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Structural Calculations - Building BMc McClendon Engineering Inc TAHOMA TERRA BUILDING B STORAGE Yelm, Washington FINAL STRUCTURAL CALCULATIONS June 30, 2023 Prepared for: Keimig Associates 307 D Street SE Auburn, Washington 98002 &43327 '�FctsTERti9 SStONAL EZyG EXPIRES: 07 Z3 ZS Preparedb : McClendon Engineering Inc 1412 West Idaho Street, Suite 240 Boise, ID 83702 Project No.: 1028.23 M C TAHO MA TERRA McClendon BUILDING B STORAGE Engineering Inc YELM WASHINGTON 1028.23 TABLE OF CONTENTS Page Number GENERAL: Tableof Contents........................................................................................................................ DesignLoads............................................................................................................................... 2 Materials and References............................................................................................................ 3 DeferredSubmittals..................................................................................................................... SpecialInspection .................................................................................................................. 3 ProjectDescription...................................................................................................................... GRAVITY DESIGN: RoofFraming .......................................... • .................. . Roof Panel Purlins LintelDesign.............................................................. WallDesign............................................................... Foundation Design...........................................................�� Wali Footings LATERAL DESIGN: Lateral Analysis ....... ..................................................... Z 7 Wind Base Shear Seismic Base Shear Diaphragm/Chord Analysis ................................................... 3 Shear Wall Design ........................................................... 410— y 5 X -Braced Walls I Mc McClendon Engineering Inc GRAVITY DESIGN LOADS: Roof Dead Loads Roofing: Decking: Framing: Insulation: Ceiling: M & E Collateral: ?, n_S fl� Miscellaneous: Tor E Roof DL: Roof Live Loads Snow Load: Roof LL:� Floor Dead Loads Flooring: Insulation: Ceiling:, M&ECo Y_ Floor DL: Floor Live Loads �16? ti's' Occupancy/Use: ! rV0-P1r0C Floor LL: S F Occupancy/lase: Floor LL: Wall Loads Interior Stud Wall DL: 7 r75r Exterior Stud Wall DL: CVVw. WKLL- 01-`• n P3 LATERAL DESIGN LOADS: Wind Loads Wind: mph Exposure: MWFRS: � r MPLZ, 0/ tW�1 ti -A TAHOMA TERRA- - --- BUILDING B STORAGE YELM WASHINGTON Seismic Loads Site Class: O� Seismic Design Category:_ Risk Category: 77 Importance Factor: 1.0 LOAD COMBINATIONS: Design Method Strength Design: Basic Load Combinations ❑ Allowable Stress Design: Basic Load Combinations ❑ Alternative Basic Load Combinations `� 1028.23 R:1� Q: p:—J– SDs: I. 3 SDI: MSFRS: Xa-fret-D Mc McClendon Engineering Inc MATERIALS: Steel Shapes Fy Plates/Angles/Channel: Fy=�� Hollow Structural Shapes: Fy Pipe: Fy = Bolts: 1�3Z Anchor Bolts: 1CJ7 REFERENCES: Soils Bearing Pressure — 152) Source of Information: s?uo Frost Depth — '161 { DEFERRED SUBMITTALS: Steel: Steel member layout Joist/Joist Girders Layout ❑ Metal deck layout Wood: Engineered Truss Layout ❑ Cold Formed Steel: Steel member layout SPECIAL INSPECTIONS: Fabricators ❑ Steel Construction Concrete Construction ❑ Masonry- Level 1 Masonry- Level 2 Q. Wood Construction ❑ Soils ❑ Deep Foundations ❑ Special Cases Seismic Resistance ❑ Other: n Wood Sawn Lumber: r GluLam: Eng. Product: Li ht Gau a Steel Fy: 5'! TAHOMA TERRA BUILDING B STORAGE YELM WASHINGTON 1028.23 Concrete T. _ o I� fy = ! Masonry f. _ 0 5 fy — Codes Used Software Used 14 k,5615N Concrete: \ Mix Design Reinforcement Layout Masonry: Mix Design Reinforcement Layout Other: ❑ Mc McClendon Engineering Inc PROJECT DESCRIPTION: TAHOMA TERRA BUILDING B STORAGE YELM WASHINGTON 1028.23 The Structural scope of work for this project consists o£ • The design of a single -story light -gauge steel framed storage building. • The gravity system for the building consists of a light gauge steel framed roof supported by steel frames, light -gauge steel framed walls. • The lateral system for the building consists of a simple diaphragm, light framed shear walls reinforced with flat strap cross bracing. o The loads are transferred from the diaphragm to the framed shear walls, to the foundation. 4 Mc McClendon Engineering Inc THIS PAGE INTENTIONALLY LEFT BLANK LL LU D U T N M IT Q Z 0. HidON -(D M c -r— Project:! fir!- Mlk No: 0Z , Z3 Page: C McClendon sc°pe: Date: 2 Checked by: Engineering Inc Item: By: $ ofR.I'C>�t INC, Fr- 111p5F -SPAN 1 n 19 MCELRO Medallion -Lok fi METAL 134 1 , 16" COVERAGE f- Section properties are calculated in accordance with the 2004 A1SI North American Speo6calion for the Design of Cold -Formed Steel Sthlclt4'al ftiefrlbefs. 2. Va is the allowable shear. 3. Pa is the allowable load for web enppiing on end & interior supports. 4. Ix is for deflection determination. 5. Se is for bending, 6. Ma is the alloy !:Av bending moment. 7. All values are for one foot of panel width- Allowable Uniform Loads (PSF) Notes: 1. AHowable uniform loads are based upon equal span lenglhs. 2. Positive Wnd is wind pressure and is NOT increased by 33 113 3. Live is the allowable live or snow load - 4, Dellearur (U180) is the allowable load that limits the panel's deflection to U1 BC We under p"fiva or live load. 5. Deflection ({1240) is the allowable load that 1it11its the panel's deflection to U240 while under positive or live load. 6, The weight of the panel has NOT been deducted from the allowable loads. 7- Positive wind and Live lead values are limited to combined shear 8 bending using Eq, C3.3.1 -t of the AISI Specification. 8. Values of ASTM E1892 Wind Uplift Testing include a factor of safety of 1.67- Shaded areas are outside of test range. Ceniact McElroy Metal for more information. 9. Positive Wind and Liar Load values are limited by wsb crippling using a beanng length of 2". 10. Web crippling values are determined using a ratio of the uniform loadactually supported by the tap flanges of the section. 11. Load Tables are tirAted to a maximum allcwablt load of 500 psf. 7 S ani et Span Type Load Type 1.00 1 1.50 2.00 2.50 3.00 3.50 1 4.00 4.50 7.00 5 5Q 600 6 5ar2l 7 5c7 90C B 50 Positive Wind 500 497 280 179 124 91 70 55 44 37 31 26 19 17 15 Single Live 500 497 280 179 124 91 70 55 44 37 31 26 19 17 15 Deflection(LI18Q) 500 50C 5Q0 481 278 175 117 82 60 45 34 27 17 14 12 Deflection (Lf240) 500 500 500 360 208 t31 88 61 45 33 26 20 13 11 9 P051111E Wnd 500 337 197 128 90 56 51 40 3227 22 19 16 14 12 11 2 Span Live 500 337 197 1 12B 90 66 51 40 32 27 22 59 16 14 12 ti Oeflection(LABO) 500 500 5CO 500 491 309 207 145 106 79 61 48 38 31 25 21 Deflection (L)2401 500 500 500 500 365 232 155 109 79 59 46 36 29 23 19 16 PoAve Wind 500 407 241 158 111 82 63 50 41 34 1 28 24 21 18 15 14 3 Span Liv-: 540 407 241 158 I 11+ U 6353 4? 34 23 21 21 43 ',8 14 DNac!lon (Lrt2G} 6CQ 5N $C0 500 3a4 242 162 1 11-1 63 62 4$ 37 3,1 24 20 16 DeAection(1-1249) 500 5C0 500 498 288 181, 121 85 62 46 36 2$ 22 18 15 12 Positive YAnd 500 385 227 148 104 77 59 47 38 31 26 22 19 17 15 13 4 Span Live 500 385 227 148 104 77 59 47 38 31 26 22 t9 17 f5 13 Defleclion(U180) 504 500 500 500 438 257 172 121 88 66 51 40 32 26 21 17 0efledion(L1240) 500 500 50a 500 306 192 1 129 90 66 1 49 1 38 1 30 24 19 16 3 ASTM E1592 Viind UpfiftTesting 69.5 1 61,1 52.9 48-1 45.2 41.3 37.7 338 30.1 NO TEST DATA AVNLABLP Notes: 1. AHowable uniform loads are based upon equal span lenglhs. 2. Positive Wnd is wind pressure and is NOT increased by 33 113 3. Live is the allowable live or snow load - 4, Dellearur (U180) is the allowable load that limits the panel's deflection to U1 BC We under p"fiva or live load. 5. Deflection ({1240) is the allowable load that 1it11its the panel's deflection to U240 while under positive or live load. 6, The weight of the panel has NOT been deducted from the allowable loads. 7- Positive wind and Live lead values are limited to combined shear 8 bending using Eq, C3.3.1 -t of the AISI Specification. 8. Values of ASTM E1892 Wind Uplift Testing include a factor of safety of 1.67- Shaded areas are outside of test range. Ceniact McElroy Metal for more information. 9. Positive Wind and Liar Load values are limited by wsb crippling using a beanng length of 2". 10. Web crippling values are determined using a ratio of the uniform loadactually supported by the tap flanges of the section. 11. 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Praje�t IfOI'1!l1� . 1 -j� _ No:_ /O 3 Page:- McClendon Scape Jrj2i�� __�%�IG�1� ?ate:.s�. 5 Checked by: Engineering Inc item: psi zs psi- C L pops F T, ? SO # L0--v p #j -74p�� LQ2c, j i e (� Project:, �41-�OytV'r - Z 16 McClendon sG pe e Datg*: z3 Checked by' Engineering iric item BY: r M 75PLf= � d G 3K t I, go l; M # S,gt� MGA - V7 CH f4Vr II -Z6 KLk Y -"m p , 4- A/,A,t x,71 c_ . E/C YC Z�f� �r)/q &SCK ° s Q. �' ��2 �f U Q � s�3��r �� 1��� � � EO x �z��/ �l. ��e .:,� �� ��f, �''�'"• �' 5" " R Hi8ON -�D 2 4/.l 1�cv.�. ��tsr 'FS4c. 3laC3F IYl Project: -1AHOM A :1itaA No: 10?-R%7,S Page- Z1 McClendon IcOPe: P-JQ(Ot� Date; Checked by: Engineering Inc Item:_ -- C.) &-xr, cr-s- W,4UL Ve ops r- C-4- WT� t�F �S-60 4414, 6AA t -ALL. T- L 10 P1 rr t 2,11 V-1) IZOOtF;: p� ')F -F7-(>/5LA(& S/ FOO S?C� CRI C. 7-H PacXI;D -Z- DMc No: jQZ8,73 page., McClendon 5c0e," �7Checked by: Engineering Inc item: �Y. CHO /P ?-S'plLF (IZ'4- fZi i 4- 75V 57 Z7 0 McClendon Engineering, Inc. 1412 W. Idaho Street, Suite 240 Boise, Idaho 83702 I M111, (208)342-2919 McClendon Engineering Inc Beam on Elastic Foundation Grade COIDE REFERENCES Calcuiations per ACI 318-14-, 18C 201$ Load Combinations Used: ASCE 7-1b Material Properties fo1 - 2.50 ksi tr = fc ` 7.50 - 375.0 psi W Density = 145.0 pct ), U Wt Factor = 1.0 Efastic Modulus = 3,122.0 ksi Soil Subgrade Modulus = Load Combination ASCE 7-10 Project Title: T ftm k 1"65A.Ak Engineer: Project ID: A9ZT-,1$ Project Descr: FL- =h.TWEP,oiea$ 013PmiDds11074,188�6�yStorage Salm-nMWT01EWRCALC, 1w, I Phi Values Flexure : 0.90 Shear: 0.750 P1 - 0.850 250.0 psi I (inch deflection) fy - Main Rebar = 60.0 ksi Fy - S4irrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # _ # 3 Number of Resisting Legs Per Stirrup 1.0 BQ@m is suppQrtej pn ^n elastic foundotion, 0(1.1 ) 5(0,284) D(3.361 "S(0.+56?) D(3.36 (0.587) _Cross Staten a Rdnfotting Details Rectangular Section, Width =12.0 in, Height = 24.0 in Span #1 Reinforcing.... 245 at 3.0 in from Bottom, from 0.0 to 48.0 ft in this span Applied Loads Service toads entered. Load Factors will be Load for Span Number 1 Uniform Load., D =1.680, S = 0.2840 klft, Extent = 0.0 ->> 0.6670 ft, Tributary Width =1.0 ft Uniform Load: D = 3.361, S = 0.5670 kilt, Extent = 11.333 -->> 12.667 ft, Tributary Width =1.0 fl Uniform Load: D = 3.361, S = 0.5670 klft, Extent = 23.333 -» 24.667 It Tributary Width =1.0 ft Uniform Load: D = 3.361, S = 0,5670 kdft, Extent = 35.333 » 36.667 ft, Tributary Width =1.0 ft Uniform Load; D =1.680, S = 0.2840 k1ft, Extent = 47.333 ->> 48.0 €f, Tributary Width =1.0 ft DESIGN SUMMARY ■ Section used for this span Mu: Applied Mn' Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs Typical Section -3.359 k -ft 6.335 k -ft +1.20€-50L+1-60S+1.60H 4.518 ft Span # 1 Max Downward L+Lr+S deflection 0.000 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.013 in Max Upward Total Deflection 0.000 in Maximum Soil Pressure = 0.468 ksf at 24.00 ft LdComb: +D+S+Fi Alfowabfe Soil Pressure = 1.50 ksf OK Shear Stirrup Requitemdrlty Entire Beam Span Length; Vu < Ptn'Vcy2, Re# Vs = Not Reqd, use stirrups spaced at 0.000 in N.UitrtefM forces i# SireSm lot Load Co tttairmVOTIS Load Combina6an Location (ft) Bending Stress Results (k -ft) Segment Length Span # in Span Mu: Max phiUx Stress Ratio MAXimum Bending Envelope Span # 1 1 47.435 -0.34 633 0.05 DOt68)n* S(0.284) for calculations, 23 Zq McClendon Engineering, Inc. m �E 1412 W. Idaho Street, Suite 240 Boise, Idaho 83702 (208)342-2919 McClendon Engineering lrc Bedrn on Elastic Foundation Project Title:7&tit> TiPtalk Engineer - Project ID: I Project 17escr. File = MM WE DESCRIPTION: Grade Beam Load Combination Locafion (ft) Bending Stress Results (k -ft) Segment Length Span # in Span Mu : Max Phi-Mnx Stress Ratio ENERCALC, Wa 1983201%Btid 10.14.1.30 . Span # 1 1 41.435 -0.32 6,33 0.05 +120D+0.50Lr+1.60L+1.60H Span # 1 1 47.435 -0.26 6.33 0.04 +120D+1.60L+0.50S+1.60H Span # 1 1 47.435 -0.30 6.33 0.05 +f.20D+1.6CLr+0.50L+1.60H Span #1 1 47.435 -0,28 6.33 0.04 +1.20 D+1.60Lr+0.50W+1.60H Span # 1 1 47.435 -0.28 6.33 0.04 +1.200+0 501-+160S+1.6011 Span '41 1 47.435 -0.34 6.33 0.05 +1.20 D+1.60 S+0.50 W+1 6 C H Span # 1 1 47.435 -0.34 6.33 0.05 +120D+0.50Lr4.50L+WA60H Span # 1 1 47.435 -0.28 6.33 0.04 +120D-+0.50L+0.50S+VV+f.60H Span #1 } 47.435 -0.30 6.33 0,05 +1.2GD+0.50L+0.20S+E+1.60H Span # 1 1 47.435 -028 6.33 0.04 +0.900+W+0.9GH Span # 1 1 47.435 -0.21 6.33 0.03 +0.90D+E+0.90H Span # 1 1 47.435 -0.21 6-33 0.03 Overall Maximum Deflections • Utifadored Loads Lead Cambinadon Span Max.'-' Deil Location in Span Load Combination Max. '+ Deti Locatcn in Span Span 1 1 0.0130 24.000 0.0000 0.000 Maximum Defledions for Load Combinations - Unfactered Loads Load Comhination Span Max. Downward Deb Location in Span Max. Upward Deft LocaScn in Span +O+H 1 0.0111 24.000 0.0000 0.000 +0+L+H 1 0.0111 24.009 0.0000 0.000 +D+Lr+H 1 0.0111 24.000 0.0000 0.000 +D+S+H 1 0.0130 24.000 6.0000 0.000 +D+0.75OLr+0.75GL+H 1 0.0111 24.000 0.00GO 0.000 +D+0.750L+0-750S+H 1 0.0125 24.0G0 0.0000 0.000 +D+0.60W+H 1 0.0111 24.OGO 0.0000 0.000 +D+0-70E+H 1 0.0111 24.000 0.0000 0.000 +D+0.750Lr+0.750L+0,450W+H 1 0.0111 24.000 0.0000 0.000 +0+0.750L+0.750S+0.450W+H 1 0.0125 24.000 0.0000 0.000 +D-475CL+0.75CS+0.525CE+H 1 0.0125 24.000 0.0600 0.000 +0.600+0.6GW+0.60F1 1 0.0067 24.000 0.0000 0.000 +0.600-470E+0.6CH 1 0.0067 24-000 0.0000 HOG D Only 1 0.0111 24.000 0.0000 0.000 Lr Only 1 0.0000 0.000 0.0000 0.000 L Only 1 0.0000 0.000 0.0006 0.000 S Only 1 0,0019 24.000 0.0000 0.000 Woniy 1 0.0000 0.000 0.0000 0.000 E Only 1 0-0000 0.000 0.0000 0.000 H only 1 0.0000 0.000 0,9000 0.0cO Detailed ShearInformation Span Distance 'd' Vu (k) MU d Vu/Mu Phi'Vc Comment Phi Vs Spacing (in) Load Combination dumber (it) (in) Actual Design (k -ft} (k) (k) Reld Suggest +i.20D+1.60S+0.50W+1.66H 1 0,00 21.00 0.10 0.10 0.00 f.00 19.12 Vu <PhVcf2 Not Regd G.00 0.06 +120D+1.60S+0.50W+160H 1 0.56 21.00 -1.10 1.10 0.34 1,00 1912 Vu<Phi%7cJ2 NotRegd 0.00 0.00 +S.20+1.60S+0.50W+i.60H 1 11,13 21.00 -1.16 1.16 1.09 1.00 19.12 Vu <P1 Vct2 NotRegd 0.00 0.00 +f.200+1.60S+0.50W+1.50H 1 1.69 21.00 -0.97 0.97 1.75 1,00 19.12 Vu<PhVd2 NotRegd 0.00 0.00 +1.2GD+1.60S+0.50W+1.6QH 1 2.26 21.00 -0.77 0-77 2.30 1.00 19.12 Vu<PhVc12 Not Redd 0.00 0.00 +1.20D+1.60S+0.50V1+1.60H 1 2.82 21,00 -0.58 0,58 2.73 1.00 19.12 Vu < PhV62 Not Regd 0.00 0.00 +120D+1.60S+0.5GW+1.60H 1 3.39 21.00 -0.38 0.36 3.06 1.00 19.12 Vu < PhiVc12 Not Reqd 0.00 0.00 +1,20D+1.60S+0.5aW+1.60H 1 3-95 21.00 -D-17 0.17 3.27 1.G0 19.12 Vu <PhiVc12 Not Raqd 0.00 0,00 +1.200+1.60S+0.50W+1.60H 1 4.52 21.00 0.03 0.03 3.37 0.22 18.21 Vu<PhiVcJ2 NotRagd 0.00 0,00 +1.200+1.60S+0.50W+1.60H 1 5.08 21.00 0.24 0.24 3.35 110 19.12 Vu<PhiVc12 HDtRegd 0.00 0,00 Z5 Detailed Shear Information Project Title: -rA )+6^ k T�32y1 >r� Engineer: Project Il]: 1bZ-&?5 Project Descr-, INC. 1903-20%, 13uid:10.19. McClendon Engineering, Inc. ME 1412 W. Idaho Street, Suite 240 Vu Boise, Idaho 83702 Mu (208) 342-2918 McClendon Comment Engmeednq Inc Spacing fin) Beam on Elastic Foun0ation DESCRIPTION: Grade Beam Detailed Shear Information Project Title: -rA )+6^ k T�32y1 >r� Engineer: Project Il]: 1bZ-&?5 Project Descr-, INC. 1903-20%, 13uid:10.19. Span Distance 'd' Vu () Mu d`Vu16iu Phi'Vc Comment Phi'Vs Spacing fin) Land Combinaficn Number (1t) (in) Actual Design (k -fl) (k) (k) Req'd Suggest +1.200+1.60S+0.50W+1.66H 1 5.65 21.00 0.46 0.46 3.21 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0,00 +1.20D+1.6I)U.50W+1.60H 1 6.21 21.00 0.68 0.68 2.96 1.00 1912 Vu <RM12 Not Reqd 0.00 0.00 +1.20D+i.60S+0.50W+1.60H 1 6.78 21.00 0.91 0.91 2.57 1.00 19.12 Vu < Ph1vd2 Not Reqd 0.00 0.00 +1.20D+1.605+0.50W+1.60H 1 7.34 21.00 1.15 1,15 2.06 1.00 19.12 Vu < PHW12 Not Reqd 0.00 0.40 +1.20D+1.60S+0.50W+i.60H 1 7.91 21.00 1.39 1.39 1.41 1.00 19.12 Vu < Ph1Vd2 Not Reqd 0.00 0.00 +1204+1.805+0.50W+1.60H 1 8.47 21.00 1.65 1.65 0.63 1.00 19.12 Vu<Phi rJ2 NotRegd 0.00 0.00 +1.200+1.60S+0.50W+1.80H 1 9.04 21.00 1.91 1.91 0.30 1.00 19.12 Vu<PhiVd2 Not Reqd 0.00 0.00 +9,20D+1.60S+0.50W+1.60H 1 9.60 21.00 2.18 2,18 1.38 1.00 19.12 Vu <PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60S+0.WW+1.60H 1 10,16 21.00 2.46 2.46 2.61 1.00 19.12 Vu <PhiVrJ2 Not Reqd 0.00 0.00 +1.20D+1.605+0.50W+1.60H 1 10.73 21.00 2.75 2.75 4.00 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.200+1.60S+0.50W+1.60H 1 11.29 21.00 3.04 3.04 5.55 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 11.86 21.00 0.74 0.74 6.59 1,00 19.12 Vu < PhIW2 Not Reqd 0.00 0.00 +1.20D+1.60S+0-WW+1.60H 1 12.42 21.00 -1.74 1.74 6.22 1.00 19.12 Vu < PhVd2 Not Reqd 0.00 0.00 +1.28D+1,60S+0.50W+1.60H 1 12.99 21.00 -2.64 2.64 4.70 1.00 19.12 Vu <PhiVd2 Not Reqd 0.00 0.00 +110D+1.60S+0.50W+1.60H 1 13.55 21.00 -2.33 2.33 3.21 1.00 19.12 Vu <PhVc12 Not Reqd DAO 0.00 +1.200+1.60S+0.50W+1.60H 1 t4.12 21.00 -2.03 2.03 1.89 1.00 19.12 Vu <PhiVO12 Not Reqd 0.00 0.00 +1.200+1.60S+0.50W+1.601H 1 14.68 21.00 -1.72 1.72 0.75 1.00 19.12 Vu < PhiVrJ2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 15.25 21.00 4.42 1.42 0.23 1.00 19.12 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 15.81 21.00 -1.12 1.12 1.03 1.00 19.12 Vu<Ph1VrJ2 Not Reqd 0.00 0.00 +1.200+1.60S+0.50W+1.60H 1 16.38 21.00 -0.81 0.81 1.66 1.00 19.12 Vu<PhiVd2 Not Reqd 0.00 0AO +1.200+1.60S+0.50W+1.60H 1 16.94 21.00 -0.51 0.51 2.12 1.00 19,12 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 17.51 21.00 -0.21 0.21 2.41 1,00 19.12 Vu < PhiVG2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 18.07 21.00 0.10 0.10 2.53 0.91 19.01 Vu < PhiVG2 Not Reqd 0.00 0.00 +1.200+1.605+0.50W+1.60H 1 18.64 21.00 0.40 0.40 2.47 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 19.20 21.00 0.71 0.71 2.24 1.00 19.12 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 19.76 21.00 1 A2 1.02 1.84 1.00 19.12 Vu <Ph01d2 Not Reqd D.00 0.00 +1.200+1.60S+0.50W+1.60H 1 20.33 21.00 1.34 1.34 1.27 1.00 19.12 Vu <PhVcI2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 20.89 21,00 1.65 1.65 0.51 1.00 19.12 Vu <PhiVc12 Not Reqd 0,00 0.00 +120D+1.60S+0.50W+1.60H 1 21.46 21.00 1.98 1.98 0.42 1.00 19.12 Vu <PhiVc12 Not Reqd 040 0.00 +1.200+1,66S+0.%W+1.60H 1 22.02 21.00 2.30 2.30 1.54 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H i 22.59 21.00 2.63 2.63 2.84 1.00 19.12 Vu<PhiVr12 Nat Reqd 0.00 0.00 +1.20D+1A0S+0.50W+1.60H 1 23.15 21,00 2.96 2.96 4.32 1.00 19.12 Vu<PhiVd2 Not Reqd 0.00 0.00 +1.200+1.60S+0.50W+1.60H 1 23.72 21.00 1.39 1.39 5.63 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0,00 +1.200+1.6084.50W+1.60H 1 24.28 21.00 4.06 1.06 5.63 1.00 19.12 Vu <PhiVd2 Not Reqd 0.00 0.00 +110D+1.608+0.50W+1.60H 1 24.85 21,00 -2.63 2.63 4.32 1.00 19-12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.200+1.60S+0.50WAZI-I 1 25.41 21.00 •2.30 2.30 2.84 1.00 19.12 Vu <PhiVG2 Not Reqd 0.00 0.00 +1.2015+1.605+0.50W+1,60H 1 25.98 21.00 -1.98 1.98 1.54 1.00 19.12 Vu < PhIW2 Not Reqd 0.06 0.00 +1.20D+1.60S+0.50W+1.60H 1 26.54 21.00 •1.65 1.65 0.42 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20DAWS+0.50W+1.60#1 1 27.11 21.00 -1.34 1.34 0,51 1.00 19.12 Vu <PhiVd2 Nat Reqd 0.00 0.00 420D+i,60S+0.50W+1.60H 1 27.67 21.00 -1.02 1.02 1.27 1.00 19.12 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.605+0.50W+1.60H 1 28.24 21.00 -0.71 0.71 1.84 1.00 19.12 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.6US+0.50W+f.60H 1 28.80 21.00 -0.40 0.40 2.24 1.00 19.12 Vu <PhiVcJ2 Not Reqd O.D0 0.00 +1-20D+1.66S+0.50W+1.60H 1 29.36 21.00 -0.10 0.10 2.47 0.93 19.04 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.5DS+0.50W+1.60H 1 29.93 21M 0.21 0.21 2.53 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.200+1.60S+0.50W+1.60H 1 30.49 21.00 0.51 0.51 2.41 1.00 19.12 Vu <PhiVG2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 31.06 21.00 0.81 0.81 2.12 1.00 1912 Vu <PhVc12 Not Reqd 0.00 0.00 +1.200+1.60S+0.50W+1.60H 1 31.62 21.00 1.12 1.12 1.66 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 32.19 21.00 1.42 1.42 1.03 1.00 19.12 Vu < PhiVcJ2 Not Reqd 0.00 0.00 +1.20D+-IMS+0.50W+1.60H 1 32.75 21.00 1.72 1.72 0.23 1.00 19.12 Vu<PhiVd2 Nat Reqd 0.00 0A0 +1.20D+1.60S+0.50W+f.60H 1 33.32 21.00 2.03 2.03 0.75 1.00 19.12 Vu <PhVcJ2 Not Reqd 0.00 0.00 +1.20D46D8+0.50W+1.60H 1 33.88 21.00 2.33 2.33 1.89 1.00 19.12 Vu <PhVr12 Not Reqd 0.00 0.00 +1.200+i.60S+0.50W+1.60H 1 34.45 21.00 2.64 MA 3.2f 1.00 19.12 Vu<PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 35.01 21.00 2.95 2.95 4.70 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20DAMS+0.50W+1.60H 1 35.58 21.00 2.05 2.05 6.22 1.00 19.12 Vu<PhiVd2 Not Reqd 0.00 0-00 tvaendon Engineering, Inc. Project Title: �A i TL'�M Iw €412 W. Idaho Street, Suite 240 Engineer: MI" Boise, Idaho 83702 Project ID: /per. 23 (208) 342-2919 Project Descr. McClendon Engineering i Beam on Mastic Foundation File =MVUEProjWsT018Pcojectsi1074.18BucMeyStora3 HuildingslCalcsVootinQ.ec6. SAm aooNN ENERCALC, INC. 19153-201% WV 0.19.1.30 . ut; NVXLE�Q♦ DESCRIPTION: Grade Beard -Detailed Shear information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi*Vc Commeni Phi'Vs Spacing (in) Lead CombinNumber ation ft in Actua! Design (k-ft)k k Re 'd Suggest +1.200+1.605+0.50'N+1.60H 1 36.14 21.00 •0.44 9.44 6.59 1.00 19.12 Vu < PhiVr12 Not Reqd 0.00 0.00 +121GD+1.605+0,50W+1.60H 1 36.71 21.00 -2.75 2.75 5.55 1.00 1912 Vu < PhiVG2 Not Reqd 0.00 0.00 +1,200+1.60S+0.50W+1.60H t 37.27 21.00 -2.46 2.46 4.00 1.00 19.12 Vu < PhiVr12 Not Raqd 0.00 0.00 +120D+1.605.0,50W+1.60H 1 3784 21.00 -2.16 2.18 2.61 1.00 19.12 Vu < PhNd2 Net Reqd 0.00 0.00 +120D+1.605450W+1.60H 1 38.40 21.00 -1.91 1.91 1.38 1.00 19.12 Vu<PhiVd2 Not Reqd 0.00 0.00 +1.200+1.60S+0.50W+1.60H 1 38.96 21.00 -1.65 1.65 0.30 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+-1.60S+0.50Nl+1.60H 1 39.53 21.00 -1.39 1.39 0.63 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1,20D+1.60S+0,50W+1.60H 1 40.09 21.00 415 1.15 1.41 1.00 19.12 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.201)+1.60S+0.50W+1.60H 1 40.66 21.00 -0.91 0.91 206 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.605+0.50W+1.60H 1 41.22 21.00 -0.68 0,68 2.57 1.00 19.12 Vu < PhiVd2 Not Reqd 0.60 0.00 +1100+1.605.450W+1.601H 1 41.79 21.00 -0.46 10'4G 2.96 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1,200+1.60S460W+1.60H 1 42.35 21.00 -0.24 024 3,21 1.00 39.12 Vu , PhiVd2 Not Reqd 0.00 0.00 +120D+1.605+0.50W+1.60H 1 42.92 21.00 -0.03 0.03 3.35 0.22 18.21 Vu < PhiVr12 Not Reqd 0.00 0.00 +120D+1,50S+0.50W+1.60H 1 43.48 21.00 0.17 0.17 3.37 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.605+0.50W+1.60H 1 44.05 21.00 0.38 0.38 3.27 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 -1.201DAUS+0.50"N+1.60H 1 44.61 21.00 0.58 0.58 3.06 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.200+1.60S+0.50W+1.60H 1 45.18 21.00 0.77 0.77 2.73 1.00 1912 Vu < PhiVd2 Not Reqd 0.00 0.00 +120D+1.66S+0.50W+1.60H 1 45.74 21.00 0.97 0.97 2.30 IM 19-12 Vu<PhNd2 Not Reqd 0.00 0.0C +1.200+1.60S+0.50W+1.60H 1 46.31 21.00 1.18 1.16 1.75 1.00 1912. Vu < PhiVd2 Nat Reqd 0.00 0.00 +1200+1.60S+0.50W+1.60H 1 46.87 21.00 1.36 1,36 1.09 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.200+1.605+0.501N+1.60H 1 47.44 21.00 1.30 1.30 0.34 1.00 1912, Vu < PhiVc12 Not Reqd 0.00 0-00 Mc McClendon Engineering Inc THIS PAGE INTENTIONALL M C v,,.- 2 Croject: ']R-�.r�r N�: �C� � � Cage: McClendon scalae: Date: n. checked by: Engineering Inc Item: By: 2fw J4OAsy5'� d+r= 1 ! C � C�i�� � = i3, �, !�, c, F, ' ff, K, L D►t9 Q.i r 5 0. 00014 WrVIZPOLAzr�-V Sq,Oj 1, 7(As� E i ' 1 17 s l �17 Faf 01` j�) o ._...��p F 6/22/23, 3:46 AM U.S. Seismic Design Maps 71& Tahoma Terra Ye l m, WA, USA Latitude, Longitude: 46.9420431, -122.6059582 1st Street Nail B ♦ Sty` Ma and Pa's Family Diner r Yelm-Tenino Trail 510 OSH PD �Tahoma Valle Golf Course Google ti Date Design Code Reference Document Risk Category Site Class r' The Shiplap Shop f 507 & Coffee House f � �� South Puget C; Sound Habitat for... �a 612212023, 3:47:15 AM ASCE?-16 I I D - Default (See Section 11.4.3) Type Value Description Ss 1.288 MCER ground motion, (for 0.2 second period) S, 0.465 MCEB ground motion. (for 1 O period) SMS 1.545 Site -modified spectral acceleration value SMi null -See Section 11.4.8 Site -modified spectral acceleration value SIDS 1.03 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value SDC null -See Section 11 A.8 Fa 1.2 F„ null -See Section 11.4.8 PGA 0.509 FPGA 1.2 PGAM 0.611 TO 16 SsRT 1.288 SsUH 1.418 SsD 1.5 S1RT 0.465 S1UH 0.522 S 1 D 0.625 PGAd 0,509 PGA,), 0.552 Description Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long -period transition period in seconds Probabilistic risk -targeted ground motion. (0.2 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk -targeted ground motion. (1.0 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Uniform -hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration Map data 02023 hUpsJlwww.seismicmaps.org 113 6122123, 3:46 AM Type Value CRS 0.908 CRI 0.891 Cv 1.358 U.S. Seismic Design Maps Description Mapped value of the risk coefficient at short periods Mapped value of the risk coefficient at a period of 1 s Vertical coefficient 79 https://www.seismicmaps.org 213 MDE T Project:- f No: )Lt)Z . Z5 rage: -30 McClendon Scope: 5myiCT LVeziciN Dote: r Checked by: Engineering Inc [tem: By: A -r v4 Ae-) A& % P o Aye, r -- WA � 61 I,O . 4 Ar,0) =�;p (4sc A - 41 05 Nl- Imo! RB�_n 00j- F - /OP -5F PIS,) i Lf st) PL ' i F 7F6r- 4/2.)CS) _ V=71 V'..�F I loos PL i 7_074L - 1697�-PLF r ©� 18A1 7� LF F 1 i - - — _._..�.�------- ---- - i i ' .. 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