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REVIEWED RESUB 1BLD2022-1541+Structural_Calculations+10.3.2023_2.09.50_PM+3818841RESUB Oct 04 2023 CITY OF EDMONDS DEVELOPMENTSERVICES DEPARTMENT BLD2022-1541 ............................................... REVIEWED BY - CITY OF EDMONDS BUILDING DEPARTMENT; Structural Calculations For: New Commercial Office Building 7509 212t" St SW Edmonds, WA 98026 Prepared for: Glacier Environmental Services Job #: 10846-2022-01 Date: September 29, 2023 SEATTLE 2124 Third Avenue, Suite 100, Seattle, WA 98121 oto/.. RUCTURAL TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 206.443.6212 G�NEER�NG CENTRAL VIA 414 N Pearl Street, Suite 8, Ellensburg, WA 98926 +0 ssfenglneers.com Design Criteria PCSEATTLE 2124 Third Avenue, Suite 100, Seattle, WA 98121 STRUCTURAL TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 paa�Q�f1.6212 ENGINEERING CENTRAL WA 414 N Pearl Street, Suite 8, Ellensburg, WA 98926 (a)ssengineers.com 0 0/sa-; RUCTJDAL G hEERING Dead Load Criteria Typical Roof Membrane 2 psf Insulation 1 psf Protection Board 2 psf Framing 3.5 psf Ceiling 4 psf Solar Panels 4 psf MEP/misc 1 psf 17.5 psf Use 20 psf Partitions 7.5 psf 28 psf Seismic DL 28 psf Overframing Membrane 2 psf Insulation 1 psf Protection Board 2 psf Framing 3.5 psf MEP/misc 1 psf 9.5 psf Use 10 psf Roof below overframing Membrane 2 psf Insulation 1 psf Protection Board 2 psf Framing 3.5 psf Ceiling 4 psf MEP/misc 1 psf 14 psf Use 15 psf Partitions 7.5 psf 23 psf Seismic DL 23 psf Typical Floor Floor Finish 7 psf 3/4" Sheathing 2.5 psf Framing 3.5 psf Misc./Mech. 1 psf Ceiling Finish 4 psf Gyperete 1-1/2" 13 psf 31 psf Use 31 psf Partitions 15 psf 46 psf Seismic DL 46 psf 7509 212th St. SW Dead Load Criteria **1000 sq. ft. solar panel area designated on arch plans. 9/19/2023 DATE 10846-2022-01 PROJ. # FG w a J Q Q V� DESIGN 1 SHEET Page 2 of 53 Criteria Sheet Codes Project Location Structural IBC 2018 Street & Number 7509 212th St. SW Loading ASCE 7-16 City: Edmonds State: WA Wood: NDS 2018 ZIP: 98026 Steel: AISC 360-16 Concrete: ACI318-14 Masonry: TMS 402/602-16 Latitude: 47.8072 N Longitude:-122.3345 W Ground Elevation 421 ft Occupancy Category Rick Catannnr a ASCF 7 Tahla 1 5-1 Seismic Load Summary: Analysis Procedure: Equivalent Lateral Force Procedure Lateral System: Light -frame (wood) Walls Sheathed with Wood Structural Panels Rated for Shear Resistance R: 6.50 Ca 4 Base Shear V = 29 kips Oo 2.5 Ss= 1.286 S,= 0.453 SDs= 1.03 SDi 0.45 Cs 0.158 IE 1.0 Story Information # Stories Above Grade (Including Mezzanine Levels) 2 Horizontal and Vertical Irregularities: Is the building a "Regular Structure"? (No horizontal or vertical irregularities) No Wind Load Summary: V= 110 1<7T 1.00 Exposure = B Dead Loads: See attached dead load criteria Live Loads: Roof 25 psf Corridors 80 psf Office 50 psf Stairs 100 psf Snow Loading Criteria: Q sz4 THE Bow- Lynnwood OF EDMONDS dmonds WinCo Foods Ground Snow, p9 25 psf Flat Roof Snow Load, pf 25.0 psf Exposure Factor, CQ 0.90 Sloped Roof Snow Load, ps 25.0 psf Thermal Factor, Cf 1.00 Importance Factor, Is 1.00 Slope Factor, Cs 1.00 Esperance S� Mountlake Terrace — I,'aF data ©2( Soils: Soils Report Provided? Yes Allowable Bearing 3500 psf Active 55/35 pcf (Restrained/Unrestrained) Sliding,µ 0.4 Seismic Surcharge 7H Passive 300 pcf 9T2L-_T_i AL =%511411l 7509 212th St. SW DATE Criteria PROD. # 10846-2022-01 DESIGN ENG SHEET 1 t7 a LL a N Z O W Z w �o Page 3 of 53 Seismic Design ASCE 7-16 Seismic Analysis Equivalent Lateral Force Procedure Seismic Force Resisting System Per Bearing Wall Systems Table 12.2-1 System Light -frame (wood) Walls Sheathed with Wood Structural Panels Rated for Shear Resistance Type: Seismic Design Cat. D Risk Category II Site Class C Diaphragm Flexibility Flexible Ss 1.286 g 51 0.453 g R 6.50 Ca 4.0 Oo 2.5 le 1.00 22.0 ft Ct 0.02 x 0.75 Te 0.20 sec T 0.20 sec TD 0.09 sec Ts 0.44 sec TL 6.00 sec e 1.20 Fv 1.50 SMs 1.54 g SMI 0.68 g Ds 1.029 g SDI 0.453 g Cs 0.158 Controls 0.343 0.010 Cs, design 0.158 Bldg. Weight 181.9 k v cw , II, or III, or IV per Table 1.5-1 per soils report. 2% in 50 yr, Latitude & Longitude lookup 2% in 50 yr, Latitude & Longitude lookup Table 1.5-2 Table 12.8-2 Table 12.8-2 Building Period Per Alternate Analysis Eq.12.8-7 T (sec) Per Geotech Report Table 11.4-1 Table 11.4-2 Fv Eq.11.4-1 Eq.11.4-2 Eq.11.4-3 Eq.11.4-4 Eq.12.8-2 Eq.12.8-3 need not exceed, T < TL Eq.12.8-5 or12.8-6 minimum = s 28.8 k Eq.12.8-1, Strength Level Base Shear V = CsasdW 20.2 k Eq.12.8-1 ASD Base Shear Vertical Distribution ASD o= 1 k= 1.000 Section 12.8.1.3 Exceptions Regular Structure No s b Stories above grade Yes T 5 0.5s Yes p =1.0 Yes Not Site Class E or F Yes Risk Category I or II Yes If all exceptions are met, SDs may be taken as 1, but not less than 0.7*(Calculated SDS) T. = Cthn Eq. 12.8.7 SMs = Fa Ss Eq. 11.4-1 SM1 = F„ S1 Eq. 11.4-2 SDS = 2/3 SMS Eq. 11.4-3 SD1 = 2/3 SM1 Eq. 11.4-4 SDS Cs (RIIe) Eq.12.8-2 Cs =T(RIIe) Eq.12.8-3 Cs = SD1TL T (RIIe) Eq. 12.8-4 Cs >_ 0.044SDs1e Eq. 12.8-5 Cs >_ 0.01 Eq. 12.8-5 Cs >_ 0.5 (RIIe) Eq. 12.8-6 Cvx = wxhx�E 1 wxhi - En i=xFi Fpx - /fin wi wpx x Fpx >_ 0.2SDslewpx Fpx < 0.4SDslewpx Eq. 12.8-12 Eq. 12.10-1 Eq. 12.10-2 Eq. 12.10-3 Story Shear Diaphragm ---- --- ----- ---- --- ----- ----- --- ----- 7509 212th St. SW Seismic Criteria zTL- �FGi AI_ MG DATE PROJ. # 10846-2022-01 DESIGN ENG SHEET 2 0 rn c N u, C+� Wr w Page 4 of 53 Wind Design - MWFRS ASCE 7 Chapter 27 - Directional Procedure Design Method Strength Location and Building Dimensions Wind Coefficients Kzt 1.00 Exposure B V= 110 mph Ka 0.85 Table 26.6-1 Kn 0.64 Table 26.10-1 KQ 0.98 Table 26.9-1 G= 0.85 26.9.4 Transverse Wind Pressures L/B = 0.51 h/L = 0.61 Pressure Coefficients from Figure 27.3-1: Bldg Face G, Windward Wall 0.8 Leeward Wall -0.50 Windward Roof-0.99/-0.18 Leeward Roof -0.54 Wall Pressures (Unfactored): Calculate Kzt? Transverse Wind Pressures L/B = 0.51 h/L = 0.61 Pressure Coefficients from Figure 27.3-1: Bldg Face G, Windward Wall 0.8 Leeward Wall -0.50 Windward Roof-0.99/-0.18 Leeward Roof -0.54 Wall Pressures (Unfactored): Calculate Kzt? Wall Pressures (Unfactored): Calculate Kzt? Yes Velocity Pressure at Mean Roof Height, qh = 16.6 psf Strength Roof Pressures (Unfactored) Strength Ht % wan: woven: wan:(psf) 0-15 0.57 14.78 10.05 7.07 17.1 15-20 0.62 16.08 10.93 7.07 18.0 20-25 0.66 17.11 11.64 7.07 18.7 25-30 0.7 18.15 12.34 7.07 19.4 30-40 0.76 19.71 13.40 7.07 20.5 41-50 0.81 21.00 14.28 7.07 21.3 51-60 0.85 22.04 14.99 7.07 22.1 61-70 0.89 23.08 15.69 7.07 22.8 71-80 0.93 24.12 16.40 7.07 23.5 81-90 0.96 24.89 16.93 7.07 24.0 91-100 0.99 25.67 17.46 7.07 24.5 Longitudinal Wind Pressures L/B =1.94 h/L = 0.31 Pressure Coefficients from Figure 27.4-1, Bldg Face c Windward Wall 0.8 Leeward Wall -0.31 Windward Roof -0.9/-0.18 Leeward Roof -0.50 Wall Pressures (Unfactored): Windward Leeward Horiz Proj (psf) Max Min -2.5 -14.0 -7.7 8.00 Parapet (Unf) Strength Windward Leeward Total (psf) 27.6 18.4 46.1 Strength Roof Pressures (Unfactored) Strenqth Ht K� q. Pww-ft PI-11k Pwens(psf) 0-15 0.57 14.78 10.05 4.40 16.00 15-20 0.62 16.08 10.93 4.40 16.00 20-25 0.66 17.11 11.64 4.40 16.03 25-30 0.7 18.15 12.34 4.40 16.74 30-40 0.76 19.71 13.40 4.40 17.80 41-50 0.81 21.00 14.28 4.40 18.68 51-60 0.85 22.04 14.99 4.40 19.38 61-70 0.89 23.08 15.69 4.40 20.09 71-80 0.93 24.12 16.40 4.40 20.80 81-90 0.96 24.89 16.93 4.40 21.32 91-100 0.99 25.67 17.46 4.40 21.85 AL _tiG=1`E_ NG Windward Leeward Horiz Proj (psf) Max Min -2.5 -12.1 -7.1 8.00 Parapet (Unf) Strength Windward Leeward Total (psf) 27.6 18.4 46.1 7509 212th St. SW DATE Wind Criteria PROD. # 10846-2022-01 DESIGN ENG SHEET 3 E 0 u N c o+ c r{� tu IL Q N z O 0 z Page 5 of 53 ASCE 7-16 Wind Loads - Components and Cladding Flat and Gable Roofs (0 15 45°) Wind Coefficients Exposure B V= 110 mph Kd= 0.85 Table 26.6-1 GCp = (Calculated from Ch. 30 Tables) GCp; = 0.18 Table 26.13-1 Design Wind Pressure, p = gh[(GCp)-(GCp;)] Velocity Pressure, qh = 0.00256KdK,,KzKeV2 = Desian Wind Pressure fosft Part 1: Low -Rise Buildings (h <_ 60 feet) Section 30.3 Location and Building Dimensions Krt = 1.00 K, = 0.64 Table 26.10-1 K. = 0.98 Table 26.9-1 Roof Angle, 6 0 degrees Eave Height, h 22 ft 16.6 psf (30.3-1) Design Strength Component Zone Effective Wind Area (sq ft) <10 20 50 100 200 >_500 Flat or Gable Roofs 0 to 7 Deg 1 + 8.0* 7.5* -29.3 6.8` -26.3 -30.1 6.3* 6.3* -22.3 6.3* -31.3 -24.3 -19.6 OH -31.3 -30.8 -29.6 -25.3 -19.6 1' + 8.0* 7.5* 6.8* 6.3* 6.3* 6.3* -12.1* -18.0 -18.0 -18.0 -18.0 -15.5* OH -31.3 -30.8 -30.1 -29.6 -25.3 -19.6 2 + 8.0* 7.5* 6.8* 6.3* 6.3* 6.3* -41.2 -38.6 -35.1 -32.4 -29.8 -26.3 OH -41.2 -37.7 -33.0 -29.5 -26.0 -21.3 3 + 8.0* 7.5* 6.8* 6.3* 6.3* 6.3* -56.2 -50.9 -43.9 -38.6 -33.3 -26.3 OH -56.2 -50.0 -41.8 -35.6 -29.5 -21.3 Wall 4 + 18.0 17.2 16.1 15.3* 14.5* 13.5* -19.5 -18.7 -17.6 -16.8 -16.0 -15.0* 5 + 18.0 17.2 16.1 15.3* 14.5* 13.5* -23.9 -22.4 -20.2 -18.7 -17.1 -15.0* Typ - LC A + 49.2 46.4 42.4 39.6 36.8 33.1 Parapet (Fig. Typ - LC B -37.4 -35.8 -33.7 -32.1 -30.5 -28.4 30.8-1) Corner - LC A + 74.2 68.1 60.0 53.9 47.8 39.7 Corner - LC B -41.9 1 -39.5 1 -36.4 1 -34.0 1 -31.6 1 -28.4 Note: * Indicates 16psf minimum wind pressure controls this load case for most buildings. 0.6hZZI 4 0 1 ' 0.20r rr -- -1� 'o �O I I O I I 1 I I I I I (�Q' 0 '00 1 1 ' 0.6h 0.6h' I LL - - - -_� J t i I'I ,%N Flat & Gable Roofs 9 < 7 deg - Figure 30.3-2A Wall Zones - Figure 30.3-1 a: 10 percent of least horizontal dimension or 0.4h, whichever is smaller, but not less than either 4% of least horizontal dimension or 3 R (0.9 m). h: Mean roof height, in feet (meters), except that cave height shall be used for 0 <- 100. C%t/ 2 INEEZI%2 7509 212th St. SW Date: 911912023 Project #: Design: ENG n 7 Q LL 'Q Z En Z ru N Gravity Framing Design P$CSEATTLE 2124 Third Avenue, Suite 100, Seattle, WA 98121 STRUCTURAL TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 pa aen?(� .6212 ENGINEERING CENTRAL WA 414 N Pearl Street, Suite 8, Ellensburg, WA 98926 (a)ssgineers.com ROOF DEAD LOADS 70' 0" IS- 4-6- S-6- S' S-Vn 4-6- 4'6 In] LT­`� DL 00, 20 psf S R 4- 761" IvQll , . I I I 7— -I A- (D3 J, OVERFRAM ING DL = 10 psf ROOF BELOW = 15 psf - ---------- - ---------------- H7 L-7t 17-l" �O 9 '14'S 1M� N-, TOREFRQNT 4- NT tO STOREFRONT ol$STRUCTURAL S-1 /0NGlNEERING 7509 212th St SW 3/6/2022 DATE 10846-2022-01 PROJ. # FG DESIGN SHEET E R 0 0 �o 0) IT Er CN co L.0 m o Ln N (N ui Rl 0 Rl u uj Ln FLOOR DEAD LOADS Q Q Q ' Q $Q Q ra-o a i —L 2 77 DL = 31 psf"o ooaRwA I I y-a „z RaM. ,r R,a. S7DREFRON7 a Ra. s ol$STRUCTURAL ENGINEERING 7509 212th St SW 3/6/2022 DATE 10846-2022-01 PROJ. # FG DESIGN SHEET N O r N V M00 ,tCN t0 M O Ln N N e N ry O C 00 W D E 0 o v� V) N v > Q � a a L O ~ m V �, N_ M N a1 w Q J ui Q Q Ln H 0 Oq STRUCTURAL ENGINEERING ROOF FRAMING KEY PLAN 7509 212th St SW TRUSS OVERFRAMING 3/6/2022 DATE 10846-2022-01 PROJ. # FG DESIGN N O r N V M V V co ,t N t0 M O Ln N N e N ry O C 00 co 0) 0) p O O U (n _O OO N N 7 Ln tN v > > 3 a M o L O ~ m N_ M N a1 SHEET SECOND FLOOR FRAMING KEY PLAN 2 3 4 'I I, O/ONGINEERING RUCTURAL 0 7509 212th St SW 3/6/2022 DATE 10846-2022-01 PROJ. # FG DESIGN SHEEP N ry O C 00 W v � m o � u 0 0 v« � 7 Ln N v >. Q � "O 'O L O ~ m N_ M N O1 W Q H W Q N H aFORTEWEB' Roof, B1 End GL Beam 1 piece(s) 5 1/8" x 16 1/2" 24F-V4 DF Glulam PASSED F_ L� 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) 3753 @ 5 1/2" 4997 (1.50") Passed (75%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2908 @ 1' SO" 17180 Passed (17%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 12071 @ 7' 1/4" 53486 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.060 @ 7' 1/4" 0.438 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.111 @ 7' 1/4" 0.656 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 13' 1 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 Nos. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Wind Factored 1 - Hanger on 16 1/2" GLB beam 5.50" Hanger' 1.50" 1820 2106 1348 4006 See note 2 - Column Cap - steel 5.50" 5.50" 1.50" 1797 2069 1324 3944 Blocking • tswcKing raneis are assumea io carry no ioaas appnea airecoy aoove mem ana me Twi ioaa is appnea To cne merroer Deing aesignea. • 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) End Bearing Points 0 System : Roof Member Type : Flush Beam Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger HU5.125/12 2.50" N/A 22-16d 8-16d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Wind (1.60) comments 0 - Self Weight (PLF) 5 1/2" to 13' 11" N/A 20.5 1 - Uniform (PSF) 0 to 13' 11" 12' 20.0 25.0 16.0 Typ roof loads Member Notes B1 End glulam beams ForteWEB Software Operator Job Notes Francesca Galeotti SSF Engineers (206) 956-3726 fgaleotti@ssfengineers.com 9/15/2023 11:15:03 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Glacier nviroental Services Weyerhaeuser nm Page 1 / 2 aFORTEWEB' Roof, B2 SS GL Beam 1 piece(s) 5 1/8" x 16 1/2" 24F-V4 DF Glulam PASSED I All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4456 @ 2" 11659 (3.50") Passed (38%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 3433 @ 1' 8" 17180 Passed (20%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 16295 @ 79 1/2" 53486 Passed (30%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.110 @ 7' 9 1/2" 0.508 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.202 @ 79 1/2" 0.762 Passed (L/908) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All S ans • Deflection criteria: LL (L/360) and TL (L/240). • Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 15' 3". • 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Wind Factored 1 - Column Cap - steel 3.50" 3.50" 1.50" 2030 2338 1496 4456 Blocking 2 - Column Cap - steel 3.50" 3.50" 1.50" 2030 2338 1496 4456 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) Continuous Bottom Edge (Lu) End Bearing Points Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 15' 7" N/A 20.5 -- -- 1 - Uniform (PSF) 0 to 15' 7" 12' 20.0 25.0 16.0 Typical roof loads Member Notes B2 Glulam attaching to propped cantilevered glulam beams System : Roof Member Type : Flush Beam Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Francesca Galeotti SSF Engineers (206) 956-3726 fgaleotti@ssfengineers.com 9/15/2023 11:15:15 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Glacier nviroental Services Weyerhaeuser nm Page 1 / 1 aFORTEWEB' Roof, 133 Propped Cant GL 1 piece(s) 5 1/8" x 16 1/2" 24F-V8 DF Glulam PASSED I All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. r i 3' 6" 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 11951 @ IT 6 1/4" 18322 (5.50") Passed (65%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 5559 @ 15' 1 1/2" 17180 Passed (32%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 6197 @ 4' 10 7/16" 53486 Passed (12%) 1.15 1.0 D + 1.0 S (Alt Spans) Neg Moment (Ft-Ibs) -20187 @ 13' 6 1/4" 53486 Passed (38%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.097 @ 17' 3" 0.249 Passed (2L/922) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt S ans Total Load Defl. (in) 0.147 @ 17' 3" 0.373 Passed (2L/606) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt S ans • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 9' 4 7/8". • Critical negative moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 9' 1 1/2". • The effects of positive or negative camber have not been accounted for when calculating deflection. • Applicable calculations are based on Nos. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Wind Factored 1 - Column Cap - steel 3.50" 3.50" 1.50" 1081 1649 1314/-518 2908 Blocking 2 - Column Cap - steel 5.50" 5.50" 3.59" 5444 6269 4012 11951 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 17' 3" o/c Bottom Edge (Lu) 17' 3" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 17' 3" N/A 20.5 1 - Uniform (PSF) 0 to 17' 3" 12' 20.0 25.0 16.0 Typical roof loads 2 - Point (lb) IT 3" N/A 2030 2338 1496 B2 Reaction Member Notes B3 Propped cantilever glulam System : Roof Member Type : Flush Beam Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Francesca Galeotti SSF Engineers (206) 956-3726 fgaleotti@ssfengineers.com 9/15/2023 11:21:23 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Glacier nviroental Services Weyerhaeuser nm Page 1 / 1 aFORTEWEB' Roof, H2 9' Header 1 piece(s) 5 1/8" x 13 1/2" 24F-V4 DF Glulam PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Id Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4364 @ 1 1/2" 9994 (3.00") Passed (44%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 4007 @ 1' 4 1/2" 14057 Passed (29%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 5669 @ 1' 9 7/16" 35805 Passed (16%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.023 @ 4' 4 7/16" 0.308 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.044 @ 4' 4 9/16" 0.463 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All S ans • Deflection criteria: LL (L/360) and TL (L/240). • Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 9' 3". • 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 Nos. Supports Bearing Length Loads to Supports (Ibs) Accessorie Total Available Required Dead Snow Wind Factored 1 - Trimmer - DF 3.00" 3.00" 1.50" 2009 2268 1452 4364 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 730 788 504 1548 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) Continuous Bottom Edge (Lu) All Bearing Points Dead Snow Wind Vertical Loads Location (Side) Tributary Width (0.90) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 9' 6" N/A 16.8 1 - Uniform (PSF) 0 to 9' 6" 4' 20.0 25.0 16.0 Typ roof loads Linked from: B1 2 - Point (lb) 1' 6" N/A 1820 2106 1348 End GL Beam, Support 1 Member Notes H2 9' Header (North Wall) System : Roof Member Type : Flush Beam Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Francesca Galeotti SSF Engineers (206) 956-3726 fgaleotti@ssfengineers.com 9/15/2023 11:21:44 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Glacier nviroental Services Weyerhaeuser nm Page 1 / 1 aFORTEWEB' Roof, H3 18' Header 1 piece(s) 5 1/8" x 16 1/2" 24F-V4 DF Glulam PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Id Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3018 @ 1 1/2" 9994 (3.00") Passed (30%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2444 @ 1' 7 1/2" 17180 Passed (14%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 13346 @ 9' 3" 52542 Passed (25%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.113 @ 9' 3" 0.608 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All S ans Total Load Defl. (in) 0.236 @ 9' 3" 0.913 Passed (L/929) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All S ans • Deflection criteria: LL (L/360) and TL (L/240). • A 1.8% decrease in the moment capacity has been added to account for lateral stability. • Critical positive moment adjusted by a volume/size factor of 0.98 that was calculated using length L = 18' 3". • 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 Nos. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Wind Factored 1 - Trimmer - DF 3.00" 3.00" 1.50" 1578 1388 888 3018 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 1578 1388 888 3018 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) Continuous Bottom Edge (Lu) All Bearing Points Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 18' 6" N/A 20.5 1 - Uniform (PSF) 0 to 18' 6" 6' 25.0 25.0 16.0 typ roof loads Member Notes H3 18' Header (west wall) System : Roof Member Type : Flush Beam Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Francesca Galeotti SSF Engineers (206) 956-3726 fgaleotti@ssfengineers.com 9/18/2023 11:27:23 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Glacier nviroental Services Weyerhaeuser nm Page 1 / 1 aFORTEWEB' Level 2, 134 Typical GL 1 piece(s) 5 1/8" x 16 1/2" 24F-V4 DF Glulam PASSED I 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) 9214 @ 13' 11 1/2" 9214 (2.77") Passed (100%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 7355 @ 12' 7" 14939 Passed (49%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 31386 @ 7' 1 3/4" 46509 Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.216 @ 7' 1 3/4" 0.273 Passed (L/758) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.304 @ 7' 1 3/4" 0.681 Passed (L/538) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/600) and TL (L/240). • Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 13' 7 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 Nos. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Column Cap - steel 5.50" 5.50" 2.90" 2805 6860 9665 Blocking 2 - Hanger on 16 1/2" GLB beam 5.50" Hangerr 2.77" 2845 6980 9825 See note ' • Blocking Panels are assumed to carry no loads applied directly above them and the Tull load is applied to the member being designed. • 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 System : Floor Member Type : Flush Beam Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger HGUS5.25/12 4.00" N/A 56-10d 20-10d • Reter to manutacturer notes and instructions for proper Installation and use of all connectors. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 13' 11 1/2" N/A 20.5 -- 1 - Uniform (PSF) 0 to 14' 5" 12' 31.0 80.0 typ floor loads Member Notes B4 Typ Glulam ForteWEB Software Operator Job Notes Francesca Galeotti SSF Engineers (206) 956-3726 fgaleotti@ssfengineers.com 9/18/2023 11:51:28 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Glacier nviroental Services Weyerhaeuser nm Page 1 / 2 aFORTEWEB' Level 2, 135 Stair Landing Bm 1 piece(s) 5 1/8" x 9" 24F-V4 DF Glulam PASSED F I All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. I Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3471 @ 5 1/2" 4997 (1.50") Passed (69%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2859 @ 1' 2 1/2" 8149 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 7376 @ 4' 8 1/2" 13838 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.126 @ 4' 8 1/2" 0.170 Passed (L/811) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.171 @ 4' 8 1/2" 0.425 Passed (L/596) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/600) and TL (L/240). • Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 8' 6". • 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 Nos. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Hanger on 9" DF beam 5.50" Hangers 1.50" 1015 2825 3840 See note ' 2 - Hanger on 9" DF beam 5.50" Hanger' 1.50" 1015 2825 3840 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 System : Floor Member Type : Flush Beam Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LSU5.12 3.50" N/A 24-16d 16-10dx1.5 2 - Face Mount Hanger LSU5.12 3.50" N/A 24-16d 16-10dx1.5 • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 5 1/2" to 8' 11 1/2" N/A 11.2 1 - Uniform (PSF) 0 to 9' 5" 2' 31.0 100.0 stair landing joists 2 - Uniform (PSF) 0 to 9' 5" 4' 35.9 100.0 stair stringers Member Notes B5 Stair landing support beam ForteWEB Software Operator Job Notes Francesca Galeotti SSF Engineers (206) 956-3726 fgaleotti@ssfengineers.com 9/16/2023 12:49:31 AM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Glacier nviroental Services Weyerhaeuser nm Page 1 / 2 aFORTEWEB' Level 2, H6 9' Header 1 piece(s) 5 1/8" x 15" 24F-V4 DF Glulam PASSED F1_ I All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. I Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 9744 @ 4" 18322 (5.50") Passed (53%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 7889 @ 1' 8 1/2" 13581 Passed (58%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 11088 @ 1' 6" 38438 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.038 @ 4' 5 13/16" 0.185 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.057 @ 4' 6 1/8" 0.463 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/600) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 9' 3". • 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 Nos. Supports= Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Trimmer - DF 5.50" 5.50" 2.92" 3005 6739 9744 None 2 - Trimmer - DF 5.50" 5.50" 1.50" 908 1609 2517 None Lateral Bracing Elm Bracing Intervals Comments Top Edge (Lu) 9' 11" o/c Bottom Edge (Lu) 9' 11" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Moog Location Tributary Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 9' 11" N/A 18.7 1 - Uniform (PSF) 0 to 9' 11" 3' 31.0 50.0 Typical floor loads Linked from: B4 2 - Point (lb) 1' 6" N/A 2805 6860 Typical GL, Support 1 System : Wall Member Type : Header Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD 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 -parry 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Francesca Galeotti SSF Engineers (206) 956-3726 fgaleotti@ssfengineers.com 9/19/2023 12:16:02 AM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Glacier nviroental Services Weyerhaeuser nm Page 1 / 1 aFORTEWEB' Level 2, H7 18' Header 1 piece(s) 5 1/8" x 15" 24F-V4 DF Glulam PASSED F1_ I All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. I Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4773 @ 4" 18322 (5.50") Passed (26%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 3911 @ 1' 8 1/2" 13581 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 21011 @ 9' 5 1/2" 38121 Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.289 @ 9' 5 1/2" 0.365 Passed (L/759) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.486 @ 9' 5 1/2" 0.913 Passed (L/451) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/600) and TL (L/240). • A 0.8% decrease in the moment capacity has been added to account for lateral stability. • Critical positive moment adjusted by a volume/size factor of 0.99 that was calculated using length L = 18' 3". • 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 Nos. Supports= Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 -Trimmer - DF 5.50" 5.50" 1.50" 1936 2838 4773 None 2 - Trimmer - DF 5.50" 5.50" 1.50" 1936 2838 4773 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) Continuous Bottom Edge (Lu) All Bearing Points Vertical Loads Tributary Width 0 to 18' 11" N/A Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 18.7 1 - Uniform (PSF) 0 to 18' 11" 6' 31.0 50.0 Typical floor loads Notes System : Wall Member Type : Header Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Francesca Galeotti SSF Engineers (206) 956-3726 fgaleotti@ssfengineers.com 9/20/2023 2:04:13 AM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Glacier nvlronmental Services Weyerhaeuser Page 1 / 1 aFORTEWEB' Level 2, 31 Stair Landing Joist 1 piece(s) 2 x 10 HF No.2 @ 16" OC PASSED 0 J All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 349 @ 3 1/2" 911 (1.50") Passed (38%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 215 @ 1' 3/4" 1388 Passed (15%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 349 @ 2' 3 1/2" 1917 Passed (18%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.006 @ 2' 3 1/2" 0.080 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.008 @ 2' 3 1/2" 0.200 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-ProT"' Rating N/A N/A N/A N/A • Deflection criteria: LL (L/600) and TL (L/240). • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on Nos. • No composite action between deck and joist was considered in analysis. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Hanger on 9 1/4" GLB beam 3.50" Hanger' 1.50" 95 306 400 See note ' 2 - Hanger on 9 1/4" DF Ledger 3.50" Hanger' 1.50" 95 306 400 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 System : Floor Member Type : Joist Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS28 1.75" N/A 6-10dx1.5 3-10d 2 - Face Mount Hanger LUS28 1.75" N/A 6-10dx1.5 3-10d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 4' 7" 16" 31.0 100.0 typ stair loads 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Francesca Galeotti SSF Engineers (206) 956-3726 fgaleotti@ssfengineers.com 9/16/2023 12:05:54 AM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Glacier nvlronmental Services Weyerhaeuser Page 1 / 1 aFORTEWEB' Level 2, J2 Stair Stringers 1 piece(s) 1 3/4" x 7 1/4" 1.55E TimberStrand@ LSL @ 24" OC PASSED C All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. W7 a Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1087 @ 5" 2363 (1.50") Passed (46%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 945 @ 11 1/4" 2622 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2174 @ 4' 5" 3236 Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.306 @ 4' 5" 0.309 Passed (L/364) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.415 @ 4' 5" 0.463 Passed (L/268) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 4% increase in the moment capacity has been added to account for repetitive member usage. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Floor Live Factored 1 - Hanger on 7 1/4" GLB beam 5.00" Hanger- 1.50" 313 883 1196 See note ' 2 - Hanger on 7 1/4" GLB beam 5.00" Hanger- 1.50" 313 883 1196 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) 9' 3" o/c Bottom Edge (Lu) 9' 3" o/c -Maximum allowable bracing intervals based on applied load. Member Length : 9' 7 3/8" System : Roof Member Type : Joist Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 7/12 Connector: Simpson Strong -Tie Support Model I Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Top Mount Hanger BA1.81/7.25X SLU30 3.00" 6-10d 10-10d 2-10dx1.5 2 - Top Mount Hanger BA1.81/7.25X SLD30 3.00" 6-10d 10-10d 2-10dx1.5 • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 8' 10" 24" 31.0 100.0 stair loads 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Francesca Galeotti SSF Engineers (206) 956-3726 fgaleotti@ssfengineers.com 9/16/2023 12:38:42 AM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Glacier nvlronmental Services Weyerhaeuser Page 1 / 1 ct ROOF POST KEY PLAN SOLAR PANEL AREA 70'0" 4- 2--2--1 TE—T I —T.R .. —T= [URI' 0111- -ALSTAIR 7, AND OOR lAlll F '-T 'r 10 TZ L7 I. �Tr o (D3 — - — - — - III —RK 7 rb nh rvom.17-6- R.0 9�—FRQNT it ill S TORMIRONT I---------------- � _ it - - - - 17-8- -------- ------- - ----------- _ - --- - -y_g R.D ITORIFRONT �NOM TRUSS OVERFRAMING 0 oq STRUCTURAL S-1 /ONGINEERING 7509 212th St SW 3/6/2022 DATE 10846-2022-01 PROJ. # FG DESIGN SHEET E R 0 0 � 0) IT co ,t CN L.0 m o Ln N (N �!e G+ SECOND FLOOR POST KEY PLAN ra-o " of 2 77, 3 a � I I aEspooM o � 1 p i N . a ° � rreVI,En�n,° _ AFL: ry F F�reFs eLF ,oas>.>[z O � oPErv"^�onc I F I 1$ STRUCTURAL ENGINEERING C 7509 212th St SW 3/6/2022 DATE 10846-2022-01 PROJ. # FG DESIGN SHEEP N ry O C 00 W v � E m o 0 0 � 7 Ln N v >. Q � -o -3a L O ~ m N_ M N O1 W Q H W Q N H "Cl" Interior Post Column Buckling Calculations NDS 2018 Column Geometry Data 6X Posts Doug Fir - Larch #1 Doug Fir Plates b 5.5 in d 5.5 in Let 10.00 ft Lee 10.00 ft lebending ft Column Stability Factor Calculation Strong Axis Weak Axis Bracing Fce1 1002 psi Fce2 1002 psi fN o Brace Fc*1 1000 psi Fc*2 1000 psi o Brace I Fce1/Fc*1 1.002 Fce2/Fc*2 1.002 Cp1 0.692 Cp2 0.692 Column Design Values Bearing Fb 1200 psi Area Fn 1000 psi Increase E'min 580 ksi No Fcperp 625 psi cb 1.00 Column Loading P 17000 Ibs W1 0 plf M1 0 ft-Ibs W2 0 plf M2 0 ft-Ibs Flexural Stress Adjustment Factors Roof/EQ / Wind - CD 1.00 Size Factor - CIF 1.00 Repetitive - Cr 1.00 Compressive Parallel Adjustment Factors Roof/EQ / Wind - CID 1.00 Size Factor - CIF 1.00 Other Factors Visually Graded Lumber c 0.8 Solid Column Kf 1 Column: Pinned Pinned Ke 1 Project: sTRUCTURAL ENGINEERING 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.swensonsayfaget.com Office: 206.443.6212 Beam Stability Factor Calculation Strong Axis Fbe1 18048 psi Fb'1 1200 psi Fbe1/Fb'1 15.0 le 17.7 ft CL1 1.00 Weak Axis Fbe2 17,722 psi Fb'2 1200 psi Fbe2/Fb'2 15 Adjusted Allowable Stresses Strong Axis Weak Axis rF '1 692 psi Fc2 692 psi '1 1200 psi IFU2 1200 psi Imposed Column Stresses Strong Axis Weak Axis fc1 562 psi fc2 562 psi fb1 0 psi 1fb2 0 psi Perpendicular to Grain Stress Check fcp/Fcp = 5621625 OK Slenderness Check le/d 22 OK Slenderness Check le/b 22 OK �1) (f, �+ fi' + f2 <1.0 K' Fbi 11—, f l E.] Fbz'[1— fij F,F2 —(fbl�Fb©)] (2) fc + j`A1 1.0 FcE_ 1 FbE (3) c fb1 fb: 1.0 Fc, Fb i Fb Allowable Stress Interaction Formula 0.81 OK C1 Level 2 Post Date: 9/19/2023 7509 212th St SW Project M 10846-2022-01 Design: FG 1 Page 25 of 53 "C2" Glulam Post Column Buckling Calculations NDS 2018 Column Geometry Data Glue -Lam Doug Fir Plates b 5.125 in d 7.5 in Let 10.00 ft Lee 10.00 ft lebending ft Column Stability Factor Calculation Strong Axis Weak Axis Bracing Fce1 2986 psi Fce2 1394 psi rN o Brace Fc*1 1650 psi Fc*2 1650 psi o Brace Fce1/Fc*1 1.810 Fce2/Fc*2 0.845 Cp1 0.850 Cp2 0.630 Column Design Values Bearing Fb 2400 psi Area Fn 1650 psi Increase E'min 930 ksi No Fcperp 625 psi cb 1.00 Column Loading P 21638 Ibs W1 0 plf M1 0 ft-Ibs W2 0 plf M2 0 ft-Ibs Flexural Stress Adjustment Factors Roof/EQ / Wind - CD 1.00 Size Factor - CIF 1.00 Repetitive - Cr 1.00 Compressive Parallel Adjustment Factors Roof/EQ / Wind - CID 1.00 Size Factor - CIF 1.00 Other Factors Visually Graded Lumber c 0.8 Solid Column Kf 1 Column: Pinned Pinned Ke 1 Project: sTRUCTURAL ENGINEERING 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.swensonsayfaget.com Office: 206.443.6212 Beam Stability Factor Calculation Strong Axis Fbe1 17920 psi Fb'1 2400 psi Fbe1/Fb'1 7.5 le 18.2 ft CL1 0.99 Weak Axis Fbe2 50,610 psi Fb'2 2400 psi Fbe2/Fb'2 21 Adjusted Allowable Stresses Strong Axis Weak Axis rF '1 1402 psi Fc2 1040 psi '1 2382 psi IFU2 2400 psi Imposed Column Stresses Strong Axis Weak Axis fc1 563 psi fc2 563 psi fb1 0 psi 1fb2 0 psi Perpendicular to Grain Stress Check fcp/Fcp = 563 / 625 OK Slenderness Check le/d 16 OK Slenderness Check le/b 23 OK �1) (f, �+ fi' + f2 <1.0 K' Fbi 11—, f l E.] Fbz'[1— fij F,F2 —(fbl�Fb©)] (2) fc + j`A1 1.0 FcE_ 1 FbE (3) c fb1 fb: 1.0 Fc, Fb i Fb Allowable Stress Interaction Formula 0.54 OK C2 Level 2 Post Date: 9/19/2023 7509 212th St SW Project M 10846-2022-01 Design: FG 1 Page 26 of 53 "CY Post at West Wall Column Buckling Calculations NDS 2018 Column Geometry Data 6X Posts Doug Fir - Larch #1 Doug Fir Plates b 5.5 in d 5.5 in Let 10.00 ft Lee 10.00 ft lebending ft Column Stability Factor Calculation Strong Axis Weak Axis Bracing Fce1 400611 psi Fce2 1002 psi FNo Brace Fc*1 1000 psi Fc*2 1000 psi raced Fce1/Fc*1 400.611 Fce2/Fc*2 1.002 Cp1 1.000 Cp2 0.692 Column Design Values Bearing Fb 1200 psi Area Fn 1000 psi Increase E'min 580 ksi No Fcperp 625 psi cb 1.00 Column Loading P 12865 Ibs W1 0 plf M1 (Braced) 0 ft-Ibs W2 0 plf M2 0 ft-Ibs Flexural Stress Adjustment Factors Roof/EQ / Wind - CD 1.00 Size Factor - CIF 1.00 Repetitive - Cr 1.00 Compressive Parallel Adjustment Factors Roof/EQ / Wind - CID 1.00 Size Factor - CIF 1.00 Other Factors Visually Graded Lumber c 0.8 Solid Column Kf 1 Column: Pinned Pinned Ke 1 Project: sTRUCTURAL ENGINEERING 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.swensonsayfaget.com Office: 206.443.6212 Beam Stability Factor Calculation Strong Axis Fbe1 18048 psi Fb'1 1200 psi Fbe1/Fb'1 15.0 le 17.7 ft CL1 1.00 Weak Axis Fbe2 17,722 psi Fb'2 1200 psi Fbe2/Fb'2 15 Adjusted Allowable Stresses Strong Axis Weak Axis rF '1 1000 psi Fc2 692 psi '1 1200 psi IFU2 1200 psi Imposed Column Stresses Strong Axis Weak Axis fc1 425 psi fc2 425 psi fb1 0 psi 1fb2 0 psi Perpendicular to Grain Stress Check fcp/Fcp = 4251625 OK Slenderness Check le/d 22 OK Slenderness Check le/b 22 OK (1) (f, �+ fi' + f2 <1.0 K' Fbi 11—, f l E.] Fbz'[1— fij F,F2 —(fbl�Fb©)] (2) fc + j`A1 1.0 FcE_ 1 FbE (3) c fb1 fb: 1.0 Fcr Fbl Fb- Allowable Stress Interaction Formula 0.62 OK C3 Level 2 Post Date: 912112023 7509 212th St SW Project M 10846-2022-01 Design: FG 1 "C4" Single Level Post Column Buckling Calculations NDS 2018 Column Geometry Data 6X Posts Doug Fir - Larch #1 Doug Fir Plates b 5.5 in d 5.5 in Let 10.00 ft Lee 10.00 ft lebending ft Column Stability Factor Calculation Strong Axis Weak Axis Bracing Fce1 1002 psi Fce2 1002 psi fN o Brace Fc*1 1000 psi Fc*2 1000 psi o Brace I Fce1/Fc*1 1.002 Fce2/Fc*2 1.002 Cp1 0.692 Cp2 0.692 Column Design Values Bearing Fb 1200 psi Area Fn 1000 psi Increase E'min 580 ksi No Fcperp 625 psi cb 1.00 Column Loading P 12100 Ibs W1 0 plf M1 0 ft-Ibs W2 0 plf M2 0 ft-Ibs Flexural Stress Adjustment Factors Roof/EQ / Wind - CD 1.00 Size Factor - CIF 1.00 Repetitive - Cr 1.00 Compressive Parallel Adjustment Factors Roof/EQ / Wind - CID 1.00 Size Factor - CIF 1.00 Other Factors Visually Graded Lumber c 0.8 Solid Column Kf 1 Column: Pinned Pinned Ke 1 Project: sTRUCTURAL ENGINEERING 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.swensonsayfaget.com Office: 206.443.6212 Beam Stability Factor Calculation Strong Axis Fbe1 18048 psi Fb'1 1200 psi Fbe1/Fb'1 15.0 le 17.7 ft CL1 1.00 Weak Axis Fbe2 17,722 psi Fb'2 1200 psi Fbe2/Fb'2 15 Adjusted Allowable Stresses Strong Axis Weak Axis rF '1 692 psi Fc2 692 psi '1 1200 psi IFU2 1200 psi Imposed Column Stresses Strong Axis Weak Axis fc1 400 psi fc2 400 psi fb1 0 psi 1fb2 0 psi Perpendicular to Grain Stress Check fcp/Fcp = 4001625 OK Slenderness Check le/d 22 OK Slenderness Check le/b 22 OK (1) (f, �+ fi' + f2 <1.0 K' Fbi 11—, f l E.] Fbz'[1— fij F,F2 —(fbl�Fb©)] (2) fc + j`A1 1.0 FcE_ 1 FbE (3) c fb1 fb: 1.0 Fcr Fbl Fb- Allowable Stress Interaction Formula 0.58 OK C4 Level 2 Post Date: 912112023 7509 212th St SW Project M 10846-2022-01 Design: FG 1 "CY Post at Opening Column Buckling Calculations NDS 2018 Column Geometry Data 6X Posts Doug Fir - Larch #1 Doug Fir Plates b 5.5 in d 5.5 in Let 10.00 ft Lee 10.00 ft lebending ft Column Stability Factor Calculation Strong Axis Weak Axis Bracing Fce1 1002 psi Fce2 1002 psi fN o Brace Fc*1 1000 psi Fc*2 1000 psi o Brace I Fce1/Fc*1 1.002 Fce2/Fc*2 1.002 Cp1 0.692 Cp2 0.692 Column Design Values Bearing Fb 1200 psi Area Fn 1000 psi Increase E'min 580 ksi No Fcperp 625 psi cb 1.00 Column Loading P 12850 Ibs W1 0 plf M1 0 ft-Ibs W2 0 plf M2 0 ft-Ibs Flexural Stress Adjustment Factors Roof/EQ / Wind - CD 1.00 Size Factor - CIF 1.00 Repetitive - Cr 1.00 Compressive Parallel Adjustment Factors Roof/EQ / Wind - CID 1.00 Size Factor - CIF 1.00 Other Factors Visually Graded Lumber c 0.8 Solid Column Kf 1 Column: Pinned Pinned Ke 1 Project: sTRUCTURAL ENGINEERING 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.swensonsayfaget.com Office: 206.443.6212 Beam Stability Factor Calculation Strong Axis Fbe1 18048 psi Fb'1 1200 psi Fbe1/Fb'1 15.0 le 17.7 ft CL1 1.00 Weak Axis Fbe2 17,722 psi Fb'2 1200 psi Fbe2/Fb'2 15 Adjusted Allowable Stresses Strong Axis Weak Axis rF '1 692 psi Fc2 692 psi '1 1200 psi IFU2 1200 psi Imposed Column Stresses Strong Axis Weak Axis fc1 425 psi fc2 425 psi fb1 0 psi 1fb2 0 psi Perpendicular to Grain Stress Check fcp/Fcp = 4251625 OK Slenderness Check le/d 22 OK Slenderness Check le/b 22 OK (1) (f, �+ fi' + f2 <1.0 K' Fbi 11—, f l E.] Fbz'[1— fij F,F2 —(fbl�Fb©)] (2) fc + j`A1 1.0 FcE_ 1 FbE (3) c fb1 fb: 1.0 Fcr Fbl Fb- Allowable Stress Interaction Formula 0.61 OK C5 Level 2 Post Date: 912112023 7509 212th St SW Project M 10846-2022-01 Design: FG 1 LSL Stud Wall at Stairs Stud Wall Design Based on 2005 NDS Combined Axial and Bending Formula and 2006 IBC: [fj/ ]` + fb/Fb'[1-(fjce)] < 1 in which: FEE = 0.822Emin'/(j,/d)2 QTY. Stud Size Species/Grade Stud Information: 2 2x6 W LSL (1.5E) n @ Plate Material: Doug Fir #2 1W ❑ Include Fire Rating Wall Height: 22.00 Axial Dead Load: 186 Axial Live Load: 150 Axial Snow Load: 150 Design Lateral Pressure(W or 0.7E): 13.8 Deflection Criteria: L/ 240 plf plf plf psf STUD CHECKS DCR Ea/d 48 OK D + W or 0.7E 0.20 OK D + L 0.07 OK D + S 0.07 OK D + 0.75[L + W or 0.7E)] 0.18 OK D+0.75L+S+ Wor0.7E 0.21 OK Deflection*** A = 0.82 0.74 OK Plate Crushing 0.04 OK Spacing 12 in. oc. L/ 323 Built-UD LSL Jamb at Stairs Stud Wall Design Based on 2005 NDS Combined Axial and Bending Formula and 2006 IBC: [fj/ ]` + fb/Fb'[1-(fjce)] < 1 in which: FEE = 0.822Emin'/(j,/d)2 QTY. Stud Size Species/Grade Stud Information: 5 2x6 W LSL (1.5E) I @ Plate Material: Doug Fir #2 1W ❑ Include Fire Rating Wall Height: 22.00 Axial Dead Load: 240 Axial Live Load: 300 Axial Snow Load: 300 Design Lateral Pressure(W or 0.7E): 13.8 Deflection Criteria: L/ 240 plf plf plf psf STUD CHECKS DCR Ea/d 48 OK D + W or 0.7E 0.25 OK D + L 0.14 OK D + S 0.14 OK D + 0.75[L + W or 0.7E)] 0.27 OK D+0.75L+S+ Wor0.7E 0.34 OK Deflection*** A = 0.98 0.89 OK Plate Crushing 0.08 OK Spacing 36 in. oc. L/ 270 Lateral Design P$CSEATTLE 2124 Third Avenue, Suite 100, Seattle, WA 98121 STRUCTURAL TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 page��.6212 ENGINEERING CENTRAL WA 414 N Pearl Street, Suite 8, Ellensburg, WA 98926 (B ssfengineers.com w 510 L#1 .SDI S M I G LOCI p5 fYpv� Y1 i � - Va2101,0 _ 2yJ p✓ *1v2U " a0C Fr -TIP �-00f 20 p StF Dv.-y--r,r n n FooF K3io (zo Gina (a VSF> _ 3 2— 5 � L-2- VVIF I bHT �2ac�-, 0 (,d,(p re�-,F) c�t Ind I O D STRUCTURAL ENGINEERING '1501 PROJECT (IALT) IC) - DATE jp � PROJ. ` / _R4 DESIG Page 29 of 53 SHEET N � N V m a � N �O m o �n N N 00 N NCD T� o0 0 0 ci> Q L O �m N m N M W Q J GO W V� E O v Mal a EV�I- DI 1zE C-(t D rs 1. 9 K (ns P) J= I]UPLC ID,C C O Vv4�-1 L L v = I If LE,s 1) = Ila Pc-F 4D F L)PC = 7 = 1 15-7 Las ,4w (,, w/ C,S(b 14.5` Iry 0 L L- 1,6s 11,:)' v v � A L L V 3q t o L65 IMF - a lr,v� vv( CAASTIt STRUCTURAL ENGINEERING 13.3� 33` 1�� $•Ic'1� v _ 5Ltz ci35 T Vv ry � Cis I (v 7-1 170oq `L{ ZT N St (n! PROJECT a Ijo P1-F i q/\-7 123 DATE PROD. #�! DESIGN C� Page 30 of 53 SHEET F—�vv - CbI I-E LT(o lj LlE V C L �- Y= Z0,2- V, = z10 p LF Id WHLL 9 (I VVPLL v = 10130 "16 V = tvCr1a t,vS 222� LYr CJ35 Wo wl ��`� Vv 2 w/ pfv (A I 19-,s w H L L 14,5�V4/t� i, L V - (pi I `{- l PAS V 3l y"2. LOS -� - 4-lo,3 ELF �-t-F 7 = 2c5100 Los (n/ 3 w/ COSTRUCTURAL ENGINEERING -u5ncA 212 T" 51 Swof 1 PROJECT DATE %CmA (g- Z1J22-G1 PROJ. # DESIGN Page 31 of 53 YA ,w a LL Q z 0 z w V) SHEET w n m Ne- 01kECT-101\j Fzvo F- V-11.9K FT k-k- V EL 2 V = 20.2 K -,) = 5 Li 2- PLF 11=.(i.5. FT FZ6)0 F LEVC L -X W172 w/ Civls- l - "5-t ;ti "LA-s (4;�' Tvyr t, -r = IL,iv LOs -1 V)j �rr vV il � S((D STRUCTURAL ENGINEERING L FV E-�L Z yv5Si- w H t, C,s C 3 S' ) v W0 I V- 'C(�v2 L -* ZWZ) N/ •HDUi ! I v -10 c os 715oq 2 1 , TH St Sin't PROJECT WCv UO � viD0-�" gl(glz3 DATE' PRO Odin 2027 -D ! DESIGN Page 32 of 53 E O •W LL Q z 0 V) z W th SHEET FN Kb U F , 1-45 D I r---'ECTI 6AJ Fey = I I.9 K vv = 331 PLF V=S°15bL-Ps C f(A cA-�L) = t Lp I v OF - c ON )\v EGT o m -Tp 6" I w=3IPLf W a •,Z VLF 0Y—� Ne'sT VV 0 !-" LTOT I S rT v�LT�r 4A-1 LF Cot-LEC-ToY2- w t. li�?)E VV-0Vto-rO •�FpSTWAL-1 4_ FT - �31 I 'ELF �r�oVir�r: 0A @ b"06, Gvrwf"-I z wl pLF + COLLFCTUIZ 7FS► L,;,I\.( ( YvIFGT wP L-S) 7� y sh n mac{ ►-� �St`�'�� 5 = 1 D 'FT , 0 F DPIr L = �5 PLC � �-np -Fo rce, _ -J� L..,,, = -1� I (-11 q 8 S (.ems STRUCTURAL ENGINEERING -1 c�Dq2 12T{' PROJECT DATE w6gte 2,022-1,)1 PROJ # DESK Page 33 of 53 SHEET 12boF LvV T)(IZEC-TI0NJ Fp, = l (-I Y-- 28®S �URGF = V= L� 5� I�IbT� 32Ilc,F �PIXr, 3?� 13' '6,(c`I' 7j I I-LF 21 PLF w:IIa-Lr- &LO �I�3I13(aAt I 3°( D A3:: CvNrv�cTlOki -�o Sw SY\I L�-7 1JGT 14fz C� Si �sw C�IF> 16� ill � 11�J Qt� 1.5 ` l o `f-'2--4'F- 12� Pc.F pnvV b d (z oc ro STRUCTURAL ENGINEERING --� sw ' PROJECT DATE lu 2072--CAI PRO .# DESK-' Page 34 of 53 SHEL Lr\/F L 2 , tAS— D t RFCTk 6N4 \/ _ -1 •--i� k -) = 1�-1 FLF Cou`E t u R- S fwRr t NEC-( I D l`l To 6 N W EST VV Yam(, LS -CD i �> = S52- f'r F S52 4 S�) = 2i'b"t ue,s _ 5tro,F fF yc`-- • BAST �ti f`=, �..�s -ie,oq !12- �, St sw PROJECT 3 � L-1 DATEi� 1,dOgto-jy2-Z -01 PROJ. # _ N O N� M V W � N CO M o Ln 00 N �-O 00 rn � a� y@ 0 0 vv Q@ m 0 s o ~ m` N M N rn Wa LU Ua 0 C_ m W a LL Q z 0 V) z W V) STRUCTURAL ENGINEERING DESIGN Paae 35 of 53 SHEET v _> T mFn w OA D m m „ C� CD W c W N d SWENSON SAY FAGET ssfengineers.com SEATTLE 2124 Third Ave, Suite 100, Seattle, WA 98121 I O 206,443.6212 TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 1 0 253,284,9470 SW Schedule : 3/4" Floor Sheathing - DF Mark Controlling Sheathing Panel Edge Nailing Top Plate Connection Base Plate Connection Capacity Type Capacity Type Capacity Type Capacity At Wood Capacity At Concrete Capacity VS VW VS VW TJI ASD 2x or LSL ASD ASD ASD W6 260 288 15/32" CDX PLYWOOD 8d @ 6" oc 260 365 16d @ 6" oc 330 A35/LTP4 @ 24" oc 288 16d @ 6" oc 305 5/8" DIA A.B. @ 48" oc 344 W4 380 396 15/32" CDX PLYWOOD 8d @ 4" oc 380 533 16d @ 4" oc 427 A35/LTP4 @ 16" oc 431 16d @ 4" oc 396 5/8" DIA A.B. @ 32" oc 516 W3 490 527 15/32" CDX PLYWOOD 8d @ 3" oc 490 685 (2)rows 16d @ 4" oc 854 A35/LTP4 @ 12" oc 670 (2)rows 16d @ 6" oc 527 5/8" DIA A.B. @ 24" oc 688 W2 640 767 15/32" CDX PLYWOOD 8d @ 2" oc 640 895 (2)rows 16d @ 4" oc 854 A35/LTP4 @ 9" oc 767 (2)rows 16d @ 4" oc 791 5/8" DIA A.B. @ 16" oc 1032 2W3 980 1150 15/32" CDX PLYWD. EA. SIDE 8d @ 3" oc EA. SIDE 980 1370 n/a - A35/LTP4 @ 6" oc 1150 (3)rows 16d @ 4" oc 1187 5/8" DIA A.B. @ 16" oc 1284 2W2 1280 1582 15/32" CDX PLYWD. EA. SIDE 8d @ 2" oc EA. SIDE 1280 1790 n/a - HGA10KT @ 8" oc 1748 (4)rows 16d @ 4" oc 1582 5/8" DIA A.B. @ 12" oc 1712 2W2-10 1540 1582 15/32" CDX PLYWD. EA. SIDE 10d @ 2" oc EA. SIDE 1540 2155 n/a - HGA10KT @ 6" oc 2330 (4)rows 16d @ 4" oc 1582 5/8" DIA A.B. @ 12" oc 1712 Page 37 of 53 Foundation Design P$CSEATTLE 2124 Third Avenue, Suite 100, Seattle, WA 98121 STRUCTURAL TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 page g@�,.6212 ENGINEERING CENTRAL WA 414 N Pearl Street, Suite 8, Ellensburg, WA 98926 ssfengineers.com Spread Footing Soil Bearing Design Service Loads Loading Service Load Factors Dead Load = 10.0 kips Live Load = 8.9 kips Wind/EQ Load = 0.0 kips Wind/EQ Moment (My) = 0 ft-kips Gravity Load Eccentricity (±X)= 0.00 ft. Footing Weight = 1.4 kips Total Load = 20.3 kips Total Moment = 0 ft-kips Column Dimensions and Location Column Xc Dimension (Dx) = 5.13 in. Column Yc Dimension (Dy) = 7.50 in. Column Face from right (Cr) = 1.29 ft. Column Face from left (Cl) = 1.29 ft. Footing Dimensions L Dimension (X) = 3.00 ft. B Dimension (Y) = 3.00 ft. Footing Thickness (t) = 12.00 in. Ftg Overburden (Ot) = 0.00 ft. Soil Pressure Equations: e<_L/6 qmax=-2 (1+ LB 6) Q ( 6e\ gmin = LB 1 — L /I 4 DL 1 ILL 1 EQ/Wind 1 Soil Properties Allowable Soil Brg. (Qa) = 3.50 ksf Overburdan Density (ys) = 120 psf Net Ftg Wt? (yam vs) No Soil Bearing Check (Allowable) Eccentricity = 0.00 ft. Leng. Soil Brg. Under Ftg.= 3.00 ft. qmax = 2.25 ksf gmin = 2.25 ksf e>L/6 gmax = 4Q 3L(L-2e) qmin = 0 3 ......1............. I 1 I I � -2 -1 Y -1 10 X 1 2 3 4 L OK Typical Interior GL Footing 911912023 PROJECT 7509 212th St. SW DATE 10846-2022-01 SrRUC7URAL PROJ. # FG VV =%3 NEERING DESIGN N V cD O� M v It ao O N �M O rn N N a rJ (R C7 LL a N z 0 th z w N SHEET Spread Footing Concrete Design - ACI 318-14 Footing Properties Concrete Strength (f'c) = 4000 psi Rebar Yield Strength (fy) = 60000 psi Reinforcing Clear Cover (cvr) = 3.00 in. Reinforcing Depth (d) = 8.75 in. Factored Loads Factored Total Load = 27.9 kips Factored Total moment = 0 ft-kips Factored Bearing Eccentricity = 0.00 ft. Length of Soil Brg. Under Ftg. = 3.00 ft. qmax = 3.10 ksf gcolr = 3.10 ksf gcoll = 3.10 ksf qmin = 3.10 ksf Flexural Design - X Direction (About Y-Axis) Bar Size = Bars = #4 4 Mu = 8 ft-kips OMn = 31 ft-kips Pmin = 0.0018 Preq = 0.0006 A, Required = 0.57 sq. in. A, Provided = 0.80 sq. in. Controls nu One -Way Shear Design - X Direction Vu = 9 kips 0Vn = 30 kips OK R = 1.000 y5= 2/((3+1) = 1.00 Provide A,,regYs= 0.57 sq. in. Provide evenly distributed bars in each direction. Concrete Capacity Equations: Mn=ASFy [d 2 Co. sf'c bJJ Vn = 2 y f'c b,d Strength Load Factors DL 1.2 LL 1.6 EQ/Wind 1 Factored Moments and Shears Mu Vu k-ft kips X Right Side 8 9 X Left Side 8 9 Y Both Sides 7 8 Flexural Design - Y Direction (About X-Axis) Bar Size = #4 4 Bars = Mu = 7 ft-kips OMn = 31 ft-kips Pmin = 0.0018 Preq = 0.0005 A, Required = 0.57 sq. in. A, Provided = 0.80 sq. in. OK Controls One -Way Shear Design - Y Direction Vu = 8 kips 0Vn = 30 kips OK Two -Way (Punching) Shear Design bo = 60 in vu = 23 kips Ovn = 97 kips 4 f-' c 4 vn = min 2 + R If c bod (2 + '—" f'C 0 ba=2(Dx+d)+2(Dy+d) # = max(Dx, Dy)/min(Dx, Dy) OK Typical Interior GL Footing 911912023 PROJECT DATE 10846-2022-01 PROD. # FG DESIGN ^o N V q Q eC4 �om 0 Ln N " E 0 u vi rn c a Z 0 v, Z SHEET Shear Wall Footing Design Soil Properties Allowable Soil Bearing = 3500 psf 1/3 Increase = 4655 psf Coeff. Of Friction = 0.4 Lateral Resistance = 300 pcf Footing Dimensions Wall EW-Direction -Grid E Location: Length = 16 ft Length_holdowns = 10 ft Width = 3.5 ft Thickness = 1.50 ft Weight P_ftg = 12.60 kips Wall Reactions DL = 2.42 kips LL = 0 kips T/Omega = 9.535 kips V_E = kips M E = 95.4 k-ft Factored Loads P_DL = 15.02 kips P_DL + LL = 15.02 kips 0.9P_DL = 13.52 kips Bearinq Pressure Distribution LC: DL + LL qmax = 268 LC: DL + LL +/- EQ Eccentricity = 6.3 L/6 = 2.7 L/2 = 8.0 Length of Soil Bearing Below Ftg = 5.0 gmax = 1732 gmin = 0 LC: 0.9DL +/- EQ Eccentricity = 7.1 L/6 = 2.7 L/2 = 8.0 Length of Soil Bearing Below Ftg = 2.8 gmax = 2721 gmin = 0 STRUCr11RAL EI1�CsIhiEER111�Cs Soil Pressure Equations: e < L/6 psf Q 6e\ gmax = LB 1 + L ft /I L/6 < e < L/2 OK Q = 1 Gel gmin LB L ll ft psf L/6 < e —< L/2 psf 4Q ft gmax = 3B(L — 2e) L/6 < e < L/2 OK ft psf psf Shear Wall Footing Design 9/19/2023 DATE PROJ. # ENG DESIGN 1 SHEET 0 N V rn v OD C N 0 ni O N N 00 N N � ib rn m = E ,e O n u 0 0 � N Ca Q 2 3 a �m v c N ry rn w Q J Q O w C vi E 0 N Q1 C rn c n, (4 ) ra 1. 2 Page 41 of 53 Shear Wall Footing Design Soil Properties Allowable Soil Bearing = 3500 psf 1/3 Increase = 4655 psf Coeff. Of Friction = 0.4 Lateral Resistance = 300 pcf Footing Dimensions Wall NS-Direction -Grid 1 Location: Length = 9 ft Length_holdowns = 5 ft Width = 2.5 ft Thickness = 1.50 ft Weight P_ftg = 5.06 kips Wall Reactions DL = 2.23 kips LL = 1.65 kips T/Omega = 4.565 kips V_E = kips ME = 22.8 k-ft Factored Loads P_DL = 7.30 kips P_DL + LL = 8.95 kips 0.9P_DL = 6.57 kips Bearinq Pressure Distribution LC: DL + LL qmax = 398 LC: DL + LL +/- EQ Eccentricity = 2.6 L/6 = 1.5 L/2 = 4.5 Length of Soil Bearing Below Ftg = 5.8 gmax = 1224 gmin = 0 LC: 0.9DL +/- EQ Eccentricity = 3.5 L/6 = 1.5 L/2 = 4.5 Length of Soil Bearing Below Ftg = 3.1 gmax = 1710 gmin = 0 STRUCr11RAL EI1�CsIhiEER111�Cs Soil Pressure Equations: e < L/6 asf Q / 6e) gmax = + ft LB I\1 L L/6 < e < L/2 OK Q Gel gmin = LB 1 L /I ft asf L/6 < e —< L/2 asf 4Q gmax = ft 3B(L — 2e) L/6 < e < L/2 OK ft psf psf Shear Wall Footing Design 9/19/2023 DATE PROJ. # ENG DESIGN 1 SHEET Page 42 of 53 0 N V rn v OD C N 0 ni O N N 00 N N � ib rn m = E ,e O n u 0 0 � N Ca Q 2 3 a �m v c N ry rn w 4 J Q O w C vi E 0 N Q1 C rn c n, (4 ) ra 1. 2 Shear Wall Footing Design Soil Properties Allowable Soil Bearing = 3500 psf 1/3 Increase = 4655 psf Coeff. Of Friction = 0.4 Lateral Resistance = 300 pcf Footing Dimensions Wall NS-Direction -Grid 4 Location: Length = 9 ft Length_holdowns = 4 ft Width = 3.5 ft Thickness = 1.50 ft Weight P_ftg = 7.09 kips Wall Reactions DL = 4.59 kips LL = 3 kips T/Omega = 9.535 kips V_E = kips M E = 38.1 k-ft Factored Loads P_DL = 11.68 kips P_DL + LL = 14.68 kips 0.9P_DL = 10.51 kips Bearinq Pressure Distribution LC: DL + LL qmax = 466 LC: DL + LL +/- EQ Eccentricity = 2.6 L/6 = 1.5 L/2 = 4.5 Length of Soil Bearing Below Ftg = 5.7 gmax = 1470 gmin = 0 LC: 0.9DL +/- EQ Eccentricity = 3.6 L/6 = 1.5 L/2 = 4.5 Length of Soil Bearing Below Ftg = 2.6 qmax = 2298 gmin = 0 STRUCr11RAL EI1�CsIhiEER111�Cs Soil Pressure Equations: e < L/6 psf Q / 6e1 gmax = LB I\1 + L /I ft L/6 < e < L/2 OK Q Gel gmin = LB 1 L /I ft asf L/6 < e —< L/2 asf 4Q gmax = ft 3B(L — 2e) L/6 < e < L/2 OK ft psf psf Shear Wall Footing Design 9/19/2023 DATE PROJ. # ENG DESIGN 1 SHEET Page 43 of 53 0 N V rn v OD C N 0 ni O N N 00 N N � ib rn m = E ,e O n u 0 0 � N Ca Q 2 3 a �m v c N ry rn w 4 J Q O w C vi E 0 N Q1 C rn c n, (4 ) ra 1. 2 Steel Canopy Design P$CSEATTLE 2124 Third Avenue, Suite 100, Seattle, WA 98121 STRUCTURAL TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 page 44�,.6212 ENGINEERING CENTRAL WA 414 N Pearl Street, Suite 8, Ellensburg, WA 98926 ssfengineers.com Canopy Area Loads DL=9psf SL = 25 psf WL = +16/-38 COSTRUCTURAL ENGINEERING Steel Canopy VA Model Node and Dimension Plan 7509 212th St SW PROJECT 09/19/2023 DATE 10846-2022-01 PROJ.# DESIGN Page dF of F4 SHEET N N CO �oCO � 00 N�� 0 N 0 �o00' Nv� a a @ m � � o a ~mz N m � N M �t W Q Q ~0 vav r `W l7 Q LL a z 0 M z W 3 0 COSTRUCTURAL ENGINEERING Steel Canopy VA Model Maximum Deflections D + 0.75S + 0.45W 7509 212th St SW PROJECT 1 09/19/2023 DATE 10846-2022-01 PROJ.# DESIGN Page dF of F4 SHEET r `W l7 Q LL a z 0 W z W 3 0 SWENSON SAY FAGET Francesca Galeotti K:\2022\...\Engineering\Steel\Entry Canopy 09.18.23.vap Tuesday, September 19, 2023 8:04 PM Node Reactions Node Result Case FX FY FZ I K I K K N009 3. 1.2D+1.6S+0.5W »-Z -0.15293 -0.29860 1.88962 N010 3. 1.2D+1.6S+0.5W »-Z 0.15293 -0.29863 1.89056 N010 5. 0.9D+W »+Z -0.05538 0.07030 -0.19878 N011 3. 1.2D+1.6S+0.5W »-Z 0.15293 0.29860 1.88962 N012 3. 1.2D+1.6S+0.5W »-Z -0.15293 0.29863 1.89056 N012 5. 0.9D+W n+Z 0.05538 -0.07030 -0.19878 esign Groups Name I Max Unity I Member I Design Shape I Design Material I Specification Steel Beam X G 2 0.27609 1 C12X20.7 ASTM A992 Grade 50 AISC 360-16 LRFD Steel -Beam X_G 3 0.10775 3 HSS6X4X.250 ASTM A500 Grade C (Fy = 50ksi) AISC 360-16 LRFD Steel -Beam Y_G 1 0.20539 2 HSS6X4X.250 ASTM A500 Grade C (Fy = 50ksi) AISC 360-16 LRFD Steel Beam Y G 2 0.00181 2 C12X20.7 ASTM A992 Grade 50 AISC 360-16 LRFD Steel_Column_G 1 0.10460 2 HSS6X6X.313 ASTM A500 Grade C (Fy = 50ksi) AISC 360-16 LRFD Member Unity Checks Member Section Unity Check Status Result Case Code Type Design Group I I I I Reference I I BmX001 C12X20.7 0.27609 Pass 3. 1.2D+1.6S+0.5W »-Z F2-3 Strong riexure Steel Beam X_G 2 Check BmX003 HSS6X4X.250 0.00812 Pass 3. 1.2D+1.6S+0.5W »-Z F7-1 Strong riexure Steel Beam X G 3 Check - - BmX004 HSS6X4X.250 0.10775 Pass _ 3. 1.2D+1.6S+0.5W »-Z F7-1 Strong rlexure Steel Beam XG 3 Check __ BmX005 HSS6X4X.250 0.00813 Pass _ 3. 1.2D+1.6S+0.5W »-Z F7-1 Strong riexure Steel Beam X G 3 _ Check - - BmY001 C12X20.7 0.00181 Pass 3. 1.2D+1.6S+0.5W »-Z 1-13-8 Torsion Shear Check Steel Beam Y G 2 BmY002 C12X20.7 0.00181 Pass 3. 1.2D+1.6S+0.5W »-Z 1-13-8 Torsion Shear Check Steel -Beam Y_G 2 BmY003 HSS6X4X.250 0.20537 Pass 3. 1.2D+1.6S+0.5W »-Z F7-1 Strong rlexure Steel Beam Y_G 1 Check BmY004 HSS6X4X.250 0.20539 Pass 3. 1.2D+1.6S+0.5W »-Z F7-1 Strong rlexure Steel Beam Y G 1 _ Check COL003 HSS6X6X.313 0.10459 Pass 3. 1.2D+1.6S+0.5W »-Z H1-1b Combined Check Steel Column G 1 COL005 HSS6X6X.313 0.10460 Pass 3. 1.2D+1.6S+0.5W »-Z H1-1b Combined Check Steel Column G 1 VisualAnalysis 20.00.0001, Full Design www.iesweb.com Page 1 of 1 Page 47 of 53 SWENSON SAY FAGET Francesca Galeotti K:\2022\...\Engineering\Steel\Entry Canopy 09.18.23.vap Tuesday, September 19, 2023 8:05 PM Steel —Beam Y_G 1: Results Axial Deflections Manual Kz: False Size Constraints Strong (dy): None Kz Sidesway?: False Limit Depth?: False Weak (dz): None Manual Ky: False Limit Width?: False Ky Sidesway?: False Overrides Override Fy?: False Override Cb?: False Override HSS t_des?: False Advanced Torsion: False Steel Material: ASTM A500 Grade C (Fy = 50ksi) Specification: AISC 360-16 LRFD Composite Beam?: False Bracing Torsional Bracing Seismic Compactness: Not Ductile Lateral Top (+y): Unbraced Lateral Top (+y): True Check Constrained Axis FTB?: False Lateral Bottom (-y): Unbraced Lateral Bottom (-y): True Overstrength?: False Strong (z): Unbraced Strong (z): True Live Load Reduction: None Disable Checks?: False Check Level: Each Limit State Steel —Beam Y_G 1: Torsion Shear Check Membe Section Offset Result Case r I I ft BmY003 HSS6X4X.250 0.00000 3. 1.2D+1.6S+0.5W »-Z Demand Capacity Tau Code Tau Ksi Reference Ksi 0.21180 27.00000 1­13-1 Unity Check Details 0.00784 Tr = 0.177815 K-ft, Venant Shear = 0.211797 Ksi Steel —Beam Y_G 1: Strong Flexure Check Membe Section Offset Result Case Demand Capacity Mz Code Unity Check r I ft Mz I K-ft I Reference BmY004 HSS6X4X.250 4.00000 3. 1.2D+1.6S+0.5W » Z-6.56981 31.98750 F7-1 0.20539 Steel -Beam Y_G 1: Strong Shear Check Membe Section Offset Result Case r I ft BmY004 HSS6X4X.250 4.00000 3. 1.2D+1.6S+0.5W »-Z Steel Beam Y_G 2: Results Deflections Strong (dy): None Weak (dz): None Overrides Override Fy?: False Override Cb?: False Override HSS t_des?: False Advanced Torsion: False Details Lb = 4 ft, Cb = 1.68037 Demand Vy I Capacity Vy I Code Unity Check I Details K K Reference -1.68278 66.69718 G4-1 0.02523 Shear Area = 2.47027 inA2, Cv = 1 Axial Manual Kz: False Kz Sidesway?: False Manual Ky: False Ky Sidesway?: False Size Constraints Limit Depth?: False Limit Width?: False VisualAnalysis 20.00.0001, Full Design www.iesweb.com Page 1 of 5 Page 48 of 53 Steel —Beam Y_G 2: Results (continued) Steel Material: ASTM A992 Grade 50 Specification: AISC 360-16 LRFD Composite Beam?: False Seismic Compactness: Not Ductile Check Constrained Axis FTB?: False Overstrength?: False Live Load Reduction: None Disable Checks?: False Check Level: Each Limit State Steel —Beam Y_G 2: Torsion Shear Check Membe Section Offset Result Case r I I ft BmY002 C12X20.7 0.00000 3. 1.2D+1.6S+0.5W »-Z SWENSON SAY FAGET Francesca Galeotti K:\2022\...\Engineering\Steel\Entry Canopy 09.18.23.vap Tuesday, September 19, 2023 8:05 PM Bracing Lateral Top (+y): Unbraced Lateral Bottom (-y): Unbraced Strong (z): Unbraced Demand Capacity Tau Tau Ksi Ksi 0.04895 27.00000 Code Unity Check Reference Torsional Bracing Lateral Top (+y): True Lateral Bottom (-y): True Strong (z): True Details 1-13-8 0.00181 Tr = 0.003004 K-ft, Venant Shear = 0.048947 Ksi >teel_Beam Y_G 2: Strong Flexure Check Member Section Offset Result Case Demand Mz Capacity Mz Code ft I I K-ft I K-ft Reference BmY002 C12X20.7 2.13333 1.1.4D 0.05372 88.94960 F2-2 >teel_Beam Y_G 2: Strong Shear Check Member Section Offset Result Case Demand Vy Capacity Vy Code ft I I K I K Reference BmY001 C12X20.7 0.00000 1.1.4D-0.06018 91.36800 G2-1 Steel Column G 1: Results Axial Deflections Manual Kz: False Strong (dy): None Kz Sidesway?: False Weak (dz): None Manual Ky: False Ky Sidesway?: False Overrides Override Fy?: False Override Cb?: False Override HSS t_des?: False Advanced Torsion: False Steel Material: ASTM A500 Grade C (Fy = 50ksi) Specification: AISC 360-16 LRFD Composite Beam?: False Bracing Seismic Compactness: Not Ductile Lateral Top (+y): Unbraced Check Constrained Axis FTB?: False Lateral Bottom (-y): Unbraced Overstrength?: False Strong (z): Unbraced Live Load Reduction: None Disable Checks?: False Check Level: Each Limit State Unity Check I Details 0.00060 Lp = 2.81441 ft, Lr = 9.46722 ft, Lb=4ft, Cb=1 Unity Check I Details 0.00066 Shear Area = 3.384 inA2, Cv = 1 Size Constraints Limit Depth?: False Limit Width?: False Torsional Bracing Lateral Top (+y): True Lateral Bottom (-y): True Strong (z): True VisualAnalysis 20.00.0001, Full Design www.iesweb.com Page 2 of 5 Page 49 of 53 Steel_Column_G 1: Combined Check Member Section Offset Result Case ft SWENSON SAY FAGET Francesca Galeotti K:\2022\...\Engineering\Steel\Entry Canopy 09.18.23.vap Tuesday, September 19, 2023 8:05 PM Demand Capacity I Code Reference COL005 HSS6X6X.313 11.00000 3. 1.2D+1.6S+0.5W »-Z 0.10460 1.00000 H1-1b Steel Column G 1: Axial Check Unity Check I Details KLz = 22 ft, KLy = 22 ft, KL(torsion) = 22 ft, Lb = 22 ft, Axial Unity = 0.014403, 0.10460 Mz Unity = 0.032984, My Unity = 0.06441, Kz = 1, Ky = 1, K(torsion) = 1, Cb = 1.31579 Membe Section I Offset Result Case Demand I Capacity Fx I Code Unity Check I Details r ft Fx K Reference I LL = LL IL, KLY = LL IL, KL(torsion) = 22 ft, COL005 HSS6X6X.313 0.00000 3. 1.2D+1.6S+0.5W »-Z 1.89056 111.17986 E3-3 0.01700 Fcr = 19.212 Ksi, Fe (E3-4) = 21.9065 Ksi, Kz = 1, 9teel_Column_G 1: Strong Flexure Check Membe Section Offset Result Case r I I ft COL003 HSS6X6X.313 11.00000 3. 1.2D+1.6S+0.5W »-Z Demand Capacity Mz Code Unity Check Details Mz K-ft I Reference -1.68224 51.00000 F7-1 0.03299 Lb = 22 ft, Cb = 1.31579 Steel_Column_G 1: Weak Flexure Check Member Section Offset Result Case Demand My Capacity My Code Unity Check Detai ft I K-ft I K-ft I Reference Is COL005 HSS6X6X.313 11.00000 3. 1.2D+1.6S+0.5W »-Z-3.28490 51.00000 F7-1 0.06441 Steel Column G 1: Weak Shear Check Membe I Section Offset I Result Case I Demand Vz Capacity Vz Code I Unity Check Details r ft K K Reference COL005 HSS6X6X.313 22.00000 3. 1.2D+1.6S+0.5W »-Z-0.29863 80.56568 G4-1 0.00371 Shear Area = 2.98391 inA2, Cv = 1 Steel —Beam X_G 2: Results Axial Deflections Manual Kz: False Size Constraints Strong (dy): None Kz Sidesway?: False Limit Depth?: False Weak (dz): None Manual Ky: False Limit Width?: False Ky Sidesway?: False Overrides Override Fy?: False Override Cb?: False Override HSS t_des?: False Advanced Torsion: False VisualAnalysis 20.00.0001, Full Design www.iesweb.com Page 3 of 5 Page 50 of 53 Steel —Beam X_G 2: Results (continued) Steel Material: ASTM A992 Grade 50 Specification: AISC 360-16 LRFD Composite Beam?: False Seismic Compactness: Not Ductile Check Constrained Axis FTB?: False Overstrength?: False Live Load Reduction: None Disable Checks?: False Check Level: Each Limit State Steel —Beam X_G 2: Torsion Shear Check Membe Section Offset Result Case r I I ft BmX001 C12X20.7 0.00000 3. 1.2D+1.6S+0.5W »-Z >teel_Beam X_G 2: Strom Membe Section Offset r I I ft Flexure Check SWENSON SAY FAGET Francesca Galeotti K:\2022\...\Engineering\Steel\Entry Canopy 09.18.23.vap Tuesday, September 19, 2023 8:05 PM Bracing Lateral Top (+y): Unbraced Lateral Bottom (-y): Unbraced Strong (z): Unbraced Demand Capacity Tau Tau Ksi Ksi 0.33581 27.00000 Code Unity Check Reference Torsional Bracing Lateral Top (+y): True Lateral Bottom (-y): True Strong (z): True Details 1-13-8 0.01244 Tr = 0.020611 K-ft, Venant Shear = 0.335814 Ksi Result Case Demand Capacity Mz Code Unity Check Details Mz K-ft Reference K-ft LP = L.01YY1 IL, LI BmX001 C12X20.7 10.92000 3. 1.2D+1.6S+0.5W »-Z 5.62370 20.36910 F2-3 0.27609 ft, Lb = 21.84 ft, Fcr = 12.632 Ksi, rh - 1 Steel —Beam X_G 2: Strong Shear Check Membe I Section Offset I Result Case I Demand Vy I Capacity Vy I Code I Unity Check I Details r ft K K Reference BmX001 C12X20.7 20.17000 3. 1.2D+1.6S+0.5W »-Z-1.31847 91.36800 G2-1 0.01443 5near ,urea = s1 .su4 in-2, c:v = Steel Beam X G 3: Results Axial Deflections Manual Kz: False Size Constraints Strong (dy): None Kz Sidesway?: False Limit Depth?: False Weak (dz): None Manual Ky: False Limit Width?: False Ky Sidesway?: False Overrides Override Fy?: False Override Cb?: False Override HSS t_des?: False Advanced Torsion: False Steel Material: ASTM A500 Grade C (Fy = 50ksi) Specification: AISC 360-16 LRFD Composite Beam?: False Bracing Torsional Bracing Seismic Compactness: Not Ductile Lateral Top (+y): Unbraced Lateral Top (+y): True Check Constrained Axis FTB?: False Lateral Bottom (-y): Unbraced Lateral Bottom (-y): True Overstrength?: False Strong (z): Unbraced Strong (z): True Live Load Reduction: None Disable Checks?: False Check Level: Each Limit State VisualAnalysis 20.00.0001, Full Design www.iesweb.com Page 4 of 5 Page 51 of 53 Steel -Beam X_G 3: Strong Flexure Check Membe Section Offset Result Case r ft BmX004 HSS6X4X.250 18.50000 3. 1.2D+1.6S+0.5W »-Z Steel —Beam X_G 3: Strong Shear Check Membe Section Offset Result Case r I ft BmX004 HSS6X4X.250 18.50000 3. 1.2D+1.6S+0.5W » Z SWENSON SAY FAGET Francesca Galeotti K:\2022\...\Engineering\Steel\Entry Canopy 09.18.23.vap Tuesday, September 19, 2023 8:05 PM Demand I Capacity Mz Code Mz K-ft Reference -3.44659 31.98750 F7-1 Unity Check I Details 0.10775 Lb = 18.5 ft, Cb = 1.85211 Demand I Capacity Vy I Code Unity Check I Details Vy K Reference -1.24959 66.69718 G4-1 0.01874 Shear Area = 2.47027 inA2, Cv = 1 VisualAnalysis 20.00.0001, Full Design www.iesweb.com Page 5 of 5 Page 52 of 53 SWENSON SAY FAGET Francesca Galeotti K:\2022\...\Engineering\Steel\Entry Canopy 09.18.23.vap Tuesday, September 19, 2023 8:08 PM Node Reactions Node Result Case I K K I K N009 3. 1.2D+1.6S+0.5W »-Z -0.15293 -0.29860 1.88962 N010 3. 1.2D+1.6S+0.5W »-Z 0.15293 -0.29863 1.89056 N010 5. 0.9D+W »+Z -0.05538 0.07030 -0.19878 N011 3. 1.2D+1.6S+0.5W »-Z 0.15293 0.29860 1.88962 N012 3. 1.2D+1.6S+0.5W »-Z -0.15293 0.29863 1.89056 N012 5. 0.9D+W »+Z 0.05538 -0.07030 -0.19878 VisualAnalysis 20.00.0001, Full Design www.iesweb.com Page 1 of 1 Page 53 of 53