 Passed (L/644) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All S ans Total Load Defl. (in) 0.450 @ 6' 7 3/4" 0.864 Passed (L/345) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 12' 11 1/2". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. 0 System : Roof Member Type : Flush Beam Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Wind Factored 1 - Column - HF 3.50" 3.50" 1.50" 748 668 832 533 1613 Blocking 2 - Column - HF 3.50" 3.50" 1.50" 748 668 832 533 1613 Blocking • tsiocKmg vaneis are assumea io carry no ioaas appuea airecoy aoove mem ana me Twi ioaa is appuea To me memoer Deing aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) Continuous Bottom Edge (Lu) All Bearing Points Dead Roof Live Snow Wind Vertical Loads Location (Side) Tributary Width (0.90) (non -snow: 1.25) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to IT 3 1/2" N/A 6.8 Linked from: Shed 1 - Uniform (PLF) 0 to 13' 3 1/2" N/A 105.8 100.5 125.3 80.3 Joists - Balanced Snow, Support 1 Member Notes shed BM - Balanced Snow Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by CA] ForteWEB Software Operator Job Notes Chris Jeseritz PCS Structural Solutions (206) 292-5076 cjeseritz@pcs-structural.com 4/17/2023 11:10:26 PM UTC ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 Weyerhaeuser File Name: Kuzma Page 7 / 9 aFORTEWEB' Roof, Lean To COL - Snow Drift 1 piece(s) 4 x 4 DF No.2 PASSED 25 I Drawing is Conceptual Post Height: 10' Design Results Actual Allowed Result LDF Load: Combination Slenderness 34 50 Passed (69%) Compression (Ibs) 2478 4710 Passed (53%) 1.15 1.0 D + 1.0 S Base Bearing (Ibs) 2478 363825 Passed (1%) -- 1.0 D + 1.0 S Bending/Compression 0.57 1 Passed (57%) 1.15 1.0 D + 1.0 S • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. Supports Material Member Type : Free Standing Post Base Plate Steel Building Code : IBC 2018 Design Methodology : ASD Max Unbraced Length Comments Full Member Length No bracing assumed. Dead Roof Live Snow Wind Vertical Load (0.90) (non -snow: 1.25) (1.15) (1.60) Comments 1 -Point (lb) 748 668 1730 533 Linked from: Shed BM - Snow Drift, Support 1 Member Notes Lean To column supporting GLB girders - Snow Drift Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by CA] ForteWEB Software Operator Job Notes Chris Jeseritz PCs Structural Solutions (206) 292-5076 cjeseritz@pcs-structural.com 4/17/2023 11:10:26 PM UTC AForteWEB 0.5, Engine: V8.2.5.1, Data: V8.1.3.6 Weyerhaeuser File Name: Kuzma Page 8 / 9 aFORTEWEB' Roof, Lean To COL - Balanced Snow 1 piece(s) 4 x 4 DF No.2 PASSED 26 I Drawing is Conceptual Post Height: 10' Design Results Actual Allowed Result LDF Load: Combination Slenderness 34 50 Passed (69%) Compression (Ibs) 1612 4789 Passed (34%) 1.60 1.0 D + 0.45 W + 0.75 L + 0.75 S Base Bearing (Ibs) 1612 363825 Passed (0%) -- 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.24 1 Passed (24%) 1.15 1.0 D + 1.0 S • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. Supports I I I Material Member Type : Free Standing Post Base Plate Steel Building Code : IBC 2018 Design Methodology : ASD Max Unbraced Length Comments Full Member Length No bracing assumed. Dead Roof Live Snow Wind Vertical Load (0.90) (non -snow: 1.25) (1.15) (1.60) Comments 1 -Point (lb) 748 668 832 533 Linked from: Shed BM - Balanced Snow, Support 1 Member Notes Lean To column supporting GLB girders - Balanced Snow Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by CA] ForteWEB Software Operator Job Notes Chris Jeseritz PCs Structural Solutions (206) 292-5076 cjeseritz@pcs-structural.com 4/17/2023 11:10:26 PM UTC AForteWEB 0.5, Engine: V8.2.5.1, Data: V8.1.3.6 Weyerhaeuser File Name: Kuzma Page 9 / 9 ZPCS Structural Solutions Masonry Slender Wall Design Project: Kuzma Fish Market Subject: (E) Masonry Wall Originating Office: Seattle Description Existing Wall Supporting Lean To Design Criteria Masonry Strength f , :=1200 • psi Wall Thickness(nominal) Steel Strength Fy := 60000 • psi Wall Thickness (actual) Section Width Wall Height h :=16 • ft Section Depth Gross Area Wall Weight w := 47 •psf Job Number: 23-012 Name: CAJ 27 Date: 04/16/23 IBC 2018 / TMS 402-16 t.:=8•in tsp=7.63 in b:=13•ft d:=3.8•in Ag=1189.5 in Slenderness h = 25.2 Modulus of Elasticity t sp ES := 29000000 • psi If h/t<30 Limit Pu to 0.2fm. E. =1080000 psi n = 26.85 If h/t>30 limit Pu to 0.05fm (TMS 402-16 Section 9.3.5.4.2) Loads Limit Pu /AG Limit = 240 psi Lateral Loads Seismic Load Seismic Wall Weight SWW := 50 • psf (Includes weight of wall, veneer, furring, etc.) Left Side Trib to Pier w1:= 0 • ft Sds :=1.03 I:=1.0 Right Side Trib to Pier w2 := 0 • ft Lateral Weight of Pier and Trib to Pier wp := SWW • (b + wl + w2) = 650 plf EQ := 0.4 • Sds • I • wp = 267.8 plf (ASCE 7-16 Section 12.11.1) Wind Load Kd := .85 KZ := 0.62 K, :=1.03 (ASCE 7-16 Tables 26.6-1, V,,i„d :=110 mph 26.10-1 & EQ 26.8-1) ql, := (.00256 • Kd • KZ • K, • V,i„ dz ) • psf=16.81 psf (ASCE 7-16 Section 26.10.2) 1250 Pacific Ave. Suite 701 Tacoma, WA 98402 - Tel: (253) 383-2797 1011 Western Ave. Suite 810 Seattle, WA 98104 - Tel: (206) 292-5076 101 SW Main St. Suite 280 Portland, OR 97204 - Tel: (503) 232-3746 www.pes-structural.com Masonry Slender Wall Design IBC2018.mcdx 1 of 4 Project: Kuzma Fish Market EPCS Subject: (E) Masonry Wall Originating Office: Seattle Structural Solutions Wind force: GCP := 0.9 From Figure 30.3-1 in ASCE 7-16 GCPi := 0.18 From Table 26.13-1 in ASCE 7-16 Windex, := qh • (GC, + GCpi) • A11, = 236.07 plf Location := Exterior Max Lateral % := max (EQ , Wind) ws := max (.7 • EQ , .6 • Wind) Job Number: 23-012 Name: CAJ 28 Date: 04/16/23 A,,,:=(b+w,+w2) Windin, := 5 •psf • A,,, = 65 plf (ASCE 7-16 Section 30.3.2) Wind = 236.07 plf %=267.8 plf ws=187.46 plf Roof Tributary to Segment Went Vertical Loads Roof Dead Load DL := 20 • psf Tributary Length Roof Live Load (Snow) LL := 75 • psf Wall Width Trib. Factored Vertical Load: (Load Combinations per ASCE 7-16 Section 12.4) Pu1R:= (1.2+.2•Sds) •DL•L,• W,+1.6•LL• W,•L, Pu2R := (.9 —.2 • Sds) • DL • L, - W, Eccentricity Factored Wall Weight: Total Vertical Load: Check Pu/Ag < Limit 1250 Pacific Ave. Suite 701 Tacoma, WA 98402 - Tel: (253) 383-2797 1011 Western Ave. Suite 810 Seattle, WA 98104 - Tel: (206) 292-5076 101 SW Main St. Suite 280 Portland, OR 97204 - Tel: (503) 232-3746 ecc := 4 • in Pulw:=(1.2+.2•Sd)•w•b• h 2 Pu2W:=(.9—.2.Sds).w.b.h 2 Pul := Pu1R + Pul W Put := Pu2R + Pu2W Pul =15.5 psi Ag L,:= 6 • ft W,:=13•ft Pu1R = 11553.36 lb Pu2R=1082.64 lb Pul W= 6872.53 lb Pu2w= 3392.27 lb Put=18425.89 lb Put = 4474.91 lb Check="Pu OKAY!" www.pes-structural.com Masonry Slender Wall Design IBC2018.mcdx 2 of 4 Project: Kuzma Fish Market Job Number: 23-012 ZpCS Subject: (E) Masonry Wall Name: CAJ 29 Originating Office: Seattle Date: 04/16/23 Structural Solutions Reinforcing Assume #4 @ 48" O.C. in Wall Length Area of Steel: .2 AS:=0.13• an •b=1.69 in2 ft Stress Block Properties (TMS 402-16 Section 9.3.5.2 Commentary) Pnl +AS•Fy 0 := 0.90 (TMS 402-16 Section 9.1.4.4) — a1:= 0 = 0.81 in al 0.8 •f n • b cl := 0.8 =1.02 in (TMS 402-16 Section 9.3.5.4.5) Clcheck="COMPRESSION BLOCK IN FACESHELL" Put +AS'Fv a2:=- 0 = 0.71 in a2 0.8 . fn - b c2 := 0.8 = 0.89 in (TMS 402-16 Section 9.3.5.4.5) C2check= "COMPRESSION BLOCK IN FACESHELL" Wall Strenth (TMS 402-16 Section 9.3.5.2 Commentary) 0Mn1=�•\(AS•F +I'u1/•\tsp—al/+A •F . �d- 2 ¢Mn1= 31033.84 lb • ft OMn2 := 0 • \ \AS • Fy + Pu2 H tsp — a2 / +AS • Fy • ld 'fl' OMn2 = 27487.43 lb • ft - 2 2 P., ( 3 l Icr1:= n • AS + • I (� : a) J • (d — cl) 2 + b • c3 = 477 in (TMS 402-16 EQ 9-30) v Pu2 Icr2 := n • AS + tsp • (d — c2)2 + b • C23 = 440 in (TMS 402-16 EQ 9-30) Fy •((2•d)) 3 Initial deflection based upon maximum moment (Mn). (TMS 402-16 EQ 9-25) 5 • Mn1. jZ 2 An1:= = 3.08 in 48 • E. ' Icrl 1250 Pacific Ave. Suite 701 Tacoma, WA 98402 - Tel: (253) 383-2797 1011 Western Ave. Suite 810 Seattle, WA 98104 - Tel: (206) 292-5076 101 SW Main St. Suite 280 Portland, OR 97204 - Tel: (503) 232-3746 5•Mn2•h2 Ant := = 2.96 in 48 • E. ' 1,,2 www.pes-structural.com Masonry Slender Wall Design IBC2018.mcdx 3 of 4 Project: Kuzma Fish Market EPCS Subject: (E) Masonry Wall Originating Office: Seattle Structural Solutions Ultimate Moment (TMS 402-16 EQ 9-23) 2 Mul:= wuh +Pu1R' etc +Pul a., 8 Mu1=15227.88 lb • ft 2 Mu2:= wuh +Pu2R' etc +I'u2'du2 8 Mug = 9854.02 lb • ft Service Load Vertical Loads PIR:= (DL+LL) • Wi•Li=7410 lb Deflection Check Plw:=w•Wt• h =4888 lb 2 Lateral Load ws=187.46 plf Wall Properties f,.:=163 • psi 3 Ig._ b • tsp = 5763 in 12 Mcr := fr • Ig = 20533 ft • lb tSP 2 Initial Deflection Assumption 4,i := 0.05 • in Service Load Moment Job Number: 23-012 Name: CAJ 30 Date: 04/16/23 Check= "Wall Okay!" Check= "Wall Okay!" (TMS 402-16 Table 9.1.9.2) z Mser:= ws gh +PIR • etc + (PIR +P11) ' dsi = 7285 ft • lb Cracked Section Deflection 5•M •h2 dcr:= °' =0.15 in 48 • E,,, • Ig Service Deflection 5•M •h2 (TMS 402-16 EQ 9-23) (TMS 402-16 EQ 9-25) As := ser If Mser < Mcr (TMS 402-16 EQ 9-25) 48•E,u•Ig As .:= 5 • Mcr • h 2 + 5 • (Myer — Mcr) ' h 2 If Mser > Mcr (TMS 402-16 EQ 9-26) 48•E,u•Ig 48•Em'Icrl ds = 0.05 in 0.007 • h =1.34 in (TMS 402-16 EQ 9-32) 1250 Pacific Ave. Suite 701 Tacoma, WA 98402 - Tel: (253) 383-2797 www.pes-structural.com 1011 Western Ave. Suite 810 Seattle, WA 98104 - Tel: (206) 292-5076 Masonry Slender Wall Design IBC2018.mcdx 101 SW Main St. Suite 280 Portland, OR 97204 - Tel: (503) 232-3746 4 of 4 Project Title: Engineer: Project ID: Project Descr: General Footing Project File: Member Calcs.ec6 LIC# : KW-06014122, Build:20.23.2.14 PCs STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: Lean To Shed - Centric Column - Download Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec : Concrete Elastic Modulus = 3,155.92 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance (for Sliding) = 100.0 pcf T Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.250 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.50 : 1 Min. Sliding Safety Factor = 1.50 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 1.750 ft Length parallel to Z-Z Axis = 1.750 ft Z Footing Thickness = 12.0 in Pedestal dimensions... px : parallel to X-X Axis = pz : parallel to Z-Z Axis =_ Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size = # Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = # Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads D P : Column Load = 0.7750 OB : Overburden = M-xx = M-zz = V-x = V-z = 4.0 in 3.0 4 3.0 4 n/a n/a X-X n/a Lr 3 - # 4 Bars>n ------------ :tion Looking to +Z Z-Z L S W 2.475 0.5350 0.3350 0.3350 y w 0 +X E H k ksf k-ft k-ft k k 31 Project Title: Engineer: Project ID: Project Descr: General Footing Project File: Member Calcs.ec6 LIC# : KW-06014122, Build:20.23.2.14 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: Lean To Shed - Centric Column - Download DESIGN SUMMARY - . • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.870 Soil Bearing 1.305 ksf 1.50 ksf +D+0.750S+0.450W about Z-Z axis PASS 5.021 Overturning - X-X 0.2010 k-ft 1.009 k-ft +0.60D+0.60W PASS 5.021 Overturning - Z-Z 0.2010 k-ft 1.009 k-ft +0.60D+0.60W PASS 2.305 Sliding - X-X 0.2010 k 0.4634 k +0.60D+0.60W PASS 2.305 Sliding - Z-Z 0.2010 k 0.4634 k +0.60D+0.60W PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05857 Z Flexure (+X) 0.6925 k-ft/ft 11.824 k-ft/ft +1.20D+1.60S+0.50W PASS 0.05170 Z Flexure (-X) 0.6113 k-ft/ft 11.824 k-ft/ft +1.20D+1.60S PASS 0.05857 X Flexure (+Z) 0.6925 k-ft/ft 11.824 k-ft/ft +1.20D+1.60S+0.50W PASS 0.05170 X Flexure (-Z) 0.6113 k-ft/ft 11.824 k-ft/ft +1.20D+1.60S PASS 0.04923 1-way Shear (+X) 4.045 psi 82.158 psi +1.20D+1.60S+0.50W PASS 0.04251 1-way Shear (-X) 3.493 psi 82.158 psi +1.20D+1.60S PASS 0.04923 1-way Shear (+Z) 4.045 psi 82.158 psi +1.20D+1.60S+0.50W PASS 0.04251 1-way Shear (-Z) 3.493 psi 82.158 psi +1.20D+1.60S PASS 0.1049 2-way Punching 17.237 psi 164.317 psi +1.20D+1.60S+0.50W Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 1.50 n/a 0.0 0.4531 0.4531 n/a n/a 0.302 X-X, +D+S 1.50 n/a 0.0 1.261 1.261 n/a n/a 0.841 X-X, +D+0.750S 1.50 n/a 0.0 1.059 1.059 n/a n/a 0.706 X-X, +D+0.60W 1.50 n/a 1.412 0.3351 0.7807 n/a n/a 0.521 X-X, +D+0.450W 1.50 n/a 1.111 0.3646 0.6988 n/a n/a 0.466 X-X, +D+0.750S+0.450W 1.50 n/a 0.5192 0.9707 1.305 n/a n/a 0.870 X-X, +0.60D+0.60W 1.50 n/a 2.091 0.1539 0.5994 n/a n/a 0.400 X-X, +0.60D 1.50 n/a 0.0 0.2718 0.2718 n/a n/a 0.181 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.4531 0.4531 0.302 Z-Z, +D+S 1.50 0.0 n/a n/a n/a 1.261 1.261 0.841 Z-Z, +D+0.750S 1.50 0.0 n/a n/a n/a 1.059 1.059 0.706 Z-Z, +D+0.60W 1.50 1.412 n/a n/a n/a 0.3351 0.7807 0.521 Z-Z, +D+0.450W 1.50 1.111 n/a n/a n/a 0.3646 0.6988 0.466 Z-Z, +D+0.750S+0.450W 1.50 0.5192 n/a n/a n/a 0.9707 1.305 0.870 Z-Z, +0.60D+0.60W 1.50 2.091 n/a n/a n/a 0.1539 0.5994 0.400 Z-Z, +0.60D 1.50 0.0 n/a n/a n/a 0.2718 0.2718 0.181 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, D Only None 0.0 k-ft Infinity OK X-X, +D+S None 0.0 k-ft Infinity OK X-X, +D+0.750S None 0.0 k-ft Infinity OK X-X, +D+0.60W 0.2010 k-ft 1.495 k-ft 7.438 OK X-X, +D+0.450W 0.1508 k-ft 1.425 k-ft 9.451 OK X-X, +D+0.750S+0.450W 0.1508 k-ft 3.049 k-ft 20.225 OK X-X, +0.60D+0.60W 0.2010 k-ft 1.009 k-ft 5.021 OK X-X, +0.60D None 0.0 k-ft Infinity OK Z-Z, D Only None 0.0 k-ft Infinity OK Z-Z, +D+S None 0.0 k-ft Infinity OK Z-Z, +D+0.750S None 0.0 k-ft Infinity OK Z-Z, +D+0.60W 0.2010 k-ft 1.495 k-ft 7.438 OK Z-Z, +D+0.450W 0.1508 k-ft 1.425 k-ft 9.451 OK Z-Z, +D+0.750S+0.450W 0.1508 k-ft 3.049 k-ft 20.225 OK Z-Z, +0.60D+0.60W 0.2010 k-ft 1.009 k-ft 5.021 OK Z-Z, +0.60D None 0.0 k-ft Infinity OK 32 Project Title: Engineer: Project ID: Project Descr: General Footing Project File: Member Calcs.ec6 LIC# : KW-06014122, Build:20.23.2.14 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: Lean To Shed - Centric Column - Download Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X, D Only 0.0 k 0.5219 k No Sliding OK X-X, +D+S 0.0 k 1.141 k No Sliding OK X-X, +D+0.750S 0.0 k 0.9859 k No Sliding OK X-X, +D+0.60W 0.2010 k 0.6021 k 2.996 OK X-X, +D+0.450W 0.1508 k 0.5821 k 3.861 OK X-X, +D+0.750S+0.450W 0.1508 k 1.046 k 6.939 OK X-X, +0.60D+0.60W 0.2010 k 0.4634 k 2.305 OK X-X, +0.60D 0.0 k 0.3831 k No Sliding OK Z-Z, D Only 0.0 k 0.5219 k No Sliding OK Z-Z, +D+S 0.0 k 1.141 k No Sliding OK Z-Z, +D+0.750S 0.0 k 0.9859 k No Sliding OK Z-Z, +D+0.60W 0.2010 k 0.6021 k 2.996 OK Z-Z, +D+0.450W 0.1508 k 0.5821 k 3.861 OK Z-Z, +D+0.750S+0.450W 0.1508 k 1.046 k 6.939 OK Z-Z, +0.60D+0.60W 0.2010 k 0.4634 k 2.305 OK Z-Z, +0.60D 0.0 k 0.3831 k No Sliding OK Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X, +1.40D 0.1356 +Z Bottom 0.2592 AsMin 0.3429 11.824 OK X-X, +1.40D 0.1356 -Z Bottom 0.2592 AsMin 0.3429 11.824 OK X-X, +1.20D 0.1163 +Z Bottom 0.2592 AsMin 0.3429 11.824 OK X-X, +1.20D 0.1163 -Z Bottom 0.2592 AsMin 0.3429 11.824 OK X-X, +1.20D+0.50S 0.2709 +Z Bottom 0.2592 AsMin 0.3429 11.824 OK X-X, +1.20D+0.50S 0.2709 -Z Bottom 0.2592 AsMin 0.3429 11.824 OK X-X, +1.20D+0.50W 0.1975 +Z Bottom 0.2592 AsMin 0.3429 11.824 OK X-X, +1.20D+0.50W 0.1018 -Z Bottom 0.2592 AsMin 0.3429 11.824 OK X-X, +1.20D+1.60S 0.6113 +Z Bottom 0.2592 AsMin 0.3429 11.824 OK X-X, +1.20D+1.60S 0.6113 -Z Bottom 0.2592 AsMin 0.3429 11.824 OK X-X, +1.20D+1.60S+0.50W 0.6925 +Z Bottom 0.2592 AsMin 0.3429 11.824 OK X-X, +1.20D+1.60S+0.50W 0.5968 -Z Bottom 0.2592 AsMin 0.3429 11.824 OK X-X, +1.20D+W 0.2788 +Z Bottom 0.2592 AsMin 0.3429 11.824 OK X-X, +1.20D+W 0.08742 -Z Bottom 0.2592 AsMin 0.3429 11.824 OK X-X, +1.20D+0.50S+W 0.4335 +Z Bottom 0.2592 AsMin 0.3429 11.824 OK X-X, +1.20D+0.50S+W 0.2421 -Z Bottom 0.2592 AsMin 0.3429 11.824 OK X-X, +1.20D+0.70S 0.3328 +Z Bottom 0.2592 AsMin 0.3429 11.824 OK X-X, +1.20D+0.70S 0.3328 -Z Bottom 0.2592 AsMin 0.3429 11.824 OK X-X, +0.90D+W 0.2498 +Z Bottom 0.2592 AsMin 0.3429 11.824 OK X-X, +0.90D+W 0.05836 -Z Bottom 0.2592 AsMin 0.3429 11.824 OK X-X, +0.90D 0.08719 +Z Bottom 0.2592 AsMin 0.3429 11.824 OK X-X, +0.90D 0.08719 -Z Bottom 0.2592 AsMin 0.3429 11.824 OK Z-Z, +1.40D 0.1356 -X Bottom 0.2592 AsMin 0.3429 11.824 OK Z-Z, +1.40D 0.1356 +X Bottom 0.2592 AsMin 0.3429 11.824 OK Z-Z, +1.20D 0.1163 -X Bottom 0.2592 AsMin 0.3429 11.824 OK Z-Z, +1.20D 0.1163 +X Bottom 0.2592 AsMin 0.3429 11.824 OK Z-Z, +1.20D+0.50S 0.2709 -X Bottom 0.2592 AsMin 0.3429 11.824 OK Z-Z, +1.20D+0.50S 0.2709 +X Bottom 0.2592 AsMin 0.3429 11.824 OK Z-Z, +1.20D+0.50W 0.1018 -X Bottom 0.2592 AsMin 0.3429 11.824 OK Z-Z, +1.20D+0.50W 0.1975 +X Bottom 0.2592 AsMin 0.3429 11.824 OK Z-Z, +1.20D+1.60S 0.6113 -X Bottom 0.2592 AsMin 0.3429 11.824 OK Z-Z, +1.20D+1.60S 0.6113 +X Bottom 0.2592 AsMin 0.3429 11.824 OK Z-Z, +1.20D+1.60S+0.50W 0.5968 -X Bottom 0.2592 AsMin 0.3429 11.824 OK Z-Z, +1.20D+1.60S+0.50W 0.6925 +X Bottom 0.2592 AsMin 0.3429 11.824 OK Z-Z, +1.20D+W 0.08742 -X Bottom 0.2592 AsMin 0.3429 11.824 OK Z-Z, +1.20D+W 0.2788 +X Bottom 0.2592 AsMin 0.3429 11.824 OK Z-Z, +1.20D+0.50S+W 0.2421 -X Bottom 0.2592 AsMin 0.3429 11.824 OK Z-Z, +1.20D+0.50S+W 0.4335 +X Bottom 0.2592 AsMin 0.3429 11.824 OK Z-Z, +1.20D+0.70S 0.3328 -X Bottom 0.2592 AsMin 0.3429 11.824 OK Z-Z, +1.20D+0.70S 0.3328 +X Bottom 0.2592 AsMin 0.3429 11.824 OK Z-Z, +0.90D+W 0.05836 -X Bottom 0.2592 AsMin 0.3429 11.824 OK Z-Z, +0.90D+W 0.2498 +X Bottom 0.2592 AsMin 0.3429 11.824 OK Z-Z, +0.90D 0.08719 -X Bottom 0.2592 AsMin 0.3429 11.824 OK 33 Project Title: Engineer: Project ID: Project Descr: General Footing Project File: Member Calcs.ec6 LIC# : KW-06014122, Build:20.23.2.14 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: Lean To Shed - Centric Column - Download Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft Z-Z, +0.90D 0.08719 +X Bottom 0.2592 AsMin 0.3429 11.824 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.401D 0.78 psi 0.78 psi 0.78 psi 0.78 psi 0.78 psi 82.16 psi 0.01 OK +1.201D 0.66 psi 0.66 psi 0.66 psi 0.66 psi 0.66 psi 82.16 psi 0.01 OK +1.20D+0.50S 1.55 psi 1.55 psi 1.55 psi 1.55 psi 1.55 psi 82.16 psi 0.02 OK +1.20D+0.50W 0.49 psi 1.22 psi 0.49 psi 1.22 psi 1.22 psi 82.16 psi 0.01 OK +1.20D+1.60S 3.49 psi 3.49 psi 3.49 psi 3.49 psi 3.49 psi 82.16 psi 0.04 OK +1.20D+1.60S+0.50W 3.32 psi 4.05 psi 3.32 psi 4.05 psi 4.05 psi 82.16 psi 0.05 OK +1.20D+W 0.32 psi 1.77 psi 0.32 psi 1.77 psi 1.77 psi 82.16 psi 0.02 OK +1.20D+0.50S+W 1.21 psi 2.65 psi 1.21 psi 2.65 psi 2.65 psi 82.16 psi 0.03 OK +1.20D+0.70S 1.90 psi 1.90 psi 1.90 psi 1.90 psi 1.90 psi 82.16 psi 0.02 OK +0.90D+W 0.16 psi 1.60 psi 0.16 psi 1.60 psi 1.60 psi 82.16 psi 0.02 OK +0.90D 0.50 psi 0.50 psi 0.50 psi 0.50 psi 0.50 psi 82.16 psi 0.01 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.401D 3.63 psi 164.32psi 0.02207 OK +1.20D 3.11 psi 164.32psi 0.01892 OK +1.20D+0.50S 7.24 psi 164.32psi 0.04409 OK +1.20D+0.50W 4.00 psi 164.32psi 0.02436 OK +1.20D+1.60S 16.34 psi 164.32psi 0.09946 OK +1.20D+1.60S+0.50W 17.24 psi 164.32psi 0.1049 OK +1.20D+W 4.90 psi 164.32psi 0.0298 OK +1.20D+0.50S+W 9.03 psi 164.32psi 0.05497 OK +1.20D+0.70S 8.90 psi 164.32psi 0.05416 OK +0.90D+W 4.12 psi 164.32psi 0.02507 OK +0.90D 2.33 psi 164.32psi 0.01419 OK 34 Project Title: Engineer: Project ID: Project Descr: General Footing Project File: Member Calcs.ec6 LIC# : KW-06014122, Build:20.23.2.14 PCs STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: Lean To Shed - Centric Column - Uplift Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec : Concrete Elastic Modulus = 3,155.92 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance (for Sliding) = 100.0 pcf T Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.250 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.50 : 1 Min. Sliding Safety Factor = 1.50 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure Yes when max. length or width is greater than = ft Use Pedestal wt for stability, mom & shear Yes Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Z Footing Thickness = 12.0 in Pedestal dimensions... px : parallel to X-X Axis = pz : parallel to Z-Z Axis =_ Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size = # Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = # Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads D P : Column Load = 0.7750 OB : Overburden = M-xx = M-zz = V-x = V-z = 10.0 in 10.0 in 9.0 in 4.0 in 4.0 4 4.0 4 n/a n/a n/a X 0 M x teaIN - 4-#4Bars_ m_X-X Section Looking t .. o +Z Lr L S W 2.475 -1.060 0.3350 0.3350 MUM MIN o"�_� Z-Z Section Looking to +X E H k ksf k-ft k-ft k k 35 Project Title: Engineer: Project ID: Project Descr: General Footing Project File: Member Calcs.ec6 LIC# : KW-06014122, Build:20.23.2.14 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: Lean To Shed - Centric Column - Uplift DESIGN SUMMARY - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.3769 Soil Bearing 0.5653 ksf 1.50 ksf +D+S about Z-Z axis PASS 1.801 Overturning - X-X 1.306 k-ft 2.351 k-ft +0.60D+0.60W PASS 1.801 Overturning - Z-Z 1.306 k-ft 2.351 k-ft +0.60D+0.60W PASS 2.651 Sliding - X-X 0.2010 k 0.5328 k +0.60D+0.60W PASS 2.651 Sliding - Z-Z 0.2010 k 0.5328 k +0.60D+0.60W PASS 2.464 Uplift -0.6360 k 1.567 k +0.60D+0.60W PASS 0.03465 Z Flexure (+X) 0.3217 k-ft/ft 9.286 k-ft/ft +1.20D+1.60S PASS 0.03465 Z Flexure (-X) 0.3217 k-ft/ft 9.286 k-ft/ft +1.20D+1.60S PASS 0.03465 X Flexure (+Z) 0.3217 k-ft/ft 9.286 k-ft/ft +1.20D+1.60S PASS 0.03465 X Flexure (-Z) 0.3217 k-ft/ft 9.286 k-ft/ft +1.20D+1.60S PASS 0.02920 1-way Shear (+X) 2.399 psi 82.158 psi +1.20D+1.60S PASS 0.02920 1-way Shear (-X) 2.399 psi 82.158 psi +1.20D+1.60S PASS 0.02920 1-way Shear (+Z) 2.399 psi 82.158 psi +1.20D+1.60S PASS 0.02920 1-way Shear (-Z) 2.399 psi 82.158 psi +1.20D+1.60S PASS 0.03910 2-way Punching 6.426 psi 164.317 psi +1.20D+1.60S Top reinforcing mat required (see 'Bending' tab). iHand check required for anchor pullout. Detailed Results Soil Bearing Rotation Axis & Load Combination... X-X, D Only X-X, +D+S X-X, +D+0.750S X-X, +D+0.60W X-X, +D+0.450W X-X, +D+0.750S+0.450W X-X, +0.60D+0.60W X-X, +0.60D Z-Z, D Only Z-Z, +D+S Z-Z, +D+0.750S Z-Z, +D+0.60W Z-Z, +D+0.450W Z-Z, +D+0.750S+0.450W Z-Z, +0.60D+0.60W Z-Z, +0.60D Overturning Stability Rotation Axis & Load Combination... X-X, D Only X-X, +D+S X-X, +D+0.750S X-X, +D+0.60W X-X, +D+0.450W X-X, +D+0.750S+0.450W X-X, +0.60D+0.60W X-X, +0.60D Z-Z, D Only Z-Z, +D+S Z-Z, +D+0.750S Z-Z, +D+0.60W Z-Z, +D+0.450W Z-Z, +D+0.750S+0.450W Z-Z, +0.60D+0.60W Z-Z, +0.60D Xecc Zecc Gross Allowable (in) Actual Soil Bearing Stress @ Location Bottom, -Z Top, +Z Left, -X Right, +X Actual / Allow Ratio 1.50 n/a 0.0 0.2903 0.2903 n/a n/a 0.194 1.50 n/a 0.0 0.5653 0.5653 n/a n/a 0.377 1.50 n/a 0.0 0.4965 0.4965 n/a n/a 0.331 1.50 n/a 2.136 0.1422 0.2970 n/a n/a 0.198 1.50 n/a 1.483 0.1792 0.2953 n/a n/a 0.197 1.50 n/a 0.7931 0.3855 0.5015 n/a n/a 0.334 1.50 n/a 4.532 0.02610 0.1809 n/a n/a 0.121 1.50 n/a 0.0 0.1742 0.1742 n/a n/a 0.116 1.50 0.0 n/a n/a n/a 0.2903 0.2903 0.194 1.50 0.0 n/a n/a n/a 0.5653 0.5653 0.377 1.50 0.0 n/a n/a n/a 0.4965 0.4965 0.331 1.50 2.136 n/a n/a n/a 0.1422 0.2970 0.198 1.50 1.483 n/a n/a n/a 0.1792 0.2953 0.197 1.50 0.7931 n/a n/a n/a 0.3855 0.5015 0.334 1.50 4.532 n/a n/a n/a 0.02610 0.1809 0.121 1.50 0.0 n/a n/a n/a 0.1742 0.1742 0.116 Overturning Moment Resisting Moment Stability Ratio Status None 0.0 k-ft Infinity OK None 0.0 k-ft Infinity OK None 0.0 k-ft Infinity OK 1.306 k-ft 3.918 k-ft 3.001 OK 0.9793 k-ft 3.918 k-ft 4.001 OK 0.9793 k-ft 6.703 k-ft 6.844 OK 1.306 k-ft 2.351 k-ft 1.801 OK None 0.0 k-ft Infinity OK None 0.0 k-ft Infinity OK None 0.0 k-ft Infinity OK None 0.0 k-ft Infinity OK 1.306 k-ft 3.918 k-ft 3.001 OK 0.9793 k-ft 3.918 k-ft 4.001 OK 0.9793 k-ft 6.703 k-ft 6.844 OK 1.306 k-ft 2.351 k-ft 1.801 OK None 0.0 k-ft Infinity OK 36 Project Title: Engineer: Project ID: Project Descr: General Footing Project File: Member Calcs.ec6 LIC# : KW-06014122, Build:20.23.2.14 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: Lean To Shed - Centric Column - Uplift Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X, D Only 0.0 k 0.9531 k No Sliding OK X-X, +D+S 0.0 k 1.572 k No Sliding OK X-X, +D+0.750S 0.0 k 1.417 k No Sliding OK X-X, +D+0.60W 0.2010 k 0.7941 k 3.951 OK X-X, +D+0.450W 0.1508 k 0.8338 k 5.531 OK X-X, +D+0.750S+0.450W 0.1508 k 1.298 k 8.610 OK X-X, +0.60D+0.60W 0.2010 k 0.5328 k 2.651 OK X-X, +0.60D 0.0 k 0.6918 k No Sliding OK Z-Z, D Only 0.0 k 0.9531 k No Sliding OK Z-Z, +D+S 0.0 k 1.572 k No Sliding OK Z-Z, +D+0.750S 0.0 k 1.417 k No Sliding OK Z-Z, +D+0.60W 0.2010 k 0.7941 k 3.951 OK Z-Z, +D+0.450W 0.1508 k 0.8338 k 5.531 OK Z-Z, +D+0.750S+0.450W 0.1508 k 1.298 k 8.610 OK Z-Z, +0.60D+0.60W 0.2010 k 0.5328 k 2.651 OK Z-Z, +0.60D 0.0 k 0.6918 k No Sliding OK Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X, +1.40D 0.07415 +Z Bottom 0.2592 AsMin 0.2667 9.286 OK X-X, +1.40D 0.07415 -Z Bottom 0.2592 AsMin 0.2667 9.286 OK X-X, +1.20D 0.06356 +Z Bottom 0.2592 AsMin 0.2667 9.286 OK X-X, +1.20D 0.06356 -Z Bottom 0.2592 AsMin 0.2667 9.286 OK X-X, +1.20D+0.50S 0.1442 +Z Bottom 0.2592 AsMin 0.2667 9.286 OK X-X, +1.20D+0.50S 0.1442 -Z Bottom 0.2592 AsMin 0.2667 9.286 OK X-X, +1.20D+0.50W 0.05802 +Z Bottom 0.2592 AsMin 0.2667 9.286 OK X-X, +1.20D+0.50W .0000180 -Z Top 0.2592 AsMin 0.2667 10.486 OK X-X, +1.20D+1.60S 0.3217 +Z Bottom 0.2592 AsMin 0.2667 9.286 OK X-X, +1.20D+1.60S 0.3217 -Z Bottom 0.2592 AsMin 0.2667 9.286 OK X-X, +1.20D+1.60S+0.50W 0.3162 +Z Bottom 0.2592 AsMin 0.2667 9.286 OK X-X, +1.20D+1.60S+0.50W 0.2582 -Z Bottom 0.2592 AsMin 0.2667 9.286 OK X-X, +1.20D+W 0.05248 +Z Bottom 0.2592 AsMin 0.2667 9.286 OK X-X, +1.20D+W 0.06359 -Z Top 0.2592 AsMin 0.2667 10.486 OK X-X, +1.20D+0.50S+W 0.1332 +Z Bottom 0.2592 AsMin 0.2667 9.286 OK X-X, +1.20D+0.50S+W 0.01709 -Z Bottom 0.2592 AsMin 0.2667 9.286 OK X-X, +1.20D+0.70S 0.1765 +Z Bottom 0.2592 AsMin 0.2667 9.286 OK X-X, +1.20D+0.70S 0.1765 -Z Bottom 0.2592 AsMin 0.2667 9.286 OK X-X, +0.90D+W 0.03659 +Z Bottom 0.2592 AsMin 0.2667 9.286 OK X-X, +0.90D+W 0.07948 -Z Top 0.2592 AsMin 0.2667 10.486 OK X-X, +0.90D 0.04767 +Z Bottom 0.2592 AsMin 0.2667 9.286 OK X-X, +0.90D 0.04767 -Z Bottom 0.2592 AsMin 0.2667 9.286 OK Z-Z, +1.40D 0.07415 -X Bottom 0.2592 AsMin 0.2667 9.286 OK Z-Z, +1.40D 0.07415 +X Bottom 0.2592 AsMin 0.2667 9.286 OK Z-Z, +1.20D 0.06356 -X Bottom 0.2592 AsMin 0.2667 9.286 OK Z-Z, +1.20D 0.06356 +X Bottom 0.2592 AsMin 0.2667 9.286 OK Z-Z, +1.20D+0.50S 0.1442 -X Bottom 0.2592 AsMin 0.2667 9.286 OK Z-Z, +1.20D+0.50S 0.1442 +X Bottom 0.2592 AsMin 0.2667 9.286 OK Z-Z, +1.20D+0.50W .0000180 -X Top 0.2592 AsMin 0.2667 10.486 OK Z-Z, +1.20D+0.50W 0.05802 +X Bottom 0.2592 AsMin 0.2667 9.286 OK Z-Z, +1.20D+1.60S 0.3217 -X Bottom 0.2592 AsMin 0.2667 9.286 OK Z-Z, +1.20D+1.60S 0.3217 +X Bottom 0.2592 AsMin 0.2667 9.286 OK Z-Z, +1.20D+1.60S+0.50W 0.2582 -X Bottom 0.2592 AsMin 0.2667 9.286 OK Z-Z, +1.20D+1.60S+0.50W 0.3162 +X Bottom 0.2592 AsMin 0.2667 9.286 OK Z-Z, +1.20D+W 0.06359 -X Top 0.2592 AsMin 0.2667 10.486 OK Z-Z, +1.20D+W 0.05248 +X Bottom 0.2592 AsMin 0.2667 9.286 OK Z-Z, +1.20D+0.50S+W 0.01709 -X Bottom 0.2592 AsMin 0.2667 9.286 OK Z-Z, +1.20D+0.50S+W 0.1332 +X Bottom 0.2592 AsMin 0.2667 9.286 OK Z-Z, +1.20D+0.70S 0.1765 -X Bottom 0.2592 AsMin 0.2667 9.286 OK Z-Z, +1.20D+0.70S 0.1765 +X Bottom 0.2592 AsMin 0.2667 9.286 OK Z-Z, +0.90D+W 0.07948 -X Top 0.2592 AsMin 0.2667 10.486 OK Z-Z, +0.90D+W 0.03659 +X Bottom 0.2592 AsMin 0.2667 9.286 OK Z-Z, +0.90D 0.04767 -X Bottom 0.2592 AsMin 0.2667 9.286 OK 37 Project Title: Engineer: Project ID: Project Descr: General Footing Project File: Member Calcs.ec6 LIC# : KW-06014122, Build:20.23.2.14 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: Lean To Shed - Centric Column - Uplift Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft Z-Z, +0.90D 0.04767 +X Bottom 0.2592 AsMin 0.2667 9.286 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.401D 0.55 psi 0.55 psi 0.55 psi 0.55 psi 0.55 psi 82.16 psi 0.01 OK +1.201D 0.47 psi 0.47 psi 0.47 psi 0.47 psi 0.47 psi 82.16 psi 0.01 OK +1.20D+0.50S 1.08 psi 1.08 psi 1.08 psi 1.08 psi 1.08 psi 82.16 psi 0.01 OK +1.20D+0.50W 0.03 psi 0.46 psi 0.03 psi 0.46 psi 0.46 psi 82.16 psi 0.01 OK +1.20D+1.60S 2.40 psi 2.40 psi 2.40 psi 2.40 psi 2.40 psi 82.16 psi 0.03 OK +1.20D+1.60S+0.50W 1.90 psi 2.39 psi 1.90 psi 2.39 psi 2.39 psi 82.16 psi 0.03 OK +1.20D+W 0.53 psi 0.45 psi 0.53 psi 0.45 psi 0.53 psi 82.16 psi 0.01 OK +1.20D+0.50S+W 0.07 psi 1.05 psi 0.07 psi 1.05 psi 1.05 psi 82.16 psi 0.01 OK +1.20D+0.70S 1.32 psi 1.32 psi 1.32 psi 1.32 psi 1.32 psi 82.16 psi 0.02 OK +0.90D+W 0.65 psi 0.33 psi 0.65 psi 0.33 psi 0.65 psi 82.16 psi 0.01 OK +0.90D 0.36 psi 0.36 psi 0.36 psi 0.36 psi 0.36 psi 82.16 psi 0.00 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.401D 1.48 psi 164.32psi 0.009012 OK +1.20D 1.27 psi 164.32psi 0.007724 OK +1.20D+0.50S 2.88 psi 164.32psi 0.01753 OK +1.20D+0.50W 0.58 psi 164.32psi 0.003525 OK +1.20D+1.60S 6.43 psi 164.32psi 0.0391 OK +1.20D+1.60S+0.50W 5.74 psi 164.32psi 0.03491 OK +1.20D+W 0.11 psi 164.32psi 0.000675 OK +1.20D+0.50S+W 1.50 psi 164.32psi 0.009131 OK +1.20D+0.70S 3.53 psi 164.32psi 0.02145 OK +0.90D+W 0.43 psi 164.32psi 0.002606 OK +0.90D 0.95 psi 164.32psi 0.005793 OK 38 39 Hilti PROMS Engineering 3.0.84 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: Detail 1/S5.0 - Interior Pressure Date: 4/19/2023 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor platen Profile: Base material: Installation: Reinforcement: HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36) 1/2 2198023 HAS-V-36 1/2"x8" (element) / 2334276 HIT-HY 200-R V3 (adhesive) haf,act = 5.750 in. (hef,l;mit = in.) ASTM F1554 Grade 36 ESR-4868 11/1/2022 1 11/1/2024 Design Method ACI 318-14 / Chem eb = 0.000 in. (no stand-off); t = 0.500 in. Ix x ly x t = 18.000 in. x 6.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Square HSS (AISC), HSS4X4X.1875; (L x W x T) = 4.000 in. x 4.000 in. x 0.188 in. cracked concrete, 4000, fc' = 4,000 psi; h = 10.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [Ib, in.lb] 1 a i 1 Design loads Sustained loads 0 Z'WW � �15 , 360 Y -.0 x Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 40 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design: Detail 1/S5.0 - Interior Pressure Date: 4/19/2023 Fastening point: 1.1 Design results Case Description Forces [lb] / Moments [in.lb] 1 Combination 1 N = 0; Vx = 0; Vy = 320; Mx =-15,360; My = 0; Mz = 0; Nsus = 0; Mx,sus = 0; My,sus = 0; 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force 1 1,710 80 2 250 80 3 1,794 80 4 334 80 Seismic Max. Util. Anchor [%] no 99 Shear force x Shear force y y 0 80 C2 Comp re sion 04 0 80 0 80 "1 'e) 03 0 80 Tension max. concrete compressive strain: 0.13 [%o] max. concrete compressive stress: 552 [psi] resulting tension force in (x/y)=(-0.823/-1.071): 4,088 [lb] resulting compression force in (x/y)=(-0.823/2.686): 4,088 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load NU8 [lb] Capacity f Nn [Ib] Utilization PN = NUe/4' Nn Status Steel Strength* 1,794 6,172 30 OK Bond Strength** 4,088 4,210 98 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Failure** 4,088 4,568 90 OK * highest loaded anchor **anchor group (anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan I% 41 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Page: Address: Specifier: Phone I Fax: E-Mail: Design: Detail 1/S5.0 - Interior Pressure Date: Fastening point: 3.1 Steel Strengtn Nsa = ESR value refer to ICC-ES ESR-4868 � Nsa > Nua ACI 318-14 Table 17.3.1.1 Variables Ase,N [in.) f to [psi] 0.14 58,000 Calculations Nsa [lb] 8,230 Results qsa [lb] 0 steel Nsa Ilb] Nua ilb] 8,230 0.750 6,172 1,794 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 4/19/2023 3 42 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Page: Address: Specifier: Phone I Fax: E-Mail: Design: Detail 1/S5.0 - Interior Pressure Date: Fastening point: 3.2 Bond Strength ANa Nag — (A Na0 ) W ecl,Na Wec2,Na Wed,Na Wcp,Na Nba Nag >: Nua ANa see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) _ ANaO — (2 CNa z CNa = 10 da uncr 1100 1 1 Wec,Na = 1 1 + eN I < 1.0 CNa W ed,Na = 0.7 + 0.3 (Ca=min) < 1.0 CNa W cp,Na - MAX Ca,min a < 1.0 Cac � L. Nba = a'a ' 'Ck,c ' 7C , da'hef ACI 318-14 Eq. (17.4.5.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.5.1c) ACI 318-14 Eq. (17.4.5.1d) ACI 318-14 Eq. (17.4.5.3) ACI 318-14 Eq. (17.4.5.4b) ACI 318-14 Eq. (17.4.5.5b) ACI 318-14 Eq. (17.4.5.2) Variables T k,c,uncr [Psi] da [in.] haf [in.] ca,min [in.] 2,327 0.500 5.750 2.000 ecl,N [In.] ec2,N [In.] Cac [In.] X a 0.823 1.071 14.277 1.000 Calculations) CNa [in.] 11 ANa [in•2J 11 AN.0 [in•2J W ed,Na 7.239 206.35 209.62 0.783 W ecl,Na Wec2,Na Wcp,Na Nba [Ib] 0.898 0.871 1.000 10,745 Results Na, [lb] 0 bond Na, [lb] Nua [lb] 6,476 0.650 4,210 4,088 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan a'overhead T k c [pSl] 1.000 1,190 0 4/19/2023 4 43 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Detail 1/S5.0 - Interior Pressure Fastening point: 3.3 Concrete Breakout Failure QNc Ncbg — NcO� W ec,N Wed,N Wc,N Wcp,N Nb Ncb9 > Nua ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) 2 ANcO = 9 hef 1 WecN = \1+2eN� <1.0 3 hef WedN=0.7+0.3(Ca,mlo) <1.0 1.5hef T cp,N = MAX(ca=min 1.5hef1 < 1.0 �ICaac Cac J Nb = kc "a „c hefs Page: Specifier: E-Mail: Date: ACI 318-14 Eq. (17.4.2.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Variables hef [In.] ec1,N [in.] ec2,N [in.] Ca,min [in.] W c,N 5.750 0.823 1.071 2.000 1.000 Cac [In.] kc 14.277 17 a a fc [psi] 1.000 4,000 Calculations ANc [in.2] ANco [in.2] W ec1,N Wec2,N Wed,N Wcp,N Nb [Ib] 225.75 297.56 0.913 0.890 0.770 1.000 14,825 Results icb, [lb] 0 concrete Ncb, [Ib] Nua [I b] 7,028 0.650 4,568 4,088 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 4/19/2023 5 44 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Page: Address: Specifier: Phone I Fax: E-Mail: Design: Detail 1/S5.0 - Interior Pressure Date: Fastening point: 4 Shear load Load Vua [lb] Steel Strength* 80 Steel failure (with lever arm)* N/A Pryout Strength (Bond Strength controls)** 320 Concrete edge failure in direction y+** 320 * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value refer to [CC -ES ESR-4868 � Vsteel >! Vua ACI 318-14 Table 17.3.1.1 Variables b ' `se,y [in.21 futa [pS7 0.14 58,000 Calculations Vsa [lb] 4,940 Results Vsa [lb] 0 steel Vsa [lb] Vua [Ib] 4,940 0.650 3,211 80 6 4/19/2023 Capacity 41 Va [Ib] Utilization P„ = Vua/$ V„ Status 3,211 3 OK N/A N/A N/A 11,593 3 OK 1,503 22 OK Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 45 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Detail 1/S5.0 - Interior Pressure Fastening point: Page: 7 Specifier: E-Mail: Date: 4/19/2023 4.2 Pryout Strength (Bond Strength controls) Vcpg=kcp[(ANa W ecl,Na Wec2,Na Wed,Na Wcp,Na Nba ] ANaO ACI 318-14 Eq. (17.5.3.1b) Vcpg > Vua ACI 318-14 Table 17.3.1.1 ANa see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) ANaO — (2 CNa)2ACI 318-14 Eq. (17.4.5.1c) CNa = 10 da uncr 1100 ACI 318-14 Eq. (17.4.5.1d) 1 Wec,Na = eN < 1.0 ACI 318-14 Eq. (17.4.5.3) + \1 CNa / W ed,Na = 0.7 + 0.3 l Ca=min) < 1.0 ACI 318-14 Eq. (17.4.5.4b) CNa W cp,Na = MAX(Ca=min CNa) < 1.0 Cac Cac ACI 318-14 Eq. (17.4.5.5b) Nba = k a tik,c ' Tc - de - hef ACI 318-14 Eq. (17.4.5.2) Variables kcp aoverhead Tk,c,uncr [PSI] da [in.] hef [in.] Ca,min [in.] T k,c IPSI] 2 1.000 2,327 0.500 5.750 2.000 1,190 ecl,N [In.] ec2,N [In.] Cac [In.] �. a 0.000 0.000 14.277 1.000 Calculations CNa [In.] ANa [in.2] AN.0 [in.2] W ed,Na 7.239 206.35 209.62 0.783 W ecl,Na Wec2,Na Wcp,Na Nba [lb] 1.000 1.000 1.000 10,745 Results Vc, [lb] 0 concrete 0 Vcp, [lb] V a [Ib] 16,561 0.700 11,593 320 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 46 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Page: 8 Address: Specifier: Phone I Fax: E-Mail: Design: Detail 1/S5.0 - Interior Pressure Date: 4/19/2023 Fastening point: 4.3 Concrete edge failure in direction y+ Vcbg — (Avto) W ec,V Wed,V Wc,V Wh,V Wparallel,V Vb ACI 318-14 Eq. (17.5.2.1b) � Vcbg > Vua ACI 318-14 Table 17.3.1.1 Avc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) Avco = 4.5 Cal ACI 318-14 Eq. (17.5.2.1 c) 1 W ec,V - 2e, < 1.0 ACI 318-14 Eq. (17.5.2.5) 1 +— 3cal W ed,v = 0.7 + 0.3(1 Cat ) < 1.0 ACI 318-14 Eq. (17.5.2.6b) 1.5ca1 W h,V = h > 1.0 a ACI 318-14 Eq. (17.5.2.8) 0.2 �� Vb = (7 (d)� a Vfc Ca 5 a ACI 318-14 Eq. (17.5.2.2a) Variables Cal [in.] cat [in.] ecv [in.] W o,v ha [in.] 2.000 - 0.750 1.000 10.000 le [In.] k a da [In.] fc [psi] W parallel,V 4.000 1.000 0.500 4,000 1.000 Calculations Avc [in.2] Avc,) [in.2] W ec,V Wed.V Wh.V Vh [lb] 36.00 18.00 0.800 1.000 1.000 1,342 Results Vcba [lb] concrete Vcba [lb] Vua [lb] 2,147 0.700 1,503 320 5 Combined tension and shear loads ON Rv Utilization ON,v [%] Status 0.971 0.213 1.000 99 OK PNV=WN+RV)/1.2<=1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 47 Hilti PROMS Engineering 3.0.84 www.hilti.com Company: Page: 9 Address: Specifier: Phone I Fax: E-Mail: Design: Detail 1/S5.0 - Interior Pressure Date: 4/19/2023 Fastening point: 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 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 CBFEM 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! • 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. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 48 Hilti PROMS Engineering 3.0.84 www.hilti.com Company: Page: 10 Address: Specifier: Phone I Fax: E-Mail: Design: Detail 1/S5.0 - Interior Pressure Date: 4/19/2023 Fastening point: 7 Installation data Profile: Square HSS (AISC), HSS4X4X.1875; (L x W x T) = 4.000 in. x 4.000 in. x 0.188 in. Hole diameter in the fixture: df = 0.562 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required 1/2 Hilti HAS Carbon steel threaded rod with Hilti HIT-HY 200 V3 Safe Set System 7.1 Recommended accessories Anchor type and diameter: HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36) 1/2 Item number: 2198023 HAS-V-36 1/2"x8" (element) / 2334276 HIT-HY 200-R V3 (adhesive) Maximum installation torque: 360 in.lb Hole diameter in the base material: 0.562 in. Hole depth in the base material: 5.750 in. Minimum thickness of the base material: 7.000 in. Drilling Cleaning Setting • Suitable Rotary Hammer Compressed air with required accessories Dispenser including cassette and mixer • Properly sized drill bit to blow from the bottom of the hole Torque wrench • Proper diameter wire brush Coordinates Anchor [in.] Anchor x y c.x c,x c.y c,y 1 -7.500 -1.500 2.000 5.000 2 -4.500 1.500 - 5.000 2.000 3 4.500 -1.500 - 2.000 5.000 4 7.500 1.500 - 5.000 2.000 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan X 10 49 Hilti PROMS Engineering 3.0.84 www.hilti.com Company: Page: 11 Address: Specifier: Phone I Fax: E-Mail: Design: Detail 1/S5.0 - Interior Pressure Date: 4/19/2023 Fastening point: 8 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. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan iil apCS Structural Solutions Project: Job No: Subject: Sheet Name: Originating Office: ❑ Seattle ❑ Tacoma ❑ Portland Date: -1)'k"; l l/ 5 -5, o — S�o� �e�� r�;�� t„>"u S,-" a (i�DISIZ5 -33) p51 U., it �U�Z-- 4 Ms.. 1S-IH :.C),Z.y $ i , q q J ►&-�-�I- LA1oH— LL ff I i STf V 11��'4 l J C.F S l r.GI�C lOD 1w-^M"x-= 5.bq�k-1' .�k (,OUij25 -33, L l0pi4 \rM,t _V"= r,.�,,,xSOPI;� ti CsP,�) HSS 100 _ o �(SS 3X3 Y'q �- LID lli{ i(-v' = p.l(_ K— ��- < �.y,� l< 20o 144- qM_ q c� LOGq IseI;� t C Atsc S c-p-7 15'-` C L. f:., g_ts) R"/- ,0•'II$ l -,pl^ Cl)) _ I.1 K,r/,I =) Trc1 = I-%<4 — V4 50 Seattle 1011 Western Avenue, Suite 810 • Seattle,WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Portland 101 SW Main Street, Suite 280 • Portland, OR 97204 • tel: 503.232.3746 Project: Ko —LOA C;51'I jIIAr kt{ - TT Job No: 23'01'L 51 a PCs Subject: Sheet Name: CA E; Structural Solutions Originating Office: Seattle ❑ Tacoma ❑ Portland Date: I3 AQr:\ 2D23 v DL = 5pf SL = 25p'� WI�= 32prf —� Asr- ,J DCGL.)1*s VC 5 ; 1 4 A,,. Y —j `.- A(. = 5PS C�== (,O tg SL = 25 r4 CZ) ((") = 30o 14 Wl.i 32.p54 (z) (1�')= 3&LI I�� -� oLI - 50F4 (2)(0= Gov 14 1 Tf Gnu SL C3� t, 1- C3�) Vc11t- 3. s,— = 11 16{ W LI C3') T/G_ 3.s` S 14 I OLt5L= 3Go\b4 TIC,0V6� a y-� 2 3 D b� I-V DLk 0.q{ LV� D,�SSL p.GUl.to.GwL= 3�`�1.>,f`� TfL` -�.�� lye -•—o 2 pn 6+'1•°% S5(,.— qI L4,s �� 1/� 6 Tk i�' o IDo G2.bk4 i V = 22°l Va4 0C. o.3q 2° er-,b(A U(-V JGt - o. All z- l.o : oce- Seattle 1011 Western Avenue, Suite 810 • Seattle,WA 98104 • tel: 206.292.5076 Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Portland 101 SW Main Street, Suite 280 • Portland, OR 97204 • tel: 503.232.3746 www. p c s- s t r u c t ur a 1. c o m apcs Structural Solutions Project: Job No: Subject: Sheet Name: Originating Office: ❑ Seattle ❑ Tacoma ❑ Portland Date: _ l I Z.5 9ti\ = 15) 4k.3 Co 2 . L-1 P'_� 51 - O'' - 61' q z 5 14 ,4S5um,, L.IGi+An t.q '1DL_ = iq 14.E /w - 1,L1 \"\:f =0.45✓ +� -Pc'\2p = k6.6S-] (_DTI = O.�OY7��•`b�J�Z��vPsi>(f.l`�)��a) 1�.�P�t��-� 3Ij _1q -r� �l� 2q. y = o. �5 (�) C-Z-) (w)(�°+ z'� (I zo�o�,s� _ �I. yN lS l' > �,tf Kv J it - ? CA ►,,tIIi-A P = (. q K, I' p'r peSk 2ks, E=S�G14s)`'S a,oaP,; = 25�� VW, 7:5 3._5 ltis t�l��sFi= l`btS�� = to.d z Psi f+ �� —E, S'61 f" A: C L0_ pc1 (2�1 �.�2 o0o p91 lo`l t i 'p. K'P- �c - Seattle 1011 Western Avenue, Suite 810 • Seattle,WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Portland 101 SW Main Street, Suite 280 • Portland, OR 97204 • tel: 503.232.3746 52 53 Hilti PROMS Engineering 3.0.84 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: Detail 2/S4.0 Date: 4/19/2023 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor platen Profile: Base material: Installation: Reinforcement: HIT-HY 200 V3 + Rebar A 615 Gr.40 #4 IL not available (element) / 2334276 HIT-HY 200-R V3 (adhesive) hef,optl = 2.750 In. (hef,limit = 2.750 In.) ASTM A 615 GR.40 ESR-4868 11/1/2022 1 11/1/2024 Design Method ACI 318-14 / Chem eb = 0.000 in. (no stand-off); t = 0.500 in. Ix x ly x t = 12.000 in. x 6.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) no profile cracked concrete, 2500, fc' = 2,500 psi; h = 4.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [Ib, in.lb] 4 d i Design loads Sustained loads Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 54 Hilti PROMS Engineering 3.0.84 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design: Detail 2/S4.0 Date: 4/19/2023 Fastening point: 1.1 Design results Case Description Forces [lb] / Moments [in.Ib] Seismic Max. Util. Anchor [%] 1 Combination 1 N = 1,180; Vx = 0; Vy = 120; no 47 Mx=0;My=0;Mz=0; Nsus = 0; Mx,sus = 0; My,sus = 0; 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 1,180 120 0 120 max. concrete compressive strain: [%0] max. concrete compressive stress: [psi] resulting tension force in (x/y)=(0.000/0.000): 1,180 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load y Tension Load Nua [lb] Capacity $ N [lb] Utilization PN = N A N Status Steel Strength* 1,180 Bond Strength`* 1,180 Sustained Tension Load Bond Strength* N/A Concrete Breakout Failure** 1,180 * highest loaded anchor **anchor group (anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7,800 16 OK 3,032 39 OK N/A N/A N/A 2,520 47 OK 2 55 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Page: Address: Specifier: Phone I Fax: E-Mail: Design: Detail 2/S4.0 Date: Fastening point: 3.1 Steel Strengtn Nsa = ESR value refer to ICC-ES ESR-4868 � Nsa > Nua ACI 318-14 Table 17.3.1.1 Variables Ase,N [in.) fwa IPS7 0.20 60,000 Calculations Nsa [lb] 11,999 Results Nsa [lb] 0 steel Nsa [lb] Nua Ilb] 11,999 0.650 7,800 1,180 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 4/19/2023 3 56 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Detail 2/S4.0 Fastening point: 3.2 Bond Strength Na _ (ANa) ) T ed,Na Wcp,Na Nba Na > Nua ANa see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) ANaO = (2 CNa) z CNa = 10 da uncr 1100 Wed,Na = 0.7 + 0.3 �Ca=minl < 1.0 CNa = MAX(L9 in CN)< W cp,Na 1.0 Cac Cac Nba = a Tk,c 1< da hef Variables ti kcuncr IPS1] da [In.] hef [In.] 1,561 0.500 2.750 Cac [In.] )' a 5.930 1.000 Calculations CNa [in.] ANa [in.2] ANaO [in.2] 5.928 140.59 140.59 T cp,Na Nba [Ibl 1.000 4,665 Results Na [Ibl bond Na [lb] 4,665 0.650 3,032 Page: Specifier: E-Mail: Date: ACI 318-14 Eq. (17.4.5.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.5.1c) ACI 318-14 Eq. (17.4.5.1d) ACI 318-14 Eq. (17.4.5.4b) ACI 318-14 Eq. (17.4.5.5b) ACI 318-14 Eq. (17.4.5.2) in [in.] aoverhead 1.000 W ed,Na 1.000 Jua [Ib] 1,180 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan T k,c IPSI] 1,080 0 4/19/2023 4 57 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Page: 5 Address: Specifier: Phone I Fax: E-Mail: Design: Detail 2/S4.0 Date: 4/19/2023 Fastening point 3.3 Concrete Breakout Failure Ncb = QN. ) W ed,N Wc,N Wcp,N Nb ACI 318-14 Eq. (17.4.2.1a) 0 Ncb ? Nua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco = 9 hef ACI 318-14 Eq. (17.4.2.1c) W ed,N = 0.7 + 0.3 Ca,min l 1.0 \1.5hefl ACI 318-14 Eq. (17.4.2.5b) W opN = MAX(5LMn 1.5hef\ , 1.0 l ACI 318-14 Eq. (17.4.2.7b) Cac1. �Caac Nb = kc a A, hef5 a' ACI 318-14 Eq. (17.4.2.2a) Variables hef [In.] Ca min [In.] W c,N Cac [In.] kc X a fc [psi] 2.750 1.000 5.930 17 1.000 2,500 Calculations AN, [in.2] ANco [in.2] W ed,N Wcp,N Nb [lb] 68.06 68.06 1.000 1.000 3,876 Results Ncb [lb] concrete Ncb [lb] Nua [Ib] 3,876 0.650 2,520 1,180 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 58 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Page: 6 Address: Specifier: Phone I Fax: E-Mail: Design: Detail 2/S4.0 Date: 4/19/2023 Fastening point: 4 Shear load Load V„a [lb] Capacity # V„ [lb] Utilization Pv = V„a/$ V„ Status Steel Strength* 120 4,320 3 OK Steel failure (with lever arm)" N/A N/A N/A N/A Pryout Strength (Concrete Breakout 120 5,427 3 OK Strength controls)" Concrete edge failure in direction "" N/A N/A N/A N/A " highest loaded anchor "anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value refer to ICC-ES ESR-4868 0 Vsceei > Vua ACI 318-14 Table 17.3.1.1 Variables Ase,y [in•2] futa [psi] 0.20 60,000 Calculations Vsa [lb] 7,200 Results Vsa [lb] 0 steel Vsa [lb] Vua [Ib] 7,200 0.600 4,320 120 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 59 Hilti PROMS Engineering 3.0.84 www.hilti.com Company: Page: Address: Specifier: Phone I Fax: E-Mail: Design: Detail 2/S4.0 Date: Fastening point: 4.2 Pryout Strength (Concrete Breakout Strength controls) Vcp = kcp [(AN ) W ed,N Wc,N Wcp,N Nb ] ACI 318-14 Eq. (17.5.3.1a) Vep > Vua ACI 318-14 Table 17.3.1.1 ANe see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANcO = 9 hef ACI 318-14 Eq. (17.4.2.1c) W ed,N = 0.7 + 0.3 (Ca,min) 1.0 1.5hef ACI 318-14 Eq. (17.4.2.5b) 1.5hef) W cpN = MAX(S=min , 1.0 ACI 318-14 Eq. (17.4.2.7b) Crac Cac Nb = kc � a _�fc hef ACI 318-14 Eq. (17.4.2.2a) Variables kcp her [in.] 1 Ca,min [In.] W c,N 2 2.750 1.000 Cac [In.] kc a fc [psi] 5.930 17 1.000 2,500 Calculations ANc [in.2] ANca [in.2] W ed,N WcoN Nb [lb] 68.06 68.06 1.000 1.000 3,876 Results VC, [Ib] concrete Vo,[ib] Vua [lb] 7,753 0.700 5,427 120 5 Combined tension and shear loads RN RV Utilization (3N,V [%] Status q 0.468 0.028 5/3 29 OK RNV=RN+RV<=1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 4/19/2023 7 60 Hilti PROMS Engineering 3.0.84 www.hilti.com Company: Page: 8 Address: Specifier: Phone I Fax: E-Mail: Design: Detail 2/S4.0 Date: 4/19/2023 Fastening point: 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 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 CBFEM 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! • 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. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 61 Hilti PROMS Engineering 3.0.84 www.hilti.com Company: Page: 9 Address: Specifier: Phone I Fax: E-Mail: Design: Detail 2/S4.0 Date: 4/19/2023 Fastening point: 7 Installation data Profile: no profile Hole diameter in the fixture: df = 0.500 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required #4 Rebar with Hilti HIT-HY 200 V3 Safe Set System 7.1 Recommended accessories Drilling • Suitable Rotary Hammer • Properly sized drill bit Anchor type and diameter: HIT-HY 200 V3 + Rebar A 615 Gr.40 #4 Item number: not available (element) / 2334276 HIT-HY 200-R V3 (adhesive) Maximum installation torque: - Hole diameter in the base material: 0.625 in. Hole depth in the base material: 2.750 in. Minimum thickness of the base material: 4.000 in. Cleaning • Compressed air with required accessories to blow from the bottom of the hole • Proper diameter wire brush Coordinates Anchor [in.] Anchor x y c_x c,x c_y C. 1 0.000 0.000 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan • Dispenser including cassette and mixer • For deep installations, a piston plug is necessary • Torque wrench K 0 62 Hilti PROMS Engineering 3.0.84 www.hilti.com Company: Page: 10 Address: Specifier: Phone I Fax: E-Mail: Design: Detail 2/S4.0 Date: 4/19/2023 Fastening point: 8 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. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 10 63 Project: Kuzma Fish Market TI Job Number: 25-012 mMFCS sheet: of Name: GAJ Structural Solutions Originating Office: Seattle Date: 04/17/25 PLATE SHEAR CAPACITY 18 ND5/15 SO Doug -Fir #2 E _ (varies) psi GD = 1.00 duration or Hem -Fir #1 HEM -FIR EMBEDDED IN CONCRETE OF, MASONRY 1 1/2" THICK 2 1/2" THICK 5 1/2" THICK LEDGER OR PLATE LEDGER OR PLATE LEDGER OR PLATE loading loading loading loading loading loading BOLT parallel perpendicular parallel perpendicular parallel perpendicular 51ZE to grain to grain I to grain to grain I to grain to grain 1/2" 5G0 340 660 405 750 470 5/8" 860 420 1000 520 1140 620 3/4" 1200 460 1425 620 1650 780 -7/51, 1550 500 1540 730 2100 %0 V 1800 540 2175 865 2550 1190 1:;'OUGLA5 FIR/LARGH EMBEDDED IN CONCRETE OR MASONRY 1 1/2" THICK 2 1/2" THICK 5 1/2" THICK LEDGER OR PLATE LEDGER OR PLATE LEDGER OR PLATE loading loading loading loading loading loading BOLT parallel perpendicular parallel perpendicular parallel perpendicular 51ZE to grain to grain I to grain to grain I to grain to grain 1/2" 650 380 710 445 770 510 5/8" 950 550 1065 650 1200 730 3/4" 1270 590 1495 745 1720 C100 -7/51, 16G0 630 2005 865 2320 1100 V. 2100 650 2450 1005 2500 1530 NOTES 1) Loads are in pounds. 2) A 6" or greater anchor embedment is assumed 3) Duration Factor, C., is 1.15 for snow and 1.60 for wind or earthquake. Plates Ledgers - IBC2015 - Revised 01/29/2016 IBC18 Plates Ledgers(PLATE-LEDGER) apCS Structural Solutions Project: Job No: Subject: Sheet Name: Originating Office: ❑ Seattle ❑ Tacoma ❑ Portland Date: fk5onry OF-&i'-) lU s y, %LE'V. 0115U oi:' 4✓hc.L 400 goo 1 1 5ip L,,15 St, -—1517s�(4) = 1001't4l T2G 1-5L= a��.5r1� z ke- P, Lq-V:�' L = 3.21 •0" Zx.r«' �L o 1(0( Cox.) Try GG1<I.1. , i,= l3.it) ;.,`I, �= 5.1� ry = o.ssl.' C�,,..,,J is br. ccj �Iy — u ti9no�IS�Gkr. - z Mn F 3(01Ss_ �) --aK."LL= 1.��' Ny 7 q,. 5.14 i'l .'. OF+/ tl� 1 r rr s =�, 0.Lfy�,Gam, _ %4? 6.4C�4lSs�Jl�.375')(1/1 �)_ �O.t.Ktl, > 2,o3k;�, .'.c> CIi)4�- L4 1.4 bt Seattle 1011 Western Avenue, Suite 810 • Seattle,WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Portland 101 SW Main Street, Suite 280 • Portland, OR 97204 • tel: 503.232.3746 64 apCS Structural Solutions Project: Job No: Subject: Sheet Name: Originating Office: ❑ Seattle ❑ Tacoma ❑ Portland Date: fk5onry OF-&i'-) lU s y, %LE'V. 0115U oi:' 4✓hc.L 400 goo 1 1 5ip L,,15 St, -—1517s�(4) = 1001't4l T2G 1-5L= a��.5r1� z ke- P, Lq-V:�' L = 3.21 •0" Zx.r«' �L o 1(0( Cox.) Try GG1<I.1. , i,= l3.it) ;.,`I, �= 5.14 ry = o.ssl.' C�,,..,,J is br. ccj �Iy — u ti9no�IS�Gkr. - z Mn F I 1Ss_ �) --aK."LL= 1.��' Ny 7 q,. 5.14 i'l .'. OF+/ tl� 1 r rr s =�, 0.Lfy�,Gam, _ %4? 6.4C�4lSs�Jl�.375')(1/1 �)_ �O.t.Ktl, > 2,o3k;�, .'.c> CIi)4�- L4 1.4 bt Seattle 1011 Western Avenue, Suite 810 • Seattle,WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Portland 101 SW Main Street, Suite 280 • Portland, OR 97204 • tel: 503.232.3746 65 apCS Structural Solutions Project: Job No: Subject: Sheet Name: Originating Office: ❑ Seattle ❑ Tacoma ❑ Portland Date: 1 5SD ly t $�ti� z„o t5 F r 2YK'` 0.IFrXx A, .� -� D.3r� Aa , C.3 C-4-OY,5;) (y' l 4, J Cq 5-)( 414, - 0.3 (5sK3;) 1zj0 H ` ) Asp r��x rr.�c'•-�/� / �7 l W' " ,-y o lob '9IM— P 2.0-5 tc.r /,.= 3.-01 ` 15, - O(DD� �f = 20. x 104 12 r; n rf =3Z, 000 pti Arc �.2'S•�,. • • Use �� S v,� �. b4r, ve E-J N/55.0 91 e✓>-...- ...e / will L4L2 i.lp -/h 66 Seattle 1011 Western Avenue, Suite 810 • Seattle,WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Portland 101 SW Main Street, Suite 280 • Portland, OR 97204 • tel: 503.232.3746 apCS Structural Solutions Project: Job No: Subject: Sheet Name: Originating Office: ❑ Seattle ❑ Tacoma ❑ Portland Date: 1 5SD ly t $�ti� z„o t5 F r 2YK'` 0.IFrXx A, .� -� D.3r� Aa , C.3 C-4-OY,5;) (y' l 4, J Cq 5-)( 414, - 0.3 (5sK3;) 1zj0 H ` ) Asp r��x rr.�c'•-�/� / �7 l W' " ,-y o lob '9IM— P 2.0-5 tc.r /,.= 3.-01 ` 15, - O(DD� �f = 20. x 104 12 r; n rf =3Z, 000 pti Arc �.2'S•�,. • • Use �� S v,� �. b4r, ve E-J N/55.0 91 e✓>-...- ...e / will L4L2 i.lp -/h 67 Seattle 1011 Western Avenue, Suite 810 • Seattle,WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Portland 101 SW Main Street, Suite 280 • Portland, OR 97204 • tel: 503.232.3746 68 Project: Job Number: EZPCS Structural Solutions Sheet: of originating office: Anchor Bolt Loads in CMU (5trenath Desian) TM5 402-16 y Name: Date: Bolt Size db Bolt Embedment le Ten5ion Capacity oBan Shear Capacity $5vn Headed Hooked Headed Hooked (in) (in) (Ib5) (Ib5) (IL)5) (Ib5) 3/5 3 2,125 1,856 1,063 1,063 4 3578 2,086 1,g76 1,g76 5 3578 2,316 2,147 2,147 1/2 4 3,6g2 3,300 1,846 1,546 5 6,011 3,607 3,005 3,005 6 (b,362 3,g13 5,517 3,517 5/5 5 5,84q 5,157 2,g25 2,g25 6 8,6g4 5,540 4,347 4,347 7 q,g40 5,g23 4,355 4,355 3/4 5 5,6g0 6,g66 2,545 2,845 r 5,500 7,426 4,250 4,250 7 11,872 7,555 4,771 4,771 -7/5 5 5,533 q,035 2,767 2,767 6 8,308 q,571 4,154 4,154 7 11,645 10,107 5,153 5,153 1 7 11,1g7 12,58q 5,50q 5,50g 8 15,025 13,201 5,50q 5,50q q 1q,416 13,514 5,50q 5,50g Notes: 1) Values for bolts into face of CMU meeting assumed minimum edge/end distances. 2) Minimum spacing = 2*Le 3) Minimum edge/end distance = Le. Most shear capacities are controlled by masonry crushing. 4) Max embed into face of CMU to be 3" less than nominal CMU width. 5) Combine loads: ( t lt�Bm )(1/3) + ( vu/>B,n )11/3) < 1. 6) Do not factor down ultimate capacities for ASD - use factored loads. CMU Anchor Bolt - IBC2018 - Revised 11/13/2018 Masonry Anchor Bolt Strength Design Load Table IBC 2018(Sheet2) apCS Structural Solutions Project: Job No: Subject: Sheet Name: Originating Office: ❑ Seattle ❑ Tacoma ❑ Portland Date: fk5onry OF-&i'-) lU s y, %LE'V. 0115U oi:' 4✓hc.L 400 goo 1 1 5ip L,,15 St, -—1517s�(4) = 1001't4l T2G 1-5L= a��.5r1� z ke- P, Lq-V:�' L = 3.21 •0" Zx.r«' �L o 1(0( Cox.) Try GG1<I.1. , i,= l3.it) ;.,`I, �= 5.14 ry = o.ssl.' C�,,..,,J is br. ccj �Iy — u ti9no�IS�Gkr. - z Mn F I 1Ss_ �) --aK."LL= 1.��' Ny 7 q,. 5.14 i'l .'. OF+/ tl� 1 r rr s =�, 0.Lfy�,Gam, _ %4? 6.4C�4lSs�Jl�.375')(1/1 �)_ �O.t.Ktl, > 2,o3k;�, .'.c> CIi)4�- L4 1.4 bt Seattle 1011 Western Avenue, Suite 810 • Seattle,WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Portland 101 SW Main Street, Suite 280 • Portland, OR 97204 • tel: 503.232.3746 69 apCS Structural Solutions Project: Job No: Subject: Sheet Name: Originating Office: ❑ Seattle ❑ Tacoma ❑ Portland Date: 1 5SD ly t $�ti� z„o t5 F r 2YK'` 0.IFrXx A, .� -� D.3r� Aa , C.3 C-4-OY,5;) (y' l 4, J Cq 5-)( 414, - 0.3 (5sK3;) 1zj0 H ` ) Asp r��x rr.�c'•-�/� / �7 l W' " ,-y o lob '9IM— P 2.0-5 tc.r /,.= 3.-01 ` 15, - O(DD� �f = 20. x 104 12 r; n rf =3Z, 000 pti Arc �.2'S•�,. • • Use �� S v,� �. b4r, ve E-J N/55.0 91 e✓>-...- ...e / will L4L2 i.lp -/h 70 Seattle 1011 Western Avenue, Suite 810 • Seattle,WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Portland 101 SW Main Street, Suite 280 • Portland, OR 97204 • tel: 503.232.3746 apCS Structural Solutions r 2YK'` Project: Job No: Subject: Sheet Name: Originating Office: ❑ Seattle ❑ Tacoma ❑ Portland Date: 0.IFrXx A, .� -� D.3r� Aa , C.3 C-4-OY,5;) (y' l 4, J Cq 5-)( 414, - 0.3 (5sK3;) 1zj0 H ` ) W' " ,-y o lob '9IM— P 2.0-5 tc.r /,.= 3.-01 ` 15, - O(DD� �f = 20. x 104 12 r; n rf =3Z, 000 pti Arc �.2'S•�,. • • Use �� S v,� �. b4r, ve E-J N/55.0 511-L...- ...e / will L4L2 i.lp -/h 71 Seattle 1011 Western Avenue, Suite 810 • Seattle,WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Portland 101 SW Main Street, Suite 280 • Portland, OR 97204 • tel: 503.232.3746 72 Hilti PROMS Engineering 3.0.87 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: Detail 4-S5.0 Date: 8/10/2023 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor platen Profile: Base material: Installation: Seismic loads 4 4 4 t. 1 1 IA �l rj r! ii✓t �� r�� KWIK HUS-EZ (KH-EZ) 1/2 (41/4) 418076 KH-EZ 1/2"xY J hef = 4.250 in. Carbon Steel Hilti Technical Data -I- Design Method ASD Masonry eb = 0.000 in. (no stand-off); t = 0.375 in. Ix x ly x t = 7.000 in. x 6.000 in. x 0.375 in.; (Recommended plate thickness: not calculated) no profile Grout -filled CMU, L x W x H: 16.000 in. x 8.000 in. x 8.000 in.; Joints: vertical: 0.375 in.; horizontal: 0.375 in. Base material temperature: 68 °F Face installation no R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan ii 73 Hilti PROFIS Engineering 3.0.87 www.hilti.com Company: Address: Phone I Fax: Design: Detail 4-S5.0 Fastening point: Geometry [in.] & Loading [lb, in.lb] z- 1.1 Design results Case Description 1 Combination 1 Page: Specifier: E-Mail: Date: 0 -91 '1*11� 8/10/2023 Forces [lb] / Moments [in.Ib] Seismic Max. Util. Anchor [%] N = 0; Vx = 0; Vy =-2,030; Mx = 0; My = 0; Mz = 0; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan no 85 74 Hilti PROFIS Engineering 3.0.87 www.hilti.com Company: Page: Address: Specifier: Phone I Fax: E-Mail: Design: Detail 4-S5.0 Date: Fastening point: 2 Load case/Resulting anchor forces Load case: Service loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 1,015 0 -1,015 2 0 1,015 0 -1,015 max. compressive strain: [%°] max. compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 y 3 8/10/2023 3 75 Hilti PROFIS Engineering 3.0.87 www.hilti.com Company: Address: Phone I Fax: Design: Detail 4-S5.0 Fastening point: 3 Tension load (Most utilized anchor 2) Overall strength Load P. [Ib] N/A Page: Specifier: E-Mail: Date: Capacity Pt [lb] Utilization Pp = P./Pt [%] Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan N/A 8/10/2023 Status N/A N/A 76 Hilti PROFIS Engineering 3.0.87 www.hilti.com Company: Page: 5 Address: Specifier: Phone I Fax: E-Mail: Design: Detail 4-S5.0 Date: 8/10/2023 Fastening point: 4 Shear load (Most utilized anchor 2) Load V. [lb] Capacity Vt [lb] Utilization Pv = V./Vt [%] Status Overall strength pare and perp, (Dir. y-) - 85 OK Shear utilization may result from parallel and perpendicular shear (see details) 4.1 Overall strength parallel Vt,Base,ll = Value refer to Hilti Technical Data Vt,ll — Vt,Base,ll ' fred,E,ll ' fred,s,p ' fred,Temp Vvi > Vs,ll Variables Cmin [in.] cor [in.] smin [in.] sor [in.] Temperature [°F] 4.000 8.000 4.000 8.000 68 Results Vto [lb] VtBasell [lb] Vs,, [lb] fred,E,ll fred,s,ll fred,Temp Utilization [3vll [%] 0 1,959 0 0.000 0.000 1.000 0 4.2 Overall strength perpendicular Vt,Base,i = Value refer to Hilti Technical Data Vt,l — Vt,Base,l ' fred,E,1 . fred,s,l ' fred,Temp Vt1 > V51 Variables Cmin [in.] cor [in.] smin [in.] sor [in.] Temperature [°F] 4.000 8.000 4.000 8.000 68 Results Vt_ [lb]ytBasei [lb] Vs1 [Ib] fred,E,l fred,S,l fred,Temp Utilization (3vl [%] 1,207 1,959 -1,015 0.700 0.880 1.000 84 4.3 Shear interaction = Jl - V.,v a�.11 R�.l - v t.11 t,1 0.000 0.841 Rv = Rv,II + aV,-L 8 Utilization Rv [%] Status 1.667 85 OK Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 77 Hilti PROMS Engineering 3.0.87 www.hilti.com Company: Page: 6 Address: Specifier: Phone I Fax: E-Mail: Design: Detail 4-S5.0 Date: 8/10/2023 Fastening point: 5 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 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 CBFEM 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! • 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://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • The min. sizes of the bricks, the masonry compressive strength, the type / strength of the mortar and the grout (in case of fully grouted CMU walls) has to fulfill the requirements given in the relevant ESR-approval or in the PTG. • Only the local load transfer from the anchor(s) to the wall is considered, a further load transfer in the wall is not covered by PROFIS! • Wall is assumed as being perfectly aligned vertically — checking required(!): Noncompliance can lead to significantly different distribution of forces and higher tension loads than those calculated by PROFIS. Masonry wall must not have any damages (neither visible nor not visible)! While installation, the positioning of the anchors needs to be maintained as in the design phase i.e. either relative to the brick or relative to the mortar joints. • The effect of the joints on the compressive stress distribution on the plate / bricks was not taken into consideration. • If no significant resistance is felt over the entire depth of the hole when drilling (e.g. in unfilled butt joints), the anchor should not be set at this position or the area should be assessed and reinforced. Hilti recommends the anchoring in masonry always with sieve sleeve. Anchors can only be installed without sieve sleeves in solid bricks when it is guaranteed that it has not any hole or void. • The accessories and installation remarks listed on this report are for the information of the user only. In any case, the instructions for use provided with the product have to be followed to ensure a proper installation. • The compliance with current standards (e.g. 2018, 2015, 2012, 2009 and 2006 IBC) is the responsibility of the user. • Drilling method (hammer, rotary) to be in accordance with the approval! • Masonry needs to be built in a regular way in accordance with state -of the art guidelines! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 78 Hilti PROMS Engineering 3.0.87 www.hilti.com Company: Page: 7 Address: Specifier: Phone I Fax: E-Mail: Design: Detail 4-S5.0 Date: 8/10/2023 Fastening point: 6 Installation data Profile: no profile Hole diameter in the fixture: df = - in. Plate thickness (input): 0.375 in. Drilling method: Drilled in hammer mode Anchor type and diameter: KWIK HUS-EZ (KH-EZ) 1/2 (4 1/4) Item number: 418076 KH-EZ 1/2"x5" Maximum installation torque: 408 in.lb Hole diameter in the base material: 0.500 in. Hole depth in the base material: 4.625 in. Minimum thickness of the base material: 7.625 in. Hilti KH-EZ screw anchor with 4.25 in embedment, 1/2 (4 1/4), Steel galvanized, installation per instruction for use K Coordinates Anchor [in.] Anchor x y c.x c+x c.y c+y 1 0.000 -2.000 36.000 6.000 34.000 38.000 2 0.000 2.000 36.000 6.000 38.000 34.000 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 79 Hilti PROMS Engineering 3.0.87 www.hilti.com Company: Page: 8 Address: Specifier: Phone I Fax: E-Mail: Design: Detail 4-S5.0 Date: 8/10/2023 Fastening point: 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. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan apCS Structural Solutions Project: Job No: Subject: Sheet Name: Originating Office: ❑ Seattle ❑ Tacoma ❑ Portland Date: ��CiS�ry �wtrnry Wti�� Of't^ ins.\ �A�1p�17 0fl'1'� Leny}t, N;,`1S'- 5,33 = i2,(.-f C�00+. t J0 -;' 7-5D -t- 2.Do l O30 14 Zda FFrtti . �5, 25' y T5`) = yU 8gZ (El 'k;a4 uL= )5f"4 80 �jtGrtnft 1"loa Lo-A-. 103o "0 = c.i5f (6.25 P4 - 15 P41 1.GS 7, < is der SCE. $Ofa_L ti L(z.Gq 2 1 �-� a,,jr- i, L LVc,-, Ccfij, '- 1.(,S'7, -6 \'b7J L 1c) 7o u, 6\4. 1 5 4- Q Lr S GT$G 2 o IS, sec. Q C�4,3 Seattle 1011 Western Avenue, Suite 810 • Seattle,WA 98104 • tel: 206.292.5076 www.pcs-structural.com Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Portland 101 SW Main Street, Suite 280 • Portland, OR 97204 • tel: 503.232.3746