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25578 calcs 2025-11-14
STRUCTURAL CALCULATIONS FOR YELM COMMERCIAL BLD 1 15152 BERRY VALLEY DR SE YELM, WA 98597 PREPARED BY PCS STRUCTURAL SOLUTIONS NOVEMBER 14, 2025 25-578 DESIGN CRITERIA ASCE Hazards Report Address: 15152 Berry Valley Rd SE Yelm, Washington 98597 Standard:ASCE/SEI 7-16 Latitude:46.945747 Risk Category:II Longitude:-122.618098 Soil Class:D - Default (see Section 11.4.3) Elevation:341.1195268443022 ft (NAVD 88) Wind Results: Wind Speed 97 Vmph 10-year MRI 67 Vmph 25-year MRI 73 Vmph 50-year MRI 77 Vmph 100-year MRI 83 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Mon Aug 04 2025 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 4https://ascehazardtool.org/Mon Aug 04 2025 SS : 1.293 S1 : 0.467 F a : 1.2 F v : N/A SMS : 1.551 SM1 : N/A SDS : 1.034 SD1 : N/A T L : 16 PGA : 0.514 PGA M : 0.617 F PGA : 1.2 Ie : 1 C v : 1.359 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Mon Aug 04 2025 Page 2 of 4https://ascehazardtool.org/Mon Aug 04 2025 Project: Job Number:25-578 Sheet: of Name:KJH Originating Office:Tacoma Date:11/12/2025 DESIGN CRITERIA CHECKLIST CODE: LOCATION: RISK CATEGORY:(Per ASCE 7-16 Table 1.5-1 & IBC Table 1604.5) VERTICAL DESIGN CRITERIA DEAD LIVE PARTITION 15 PSF 25 PSF WIND DESIGN CRITERIA BASIC WIND SPEED (V) =97 MPH (Per ASCE 7-16 Sec. 26.5.1, Fig. 26.5-1A; 1B; 1C & 1D, or as required by Bld'g Dept.) EXPOSURE CATEGORY:B (Per ASCE 7-16 Section 26.7.3) DIRECTIONALITY FACTOR (Kd):0.85 (Per ASCE 7-16 Table 26.6-1) GUST EFFECT FACTOR (G):0.85 (Per ASCE 7-16 Section 26.11) TOPOGRAPHIC FEATURE:(See ASCE 7-16 Figure 26.8-1) HILL HEIGHT (H):15 FT (See ASCE 7-16 Figure 26.8-1) UPWIND DISTANCE TO HALF HILL (Lh):300 FT (See ASCE 7-16 Figure 26.8-1) 315 FT (See ASCE 7-16 Figure 26.8-1) MEAN ROOF HEIGHT:(See ASCE 7-16 Section 26.2 - Definitions) 0 FT (See ASCE 7-16 Section 26.9) ENCLOSURE CLASSIFICATION:(See ASCE 7-16 Secion 26.2 & Table 26.13-1) ROOF TYPE:(See ASCE 7-16 Figure 27.3-1) ROOF SLOPE (__:12):0.50:12 (Enter vertical rise in 12 horizontal units)θ (degrees):2.39 SEISMIC DESIGN CRITERIA SITE CLASS:(Per IBC Section 1613.2.2, Assumed as "D" or per Geotech.) IMPORTANCE FACTOR (IE):1 (Per ASCE 7-16 Table 1.5-2) STRUCTURAL SYSTEM (R):6.5 (Per ASCE 7-16 Table 12.2-1) OVERSTRENGTH FACTOR (Ωo):2.5 (Per ASCE 7-16 Table 12.2-1) INFORMATION BELOW FROM "ASCE HAZARD TOOL" LATITUDE:46.946 SS =1.293 Fa =1.200 LONGITUDE:-122.618 S1 =0.467 Fv =1.830 DEFLECTION CRITERIA FLOOR (LIVE): L/ ROOF (LIVE): L/ FLOOR (TOTAL): L/ ROOF (TOTAL): L/ WALLS: L/ SPECIAL: L/ SOIL DESIGN CRITERIA REPORT:NO BEARING:1500 PSF ACTIVE:35 PCF MINIMUM FOOTING DIMENSIONS: PASSIVE:200 PCF CONTINUOUS: COEFFICIENT OF FRICTION:0.35 SPREAD: FROST DEPTH: PILE TYPE:NONE VERTICAL CAPACITY :N/A LATERAL CAPACITY:N/A UPLIFT CAPACITY:N/A SIZE:N/A 1'-6" ELEVATION: DISTANCE FROM CREST TO SITE (x): SEE SOILS REPORT FOR ACTIVE, PASSIVE PRESSURES AND FRICTION COEFFICIENT 1'-4" 1'-6" ROOF: YELM, WA CONCENTRATED Yelm Commercial Building 1 IBC 2021, ASCE 7-16 Design Criteria - IBC2021 - Revised 2024-04-08 25578 PCSDesignCriteriaIBC2021(Overall (Input)) Project: Job Number: 25-578 Sheet: of Name: KJH Originating Office: Tacoma Date: 11/12/25 MATERIALS CONCRETE Footings/Piles: Columns: Slabs/Walls: Beams: - - REINFORCING Steel Grade =60 fy =60 KSI STRUCTURAL STEEL W-Flange Beams fy =50 KSI Shapes & Plates fy =36 KSI Pipes fy =35 KSI HSS Rect.fy =50 KSI HSS Round fy =46 KSI MASONRY ASTM C90 f'm =2000 PSI GLULAM BEAMS Grade = E = Fb (BOTTOM) = Fb (TOP) = Fv = SCL PRODUCTS E = Fb = Fv = Fc = FRAMING LUMBER Joists & Studs E = Fb = Fv = Fc = Beams & Headers E = Fb = Fv = Posts & Timbers E = Fc = - - - 1400 PSI 2400 PSI 2600 PSI 1.60E+06 PSI 900 PSI 2x DF #2 2x HF #1 3000 PSI 4000 PSI 4000 PSI 4000 PSI 6x DF #1 1.60E+06 PSI 975 PSI 180 PSI 150 PSI 4x DF #2 1000 PSI - - - - 6x DF #1 1.60E+06 PSI 1350 PSI 170 PSI 900 PSI 4x HF #1 1.60E+06 PSI 1.50E+06 PSI 180 PSI 1.50E+06 PSI 975 PSI 150 PSI 1350 PSI 1350 PSI 1¾" SCL 1.30E+06 PSI 1700 PSI 285 PSI 1.80E+06 PSI 2600 PSI 285 PSI 24F-V8 1.80E+06 PSI 2400 PSI 285 PSI 2.00E+06 PSI 2900 PSI 240 PSI 240 PSI 2x SCL 3½, 5¼ SCL ASTM A500, Grade C Simple Spans Cantilevers Yelm Commercial Building 1 - 1850 PSI 1.80E+06 PSI 2400 PSI 2400 PSI 24F-V4 ASTM A500, Grade C - - ASTM A992 - - - SOLID GROUTED ASTM A36 ASTM A53, Grade B Design Criteria - IBC2021 - Revised 2024-04-08 25578 PCSDesignCriteriaIBC2021(Materials) Project: Job Number: 25-578 Sheet: of Name: KJH Originating Office: Tacoma Date: 11/12/25 DESIGN CRITERIA - WIND BASIC WIND SPEED (V): 97 MPH MEAN ROOF HEIGHT: 20 FT RISK CATEGORY: II GROUND ELEVATION FACTOR (Ke): 1.00 EXPOSURE CATEGORY: B ENCLOSURE CLASSIFICATION:Enclosed DIRECTIONALITY FACTOR (Kd):0.85 ROOF TYPE: Monoslope GUST EFFECT FACTOR (G):0.85 ROOF SLOPE (__:12):0.5:12 θ (degrees):2.39 Wind Direction: h/L: ≤0.25 0.50 ≥1.0 Height Above Ground Level, z Kzt Windward wall L/B: 15 1.02 8.1 0-1 20 1.02 8.8 2 25 1.02 9.4 ≥4 30 1.02 9.9 40 1.02 10.8 NOTES: 50 1.01 11.4 1) 60 1.01 12.0 70 1.01 12.5 80 1.01 13.1 90 1.01 13.5 100 1.01 13.9 2) 120 1.01 14.6 Kht = 1.02 140 1.01 15.3 qh = 12.9 PSF 160 1.01 15.8 180 1.01 16.4 200 1.00 16.8 250 1.00 17.9 300 1.00 18.8 350 1.00 19.7 400 1.00 20.5 450 1.00 21.2 500 1.00 21.7 Yelm Commercial Building 1 Windward External Pressures (qz*(GCp)): HORIZONTAL WALL PRESSURES (Figure 27.3-1) -2.0 -14.3 Normal to Ridge for θ < 10° and Parallel to Ridge for All θ All Roofs ROOF PRESSURES (Figure 27.3-1) External Pressures (qh*(GCp)): Internal Pressures (±qi*(GCpi)) Leeward wall Internal Pressures (±qi*(GCpi)) Normal to Ridge for θ ≥ 10° N/A N/A 2.3 h/L: All Roofs N/A -3.3 N/A N/A N/A N/A N/A Horizontal Distance from Windward Edge External Pressures (q*(GCp)): Windward (Negative) Leeward N/A Windward (Positive) ˃h/2 ˃2h Positive Pressure Negative Pressure -7.7 -5.5 2.3 Internal Pressures (±qi*(GCpi)) h to 2h -5.5 ASCE 7-16 CHAPTER 27: WIND LOADS ON BUILDINGS: MWFRS (DIRECTIONAL PROCEDURE) PART 1: ENCLOSED AND PARTIALLY ENCLOSED BUILDINGS OF ALL HEIGHTS Minimum Design Wind Loads (Per ASCE 7-16 27.1.5): The wind load used for design of the MWFRS shall not be less than 16 PSF multiplied by the wall area of the building, and 8 PSF multiplied by the roof area of the building projected on a vertical plane normal to the assumed wind direction. Wall and roof loads shall be applied simultaneously. -3.3 ≤0.5 0 to h -2.0 -9.9 -7.7 Sidewall -2.2 Leeward & Sidewall External Pressures (qh*(GCp)): 2.3 All walls qi has conservatively been taken equal to qh Design Criteria - IBC2021 - Revised 2024-04-08 25578 PCSDesignCriteriaIBC2021(Wind MWFRS) Project: Job Number: 25-578 Sheet: of Name: KJH Originating Office: Tacoma Date: 11/12/25 DESIGN CRITERIA - WIND BASIC WIND SPEED (V): 97 MPH MEAN ROOF HEIGHT: 20 FT RISK CATEGORY: II GROUND ELEVATION FACTOR (Ke): 1.00 EXPOSURE CATEGORY: B ENCLOSURE CLASSIFICATION:Enclosed DIRECTIONALITY FACTOR (Kd):0.85 ROOF TYPE: Monoslope GUST EFFECT FACTOR (G): 0.85 ROOF SLOPE (__:12): 0.5:12 θ (degrees):2.39 1' 1 2 3 N/A N/A 10 SF -16.0 -24.3 -32.1 -43.7 N/A N/A 20 SF -16.0 -22.7 -30.0 -39.6 N/A N/A 50 SF -16.0 -20.6 -27.3 -34.1 N/A N/A 100 SF -16.0 -19.0 -25.2 -30.0 N/A N/A 4 5 4 5 1'1 2 3 N/A N/A 10 SF 16.0 16.0 -16.6 -20.4 -22.0 -22.0 -29.8 -41.4 N/A N/A 20 SF 16.0 16.0 -16.0 -19.1 -21.6 -21.6 -27.0 -36.6 N/A N/A 50 SF 16.0 16.0 -16.0 -17.2 -21.1 -21.1 -23.4 -30.2 N/A N/A 100 SF 16.0 16.0 -16.0 -16.0 -20.7 -20.7 -20.6 -25.4 N/A N/A 500 SF 16.0 16.0 -16.0 -16.0 -19.8 -19.8 -16.0 -16.0 N/A N/A NOTES: 1) 2) Kht = 1.02 qh = 12.9 PSF Yelm Commercial Building 1 ASCE 7-16 CHAPTER 30: WIND LOADS: COMPONENTS AND CLADDING qi has conservatively been taken equal to qh Effective Wind Area POSITIVE PRESSURES NEGATIVE PRESSURES WALL SURFACES & ROOF OVERHANGS PART 1: LOW-RISE BUILDINGS (h≤60 ft) ROOF SURFACES 16.0 16.0 ROOF OVERHANG ZONES ASCE 7-16 30.2.2: Minimum Design Wind Loads: The design wind pressure for C&C of buildings shall not be less than a net pressure of 16 PSF acting in either direction normal to the surface. Effective Wind Area WALL ZONES 16.0 16.0 POSITIVE PRESSURES NEGATIVE PRESSURES NEGATIVE PRESSURES ZONE ALL ZONES Design Criteria - IBC2021 - Revised 2024-04-08 25578 PCSDesignCriteriaIBC2021(Wind C&C) Project: Job Number: 25-578 Sheet: of Name: KJH Originating Office: Tacoma Date: 11/12/25 DESIGN CRITERIA - WIND Yelm Commercial Building 1 FIGURE 27.3-8: Main Wind Force Resisting System, Part 1 (All Heights): Design Wind Load Cases per ASCE 7-16 Design Criteria - IBC2021 - Revised 2024-04-08 25578 PCSDesignCriteriaIBC2021(Wind MWFRS Figure ) Project: Job Number: 25-578 Sheet: of Name: KJH Originating Office: Tacoma Date: 11/12/25 DESIGN CRITERIA - WIND Yelm Commercial Building 1 FIGURE 27.3-1 Main Wind Force Resisting System, Part 1 (All Heights): External Pressure Coefficients, Cp, for Enclosed and Partially Enclosed Buildings - Walls and Roofs per ASCE 7-16 Design Criteria - IBC2021 - Revised 2024-04-08 25578 PCSDesignCriteriaIBC2021(Wind Ext. Pressure Coefficients) Project: Job Number: 25-578 Sheet: of Name: KJH Originating Office: Tacoma Date: 11/12/25 DESIGN CRITERIA - WIND Yelm Commercial Building 1 FIGURE 30.3-1: Components and Cladding [h ≤ 60 ft]: External Pressure Coefficients, (GCp), for Enclosed and Partially Enclosed Buildings - Walls Design Criteria - IBC2021 - Revised 2024-04-08 25578 PCSDesignCriteriaIBC2021(Wind C&C - Walls) Project: Job Number: 25-578 Sheet: of Name: KJH Originating Office: Tacoma Date: 11/12/25 DESIGN CRITERIA - SEISMIC ASCE 7-16 SECTION 12.8 - EQUIVALENT LATERAL FORCE PROCEDURE RISK CATEGORY: II LATITUDE: 46.946 SITE CLASS: D LONGITUDE: -122.618 IMPORTANCE FACTOR (IE):1 SS =1.293 STRUCTURAL SYSTEM (R): 6.5 S1 =0.467 OVERSTRENGTH FACTOR (Ωo):2.5 Fa =1.200 Fv =1.830 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 =1.552 SM1 = 1.5*Fv*S1 = 1.282 Section 11.4.5 - Design Spectral Response Acceleration Parameters SDS = 2/3*SMS =1.034 SD1 = 2/3*SM1 =0.855 ASCE 7-16 SECTION 11.6 - SEISMIC DESIGN CATEGORY - SECTION 12.8.2 - PERIOD DETERMINATION I & II III IV < 0.167g A A A < 0.33g B B C < 0.50g C C D >= 0.50g D D D D I & II III IV < 0.067g A A A PERIOD DETERMINATION: < 0.133g B B C Ct =0.02 < 0.20g C C D hn =16 FT >= 0.20g D D D x =0.75 D Ta = Ct*hn x =0.160 ASCE 7-16 SECTION 12.8.1.1 - SEISMIC RESPONSE COEFFICIENT GENERAL EQUATION:CS = SDS/(R/I) =0.159 <--CONTROLS EQ. 12.8-2 MAXIMUM:CS = SD1/(T*(R/I)) =0.822 EQ. 12.8-3 MINIMUM:CS = 0.044*SDS*I > 0.01 =0.046 EQ. 12.8-5 For structures located where S1 > 0.6g CS = 0.5*S1/(R/I) =0.000 EQ. 12.8-6 ASCE 7-16 SECTION 12.8.1 - SEISMIC BASE SHEAR V = CS*W =0.159*W W = the total dead load and applicable portion of other loads as indicated in Section 12.7.2 Yelm Commercial Building 1 ASCE 7-16 TABLE 11.6-2 SEISMIC DESIGN CATEGORY BASED ON SD1 ASCE 7-16 TABLE 11.6-1 SEISMIC DESIGN CATEGORY BASED ON SDS Each building and structure shall be assigned to the most severe Seismic Design Category in accordance with Table 11.6-1 or Table 11.6-2, irrespective of the fundamental period of vibration of the structure. RISK CATEGORY: RISK CATEGORY: Design Criteria - IBC2021 - Revised 2024-04-08 25578 PCSDesignCriteriaIBC2021(Earthquake) Project: Job Number:25-578 Sheet: of Name:KES Originating Office:Tacoma Date:11/12/25 IBC2018/ASCE7-16 CRITERIA GROUND SNOW LOAD (Pg) =25 PSF EXPOSURE FACTOR (Ce) =0.9 THERMAL FACTOR (Ct) =1.1 IMPORTANCE FACTOR (Is) =1.1 ROOF SLOPE FACTOR (Cs) =1.0 ROOF SNOW LOAD (Ps) =19.06 PSF SNOW DENSITY (γ) =17.25 PCF BALANCED SNOW LOAD (hb) =1.105 FT NOTE: SEE FOLLOWING PAGE FOR UNBALANCED SNOW LOAD CASE 1 CASE 2 CASE 3 CASE 4 CASE 5 CASE 6 Lu =0 FT 0 FT 0 FT 0 FT Lb =58 FT 129 FT 0 FT 0 FT hr =5.0 FT 5.0 FT 0.0 FT 0.0 FT hc =3.90 FT 3.90 FT -1.10 FT -1.10 FT Leeward (hd) =1.40 FT 1.40 FT 0.00 FT 0.00 FT Windward (hd) =2.00 FT 2.98 FT 0.00 FT 0.00 FT Maximum?2.00 FT 2.98 FT 0.00 FT 0.00 FT hc < hd?NO NO YES YES Maximum (h d)=2.00 FT 2.98 FT -1.10 FT -1.10 FT Drift W =8.02 FT 11.91 FT -8.84 FT -8.84 FT W > Lb?NO NO NO NO Pd(MAX) =34.6 PSF 51.4 PSF -19.1 PSF -19.1 PSF IF W > L b, P d(TRUNCATED) =N/A N/A N/A N/A Check Sliding?NO NO NO NO PSLIDING (on 1st 15ft) =N/A N/A N/A N/A Per ASCE 7-16 Figure 7.4-1 Ps = 0.7(Ce)(Ct)(Cs)(I)(Pg) γ = ((0.13)(Pg) + 14) <= 30 PCF hb = (Ps)/(γ) Yelm Commercial SNOW DRIFT Per ASCE 7-16 Figure 7.2.1 & Table 7.2 Per ASCE 7-16 Table 7.3-1 Per ASCE 7-16 Table 7.3-2 Per ASCE 7-16 Table 1.5-2 Lu W hc hd hb Pf Pf Pd CRITERIA BALANCED SNOW LOAD hr DRIFTING & SLIDING SNOW LOAD (in addition to balanced snow load) Lb LATERAL BRICK VENEER OVER WOOD FRAMING = 45 P5F ❑ 5TUCC0 OVER WOOD FRAMING = WINDOW - I" 6LA55 = 8 P5F 0 zo SOUTH ELEVATIONI �VN brie -q,5 QS x 99H fi Li J3' 3 2 i TOTAL AREA = 616.62 sr vqS s uo _ I�S� x l� ft2 = 1 Z .3 4 k PARAPET ®BRICK LOWER 23'-41/7' S PARAPET@STUCCO 21'-3" t I N BOTTOM OF ROOF LLI —1-II JL 11-11 II 1 i II II " II II I'r+—I J FLOOR 1 T TOTAL AREA = 281.03 sf ."'IS Widow 1 V,F X 2g�� ��2 � 2 .251- V 0' 4' 8' 16' 6 PARAPEI'�BRICK LOWER V 23'-4I/2' PARAPET ® STUCCO Q _ BOTTOM OF ROOF 16'_0:-0:' J � Q 00 U� _FLOOR LU W T H O M A S architecture studios 525 COLUMBIA ST. I OLYMPIX WA 98501 360.915.8775 1 tosolympia.com 1 - 0' 4' 8' 16' L/ (1) 0 A W i � UAW . TOTAL AREA 8brICK• TOTAL AREA 841.54 sf wQ PARAPET @BRICK LOWER -41/2 �T _ —23 41/2 �- PARAPET (rD STUCCO LU Lu .. -.--- BOTTOM —F6Lu ._—_ ___—.___..___. ^ BOTrOM OF ROOF Cq w in i Ln .... _. - tl ,..,, - .,•, ' Project No: 2521 2 SCHEMATIC DESIGN zo 1 JULY 15, 2025 SIR 40OR1 FLOOR TOTAL AREA = 86.1b sf U0 0vJ " 9 p5f 'L C X 31.$t }0 IC. � ""w (/�%Iil (�QVtJ TOTAL AREA = 861b sF EAST ELEVATION 3 WEST ELEVATION 4 16' 0' 4' B' b' 0' 4' 6 ELEVATIONS A-301 All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright 0 2025 by Thomas Architecture Studio. All rights reserved. Project: i'e `m l V AVVL?W1' o�., 1 Job No: 15 -15 1a PCs g Subject: -- (/RW -I Sheet Name: IL T H Structural Solutions Originating Office: ❑ Seattle Tacoma ❑ Portland Date: Z S I? � f, 1 S V (, (,0 Lkd S Roo+ p = Is pS-� WOHIs S = Z s psi Fzob f Vi q h r 1 roof urea l5 pS+ SO 41. At fk") Par � ot1S � l oor Ciao. �0 pSf �3 3 5.2 S f j-z ) = Bay, syltaI V = CSW �'S = i - 0 3 4 9 g U-5 ( wuo d 0uayv aII0 I ;: (ab VV00 E,Ucis = Io psi 3tvdd wl on'cK, v-uieer = NS psf Studs wIStLiva =Zv psf I" olI:- vUindovjS S� honS � V0 pSk tG CS SAS =0 .ISM R-I�e Ciylq p . is !L� 0•%I'z • pm&g u r ►mien do not coa+mI Cs IDS ` VMS CAS VV �N-wAll i S-wav1 I partibbns;mo�) DNS = 0.tSCA C r9� �+ Sq w+ }Hw IZIY) - 15Zt- - Vr\3 �rtom�awl� CSvJ (E-wAI1I W-WA II ,pathJj-nS,YDof) �RSv �rrw = 0Ck C �'A �- + 39v,►c, + 3u1- } utty) z LA nomiAa(� AS b 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 Ca�CS p-er ;aSC� �'ttA 2� 3,N PUrc,ie,.s 7 ---------------- t GiC pn _a!- t U.0 PS k — _ -- ���ward 11•ou PS{ X -La braCY- Ark0. - 34q.L4 t+Z Co StuCC,b p r-olp��s', �SOUTHELEVATIONIr, �p = Io.35 psi (aCPn vviitdWmvd = IV.35 pS-117 x 11S = 15.5 QSf eward ; 10.'3S psf x -1r0 PIS --------- s�Uc c o 0'v%M - 43.5 f+ z @ t3rc C Ir- pax- ape+ = 11.0 c9 psf CAcpn `Vq'AdINGtrd = ILOU pS- x 1.5 = I(v.(p ps Ut?,W and = (t.aU PSG' - 1,0 v -11. 1 ps f 2 ----__-_ A_502- PARAPET HEIGHTS $ LOCATION5 SAME FOR NORTH ELEJ IN 1N I CKiUK DLLCV StC..I 1CJN INTERIOR BL06 5EGTION .,r)�-A reItvan *� s �$IM I A-501 C Y r 11 ,_; _' 117 .,)r rte I -eva n + t0 Cup Gs PARAPEr @ BRICK LOWER 23'-41/2' — — PARAPEr Ca STUCCO \ BOTTOM OF ROOF - =o ONO 0' 4' 8' 16' 11— m J � 0, Q 00 U� r W L' w W rn I � W LU J U ~ J m W � r Q Project No: 2521 SCHEMATIC DESIGN JULY 15, 2025 ELEVATIONS A-301 All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, of disclosed without the written consent of the architect. Copyright O 2025 by Thomas Architecture Studio. All rights reserved. Q z z w Q V 1 z Q )01110� h.(n g ,Naljb r 19.3 Psf `� use ((j pSf x l tS (q ft2 = I S , q,6 K- s4nit bitic� , anly �arG�2is d►�fe,Y��1k Ito�c,, parapets = 21-'4 Psi 3u�{,�I f�2=1.59 ro s 2A ^3r t'c, C- r� E WAlfS = l"Z.I PS --> 0 S C (to PS x Z e5�1 -ftZ :: 42-q(plc 10'q 1 V Pps Y.Vol- #- a.S`1 IC i- 412 Li Mc- w o I�5 Vl. I Project No: 2521 SCHEMATIC DESIGN J U LY 15, 2025 SECTIONS A-401 All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed wi0tout the written consent of the architect. Copyright m 2025 by Thomas Architecture Studio. All rights reserved. Project: 1 wk W VYiffwXL, (,.t Job No: Z S — 5100 %IIPCS Subject: C A,%� Sheet Name: �= 7 lA Structural Solutions Originating Office: ❑ Seattle [Tacoma ❑ Portland Date: g 1 1 LS L Ot f PWO i S (A M Vl CA INS 31 �- 31w E W 31 is I� S�iS 1M � L CO nt-rots 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 FLOOR 1 0" PARAPET @ STUCCO 21' - 3" BOTTOM OF ROOF 16' - 0" PARAPET @ BRICK (LOWER) 23' - 4 1/2" 123457 16 ' - 0 " 5 ' - 3 " 2' - 1 1 / 2 " 6 FLOOR 1 0" PARAPET @ STUCCO 21' - 3" BOTTOM OF ROOF 16' - 0" PARAPET @ BRICK (LOWER) 23' - 4 1/2" 1 2 3 4 5 7 2' - 1 1 / 2 " 5' - 3 " 1 6 ' - 0 " 6 A-801 1 FLOOR 1 0"STREET -6" PARAPET @ STUCCO 21' - 3" BOTTOM OF ROOF 16' - 0" PARAPET @ BRICK (LOWER) 23' - 4 1/2" A CB 5' - 3 " 1 6 ' - 0 " FLOOR 1 0" BOTTOM OF ROOF 16' - 0" PARAPET @ BRICK (LOWER) 23' - 4 1/2" ACB 16 ' - 0 " 7' - 4 1 / 2 " A-801 2 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2025 by Thomas Architecture Studio. All rights reserved. A-301 Project No: 2521 JULY 15, 2025 SCHEMATIC DESIGN Y E L M C O M M E R C I A L B L D G 1 15 1 5 2 B E R R Y V A L L E Y D R S E Y E L M , W A 9 8 5 9 7 ELEVATIONS DE U T S C H E R - 1 SOUTH ELEVATION1 2 NORTH ELEVATION 3 EAST ELEVATION 4 WEST ELEVATION 0' 4' 8' 16'0' 4' 8' 16' 0' 4' 8' 16' 0' 4' 8' 16' 3!g,f struct, t 81@k L," cc ' 5 rrs� = 0, 23 irif 31S-rrt ca 4 %0i@ 4l" a c vS,ts-0 = 0. 3 6 ro � Oc vsn-&'D0 0, LP-+ �,�k..=o•t��wt� 3'i (0 IS wt f 0 2�.42i Li 71 3N•Sj T T. 11h T T it4J1, I1-.0b1- T H O M A S architecture studios 525 COLUMBIA ST. O-MPIA, wA 9-1 360.915.8775 tosolympia.com �- Project No: 2521 SCHEMATIC DESIGN J U LY 15, 2025 LC� FLOOR PLAN A-201 SHEAR LOAD MAP (ASD) I I Z T 1� 3-t �- /IZq I = 0 .tigT wtf All material herein consfitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright ®2025 by Thomas Architecture Studio. All rights reserved. Project: leIm C061�cI 0, Job No: ZS — S 9 on PCS� Subject:wl Sheet Name: KS" Structural Solutions Originating Office: ❑ Seattle E?"Tacoma ❑ Portland Date: g �� Shear VVAIIS - Oyert-oykII(W i _* ) ( 15. L 119 s-V+ ,ex"'0C tS brt'Ly- Vim-NSps_i Mop = 3,4_�V- )( 16' = t"Z M\zts 4.b3 k- X t, I q 4.09 �)X Z I = 2y. (S. Y"f{ wweMI AsD Asp Loud facitr i 0.2S'0s) Mrs +N,e f0 r a i I SVUar ✓ua I IS SD5 = 1•03y � fa Lto( = 0.S A `(' 55,52 V, p.M)(vl.I$ V, •f'v) 5 -+ I - V. 12 �' �,nO�l�S+s � ho�d�✓�>n —:5V\1 � +_i5e ti PU 11 ry, l c lq l rvn "+ rrl Twiow = 9.5 35 k (e�`d Sam for out 6�v_j-h wall s vja11S 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.pcs-structural.com �Zpcs Structural Solutions �ADQ' 4 IT Project: Al m C0M W_Y_u G(, I Job No: 2$ _ 51- g Subject: W t �O'- I Sheet Name: PT it Originating Office: ❑ Seattle [R"*T'acoma ❑ Portland Date: S I U l Z S I N�R�2 <-=(0.1-+S yc.1F)(Sq.g2') = i0. 40 n iz i Len c -rh z ti Di? 2 (;mg th :. Lt S e H b r2 ,I DIzi pSfl. 2V. ZI- )(�; 0.32 is P= IS�Sf ZS, ��5q.g2�� = 12.59 k rx'tenbr hots br1c1_ veneer � +Vl_ >,-eJ is 5tLA4s wrstw_co (Wpsf) W = �l�Zftz���IS pSf� k (20 y�s� ulo'�c S�,�z'�—Z�2f�� = ZS.q�- ic Mof = to 9 x Ito' = r cv u .4 Y, • f-1, HOP ? vJ 32 �c S� ,� Z') + C� t 2 ,�� Ic i ZS Y�� � S�q Z 22 " I 1 � q . 13 1. . NO HIDU NrEDEI) 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 Pordand 101 SW Main Street, Suite 280 • Portland, OR 97204 • tel: 503.232.3746 Project: 140 m CO m m.Q/124 G' I Job No: Z 5 — S I9 ■MPCS Subject: U(llt�Sheet Name: 161 h Structural Solutions Originating Office: ❑ Seattle E�`facoma ❑ Portland Date: $ V U I LS NV_ i "D?-I 1(0 BDIZ 1 I"OA `7 IAC41 ik&e HDR SAD R Z= 1 S pS-F 2 9 31 )� =0 .32 l� p = IS psf ( at;" ) (2B.-fs I) = (0.0If V- 7, �Xk-ewfoc- has - 18Z �+_2 or br�c.ic- Ve"v Y,,es+ iS S�ucAs w/ st-occo W � (inffiZ)(4S+ �2�ps1�[([6. x 153-S-15Zf}�'= 13•-35K MO r ` 5.031, y 1(0' = `d0 ,4t V, ..�� tA° p P VV M g-S " (0, 3 2 -v, ) CC6. ��. + 13 .�S �> x Z$ .�S' 1 2 q 3 • (Dg Ic f f- j IL - H- ( 0 , 3c1) (2q 3 . G S 9 F ►1 28.--5I .•. No HDO N&EDc p 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 W Project: 'tyl m (,o'n'! Ii1�.1��+ Del Job No: Subject: 0,IeAI Sheet Name: IGS Originating Office: ❑ Seattle [Tacoma ❑ Portland Date: I i 1� PX V-160r 0 brI LAc- VUx eer pt,U30M 1, 4 (0= it's V, UJUIi = �Sw)00(1-94,') = Z.nuk H�� � �dj wain .•. cnse �>v� =(iS{�s��� Z)�3y.5'� 0,S2r-- VV = (yS�(�(y'�(3N,S'�= Z�t•�S� MOT - tt-% 1�- -$ itv' - C g00 .% I - f-I- 0DR Vv P 34•Si N�VcS (ri , X Li v` x 3K.s`) + C(N.%\lw t 0.SZw) x z = Li4-t � Ft W- 0 .4 }3 '� v5t DTTv� m,n. 3y .S' P pmj Will L) railow = 0-SLOr- \�> V�.(3 3LA -S' e c iP,jri L-C is WI CAC- ve ry �e,r Act; w alb E-1DlZ c h4j Will HN2- QSf)(22)(3L.1.b') = 0-S,Zr— Nl = (yS P&� )61(,/)(39,S ) z4.S4IC 34.S'I y 43B .tS wt HDU 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: g e l w C 0 M ryU'rU\ ( Job No: 2 S- S 1�; •3 PCs Subject: 1 A 1f,►(W Sheet Name: VA Structural Solutions Originating Office: ❑ Seattle [?"'Tacoma ❑ Portland Date: R 7 S Adjwail = 13.�5 � P M. 91 = (loadin� fVDM beats on SW, G A c I(,s shown eL,e,r+ pa 'e) (0-W51 KI�)(2g .4V) = IB .S I'- ►3 .-i S �r- w k Iz 1 — P = c ►s p50 z 1) (z8 .'Li I') _ O' 5 5 ,n, 4.54 waII me K6a/l IS A00d fermi/79 00 Psf) MST = Is .5 r4 x apt = 2q tv RI P W ZS,y"Z� L I, f 4- Seattle 1011 Westem 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: A CI YIA CO Afi (VI6, t 6i1.I Job No: -LS - S -f$ apcs Subject: V(kRA" O Sheet Name: Structural Solutions Originating Office: ❑ Seattle [Tacoma ❑ Portland Date: S 2-5 Soo tb SQsf x sao = 'i Lo T � I di 10.0s' (c.tv,t SoO tb H20p►f 5vv" twc�kt �t 5 INL + Sots _ 5(003- 2tb ' wL -r Sob i3 3161 .y Ib Z�o3.totb 2 �03•b tb LB03,lQlb R R2 MO+mWK Alb ult R.2 (�+2jVjRi 0 = (t33%1.4 tb�C / +(2So3.(Pi1o)( R I = S\, awAV1011s►s wlouo- roof top LAnit5 (conwot ve- for uu-t-U,cniq) Z.SSP RI g'I Mowd/vi+S AlgowA, ?-ti 2 M>z7, = a V (1139 V`)( )+ (-L,S xo( ) - RI i 1 Seattle 1011 Westem 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 GRAVITY 3 A-401 4 A-401 1 A-401 A-603 11 A-603 9 A C 123457 B 1/ 4 " / 1 ' - 0 " 21' - 6"21' - 6"21' - 6"21' - 6"43' - 0" 28 ' - 3 1 / 2 " 2 8 ' - 3 1 / 2 " 56 ' - 7 " ROOF HATCH OUTLET AT UNDERSIDE OF CANOPY, TYPICAL 5 A-401 SCUPPER & DOWNSPOUT A-603 9 SIM. A-603 14 TYP. A-603 10 6 129' - 0" 2 A-401 CRICKET SCUPPER & DOWNSPOUT 1 / 4 " / 1 '- 0 " 1/4" / 1'-0" 1/4" / 1'-0"1 / 4 " / 1 '- 0 " C R I C K E T CRICKET C R I C K E T GENERAL NOTES 1. DIMENSIONS TO GRID LINES UNLESS NOTED OTHERWISE. 2. SEE SECTIONS ON SHEET A-401 FOR ADDITIONAL INFORMATION. SEE STRUCTURAL DRAWINGS FOR ADDITIONAL INFORMATION ON SIZE AND SLOPE OF TRUSSES. 3. EXHAUST DUCTS SHALL BE PROVIDED FOR ANY TENANT IMPROVEMENT IN WHICH THEY ARE REQUIRED. ROOF LEGEND SECTION MARKER, NUMBER BELOW INDICATES PAGE WHERE SECTION CAN BE FOUND, NUMBER ABOVE INDICATES THE SECTION LOCATION ON THE PAGE. DETAIL MARKER, NUMBER BELOW INDICATES PAGE WHERE DETAIL CAN BE FOUND, NUMBER ABOVE INDICATES THE DETAIL LOCATION ON THE PAGE. GRID LINES ELECTRICAL OUTLET 1 A101 1 A101 0 ROOF DOWNSPOUT CALCULATION TOTAL ROOF AREA TO BE DRAINED = 7,793 SF DOWNSPOUT SIZE: PER 2018 UPC, APPENDIX D, TABLE D101.1, ANTICIPATED RAINFALL PER HOUR FOR A 100 YEAR OCCURRENCES IS 1" PER HOUR. (.01 GPM/SF) 7,793 SF x 0.01 GPM/SF = 77.93 GPM PER UPC TABLE 1101.12, THE FLOW RATE THROUGH VERTICAL LEADERS SHALL NOT EXCEED THE FOLLOWING: 2" DIAMETER WILL HANDLE = 30 GPM 3" DIAMETER WILL HANDLE = 92 GPM 4" DIAMETER WILL HANDLE = 192 GPM 2 DOWNSPOUTS OF 3" DIAMETER VERTICAL LEADER ON ROOF CAN DRAIN: 2 x 92 GPM = 184 GPM 184 GPM > 77.93 GPM = OK 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2025 by Thomas Architecture Studio. All rights reserved. A-202 Project No: 2521 JULY 29, 2025 SCHEMATIC DESIGN Y E L M C O M M E R C I A L B L D G 1 DE U T S C H E R - 15 1 5 2 B E R R Y V A L L E Y D R S E Y E L M , W A 9 8 5 9 7 ROOF PLAN 1/8" = 1'-0"1 ROOF PLAN 0' 4' 8'16' PROJECT NORTH TRUE NORTH Project: Job Number:25-578 Sheet: of Name:KES Originating Office:Tacoma Date: 11/12/25 2018 NDS/2018 IBC WALL DATA LUMBER TYPE:APPLIED LOADS:PDEAD =435 LBS Fb = 900 PSI WWIND =20.4 PSF PLIVE =0 LBS Fc = 1350 PSI WSEISMIC =18.6 PSF PSNOW =725 LBS Fc⊥= 405 PSI PWIND =0 LBS E = 1.50E+06 PSI PSEISMIC =0 LBS STUD SIZE:(1)MISCELLANEOUS:HEIGHT =16 FT AX = 8.25 IN2 SPACING =16 IN SX = 7.56 IN3 ECCENTRICITY =0.5 IN IX = 20.80 IN4 CF(COMPRESSION) = 1.10 (NDS 4.3.6) CF(BENDING) = 1.3 (NDS 4.3.6)APPLY? FcE = 369.3 PSI CSYS(BENDING) = 1.15 NO (SDPWS T3.1.1.1) Cb = 1.25 (NDS 3.10.4)Cr(BENDING) = 1.15 YES (NDS 4.3.9) LOAD CASES - IBC 1605.3.1 CASE 1 DEAD + LIVE + 5 PSF LAT.CASE 4 DEAD + 0.45WIND + 0.75LIVE + 0.75SNOW CASE 2 DEAD + SNOW + 5 PSF LAT.CASE 5 DEAD + 0.60WIND CASE 3 DEAD + 0.75LIVE + 0.75SNOW + 5 PSF LAT.CASE 6 DEAD + 0.7SEISMIC CASE 7 DEAD + 0.53SEISMIC + 0.75LIVE + 0.75SNOW ALLOWABLE STRESSES - Cd PER NDS T2.3.2, Cp PER NDS 3.7.1, ASSUME Cm, Ct, Ci, CL = 1.0 CASE CD Fc* FcE/Fc* CP Fc' Fb' Fc⊥ 1 1.00 1485 0.25 0.234 348 1346 506 2 & 3 1.15 1708 0.22 0.206 351 1547 506 4 & 5 1.60 2376 0.16 0.150 357 2153 506 6 & 7 1.60 2376 0.16 0.150 357 2153 506 APPLIED STRESSES - NDS CHAPTER 3 DESIGN EQUATIONS CASE PAPPLIED fc MLAT. LOAD MECC.MTOTAL fb 1 435 53 213 18 225 356 2 1160 141 213 48 244 386 3 979 119 213 41 239 379 4 979 119 392 41 417 662 5 435 53 522 18 534 847 6 435 53 556 18 567 899 7 979 119 421 41 446 708 DESIGN CHECKS - COMBINED STRESS CHECK PER NDS EQN 3.9-3 CASE fc/Fc' fb/Fb' fc/Fc⊥Combined fc/FcE Deflection L/? 1 0.15 0.26 0.10 0.33 0.14 0.33 L/579 2 0.40 0.25 0.28 0.56 0.38 0.36 L/534 3 0.34 0.24 0.23 0.48 0.32 0.35 L/544 4*0.33 0.31 0.23 0.56 0.32 0.38 L/512 5*0.15 0.39 0.10 0.48 0.14 0.48 L/400 6 0.15 0.42 0.10 0.51 0.14 0.84 L/229 7 0.33 0.33 0.23 0.60 0.32 0.66 L/291 MAX. --->0.40 0.42 0.28 0.60 0.38 0.84 L/229 O.K.O.K.O.K.O.K.O.K. PLATE BENDING - *ALIGN STUDS WITH JOISTS WHERE POSSIBLE* MISCELLANEOUS:ALLOWABLE STRESSES: Cfu =1.15 (NDS 4.3.7)FV' =173 PSI FV =150 PSI Fb' = 1547 PSI DBL TOP PLATE PROPERTIES:APPLIED STRESSES: AX = 16.50 IN2 fv =70 PSI <--- O.K. SX = 4.13 IN3 fb =1125 PSI <--- O.K. IX = 3.09 IN4 ∆MAX =0.021 IN 218 LB YELM COMMERCIAL STUD REACTIONS (OUT - OF - PLANE) STUD WALL DESIGN * Deflections reduced by 0.42 per IBC Table 1604.3 footnote f. Increase deflection by 1.4 for jambs supporting glass. WALL DATA LOAD CASES - IBC 1605.3.1 ALLOWABLE STRESSES - Cd PER NDS T2.3.2, Cp PER NDS 3.7.1, ASSUME Cm, Ct, Ci, CL = 1.0 PLATE BENDING - *ALIGN STUDS WITH JOISTS WHERE POSSIBLE* APPLIED STRESSES - NDS CHAPTER 3 DESIGN EQUATIONS DESIGN CHECKS - COMBINED STRESS CHECK PER NDS EQN 3.9-3 Stud Wall - IBC2015 - Revised 12/19/2016 IBC18StudWallBasicLoadComb (9)(STUD WALL (1)) Wood Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:B1 11-5-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Referenced Design Standard(s) : NDS 2024 Load Combination Set : ASCE 7-16 Code References Governing Code : IBC 2024 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 5.5x12 Span = 13.50 ft 1 2 D(0.5)D(0.435) S(0.725) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 29.0 ft Point Load : D = 0.50 k @ 6.750 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio Maximum Shear Stress Ratio 5.5x12 0.517 Section used for this span5.5x12 : 10.926 =: 1 Load Combination +D+S +D+S Span # where maximum occurs Span # 1 Location of maximum on span 6.750 ft 157.66 psi= 2,760.00 psi Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination = = = 304.75 psi== 0.000 ft= = 2,555.80 psi Maximum Deflection 423 >=360 251Ratio =0 >=240 Max Downward Transient Deflection 0.382 in 0 Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.643 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only n/a Span: 1 : +D+S n/a NDS2018 NDS2018 .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 13.451 ft 1 0.488 0.263 0.90 1.000 1.001.00 1.00 11.60 1,054.3 2,160.0 2.76 238.51.00 62.71.00 1.00Length = 0.04927 ft 1 0.007 0.263 0.90 1.000 1.001.00 1.00 0.16 14.2 2,160.0 2.76 238.51.00 62.71.00 1.00+D+S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.451 ft 1 0.926 0.517 1.15 1.000 1.001.00 1.00 28.11 2,555.8 2,760.0 6.94 304.81.00 157.71.00 1.00Length = 0.04927 ft 1 0.013 0.517 1.15 1.000 1.001.00 1.00 0.40 36.1 2,760.0 6.94 304.81.00 157.71.00 Wood Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:B1 11-5-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00+D+0.750S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.451 ft 1 0.790 0.439 1.15 1.000 1.001.00 1.00 23.98 2,180.4 2,760.0 5.89 304.81.00 133.91.00 1.00Length = 0.04927 ft 1 0.011 0.439 1.15 1.000 1.001.00 1.00 0.34 30.6 2,760.0 5.89 304.81.00 133.91.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.451 ft 1 0.165 0.089 1.60 1.000 1.001.00 1.00 6.96 632.6 3,840.0 1.65 424.01.00 37.61.00 1.00Length = 0.04927 ft 1 0.002 0.089 1.60 1.000 1.001.00 1.00 0.09 8.5 3,840.0 1.65 424.01.00 37.61.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+S1 0.6429 6.799 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 8.080 8.080 Max Upward from Load Combinations 8.080 8.080 Max Upward from Load Cases 4.894 4.894 D Only 3.186 3.186 +D+S 8.080 8.080 +D+0.750S 6.857 6.857 +0.60D 1.912 1.912 S Only 4.894 4.894 Wood Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:B2 11-5-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Referenced Design Standard(s) : NDS 2024 Load Combination Set : ASCE 7-22 / IBC 2024 Code References Governing Code : IBC 2024 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-22 / IBC 2024 5.5x15 Span = 17.50 ft 1 2 D(0.5)D(0.435) S(0.725) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 29.0 ft Point Load : D = 0.50 k @ 10.750 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio Maximum Shear Stress Ratio 5.5x15 0.442 Section used for this span5.5x15 : 10.805 =: 1 Load Combination +D+0.70S +D+0.70S Span # where maximum occurs Span # 1 Location of maximum on span 8.942 ft 134.73 psi= 2,729.41 psi Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination = = = 304.75 psi== 16.286 ft= = 2,198.53 psi Maximum Deflection 379 >=360 279Ratio =0 >=240 Max Downward Transient Deflection 0.553 in 0 Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.751 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only n/a Span: 1 : +D+0.70S n/a NDS2018 NDS2018 .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 17.50 ft 1 0.501 0.273 0.90 0.989 1.001.00 1.00 18.38 1,069.5 2,136.1 3.59 238.51.00 65.21.00 1.00+D+0.70S 0.989 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 17.50 ft 1 0.805 0.442 1.15 0.989 1.001.00 1.00 37.79 2,198.5 2,729.4 7.41 304.81.00 134.71.00 1.00+D+0.5250S 0.989 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 17.50 ft 1 0.702 0.385 1.15 0.989 1.001.00 1.00 32.93 1,916.1 2,729.4 6.45 304.81.00 117.31.00 Wood Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:B2 11-5-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00+0.60D 0.989 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 17.50 ft 1 0.169 0.092 1.60 0.989 1.001.00 1.00 11.03 641.7 3,797.4 2.15 424.01.00 39.11.00 1.00+D+0.10S 0.989 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 17.50 ft 1 0.324 0.177 1.60 0.989 1.001.00 1.00 21.15 1,230.7 3,797.4 4.13 424.01.00 75.11.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+0.70S1 0.7508 8.814 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 8.440 8.554 Max Upward from Load Combinations 8.440 8.554 Max Upward from Load Cases 6.344 6.344 D Only 3.999 4.113 +D+0.70S 8.440 8.554 +D+0.5250S 7.330 7.444 +0.60D 2.399 2.468 +D+0.10S 4.633 4.748 S Only 6.344 6.344 Wood Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:B3 11-5-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Referenced Design Standard(s) : NDS 2024 Load Combination Set : ASCE 7-16 Code References Governing Code : IBC 2024 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V8 2,400.0 2,400.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 5.5x16.5 Span = 21.50 ft 5.5x16.5 Span = 4.0 ft 1 2 3 D(0.5) D(3.186) S(4.894) D(0.4350) S(0.7250) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans : D = 0.0150, S = 0.0250 ksf, Tributary Width = 29.0 ft Load for Span Number 1 Point Load : D = 0.50 k @ 10.750 ft Linked Load(s) Beam B1 11-5-25, Support 1: D = 3.186, S = 4.894 k @ 25.5 ft from left end of beam .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio Maximum Shear Stress Ratio 5.5x16.5 0.712 Section used for this span5.5x16.5 : 10.910 =: 1 Load Combination +D+S +D+S Span # where maximum occurs Span # 1 Location of maximum on span 9.249 ft 216.90 psi= 2,648.44 psi Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination = = = 304.75 psi== 20.179 ft= = 2,410.75 psi Maximum Deflection 423 >=360 255Ratio =356 >=240 Max Downward Transient Deflection 0.609 in 594 Ratio =>=360 Max Upward Transient Deflection -0.162 in Ratio = Max Downward Total Deflection 1.009 in Ratio =>=240 Max Upward Total Deflection -0.270 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only Span: 2 : S Only Span: 1 : +D+S Span: 2 : +D+S NDS2018 NDS2018 .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 21.50 ft 1 0.464 0.354 0.90 0.960 1.001.00 1.00 20.00 961.8 2,072.7 5.11 238.51.00 84.41.00 1.00Length = 4.0 ft 2 0.361 0.300 0.90 1.000 1.001.00 1.00 16.23 780.2 2,160.0 4.33 238.51.00 71.61.00 Wood Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:B3 11-5-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00+D+S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 21.50 ft 1 0.910 0.712 1.15 0.960 1.001.00 1.00 50.14 2,410.7 2,648.4 13.12 304.81.00 216.91.00 1.00Length = 4.0 ft 2 0.725 0.604 1.15 1.000 1.001.00 1.00 41.60 2,000.3 2,760.0 11.14 304.81.00 184.11.00 1.00+D+0.750S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 21.50 ft 1 0.773 0.603 1.15 0.960 1.001.00 1.00 42.60 2,048.3 2,648.4 11.12 304.81.00 183.81.00 1.00Length = 4.0 ft 2 0.614 0.512 1.15 1.000 1.001.00 1.00 35.26 1,695.3 2,760.0 9.44 304.81.00 156.01.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 21.50 ft 1 0.157 0.119 1.60 0.960 1.001.00 1.00 12.00 577.1 3,684.8 3.06 424.01.00 50.61.00 1.00Length = 4.0 ft 2 0.122 0.101 1.60 1.000 1.001.00 1.00 9.74 468.1 3,840.0 2.60 424.01.00 43.01.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+S1 1.0090 10.089 0.0000 0.000 +D+S20.0000 10.089 -0.2695 4.000 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 10.785 27.375 Max Upward from Load Combinations 10.785 27.375 Max Upward from Load Cases 6.614 16.768 D Only 4.172 10.607 +D+S 10.785 27.375 +D+0.750S 9.132 23.183 +0.60D 2.503 6.364 S Only 6.614 16.768 Wood Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:B4 11-5-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Referenced Design Standard(s) : NDS 2024 Load Combination Set : ASCE 7-16 Code References Governing Code : IBC 2024 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V8 2,400.0 2,400.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 5.5x16.5 Span = 4.0 ft 5.5x16.5 Span = 21.50 ft 5.5x16.5 Span = 4.0 ft 1 2 3 4 D(0.5) D(3.186) S(4.894) D(3.186) S(4.894)D(0.4350) S(0.7250) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans : D = 0.0150, S = 0.0250 ksf, Tributary Width = 29.0 ft Load for Span Number 2 Point Load : D = 0.50 k @ 10.750 ft Linked Load(s) Beam B1 11-5-25, Support 1: D = 3.186, S = 4.894 k @ 29.5 ft from left end of beam Beam B1 11-5-25, Support 1: D = 3.186, S = 4.894 k @ 0 ft from left end of beam .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio Maximum Shear Stress Ratio 5.5x16.5 0.610 Section used for this span5.5x16.5 : 10.755 =: 1 Load Combination +D+S +D+S Span # where maximum occurs Span # 2 Location of maximum on span 21.500 ft 186.00 psi= 2,648.44 psi Section used for this span Span # where maximum occurs Location of maximum on span Span # 2= Load Combination = = = 304.75 psi== 20.235 ft= = 2,000.30 psi Maximum Deflection 999 >=360 593Ratio =6366 >=240 Max Downward Transient Deflection 0.258 in 11778 Ratio =>=360 Max Upward Transient Deflection -0.008 in Ratio = Max Downward Total Deflection 0.434 in Ratio =>=240 Max Upward Total Deflection -0.015 in fb: Actual F'b fv: Actual F'v Span: 2 : S Only Span: 3 : S Only Span: 2 : +D+S Span: 3 : +D+S NDS2018 NDS2018 .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 4.0 ft 1 0.361 0.303 0.90 1.000 1.001.00 1.00 16.23 780.2 2,160.0 4.38 238.51.00 72.31.00 Wood Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:B4 11-5-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 21.50 ft 2 0.376 0.303 0.90 0.960 1.001.00 1.00 16.23 780.2 2,072.7 4.38 238.51.00 72.31.00 1.00Length = 4.0 ft 3 0.361 0.301 0.90 1.000 1.001.00 1.00 16.23 780.2 2,160.0 4.34 238.51.00 71.81.00 1.00+D+S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.725 0.610 1.15 1.000 1.001.00 1.00 41.60 2,000.3 2,760.0 11.25 304.81.00 186.01.00 1.00Length = 21.50 ft 2 0.755 0.610 1.15 0.960 1.001.00 1.00 41.60 2,000.3 2,648.4 11.25 304.81.00 186.01.00 1.00Length = 4.0 ft 3 0.725 0.605 1.15 1.000 1.001.00 1.00 41.60 2,000.3 2,760.0 11.16 304.81.00 184.51.00 1.00+D+0.750S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.614 0.517 1.15 1.000 1.001.00 1.00 35.26 1,695.3 2,760.0 9.53 304.81.00 157.61.00 1.00Length = 21.50 ft 2 0.640 0.517 1.15 0.960 1.001.00 1.00 35.26 1,695.3 2,648.4 9.53 304.81.00 157.61.00 1.00Length = 4.0 ft 3 0.614 0.513 1.15 1.000 1.001.00 1.00 35.26 1,695.3 2,760.0 9.46 304.81.00 156.31.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.122 0.102 1.60 1.000 1.001.00 1.00 9.74 468.1 3,840.0 2.63 424.01.00 43.41.00 1.00Length = 21.50 ft 2 0.127 0.102 1.60 0.960 1.001.00 1.00 9.74 468.1 3,684.8 2.63 424.01.00 43.41.00 1.00Length = 4.0 ft 3 0.122 0.102 1.60 1.000 1.001.00 1.00 9.74 468.1 3,840.0 2.60 424.01.00 43.11.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+S+D+S1 0.0095 0.000 -0.0143 2.555 +D+S2 0.4344 10.840 0.0000 2.555 +D+S+D+S3 0.0083 4.000 -0.0151 1.479 . Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 25.440 25.440 Max Upward from Load Combinations 25.440 25.440 Max Upward from Load Cases 15.588 15.588 D Only 9.853 9.853 +D+S 25.440 25.440 +D+0.750S 21.543 21.543 +0.60D 5.912 5.912 S Only 15.588 15.588 Wood Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:B5 11-5-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Referenced Design Standard(s) : NDS 2024 Load Combination Set : ASCE 7-16 Code References Governing Code : IBC 2024 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V8 2,400.0 2,400.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 5.5x16.5 Span = 4.0 ft 5.5x16.5 Span = 21.50 ft 5.5x16.5 Span = 4.0 ft 1 2 3 4 D(0.5) D(3.186) S(4.894) D(4.113) S(6.344)D(0.4350) S(0.7250) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans : D = 0.0150, S = 0.0250 ksf, Tributary Width = 29.0 ft Load for Span Number 2 Point Load : D = 0.50 k @ 10.750 ft Linked Load(s) Beam B2 11-5-25, Support 2: D = 4.113, S = 6.344 k @ 29.5 ft from left end of beam Beam B1 11-5-25, Support 1: D = 3.186, S = 4.894 k @ 0 ft from left end of beam .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio Maximum Shear Stress Ratio 5.5x16.5 0.734 Section used for this span5.5x16.5 : 10.928 =: 1 Load Combination +D+S +D+S Span # where maximum occurs Span # 2 Location of maximum on span 21.500 ft 223.76 psi= 2,648.44 psi Section used for this span Span # where maximum occurs Location of maximum on span Span # 2= Load Combination = = = 304.75 psi== 21.500 ft= = 2,457.51 psi Maximum Deflection 960 >=360 604Ratio =100218 >=240 Max Downward Transient Deflection 0.100 in 231387 Ratio =>=360 Max Upward Transient Deflection -0.001 in Ratio = Max Downward Total Deflection 0.159 in Ratio =>=240 Max Upward Total Deflection -0.001 in fb: Actual F'b fv: Actual F'v Span: 3 : S Only Span: 2 : S Only Span: 3 : +D+S Span: 1 : +D+S NDS2018 NDS2018 .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 4.0 ft 1 0.361 0.301 0.90 1.000 1.001.00 1.00 16.23 780.2 2,160.0 4.34 238.51.00 71.81.00 Wood Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:B5 11-5-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 21.50 ft 2 0.462 0.365 0.90 0.960 1.001.00 1.00 19.93 958.5 2,072.7 5.27 238.51.00 87.11.00 1.00Length = 4.0 ft 3 0.444 0.365 0.90 1.000 1.001.00 1.00 19.93 958.5 2,160.0 5.27 238.51.00 87.11.00 1.00+D+S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.725 0.605 1.15 1.000 1.001.00 1.00 41.60 2,000.3 2,760.0 11.16 304.81.00 184.51.00 1.00Length = 21.50 ft 2 0.928 0.734 1.15 0.960 1.001.00 1.00 51.11 2,457.5 2,648.4 13.54 304.81.00 223.81.00 1.00Length = 4.0 ft 3 0.890 0.734 1.15 1.000 1.001.00 1.00 51.11 2,457.5 2,760.0 13.54 304.81.00 223.81.00 1.00+D+0.750S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.614 0.513 1.15 1.000 1.001.00 1.00 35.26 1,695.3 2,760.0 9.46 304.81.00 156.31.00 1.00Length = 21.50 ft 2 0.786 0.622 1.15 0.960 1.001.00 1.00 43.31 2,082.8 2,648.4 11.47 304.81.00 189.61.00 1.00Length = 4.0 ft 3 0.755 0.622 1.15 1.000 1.001.00 1.00 43.31 2,082.8 2,760.0 11.47 304.81.00 189.61.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.122 0.102 1.60 1.000 1.001.00 1.00 9.74 468.1 3,840.0 2.60 424.01.00 43.11.00 1.00Length = 21.50 ft 2 0.156 0.123 1.60 0.960 1.001.00 1.00 11.96 575.1 3,684.8 3.16 424.01.00 52.21.00 1.00Length = 4.0 ft 3 0.150 0.123 1.60 1.000 1.001.00 1.00 11.96 575.1 3,840.0 3.16 424.01.00 52.21.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+S+D+S1 0.0731 0.000 -0.0010 3.664 +D+S+D+S2 0.3056 10.479 -0.0012 21.139 +D+S3 0.1589 4.000 0.0000 21.139 . Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 24.998 28.259 Max Upward from Load Combinations 24.998 28.259 Max Upward from Load Cases 15.318 17.307 D Only 9.680 10.952 +D+S 24.998 28.259 +D+0.750S 21.168 23.933 +0.60D 5.808 6.571 S Only 15.318 17.307 Steel Column LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:WORST CASE COLUMN 11-7-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: . Referenced Design Standard(s) : AISC 360-22 Load Combinations Used : ASCE 7-16 Code References Governing Code : IBC 2024 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 18Overall Column Height Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS5x5x1/4 50 ft E : Elastic Bending Modulus Unbraced Length for buckling ABOUT X-X Axis = 18 ft, K = 1.0 Unbraced Length for buckling ABOUT Y-Y Axis = 18 ft, K = 1.0 Brace condition : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 281.160 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 18.0 ft, Xecc = 0.50 in, Yecc = 0.50 in, D = 11.0, S = 17.30 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.6644 Location of max.above base 17.879 ft 28.581 k 51.521 k -1.171 k-ft Load Combination +D+S Load Combination +D+S 18.987 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.06551 k 0.001819 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k 18.987 k-ft -1.171 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : AppliedVn / Omega : Allowable Maximum Load Reactions . . Top along X-X 0.06551 k Bottom along X-X 0.06551 k Top along Y-Y 0.06551 k Bottom along Y-Y 0.06551 k Maximum Load Deflections . . . Along Y-Y -0.09207 in at 10.510 ft above base for load combination :+D+S Along X-X -0.09207 in at 10.510 ft above base for load combination :+D+S 36.005 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Rx KyLy/Ry D Only PASS PASS17.88 0.001 0.00 ftft0.262 1.66 1.66 111.92 111.92 +D+S PASS PASS17.88 0.002 0.00 ftft0.664 1.66 1.66 111.92 111.92 +D+0.750S PASS PASS17.88 0.002 0.00 ftft0.564 1.66 1.66 111.92 111.92 +0.60D PASS PASS0.00 0.000 0.00 ftft0.131 1.66 1.66 111.92 111.92 .Note: Only non-zero reactions are listed. Load Combination Rx (k)Ry (k)Axial (k) @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx (k-ft)My (k-ft) D Only -0.02511.281 0.0250.025 -0.025 +D+S -0.06628.581 0.0660.066 -0.066 +D+0.750S -0.05524.256 0.0550.055 -0.055 +0.60D -0.0156.769 0.0150.015 -0.015 S Only -0.04017.300 0.0400.040 -0.040 Item Rx (k)Ry (k)Axial (k) @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx (k-ft)My (k-ft) Axial, Base Max 28.581 Axial, Base Min 6.769 Rx, Base Max 0.066 Steel Column LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:WORST CASE COLUMN 11-7-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Item Rx (k)Ry (k)Axial (k) @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx (k-ft)My (k-ft) Rx, Base Min 0.015 Rx, Top Max -0.015 Rx, Top Min -0.066 Ry, Base Max 0.066 Ry, Base Min 0.015 Ry, Top Max -0.015 Ry, Top Min -0.066 .Maximum Deflections for Load Combinations Max. Deflection in X dir Max. Deflection in Y dir DistanceLoad Combination Distance D Only -0.0358 -0.036 10.510 ftftinin10.510 +D+S -0.0921 -0.092 10.510 ftftinin10.510 +D+0.750S -0.0780 -0.078 10.510 ftftinin10.510 +0.60D -0.0215 -0.021 10.510 ftftinin10.510 S Only -0.0563 -0.056 10.510 ftftinin10.510 .Steel Section Properties :HSS5x5x1/4 R xx = 1.930 in Depth =5.000 in R yy = 1.930 in J =25.800 in^4 Width =5.000 in Wall Thick = 0.250 in Zx =7.610 in^3 Area = 4.300 in^2 Weight =15.620 plf I xx =16.00 in^4 S xx =6.41 in^3Design Thick =0.233 in I yy =16.000 in^4 C =10.500 in^3 S yy =6.410 in^3 Ycg =0.000 in Sketches Project: Job No: Subject: Sheet Name: Originating Office: Seattle Tacoma Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Pacific Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Yelm Commercial 2 S -S 78 Il-S-2S Short canopy WX ㄨ 4,3" 2 Fe .l -in.HSS BM1 غ ٣ £↓号 OPsporrib wu↓£} 'S ----,16 .S' See evercala :(8X13 .75 Works 3 #ne ~23/ HSS BMI c द D =lopsf trib u2'-S '↓££↓s =2spst }ASCE 30 .11 hc/Ue =10 3 =.43 λ ↑~-1 .0 'S W =12 .9pSf p =9nGLp 16 .S' =12 .9psf (1 .0)=12 .9pst See evercesk -HSS4111x3/16 Works Roof a HSS HSS (1 f HSsC 2 δ ⼩⼩⼩ ' R,\' 5 1 1 .25 .'.s .canopy ''16 Em 22 S See evercal -(8 +13 .75 works 1 j . R1 :D =0.44K M .:D =0.SS Ket xialwa (Spst(21)(29'/)=4351bS:l .OK S =1 .3 Kft W =-0 .54k N = ,67 Kf +S :2 SBSEC 2 x 291 /に )=725 b veneer D =40 pst [9 ,87 (16 '/2 )=3k Steel Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:C1 11-6-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Referenced Design Standard(s) : AISC 360-22 Load Combination Set : ASCE 7-16 Code References Governing Code : IBC 2024 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Completely Unbraced Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 Span = 16.50 ft C8x13.75 1 2 D(0.010) S(0.0250) W(-0.0130) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Uniform Load : D = 0.010, S = 0.0250, W = -0.0130 ksf, Tributary Width = 1.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.138 : 1 Load Combination +D+S Span # where maximum occurs Span # 1 0.2888 k Mn / Omega : Allowable 8.614 k-ft Vn/Omega : Allowable C8x13.75Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S 43.545 k Section used for this span C8x13.75 Ma : Applied Maximum Shear Stress Ratio =0.007 : 1 0.000 ft 1.191 k-ft Va : Applied 9,517 >=360 3535Ratio =68738 >=240. Maximum DeflectionMax Downward Transient Deflection 0.040 in 4,949Ratio =>=360 Max Upward Transient Deflection -0.021 in Ratio = Max Downward Total Deflection 0.056 in Ratio =>=240. Max Upward Total Deflection -0.003 in Span: 1 : S Only Span: 1 : W Only Span: 1 : +D+S Span: 1 : +0.60D+0.60W .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 16.50 ft 1 0.040 0.002 0.34 0.34 14.39 8.61 1.14 1.00 0.08 72.72 43.54 +D+S Dsgn. L = 16.50 ft 1 0.138 0.007 1.19 1.19 14.39 8.61 1.14 1.00 0.29 72.72 43.54 +D+0.750S Dsgn. L = 16.50 ft 1 0.114 0.005 0.98 0.98 14.39 8.61 1.14 1.00 0.24 72.72 43.54 +D+0.60W Dsgn. L = 16.50 ft 1 0.009 0.000 0.07 0.07 14.39 8.61 1.14 1.00 0.02 72.72 43.54 +D+0.450W Dsgn. L = 16.50 ft 1 0.016 0.001 0.14 0.14 14.39 8.61 1.14 1.00 0.03 72.72 43.54 +D+0.750S+0.450W Dsgn. L = 16.50 ft 1 0.090 0.004 0.78 0.78 14.39 8.61 1.14 1.00 0.19 72.72 43.54 +0.60D+0.60W Dsgn. L = 16.50 ft 1 0.007 0.000 -0.06 0.06 14.39 8.61 1.14 1.00 0.01 72.72 43.54 +0.60D Dsgn. L = 16.50 ft 1 0.024 0.001 0.20 0.20 14.39 8.61 1.14 1.00 0.05 72.72 43.54 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections in Span"+" Deflin Span"-" Defl +D+S1 0.0560 8.297 0.0000 0.000 . Steel Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:C1 11-6-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.289 0.289 Max Upward from Load Combinations 0.289 0.289 Max Upward from Load Cases 0.206 0.206 Max Downward from all Load Conditions (Resisting Uplift)-0.107 -0.107 Max Downward from Load Combinations (Resisting Uplift)-0.015 -0.015 Max Downward from Load Cases (Resisting Uplift)-0.107 -0.107 D Only 0.083 0.083 +D+S 0.289 0.289 +D+0.750S 0.237 0.237 +D+0.60W 0.018 0.018 +D+0.450W 0.034 0.034 +D+0.750S+0.450W 0.189 0.189 +0.60D+0.60W -0.015 -0.015 +0.60D 0.050 0.050 S Only 0.206 0.206 W Only -0.107 -0.107 Steel Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:HSS B1 11-6-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Referenced Design Standard(s) : AISC 360-22 Load Combination Set : ASCE 7-16 Code References Governing Code : IBC 2024 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Completely Unbraced Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 Span = 16.50 ft HSS4x4x3/16 1 2 D(0.020) S(0.050) W(-0.0260) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Uniform Load : D = 0.010, S = 0.0250, W = -0.0130 ksf, Tributary Width = 2.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.261 : 1 Load Combination +D+S Span # where maximum occurs Span # 1 0.5775 k Mn / Omega : Allowable 9.123 k-ft Vn/Omega : Allowable HSS4x4x3/16Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S 21.743 k Section used for this span HSS4x4x3/16 Ma : Applied Maximum Shear Stress Ratio =0.027 : 1 0.000 ft 2.382 k-ft Va : Applied 818 >=360 304Ratio =5912 >=240. Maximum DeflectionMax Downward Transient Deflection 0.465 in 425Ratio =>=360 Max Upward Transient Deflection -0.242 in Ratio = Max Downward Total Deflection 0.651 in Ratio =>=240. Max Upward Total Deflection -0.033 in Span: 1 : S Only Span: 1 : W Only Span: 1 : +D+S Span: 1 : +0.60D+0.60W .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 16.50 ft 1 0.075 0.008 0.68 0.68 15.24 9.12 1.14 1.00 0.17 36.31 21.74 +D+S Dsgn. L = 16.50 ft 1 0.261 0.027 2.38 2.38 15.24 9.12 1.14 1.00 0.58 36.31 21.74 +D+0.750S Dsgn. L = 16.50 ft 1 0.214 0.022 1.96 1.96 15.24 9.12 1.14 1.00 0.47 36.31 21.74 +D+0.60W Dsgn. L = 16.50 ft 1 0.016 0.002 0.15 0.15 15.24 9.12 1.14 1.00 0.04 36.31 21.74 +D+0.450W Dsgn. L = 16.50 ft 1 0.031 0.003 0.28 0.28 15.24 9.12 1.14 1.00 0.07 36.31 21.74 +D+0.750S+0.450W Dsgn. L = 16.50 ft 1 0.171 0.017 1.56 1.56 15.24 9.12 1.14 1.00 0.38 36.31 21.74 +0.60D+0.60W Dsgn. L = 16.50 ft 1 0.013 0.001 -0.12 0.12 15.24 9.12 1.14 1.00 0.03 36.31 21.74 +0.60D Dsgn. L = 16.50 ft 1 0.045 0.005 0.41 0.41 15.24 9.12 1.14 1.00 0.10 36.31 21.74 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections in Span"+" Deflin Span"-" Defl +D+S1 0.6512 8.297 0.0000 0.000 . Steel Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:HSS B1 11-6-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.578 0.578 Max Upward from Load Combinations 0.578 0.578 Max Upward from Load Cases 0.413 0.413 Max Downward from all Load Conditions (Resisting Uplift)-0.215 -0.215 Max Downward from Load Combinations (Resisting Uplift)-0.030 -0.030 Max Downward from Load Cases (Resisting Uplift)-0.215 -0.215 D Only 0.165 0.165 +D+S 0.578 0.578 +D+0.750S 0.474 0.474 +D+0.60W 0.036 0.036 +D+0.450W 0.068 0.068 +D+0.750S+0.450W 0.378 0.378 +0.60D+0.60W -0.030 -0.030 +0.60D 0.099 0.099 S Only 0.413 0.413 W Only -0.215 -0.215 Steel Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:C2 11-6-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Referenced Design Standard(s) : AISC 360-22 Load Combination Set : ASCE 7-16 Code References Governing Code : IBC 2024 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 Span = 2.250 ft C8x13.751 2 D(0.08250) S(0.2063) W(-0.1073) D(0.1650) S(0.4125) W(-0.2145) D(0.1650) S(0.4125) W(-0.2145) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loadingLinked Load(s)Beam HSS B1 11-6-25, Support 1: D = 0.1650, S = 0.4125, W = -0.2145 k @ 0.25 ft from left end of beam Beam HSS B1 11-6-25, Support 1: D = 0.1650, S = 0.4125, W = -0.2145 k @ 1.75 ft from left end of beamBeam C1 11-6-25, Support 1: D = 0.08250, S = 0.2063, W = -0.1073 k @ 2.25 ft from left end of beam .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.067 : 1 Load Combination +D+S Span # where maximum occurs Span # 1 1.475 k Mn / Omega : Allowable 27.445 k-ft Vn/Omega : Allowable C8x13.75Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S 43.545 k Section used for this span C8x13.75 Ma : Applied Maximum Shear Stress Ratio =0.034 : 1 0.000 ft 1.839 k-ft Va : Applied 33,824 >=360 12355Ratio =304213 >=240. Maximum DeflectionMax Downward Transient Deflection 0.003 in 17,588Ratio =>=360 Max Upward Transient Deflection -0.002 in Ratio = Max Downward Total Deflection 0.004 in Ratio =>=240. Max Upward Total Deflection -0.000 in Span: 1 : S Only Span: 1 : W Only Span: 1 : +D+S Span: 1 : +0.60D+0.60W .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 2.25 ft 1 0.020 0.010 -0.55 0.55 45.83 27.45 1.00 1.00 0.44 72.72 43.54 +D+S Dsgn. L = 2.25 ft 1 0.067 0.034 -1.84 1.84 45.83 27.45 1.00 1.00 1.47 72.72 43.54 +D+0.750S Dsgn. L = 2.25 ft 1 0.055 0.028 -1.52 1.52 45.83 27.45 1.00 1.00 1.22 72.72 43.54 +D+0.60W Dsgn. L = 2.25 ft 1 0.005 0.003 -0.15 0.15 45.83 27.45 1.00 1.00 0.12 72.72 43.54 +D+0.450W Dsgn. L = 2.25 ft 1 0.009 0.005 -0.25 0.25 45.83 27.45 1.00 1.00 0.20 72.72 43.54 +D+0.750S+0.450W Dsgn. L = 2.25 ft 1 0.044 0.022 -1.22 1.22 45.83 27.45 1.00 1.00 0.98 72.72 43.54 +0.60D+0.60W Dsgn. L = 2.25 ft 1 0.003 0.001 0.07 0.07 45.83 27.45 1.00 1.00 0.06 72.72 43.54 +0.60D Dsgn. L = 2.25 ft 1 0.012 0.006 -0.33 0.33 45.83 27.45 1.00 1.00 0.27 72.72 43.54 . Steel Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:C2 11-6-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections in Span"+" Deflin Span"-" Defl +D+S1 0.0044 2.250 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.475 Max Upward from Load Combinations 1.475 Max Upward from Load Cases 1.031 Max Downward from all Load Conditions (Resisting Uplift)-0.536 Max Downward from Load Combinations (Resisting Uplift)-0.056 Max Downward from Load Cases (Resisting Uplift)-0.536 D Only 0.443 +D+S 1.475 +D+0.750S 1.217 +D+0.60W 0.122 +D+0.450W 0.202 +D+0.750S+0.450W 0.976 +0.60D+0.60W -0.056 +0.60D 0.266 S Only 1.031 W Only -0.536 Steel Column LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:HSS COL C2 11-7-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: . Referenced Design Standard(s) : AISC 360-22 Load Combinations Used : ASCE 7-16 Code References Governing Code : IBC 2024 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 16Overall Column Height Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS5x5x3/16 50 ft E : Elastic Bending Modulus Unbraced Length for buckling ABOUT X-X Axis = 16 ft, K = 1.0 Unbraced Length for buckling ABOUT Y-Y Axis = 16 ft, K = 1.0 Brace condition : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 191.520 lbs * Dead Load Factor AXIAL LOADS . . . ROOF: Axial Load at 16.0 ft, D = 0.440, S = 0.730 k CANOPY: Axial Load at 16.0 ft, Xecc = -2.50 in, D = 3.0 k CANOPY: Axial Load at 10.0 ft, Xecc = -2.50 in, D = 0.440, S = 1.0, W = -0.540 k BENDING LOADS . . . Moment acting about Y-Y axis at 10.0 ft, D = 0.550, S = 1.30, W = 0.670 k-ft .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.1192 Location of max.above base 0.0 ft 5.802 k 48.687 k 0.0 k-ft Load Combination +D+S Load Combination +D+0.750S+0.450W 14.696 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.06276 k 0.002242 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k 14.696 k-ft 0.0 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : AppliedVn / Omega : Allowable Maximum Load Reactions . . Top along X-X 0.06823 k Bottom along X-X 0.06823 k Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum Load Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination : Along X-X 0.03831 in at 10.846 ft above base for load combination :D Only 27.994 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Rx KyLy/Ry D Only PASS PASS16.00 0.000 0.00 ftft0.084 1.00 1.58 97.96 97.96 +D+S PASS PASS0.00 0.002 0.00 ftft0.119 1.00 1.58 97.96 97.96 +D+0.750S PASS PASS0.00 0.001 0.00 ftft0.110 1.00 1.58 97.96 97.96 +D+0.60W PASS PASS10.09 0.001 0.00 ftft0.087 1.00 1.58 97.96 97.96 +D+0.450W PASS PASS10.09 0.000 0.00 ftft0.084 1.00 1.58 97.96 97.96 +D+0.750S+0.450W PASS PASS10.09 0.002 0.00 ftft0.111 1.00 1.58 97.96 97.96 +0.60D+0.60W PASS PASS10.09 0.001 0.00 ftft0.057 1.00 1.58 97.96 97.96 +0.60D PASS PASS16.00 0.000 0.00 ftft0.051 1.00 1.58 97.96 97.96 .Note: Only non-zero reactions are listed. Load Combination Rx (k)Ry (k)Axial (k) @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx (k-ft)My (k-ft) D Only 4.072 -0.010 0.010 +D+S 5.802 0.058 -0.058 +D+0.750S 5.369 0.041 -0.041 Steel Column LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:HSS COL C2 11-7-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Note: Only non-zero reactions are listed. Load Combination Rx (k)Ry (k)Axial (k) @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx (k-ft)My (k-ft) +D+0.60W 3.748 0.019 -0.019 +D+0.450W 3.829 0.012 -0.012 +D+0.750S+0.450W 5.126 0.063 -0.063 +0.60D+0.60W 2.119 0.023 -0.023 +0.60D 2.443 -0.006 0.006 S Only 1.730 0.068 -0.068 W Only -0.540 0.049 -0.049 Item Rx (k)Ry (k)Axial (k) @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx (k-ft)My (k-ft) Axial, Base Max 5.802 Axial, Base Min -0.540 Rx, Base Max 0.068 Rx, Base Min -0.010 Rx, Top Max 0.010 Rx, Top Min -0.068 Ry, Base Max Ry, Base Min Ry, Top Max Ry, Top Min .Maximum Deflections for Load Combinations Max. Deflection in X dir Max. Deflection in Y dir DistanceLoad Combination Distance D Only 0.0383 0.000 0.000 ftftinin10.846 +D+S 0.0239 0.000 0.000 ftftinin12.564 +D+0.750S 0.0267 0.000 0.000 ftftinin12.242 +D+0.60W 0.0310 0.000 0.000 ftftinin11.705 +D+0.450W 0.0326 0.000 0.000 ftftinin11.597 +D+0.750S+0.450W 0.0231 0.000 0.000 ftftinin12.564 +0.60D+0.60W 0.0163 0.000 0.000 ftftinin12.134 +0.60D 0.0230 0.000 0.000 ftftinin10.846 S Only -0.0377 0.000 0.000 ftftinin7.087 W Only -0.0270 0.000 0.000 ftftinin7.087 .Steel Section Properties :HSS5x5x3/16 R xx = 1.960 in Depth =5.000 in R yy = 1.960 in J =19.900 in^4 Width =5.000 in Wall Thick = 0.187 in Zx =5.890 in^3 Area = 3.280 in^2 Weight =11.970 plf I xx =12.60 in^4 S xx =5.03 in^3Design Thick =0.174 in I yy =12.600 in^4 C =8.080 in^3 S yy =5.030 in^3 Ycg =0.000 in Steel Column LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:HSS COL C2 11-7-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Sketches Project: Job No: Subject: Sheet Name: Originating Office: Seattle Tacoma Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Pacific Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Yelm Commercial 25 -S 70 Il-S-2S Large canopy C8X13 .7s works Cl _for 16 .51 :it works v .%here by inspection ↑α C 3 HSS BM 2 o . 5", (Header HSS BM 2 D =lops+Y trib -3 . 5d↓d ↓s =2spst ↑λ q 'S W =12 .9 psf IS '8 " See evercesk -HSS414x5/16 Works C3 HSSBRUZ HSS BM 2 ↓d da R1 :D =0.31 K R2 :D = ,41k ↑Ri ↑rz S =0 .0r k S =0.91 K 1 ''w ==351 W =- 0 .47k 6 .5'O .S ' See enercals -(8X13.75 works tension tie woudho ƴ ->RzX 7 .s '" vertical axial horizontal 5 R2 :Dy :·41k D = .41 k (7 ,8 '/4 .5 )=、6 OK D ×=、41 k (0 H.s )= 、SSK県 ras ' t Sy =91 k S = .Gc (7 .8 '14 .5 )=1 .Sk S ×=.9 lk (614 .5 ):1 .2 K Wy ==47k W =:47k (7.S/4 .5)=:78k Wx ==47k(6/4.S))==63K Steel Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:HSS B2 11-6-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Referenced Design Standard(s) : AISC 360-22 Load Combination Set : ASCE 7-16 Code References Governing Code : IBC 2024 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 Span = 15.670 ft HSS4x4x5/16 1 2 D(0.0350) S(0.08750) W(-0.04550) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Uniform Load : D = 0.010, S = 0.0250, W = -0.0130 ksf, Tributary Width = 3.50 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.270 : 1 Load Combination +D+S Span # where maximum occurs Span # 1 0.9598 k Mn / Omega : Allowable 13.947 k-ft Vn/Omega : Allowable HSS4x4x5/16Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S 32.693 k Section used for this span HSS4x4x5/16 Ma : Applied Maximum Shear Stress Ratio =0.029 : 1 0.000 ft 3.760 k-ft Va : Applied 803 >=360 299Ratio =5805 >=240. Maximum DeflectionMax Downward Transient Deflection 0.450 in 417Ratio =>=360 Max Upward Transient Deflection -0.234 in Ratio = Max Downward Total Deflection 0.630 in Ratio =>=240. Max Upward Total Deflection -0.032 in Span: 1 : S Only Span: 1 : W Only Span: 1 : +D+S Span: 1 : +0.60D+0.60W .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 15.63 ft 1 0.077 0.008 1.07 1.07 23.29 13.95 1.00 1.00 0.27 54.60 32.69 Dsgn. L = 0.04 ft 1 0.000 -0.00#####.##23.29 13.95 1.00 1.00 -0.00 54.60 32.69 +D+S Dsgn. L = 15.63 ft 1 0.270 0.029 3.76 3.76 23.29 13.95 1.00 1.00 0.96 54.60 32.69 Dsgn. L = 0.04 ft 1 0.000 -0.00#####.##23.29 13.95 1.00 1.00 -0.00 54.60 32.69 +D+0.750S Dsgn. L = 15.63 ft 1 0.221 0.024 3.09 3.09 23.29 13.95 1.00 1.00 0.79 54.60 32.69 Dsgn. L = 0.04 ft 1 0.000 -0.00#####.##23.29 13.95 1.00 1.00 -0.00 54.60 32.69 +D+0.60W Dsgn. L = 15.63 ft 1 0.017 0.002 0.24 0.24 23.29 13.95 1.00 1.00 0.06 54.60 32.69 Dsgn. L = 0.04 ft 1 0.000 -0.00#####.##23.29 13.95 1.00 1.00 -0.00 54.60 32.69 +D+0.450W Dsgn. L = 15.63 ft 1 0.032 0.003 0.45 0.45 23.29 13.95 1.00 1.00 0.11 54.60 32.69 Dsgn. L = 0.04 ft 1 0.000 -0.00#####.##23.29 13.95 1.00 1.00 -0.00 54.60 32.69 +D+0.750S+0.450W Dsgn. L = 15.63 ft 1 0.176 0.019 2.46 2.46 23.29 13.95 1.00 1.00 0.63 54.60 32.69 Dsgn. L = 0.04 ft 1 0.000 -0.00#####.##23.29 13.95 1.00 1.00 -0.00 54.60 32.69 +0.60D+0.60W Dsgn. L = 15.63 ft 1 0.014 0.002 -0.19 0.19 23.29 13.95 1.00 1.00 0.05 54.60 32.69 Dsgn. L = 0.04 ft 1 0.000 -0.00#####.##23.29 13.95 1.00 1.00 -0.00 54.60 32.69 +0.60D Steel Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:HSS B2 11-6-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 15.63 ft 1 0.046 0.005 0.64 0.64 23.29 13.95 1.00 1.00 0.16 54.60 32.69 Dsgn. L = 0.04 ft 1 0.000 -0.00#####.##23.29 13.95 1.00 1.00 -0.00 54.60 32.69 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections in Span"+" Deflin Span"-" Defl +D+S1 0.6298 7.880 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.960 0.960 Max Upward from Load Combinations 0.960 0.960 Max Upward from Load Cases 0.686 0.686 Max Downward from all Load Conditions (Resisting Uplift)-0.356 -0.356 Max Downward from Load Combinations (Resisting Uplift)-0.049 -0.049 Max Downward from Load Cases (Resisting Uplift)-0.356 -0.356 D Only 0.274 0.274 +D+S 0.960 0.960 +D+0.750S 0.788 0.788 +D+0.60W 0.060 0.060 +D+0.450W 0.114 0.114 +D+0.750S+0.450W 0.628 0.628 +0.60D+0.60W -0.049 -0.049 +0.60D 0.165 0.165 S Only 0.686 0.686 W Only -0.356 -0.356 Steel Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:C3 11-6-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Referenced Design Standard(s) : AISC 360-22 Load Combination Set : ASCE 7-16 Code References Governing Code : IBC 2024 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 Span = 6.50 ft C8x13.75 Span = 0.50 ft C8x13.75123 D(0.08250) S(0.2063) W(-0.1073) D(0.2742) S(0.6856) W(-0.3565) D(0.2742) S(0.6856) W(-0.3565) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loadingLinked Load(s)Beam HSS B2 11-6-25, Support 1: D = 0.2742, S = 0.6856, W = -0.3565 k @ 0.5 ft from left end of beam Beam HSS B2 11-6-25, Support 1: D = 0.2742, S = 0.6856, W = -0.3565 k @ 6 ft from left end of beamBeam C1 11-6-25, Support 1: D = 0.08250, S = 0.2063, W = -0.1073 k @ 7 ft from left end of beam .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.018 : 1 Load Combination +D+S Span # where maximum occurs Span # 1 1.027 k Mn / Omega : Allowable 27.445 k-ft Vn/Omega : Allowable C8x13.75Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S 43.545 k Section used for this span C8x13.75 Ma : Applied Maximum Shear Stress Ratio =0.024 : 1 6.500 ft 0.498 k-ft Va : Applied 0 <360 19142Ratio =11574 >=240. Maximum DeflectionMax Downward Transient Deflection 0.003 in 30,743Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.004 in Ratio =>=240. Max Upward Total Deflection -0.001 in Span: 1 : S Only n/a Span: 1 : +D+S Span: 2 : +D+S .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 6.50 ft 1 0.007 0.007 0.19 -0.04 0.19 45.83 27.45 1.00 1.00 0.33 72.72 43.54 Dsgn. L = 0.50 ft 2 0.002 0.002 -0.04 0.04 45.83 27.45 1.00 1.00 0.09 72.72 43.54 +D+S Dsgn. L = 6.50 ft 1 0.018 0.024 0.50 -0.15 0.50 45.83 27.45 1.00 1.00 1.03 72.72 43.54 Dsgn. L = 0.50 ft 2 0.005 0.007 -0.15 0.15 45.83 27.45 1.00 1.00 0.30 72.72 43.54 +D+0.750S Dsgn. L = 6.50 ft 1 0.015 0.020 0.42 -0.12 0.42 45.83 27.45 1.00 1.00 0.85 72.72 43.54 Dsgn. L = 0.50 ft 2 0.004 0.006 -0.12 0.12 45.83 27.45 1.00 1.00 0.24 72.72 43.54 +D+0.60W Dsgn. L = 6.50 ft 1 0.004 0.002 0.10 -0.01 0.10 45.83 27.45 1.00 1.00 0.11 72.72 43.54 Dsgn. L = 0.50 ft 2 0.000 0.001 -0.01 0.01 45.83 27.45 1.00 1.00 0.03 72.72 43.54 +D+0.450W Dsgn. L = 6.50 ft 1 0.004 0.004 0.12 -0.02 0.12 45.83 27.45 1.00 1.00 0.16 72.72 43.54 Dsgn. L = 0.50 ft 2 0.001 0.001 -0.02 0.02 45.83 27.45 1.00 1.00 0.04 72.72 43.54 +D+0.750S+0.450W Dsgn. L = 6.50 ft 1 0.013 0.016 0.35 -0.10 0.35 45.83 27.45 1.00 1.00 0.69 72.72 43.54 Dsgn. L = 0.50 ft 2 0.004 0.004 -0.10 0.10 45.83 27.45 1.00 1.00 0.20 72.72 43.54 +0.60D+0.60W Steel Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:C3 11-6-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 6.50 ft 1 0.001 0.001 0.02 -0.01 0.02 45.83 27.45 1.00 1.00 0.03 72.72 43.54 Dsgn. L = 0.50 ft 2 0.000 0.000 0.01 0.01 45.83 27.45 1.00 1.00 0.01 72.72 43.54 +0.60D Dsgn. L = 6.50 ft 1 0.004 0.004 0.11 -0.03 0.11 45.83 27.45 1.00 1.00 0.20 72.72 43.54 Dsgn. L = 0.50 ft 2 0.001 0.001 -0.03 0.03 45.83 27.45 1.00 1.00 0.05 72.72 43.54 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections in Span"+" Deflin Span"-" Defl +D+S1 0.0041 3.172 0.0000 0.000 +D+S20.0000 3.172 -0.0010 0.500 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.982 1.323 Max Upward from Load Combinations 0.982 1.323 Max Upward from Load Cases 0.670 0.908 Max Downward from all Load Conditions (Resisting Uplift)-0.348 -0.472 Max Downward from Load Combinations (Resisting Uplift)-0.022 -0.034 Max Downward from Load Cases (Resisting Uplift)-0.348 -0.472 D Only 0.312 0.415 +D+S 0.982 1.323 +D+0.750S 0.815 1.096 +D+0.60W 0.103 0.132 +D+0.450W 0.156 0.203 +D+0.750S+0.450W 0.658 0.883 +0.60D+0.60W -0.022 -0.034 +0.60D 0.187 0.249 S Only 0.670 0.908 W Only -0.348 -0.472 Project: Job No: Subject: Sheet Name: Originating Office: Seattle Tacoma Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Pacific Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Yelm Commercial 25 -578 Il-S-2S High neader H1 1 £t ↓de Rw =,46 K e rs s wind 1 1 1 ᶒ S :2 SD 88 [29 "2]=363 p 1 f ↑RD =1 .7k 剩Roof:D :1Spst (29'/)=218 pIf Rs :2 .9k Wind:W =W .Spst(3 .67 ./+21/)=58 plf S'X 12GL Works low reader H1 ↓↓t ƈ d-RW :1 .2k e s -wind 1 1 ᶒ ↑Ro =256 1b window :D =gpst x 4'=32 plf Wind :W =W.Spst (4 +10 ,5'/2)=149 Plf S'/2 x9G)Works Wood Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:HIGH HEADER H1 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Referenced Design Standard(s) : NDS 2024 Load Combination Set : ASCE 7-16 Code References Governing Code : IBC 2024 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 5.5x12 Span = 16.0 ft 1 2 D(0.2175) S(0.3625) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 14.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio Maximum Shear Stress Ratio 5.5x12 0.303 Section used for this span5.5x12 : 10.611 =: 1 Load Combination +D+S +D+S Span # where maximum occurs Span # 1 Location of maximum on span 8.000 ft 92.37 psi= 2,760.00 psi Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination = = = 304.75 psi== 15.007 ft= = 1,687.27 psi Maximum Deflection 509 >=360 318Ratio =0 >=240 Max Downward Transient Deflection 0.377 in 0 Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.603 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only n/a Span: 1 : +D+S n/a NDS2018 NDS2018 .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 16.0 ft 1 0.293 0.145 0.90 1.000 1.001.00 1.00 6.96 632.7 2,160.0 1.52 238.51.00 34.61.00 1.00+D+S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.0 ft 1 0.611 0.303 1.15 1.000 1.001.00 1.00 18.56 1,687.3 2,760.0 4.06 304.81.00 92.41.00 1.00+D+0.750S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.0 ft 1 0.516 0.256 1.15 1.000 1.001.00 1.00 15.66 1,423.6 2,760.0 3.43 304.81.00 77.91.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 Wood Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:HIGH HEADER H1 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 16.0 ft 1 0.099 0.049 1.60 1.000 1.001.00 1.00 4.18 379.6 3,840.0 0.91 424.01.00 20.81.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+S1 0.6034 8.058 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 4.640 4.640 Max Upward from Load Combinations 4.640 4.640 Max Upward from Load Cases 2.900 2.900 D Only 1.740 1.740 +D+S 4.640 4.640 +D+0.750S 3.915 3.915 +0.60D 1.044 1.044 S Only 2.900 2.900 Wood Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:LOW HEADER H1 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Referenced Design Standard(s) : NDS 2024 Load Combination Set : ASCE 7-16 Code References Governing Code : IBC 2024 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 5.5x9 (Weak Orientation) Span = 16.0 ft 1 2 W(0.149) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : W = 0.1490 ksf, Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio Maximum Shear Stress Ratio 5.5x9 0.049 Section used for this span5.5x9 : 10.197 =: 1 Load Combination +0.60W +0.60W Span # where maximum occurs Span # 1 Location of maximum on span 8.000 ft 20.57 psi= 3,840.00 psi Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination = = = 424.00 psi== 15.591 ft= = 756.58 psi Maximum Deflection 0 >=360 325Ratio =0 >=240 Max Downward Transient Deflection 0 in 0 Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.590 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v n/a n/a Span: 1 : +0.60W n/a (weak orientation)(weak orientation) NDS2018 NDS2018 .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 0.0 0.00 0.00.0 1.00Length = 16.0 ft 1 0.90 1.000 1.001.00 1.00 2,160.0 0.00 238.51.00 0.01.00 1.00+0.60W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.0 ft 1 0.197 0.049 1.60 1.000 1.001.00 1.00 2.86 756.6 3,840.0 0.68 424.01.00 20.61.00 1.00+0.450W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.0 ft 1 0.148 0.036 1.60 1.000 1.001.00 1.00 2.15 567.4 3,840.0 0.51 424.01.00 15.41.00 . Wood Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:LOW HEADER H1 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +0.60W1 0.5903 8.058 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.192 1.192 Max Upward from Load Combinations 0.715 0.715 Max Upward from Load Cases 1.192 1.192 +0.60W 0.715 0.715 +0.450W 0.536 0.536 W Only 1.192 1.192 Project: Job No: Subject: Sheet Name: Originating Office: Seattle Tacoma Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Pacific Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Yelm Commercial 25 -578 Il-S-2S Hss column CI Roof truss &Veneer d Roof truss +veneer ↓"e 4421 ' ets "->>↓0 ' e canopy פ →¤ → canopy HDR ' ܻ 約術 。 -at -. 10 1 ᶍ <,R2 1 xialwa (Spst(21)(29'/)=4351b S =-2 SBSE [2 x 29 '12 ]=T 2 S 1 旧 veneer tuss D =40 ps 8 [9 ,8 ')[16 /2 ]=3k a canopy ladder oop :W =.46k ↓Header down :D=1 .7K S =2 .9 k -canopy lop :D =.SSK S :1 .2 k tension tie W =-θ 3 K ↓canopy down :R2 :Dy :41K Sy =91 k Wy ==47k Gloading -Header oop :W =1 .2k ->>canopy Oop :D =.SSK S :1 .2 K W =- .03 K channel ↓canlopy down :R1 :D =0.31 1 S :0 .07 k w ==351 Steel Column LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:HSS COLUMN C1 11-7-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: . Referenced Design Standard(s) : AISC 360-22 Load Combinations Used : ASCE 7-16 Code References Governing Code : IBC 2024 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 16.0Overall Column Height Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS5x5x1/4 50.0 ft E : Elastic Bending Modulus Unbraced Length for buckling ABOUT X-X Axis = 16.0 ft, K = 1.0 Unbraced Length for buckling ABOUT Y-Y Axis = 16.0 ft, K = 1.0 Brace condition : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 249.920 lbs * Dead Load Factor AXIAL LOADS . . . ROOF: Axial Load at 16.0 ft, D = 0.4350, S = 0.730 k VENEER: Axial Load at 16.0 ft, Xecc = -2.50 in, D = 3.0 k CANOPY TENSION TIE: Axial Load at 14.0 ft, Xecc = -2.50 in, D = 0.410, S = 0.910, W = -0.470 k HEADER DOWN: Axial Load at 14.0 ft, Yecc = -2.50 in, D = 1.70, S = 2.90 k CANOPY CHANNEL: Axial Load at 10.0 ft, Xecc = -2.50 in, D = 0.310, S = 0.670, W = -0.350 k BENDING LOADS . . . HEADER OOP: Lat. Point Load at 14.0 ft creating Mx-x, W = 0.460 k CANOPY OOP: Lat. Point Load at 14.0 ft creating Mx-x, D = -0.550, S = -1.20, W = 0.630 k CANOPY OOP: Lat. Point Load at 10.0 ft creating Mx-x, D = 0.550, S = 1.20, W = -0.630 k HEADER OOP: Lat. Point Load at 10.0 ft creating Mx-x, W = 1.20 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.4083 Location of max.above base 9.987 ft 9.643 k 62.440 k 5.697 k-ft Load Combination +D+0.750S+0.450W Load Combination +D+S 18.987 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 1.253 k 0.03479 : 1 Location of max.above base 10.094 ft At maximum location values are . . . : 1 At maximum location values are . . . k 18.987 k-ft 0.5898 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : AppliedVn / Omega : Allowable Maximum Load Reactions . . Top along X-X 0.06901 k Bottom along X-X 0.06901 k Top along Y-Y 1.310 k Bottom along Y-Y 0.5705 k Maximum Load Deflections . . . Along Y-Y 0.4349 in at 8.483 ft above base for load combination :+D+0.750S+0.450W Along X-X 0.05919 in at 8.913 ft above base for load combination :+D+S 36.005 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Rx KyLy/Ry D Only PASS PASS9.99 0.011 10.09 ftft0.158 1.44 1.39 99.48 99.48 +D+S PASS PASS9.99 0.035 10.09 ftft0.389 1.44 1.39 99.48 99.48 +D+0.750S PASS PASS9.99 0.029 10.09 ftft0.331 1.44 1.39 99.48 99.48 +D+0.60W PASS PASS9.99 0.017 14.07 ftft0.261 1.44 1.39 99.48 99.48 +D+0.450W PASS PASS9.99 0.014 10.09 ftft0.236 1.44 1.39 99.48 99.48 +D+0.750S+0.450W PASS PASS9.99 0.032 10.09 ftft0.408 1.44 1.39 99.48 99.48 +0.60D+0.60W PASS PASS9.99 0.019 14.07 ftft0.198 1.44 1.39 99.48 99.48 +0.60D PASS PASS9.99 0.007 10.09 ftft0.095 1.44 1.39 99.48 99.48 . Steel Column LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:HSS COLUMN C1 11-7-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Note: Only non-zero reactions are listed. Load Combination Rx (k)Ry (k)Axial (k) @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx (k-ft)My (k-ft) D Only 0.1606.105 -0.160-0.048 0.048 +D+S 0.49711.315 -0.497-0.069 0.069 +D+0.750S 0.41310.012 -0.413-0.064 0.064 +D+0.60W -0.6265.613 -0.370-0.042 0.042 +D+0.450W -0.4305.736 -0.317-0.044 0.044 +D+0.750S+0.450W -0.1779.643 -0.570-0.059 0.059 +0.60D+0.60W -0.6903.171 -0.306-0.023 0.023 +0.60D 0.0963.663 -0.096-0.029 0.029 S Only 0.3385.210 -0.338-0.021 0.021 W Only -1.310-0.820 -0.3500.011 -0.011 Item Rx (k)Ry (k)Axial (k) @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx (k-ft)My (k-ft) Axial, Base Max 11.315 Axial, Base Min -0.820 Rx, Base Max 0.011 Rx, Base Min -0.069 Rx, Top Max 0.069 Rx, Top Min -0.011 Ry, Base Max -0.096 Ry, Base Min -0.570 Ry, Top Max 0.497 Ry, Top Min -1.310 .Maximum Deflections for Load Combinations Max. Deflection in X dir Max. Deflection in Y dir DistanceLoad Combination Distance D Only 0.0450 0.117 8.376 ftftinin9.128 +D+S 0.0592 0.362 8.376 ftftinin8.913 +D+0.750S 0.0556 0.301 8.376 ftftinin8.913 +D+0.60W 0.0406 0.296 8.698 ftftinin9.235 +D+0.450W 0.0417 0.251 8.591 ftftinin9.235 +D+0.750S+0.450W 0.0523 0.435 8.483 ftftinin8.913 +0.60D+0.60W 0.0226 0.249 8.698 ftftinin9.342 +0.60D 0.0270 0.070 8.376 ftftinin9.128 S Only 0.0144 0.245 8.376 ftftinin8.268 W Only -0.0075 0.299 8.805 ftftinin8.268 .Steel Section Properties :HSS5x5x1/4 R xx = 1.930 in Depth =5.000 in R yy = 1.930 in J =25.800 in^4 Width =5.000 in Wall Thick = 0.250 in Zx =7.610 in^3 Area = 4.300 in^2 Weight =15.620 plf I xx =16.00 in^4 S xx =6.41 in^3Design Thick =0.233 in I yy =16.000 in^4 C =10.500 in^3 S yy =6.410 in^3 Ycg =0.000 in Steel Column LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:HSS COLUMN C1 11-7-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Sketches Project: Job No: Subject: Sheet Name: Originating Office: Seattle Tacoma Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Pacific Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Yelm Commercial 25 -578 11 .13 .2S largest canopy C 3 ᾯ u .sl,6 ↑(3.2 7.S HSS BM 3.1 o . 5",' (Header 1 1 19 , HSS B 3.1 D =lopsf Y trib -3 . 25↓£↓d s =esps + ↑λ ↑ '-W =12 .9psf 199 see evercesk -HSS4'12 x 4'x 5/16 Min C3 MSS3 .1 HSSBM 3.1 ↓↓dC3 .1 R1 :D =0 .3SK R2 :D =0 .46k ↑Ri ↑rz S :0 .75k S =1 .031 1 ''Wa -.39 W =-0 .53k 6 .5'O .s ' See enercals -(8X13.75 works ftensiontiewoudho /ƴ →RzX 3 .s '4 .s ' vertical axial horizontal \R2 :Dy =0 .46k D = .246 k (7,8 '/4 .s ') =77 DX =,4 %[6 4.5 )=0 .01 k以 't Sy =1 .03 K S =1 .03 k (7814 .5 )=167 K Sx =1 (o 3 K 614 .5 )=1 .4 k Wy =-0 .S3k W =0.53k (7.5//4 .5)= = ·88K Wx = -0.S3K(6/4.S))=- .7lk Project: Job No: Subject: Sheet Name: Originating Office: Seattle Tacoma Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Pacific Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Yelm Commercial 25 -578 11 .13 .2S Zanopy3 High hor : D+S £α о £Reaction←W =,39 K -ω ' ' 9 ↑唱しに K .פ E IK no veneer load since lintel beam takes loading cuwcak D:1Spst (2))+10 pst (10):130 pIf 5 :2Sps +(2 .)=soplt W =20 ·Sps +(4/2):41 plf S'/x 12GL workS low hor : D+S ա t ƈ _ReactionCW=1 .4 K -ω ' ' 19 "↑B = .3 ⽔ no veneer load since lintel beam takes loading Window e D :8psf(41)=32 plf Wind :W =W.Spst (4 +10 ,5'/2)=149 Plf *limit =Total :19 × 121360 =063 transient :19 × 12 /240 = 、GS GI Won't work for deflection We HSSSXSx 5/16 Header Project: Job No: Subject: Sheet Name: Originating Office: Seattle Tacoma Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Pacific Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Yelm Commercial 25 -578 Il-S-2S Hss column (3 .1 Roof truss &Veneer d Roof truss +veneer ↓"4421e ' e canopy פ HDR-at -.→¤canopy ' 10→ ᶍ <,R2 1 ets "->>↓0 ↑ ' ܻ 㣺afD=1 SpSF (2 ')(")=30hb S =2 SBSE [2 x 1 )=solb veneer D =40 ps 8 [9 ,8 )[1912 ]=3 . QK a canopy wadader oop :W =.tek .39k RIX :D =17k ↓Header down :D=TK 1 .2k S = ,36k S =2.48 k Wa 1 i 4 k -canopy lop :D =.S5k 0 .61K S -t 2 tli 4 k tension tie w ==*3K :71k ↓canopy down :R2 :Dy :K .46k Sy =A 1 .03K Wy =-7 -0 . 53k Gloading -Header oop :W =&K 1 .41 ->Canopy Cop :D =SSK 0 .61k S -ti 2k li 4 k W =--71 k channel ↓canlopy down :R1 :D =0551 .3517 S =O .Qk.75 k W .39 k Wood Column LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:HIGH HEADER CANOPY 3 11-13-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: . Referenced Design Standard(s) : NDS 2024 Load Combinations Used : ASCE 7-22 / IBC 2024 Code References Governing Code : IBC 2024 General Information Wood Section Name 5.5x12Analysis Method : 19Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species DF/DF Wood Grade 24F-V4 Fb +2400 1850 psi 1650 650 265 1100 31.21 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1800 950 1600 850 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension N/A Use Cr : Repetitive ? Kf about Y 1.0 Exact Width 5.50 in Exact Depth 12.0 in Area 66.0 in^2 Ix 792.0 in^4 Iy 166.375 in^4 Wood Grading/Manuf.Western Wood Member Type GLB Ct : Temperature Factor 1.0 Cf or Cv for Compression N/A 1680 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending N/A x-x Bending y-y Bending ksi NoMinimum Basic Fully braced against buckling ABOUT Y-Y Axis Fully braced against buckling ABOUT X-X Axis Column Buckling Condition: Kf about X 1.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 271.787 lbs * Dead Load Factor BENDING LOADS . . . GRAVITY: Lat. Uniform Load creating Mx-x, D = 0.130, S = 0.050 k/ft OOP WIND: Lat. Uniform Load creating My-y, W = 0.0410 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.2495 Location of max.above base 9.564 ft Applied Axial 0.2718 k Applied Mx 5.866 k-ft Load Combination D Only Load Combination D Only Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 42.102 psi 238.50Allowable Shear psi 0.1177 : 1 Bending Compression Shear Location of max.above base 0.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . .Top along Y-Y 1.568 k Bottom along Y-Y 1.568 k Top along X-X 0.3895 k Bottom along X-X 0.3895 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.3430 in at 9.564 ft above base for load combination :+D+0.70S Along X-X 0.4565 in at 9.564 ft above base Fc : Allowable 1,485.0 psi Other Factors for load combination :W Only . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosControlling Cp DCLoad Combination Stress Ratio Location Stress Ratio Status LocationValueStatus Load Combination Results About D Only 0.900 PASS PASS9.564 0.1177 0.0 ft1.000 ft0.2495X Axis +D+0.70S 1.150 PASS PASS9.436 0.1169 19.0 ft1.000 ft0.2487X Axis +D+0.5250S 1.150 PASS PASS9.436 0.1107 19.0 ft1.000 ft0.2355X Axis +D+0.60W 1.600 PASS PASS9.564 0.06620 0.0 ft1.000 ft0.2370X Axis +D+0.450W 1.600 PASS PASS9.564 0.06620 0.0 ft1.000 ft0.2132X Axis +D+0.5250S+0.450W 1.600 PASS PASS9.436 0.07957 19.0 ft1.000 ft0.2419X Axis +0.60D+0.60W 1.600 PASS PASS9.436 0.03972 0.0 ft1.000 ft0.1801X Axis +D+0.10S 1.600 PASS PASS9.436 0.06875 19.0 ft1.000 ft0.1473X Axis Wood Column LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:HIGH HEADER CANOPY 3 11-13-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Axial + Bending Stress Ratios Maximum Shear RatiosControlling Cp DCLoad Combination Stress Ratio Location Stress Ratio Status LocationValueStatus Load Combination Results About +0.60D 1.600 PASS PASS9.436 0.03972 0.0 ft1.000 ft0.08514X Axis .Note: Only non-zero reactions are listed. Load Combination Rx (k)Ry (k)Axial (k) @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My (k-ft)Mx (k-ft) D Only -1.235 0.272-1.235 +D+0.70S -1.568 0.272-1.568 +D+0.5250S -1.484 0.272-1.484 +D+0.60W -1.235 0.272-1.235-0.234 -0.234 +D+0.450W -1.235 0.272-1.235-0.175 -0.175 +D+0.5250S+0.450W -1.484 0.272-1.484-0.175 -0.175 +0.60D+0.60W -0.741 0.163-0.741-0.234 -0.234 +D+0.10S -1.283 0.272-1.283 +0.60D -0.741 0.163-0.741 S Only -0.475-0.475 W Only -0.390 -0.390 Item Rx (k)Ry (k)Axial (k) @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx (k-ft)My (k-ft) Axial, Base Max 0.272 Axial, Base Min Rx, Base Max Rx, Base Min -0.390 Rx, Top Max Rx, Top Min -0.390 Ry, Base Max Ry, Base Min -1.568 Ry, Top Max Ry, Top Min -1.568 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.270 9.564 ftftinin0.000 +D+0.70S 0.0000 0.343 9.564 ftftinin0.000 +D+0.5250S 0.0000 0.325 9.564 ftftinin0.000 +D+0.60W 0.2739 0.270 9.564 ftftinin9.564 +D+0.450W 0.2054 0.270 9.564 ftftinin9.564 +D+0.5250S+0.450W 0.2054 0.325 9.564 ftftinin9.564 +0.60D+0.60W 0.2739 0.162 9.564 ftftinin9.564 +D+0.10S 0.0000 0.281 9.564 ftftinin0.000 +0.60D 0.0000 0.162 9.564 ftftinin0.000 S Only 0.0000 0.104 9.564 ftftinin0.000 W Only 0.4565 0.000 0.000 ftftinin9.564 . Wood Column LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:HIGH HEADER CANOPY 3 11-13-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Sketches 12.0 in 5.50 in +Y +X 5.5x12 Height = 19.0 ft 0.04klf Height = 19.0 ft 0.18klf Steel Column LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:HSS COLUMN C3.1 11-13-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: . Referenced Design Standard(s) : AISC 360-22 Load Combinations Used : ASCE 7-16 Code References Governing Code : IBC 2024 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 16.0Overall Column Height Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS5x5x1/4 50.0 ft E : Elastic Bending Modulus Unbraced Length for buckling ABOUT X-X Axis = 16.0 ft, K = 1.0 Unbraced Length for buckling ABOUT Y-Y Axis = 16.0 ft, K = 1.0 Brace condition : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 249.920 lbs * Dead Load Factor AXIAL LOADS . . . ROOF: Axial Load at 16.0 ft, D = 0.030, S = 0.050 k VENEER: Axial Load at 16.0 ft, Xecc = -2.50 in, D = 3.60 k CANOPY TENSION TIE: Axial Load at 14.0 ft, Xecc = -2.50 in, D = 0.460, S = 1.030, W = -0.530 k HEADER DOWN: Axial Load at 14.0 ft, Yecc = -2.50 in, D = 1.20, S = 0.480 k CANOPY CHANNEL: Axial Load at 10.0 ft, Xecc = -2.50 in, D = 0.350, S = 0.750, W = -0.390 k BENDING LOADS . . . HEADER OOP: Lat. Point Load at 14.0 ft creating Mx-x, W = 0.390 k CANOPY OOP: Lat. Point Load at 14.0 ft creating Mx-x, D = -0.610, S = -1.40, W = 0.710 k CANOPY OOP: Lat. Point Load at 10.0 ft creating Mx-x, D = 0.610, S = 1.40, W = -0.710 k HEADER OOP: Lat. Point Load at 10.0 ft creating Mx-x, W = 1.40 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.4170 Location of max.above base 9.987 ft 7.208 k 62.440 k 6.128 k-ft Load Combination +D+0.750S+0.450W Load Combination +D+S 18.987 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 1.486 k 0.04126 : 1 Location of max.above base 10.094 ft At maximum location values are . . . : 1 At maximum location values are . . . k 18.987 k-ft 0.6932 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : AppliedVn / Omega : Allowable Maximum Load Reactions . . Top along X-X 0.08060 k Bottom along X-X 0.08060 k Top along Y-Y 1.394 k Bottom along Y-Y 0.6136 k Maximum Load Deflections . . . Along Y-Y 0.4607 in at 8.483 ft above base for load combination :+D+0.750S+0.450W Along X-X 0.06952 in at 8.913 ft above base for load combination :+D+S 36.005 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Rx KyLy/Ry D Only PASS PASS9.99 0.012 10.09 ftft0.166 1.46 1.40 99.48 99.48 +D+S PASS PASS9.99 0.041 10.09 ftft0.384 1.46 1.40 99.48 99.48 +D+0.750S PASS PASS9.99 0.034 10.09 ftft0.329 1.46 1.40 99.48 99.48 +D+0.60W PASS PASS9.99 0.019 14.07 ftft0.283 1.46 1.40 99.48 99.48 +D+0.450W PASS PASS9.99 0.016 10.09 ftft0.253 1.46 1.40 99.48 99.48 +D+0.750S+0.450W PASS PASS9.99 0.038 10.09 ftft0.417 1.46 1.40 99.48 99.48 +0.60D+0.60W PASS PASS9.99 0.020 14.07 ftft0.216 1.46 1.40 99.48 99.48 +0.60D PASS PASS9.99 0.007 10.09 ftft0.099 1.46 1.40 99.48 99.48 . Steel Column LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:HSS COLUMN C3.1 11-13-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Note: Only non-zero reactions are listed. Load Combination Rx (k)Ry (k)Axial (k) @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx (k-ft)My (k-ft) D Only 0.1685.890 -0.168-0.057 0.057 +D+S 0.5248.200 -0.524-0.081 0.081 +D+0.750S 0.4357.622 -0.435-0.075 0.075 +D+0.60W -0.6685.338 -0.406-0.050 0.050 +D+0.450W -0.4595.476 -0.346-0.052 0.052 +D+0.750S+0.450W -0.1927.208 -0.614-0.069 0.069 +0.60D+0.60W -0.7352.982 -0.339-0.027 0.027 +0.60D 0.1013.534 -0.101-0.034 0.034 S Only 0.3562.310 -0.356-0.023 0.023 W Only -1.394-0.920 -0.3960.012 -0.012 Item Rx (k)Ry (k)Axial (k) @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx (k-ft)My (k-ft) Axial, Base Max 8.200 Axial, Base Min -0.920 Rx, Base Max 0.012 Rx, Base Min -0.081 Rx, Top Max 0.081 Rx, Top Min -0.012 Ry, Base Max -0.101 Ry, Base Min -0.614 Ry, Top Max 0.524 Ry, Top Min -1.394 .Maximum Deflections for Load Combinations Max. Deflection in X dir Max. Deflection in Y dir DistanceLoad Combination Distance D Only 0.0535 0.121 8.376 ftftinin9.128 +D+S 0.0695 0.373 8.376 ftftinin8.913 +D+0.750S 0.0655 0.310 8.376 ftftinin8.913 +D+0.60W 0.0485 0.322 8.698 ftftinin9.235 +D+0.450W 0.0498 0.272 8.591 ftftinin9.235 +D+0.750S+0.450W 0.0618 0.461 8.483 ftftinin9.020 +0.60D+0.60W 0.0271 0.274 8.698 ftftinin9.342 +0.60D 0.0321 0.073 8.376 ftftinin9.128 S Only 0.0162 0.252 8.268 ftftinin8.268 W Only -0.0084 0.336 8.805 ftftinin8.268 .Steel Section Properties :HSS5x5x1/4 R xx = 1.930 in Depth =5.000 in R yy = 1.930 in J =25.800 in^4 Width =5.000 in Wall Thick = 0.250 in Zx =7.610 in^3 Area = 4.300 in^2 Weight =15.620 plf I xx =16.00 in^4 S xx =6.41 in^3Design Thick =0.233 in I yy =16.000 in^4 C =10.500 in^3 S yy =6.410 in^3 Ycg =0.000 in Steel Column LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:HSS COLUMN C3.1 11-13-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Sketches Steel Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:C3.2 11-13-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Referenced Design Standard(s) : AISC 360-22 Load Combination Set : ASCE 7-16 Code References Governing Code : IBC 2024 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 Span = 6.50 ft C8x13.75 Span = 0.50 ft C8x13.75123 D(0.0950) S(0.2375) W(-0.1235) D(0.3088) S(0.7719) W(-0.4014) D(0.3088) S(0.7719) W(-0.4014) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loadingLinked Load(s)Beam C3.1 11-13-25, Support 1: D = 0.0950, S = 0.2375, W = -0.1235 k @ 7 ft from left end of beam Beam HSS B3.1 11-13-25, Support 1: D = 0.3088, S = 0.7719, W = -0.4014 k @ 0.5 ft from left end of beamBeam HSS B3.1 11-13-25, Support 1: D = 0.3088, S = 0.7719, W = -0.4014 k @ 6 ft from left end of beam .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.020 : 1 Load Combination +D+S Span # where maximum occurs Span # 1 1.151 k Mn / Omega : Allowable 27.445 k-ft Vn/Omega : Allowable C8x13.75Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S 43.545 k Section used for this span C8x13.75 Ma : Applied Maximum Shear Stress Ratio =0.026 : 1 6.500 ft 0.553 k-ft Va : Applied 0 <360 17310Ratio =10487 >=240. Maximum DeflectionMax Downward Transient Deflection 0.003 in 27,416Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.005 in Ratio =>=240. Max Upward Total Deflection -0.001 in Span: 1 : S Only n/a Span: 1 : +D+S Span: 2 : +D+S .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 6.50 ft 1 0.007 0.008 0.20 -0.05 0.20 45.83 27.45 1.00 1.00 0.36 72.72 43.54 Dsgn. L = 0.50 ft 2 0.002 0.002 -0.05 0.05 45.83 27.45 1.00 1.00 0.10 72.72 43.54 +D+S Dsgn. L = 6.50 ft 1 0.020 0.026 0.55 -0.17 0.55 45.83 27.45 1.00 1.00 1.15 72.72 43.54 Dsgn. L = 0.50 ft 2 0.006 0.008 -0.17 0.17 45.83 27.45 1.00 1.00 0.34 72.72 43.54 +D+0.750S Dsgn. L = 6.50 ft 1 0.017 0.022 0.46 -0.14 0.46 45.83 27.45 1.00 1.00 0.95 72.72 43.54 Dsgn. L = 0.50 ft 2 0.005 0.006 -0.14 0.14 45.83 27.45 1.00 1.00 0.28 72.72 43.54 +D+0.60W Dsgn. L = 6.50 ft 1 0.004 0.003 0.10 -0.01 0.10 45.83 27.45 1.00 1.00 0.11 72.72 43.54 Dsgn. L = 0.50 ft 2 0.000 0.001 -0.01 0.01 45.83 27.45 1.00 1.00 0.03 72.72 43.54 +D+0.450W Dsgn. L = 6.50 ft 1 0.005 0.004 0.13 -0.02 0.13 45.83 27.45 1.00 1.00 0.18 72.72 43.54 Dsgn. L = 0.50 ft 2 0.001 0.001 -0.02 0.02 45.83 27.45 1.00 1.00 0.05 72.72 43.54 +D+0.750S+0.450W Dsgn. L = 6.50 ft 1 0.014 0.018 0.38 -0.11 0.38 45.83 27.45 1.00 1.00 0.77 72.72 43.54 Dsgn. L = 0.50 ft 2 0.004 0.005 -0.11 0.11 45.83 27.45 1.00 1.00 0.22 72.72 43.54 +0.60D+0.60W Steel Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:C3.2 11-13-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 6.50 ft 1 0.001 0.001 0.02 -0.01 0.02 45.83 27.45 1.00 1.00 0.03 72.72 43.54 Dsgn. L = 0.50 ft 2 0.000 0.000 0.01 0.01 45.83 27.45 1.00 1.00 0.02 72.72 43.54 +0.60D Dsgn. L = 6.50 ft 1 0.004 0.005 0.12 -0.03 0.12 45.83 27.45 1.00 1.00 0.22 72.72 43.54 Dsgn. L = 0.50 ft 2 0.001 0.001 -0.03 0.03 45.83 27.45 1.00 1.00 0.06 72.72 43.54 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections in Span"+" Deflin Span"-" Defl +D+S1 0.0045 3.172 0.0000 0.000 +D+S20.0000 3.172 -0.0011 0.500 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.099 1.491 Max Upward from Load Combinations 1.099 1.491 Max Upward from Load Cases 0.754 1.028 Max Downward from all Load Conditions (Resisting Uplift)-0.392 -0.534 Max Downward from Load Combinations (Resisting Uplift)-0.028 -0.043 Max Downward from Load Cases (Resisting Uplift)-0.392 -0.534 D Only 0.346 0.463 +D+S 1.099 1.491 +D+0.750S 0.911 1.234 +D+0.60W 0.111 0.142 +D+0.450W 0.170 0.222 +D+0.750S+0.450W 0.735 0.993 +0.60D+0.60W -0.028 -0.043 +0.60D 0.208 0.278 S Only 0.754 1.028 W Only -0.392 -0.534 Steel Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:C3.1 11-13-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Referenced Design Standard(s) : AISC 360-22 Load Combination Set : ASCE 7-16 Code References Governing Code : IBC 2024 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Completely Unbraced Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 Span = 19.0 ft C8x13.75 1 2 D(0.010) S(0.0250) W(-0.0130) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Uniform Load : D = 0.010, S = 0.0250, W = -0.0130 ksf, Tributary Width = 1.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.213 : 1 Load Combination +D+S Span # where maximum occurs Span # 1 0.3325 k Mn / Omega : Allowable 7.418 k-ft Vn/Omega : Allowable C8x13.75Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S 43.545 k Section used for this span C8x13.75 Ma : Applied Maximum Shear Stress Ratio =0.008 : 1 0.000 ft 1.579 k-ft Va : Applied 6,233 >=360 2315Ratio =45018 >=240. Maximum DeflectionMax Downward Transient Deflection 0.070 in 3,241Ratio =>=360 Max Upward Transient Deflection -0.037 in Ratio = Max Downward Total Deflection 0.098 in Ratio =>=240. Max Upward Total Deflection -0.005 in Span: 1 : S Only Span: 1 : W Only Span: 1 : +D+S Span: 1 : +0.60D+0.60W .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 19.00 ft 1 0.061 0.002 0.45 0.45 12.39 7.42 1.14 1.00 0.10 72.72 43.54 +D+S Dsgn. L = 19.00 ft 1 0.213 0.008 1.58 1.58 12.39 7.42 1.14 1.00 0.33 72.72 43.54 +D+0.750S Dsgn. L = 19.00 ft 1 0.175 0.006 1.30 1.30 12.39 7.42 1.14 1.00 0.27 72.72 43.54 +D+0.60W Dsgn. L = 19.00 ft 1 0.013 0.000 0.10 0.10 12.39 7.42 1.14 1.00 0.02 72.72 43.54 +D+0.450W Dsgn. L = 19.00 ft 1 0.025 0.001 0.19 0.19 12.39 7.42 1.14 1.00 0.04 72.72 43.54 +D+0.750S+0.450W Dsgn. L = 19.00 ft 1 0.139 0.005 1.03 1.03 12.39 7.42 1.14 1.00 0.22 72.72 43.54 +0.60D+0.60W Dsgn. L = 19.00 ft 1 0.011 0.000 -0.08 0.08 12.39 7.42 1.14 1.00 0.02 72.72 43.54 +0.60D Dsgn. L = 19.00 ft 1 0.036 0.001 0.27 0.27 12.39 7.42 1.14 1.00 0.06 72.72 43.54 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections in Span"+" Deflin Span"-" Defl +D+S1 0.0985 9.554 0.0000 0.000 . Steel Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:C3.1 11-13-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.333 0.333 Max Upward from Load Combinations 0.333 0.333 Max Upward from Load Cases 0.238 0.238 Max Downward from all Load Conditions (Resisting Uplift)-0.124 -0.124 Max Downward from Load Combinations (Resisting Uplift)-0.017 -0.017 Max Downward from Load Cases (Resisting Uplift)-0.124 -0.124 D Only 0.095 0.095 +D+S 0.333 0.333 +D+0.750S 0.273 0.273 +D+0.60W 0.021 0.021 +D+0.450W 0.039 0.039 +D+0.750S+0.450W 0.218 0.218 +0.60D+0.60W -0.017 -0.017 +0.60D 0.057 0.057 S Only 0.238 0.238 W Only -0.124 -0.124 Steel Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:HSS B3.1 11-13-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Referenced Design Standard(s) : AISC 360-22 Load Combination Set : ASCE 7-16 Code References Governing Code : IBC 2024 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Completely Unbraced Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 Span = 19.0 ft HSS4-1/2x4-1/2x5/16 1 2 D(0.03250) S(0.08125) W(-0.04225) .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Uniform Load : D = 0.010, S = 0.0250, W = -0.0130 ksf, Tributary Width = 3.250 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.284 : 1 Load Combination +D+S Span # where maximum occurs Span # 1 1.081 k Mn / Omega : Allowable 18.059 k-ft Vn/Omega : Allowable HSS4-1/2x4-1/2x5/16Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S 37.921 k Section used for this span HSS4-1/2x4-1/2x5/16 Ma : Applied Maximum Shear Stress Ratio =0.028 : 1 0.000 ft 5.133 k-ft Va : Applied 717 >=360 266Ratio =5180 >=240. Maximum DeflectionMax Downward Transient Deflection 0.611 in 372Ratio =>=360 Max Upward Transient Deflection -0.318 in Ratio = Max Downward Total Deflection 0.856 in Ratio =>=240. Max Upward Total Deflection -0.044 in Span: 1 : S Only Span: 1 : W Only Span: 1 : +D+S Span: 1 : +0.60D+0.60W .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 19.00 ft 1 0.081 0.008 1.47 1.47 30.16 18.06 1.14 1.00 0.31 63.33 37.92 +D+S Dsgn. L = 19.00 ft 1 0.284 0.028 5.13 5.13 30.16 18.06 1.14 1.00 1.08 63.33 37.92 +D+0.750S Dsgn. L = 19.00 ft 1 0.233 0.023 4.22 4.22 30.16 18.06 1.14 1.00 0.89 63.33 37.92 +D+0.60W Dsgn. L = 19.00 ft 1 0.018 0.002 0.32 0.32 30.16 18.06 1.14 1.00 0.07 63.33 37.92 +D+0.450W Dsgn. L = 19.00 ft 1 0.034 0.003 0.61 0.61 30.16 18.06 1.14 1.00 0.13 63.33 37.92 +D+0.750S+0.450W Dsgn. L = 19.00 ft 1 0.186 0.019 3.36 3.36 30.16 18.06 1.14 1.00 0.71 63.33 37.92 +0.60D+0.60W Dsgn. L = 19.00 ft 1 0.015 0.001 -0.26 0.26 30.16 18.06 1.14 1.00 0.06 63.33 37.92 +0.60D Dsgn. L = 19.00 ft 1 0.049 0.005 0.88 0.88 30.16 18.06 1.14 1.00 0.19 63.33 37.92 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections in Span"+" Deflin Span"-" Defl +D+S1 0.8558 9.554 0.0000 0.000 . Steel Beam LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:HSS B3.1 11-13-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.081 1.081 Max Upward from Load Combinations 1.081 1.081 Max Upward from Load Cases 0.772 0.772 Max Downward from all Load Conditions (Resisting Uplift)-0.401 -0.401 Max Downward from Load Combinations (Resisting Uplift)-0.056 -0.056 Max Downward from Load Cases (Resisting Uplift)-0.401 -0.401 D Only 0.309 0.309 +D+S 1.081 1.081 +D+0.750S 0.888 0.888 +D+0.60W 0.068 0.068 +D+0.450W 0.128 0.128 +D+0.750S+0.450W 0.707 0.707 +0.60D+0.60W -0.056 -0.056 +0.60D 0.185 0.185 S Only 0.772 0.772 W Only -0.401 -0.401 Steel Column LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:LOW HEADER CANOPY 3 11-13-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: . Referenced Design Standard(s) : AISC 360-22 Load Combinations Used : ASCE 7-22 / IBC 2024 Code References Governing Code : IBC 2024 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 19Overall Column Height Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS5x5x5/16 50 ft E : Elastic Bending Modulus Unbraced Length for buckling ABOUT X-X Axis = 19 ft, K = 1.0 Unbraced Length for buckling ABOUT Y-Y Axis = 19 ft, K = 1.0 Brace condition : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 361.609 lbs * Dead Load Factor BENDING LOADS . . . GRAVITY: Lat. Uniform Load creating Mx-x, D = 0.0320 k/ft OOP WIND: Lat. Uniform Load creating My-y, W = 0.1490 k/ft .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.2430 Location of max.above base 9.436 ft 0.3616 k 54.904 k 1.444 k-ft Load Combination +D+0.60W Load Combination +D+0.60W 22.854 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.8493 k 0.01968 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k 22.854 k-ft 4.034 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : AppliedVn / Omega : Allowable Maximum Load Reactions . . Top along X-X 1.416 k Bottom along X-X 1.416 k Top along Y-Y 0.3040 k Bottom along Y-Y 0.3040 k Maximum Load Deflections . . . Along Y-Y 0.1721 in at 9.564 ft above base for load combination :D Only Along X-X 0.8015 in at 9.564 ft above base for load combination :W Only 43.148 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Rx KyLy/Ry D Only PASS PASS9.44 0.007 0.00 ftft0.066 1.14 1.14 120.00 120.00 +D+0.60W PASS PASS9.44 0.020 0.00 ftft0.243 1.14 1.14 120.00 120.00 +D+0.450W PASS PASS9.44 0.015 0.00 ftft0.199 1.14 1.14 120.00 120.00 +0.60D+0.60W PASS PASS9.44 0.020 0.00 ftft0.216 1.14 1.14 120.00 120.00 +0.60D PASS PASS9.44 0.004 0.00 ftft0.040 1.14 1.14 120.00 120.00 .Note: Only non-zero reactions are listed. Load Combination Rx (k)Ry (k)Axial (k) @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx (k-ft)My (k-ft) D Only -0.3040.362 -0.304 +D+0.60W -0.3040.362 -0.304-0.849 -0.849 +D+0.450W -0.3040.362 -0.304-0.637 -0.637 +0.60D+0.60W -0.1820.217 -0.182-0.849 -0.849 +0.60D -0.1820.217 -0.182 W Only -1.416 -1.416 Steel Column LIC# : KW-06014122, Build:20.25.10.02 PCS STRUCTURAL SOLUTIONS (c) ENERCALC, LLC 1982-2025 DESCRIPTION:LOW HEADER CANOPY 3 11-13-25 Project File: 25-578 Yelm Commercial.ec6 Project Title:Engineer:Project ID:Project Descr: Item Rx (k)Ry (k)Axial (k) @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx (k-ft)My (k-ft) Axial, Base Max 0.362 Axial, Base Min Rx, Base Max Rx, Base Min -1.416 Rx, Top Max Rx, Top Min -1.416 Ry, Base Max Ry, Base Min -0.304 Ry, Top Max Ry, Top Min -0.304 .Maximum Deflections for Load Combinations Max. Deflection in X dir Max. Deflection in Y dir DistanceLoad Combination Distance D Only 0.0000 0.172 9.564 ftftinin0.000 +D+0.60W 0.4809 0.172 9.564 ftftinin9.564 +D+0.450W 0.3607 0.172 9.564 ftftinin9.564 +0.60D+0.60W 0.4809 0.103 9.564 ftftinin9.564 +0.60D 0.0000 0.103 9.564 ftftinin0.000 W Only 0.8015 0.000 0.000 ftftinin9.564 .Steel Section Properties :HSS5x5x5/16 R xx = 1.900 in Depth =5.000 in R yy = 1.900 in J =31.200 in^4 Width =5.000 in Wall Thick = 0.313 in Zx =9.160 in^3 Area = 5.260 in^2 Weight =19.032 plf I xx =19.00 in^4 S xx =7.62 in^3Design Thick =0.291 in I yy =19.000 in^4 C =12.800 in^3 S yy =7.620 in^3 Ycg =0.000 in Sketches Project: Job No: Subject: Sheet Name: Originating Office: Seattle Tacoma Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Pacific Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com KES X Yelm Commercial 25 -578 Il-S-2S Parapet wind loading /Pi →->P2 P3 →Py S'max Ɨ →→ '→k P → s Po s ⼗ ~~ Load care A :Pit P2 =10 .6 psf +35 .9pSt =46 .Spstp(GCrGCpi )load case B :P3 +Py =10 .6 pst +20.4pst =31 psf 9p =12 .9 pStwindward ←-beewardGCp=+1.0,-1 .4 G (pi =1 0 .18 fig .30 .3-SA GCp =+0.3,-2 .6 P .=12 .9 psf [1 .0 -18 )=10 .0 pSf fig 30.3-1 P 2 =12 , 9 psf 1-2 -6 --18 ]=35.9 pSF fig 30 .3-SA P3 =P ,=10 .6 pSt fig 30 .3-1 Py :12 .9 p 88 (-1 .1 -18 ]=-20 .4 pst fig 30 .3 -1 smicloading ASCE 7-16 12 .1/ Veneer load :3Spsf +lopsf self height =45pSf fp =0.4Sps FeD =0.4 (1 .034)(1 .0)(45pSt)=18 .6 pSf