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BLD2020-0995+Other+11.23.2020_6.57.14_PMPROJECT: PROJECT NO.: SHEET DOUGS LYNNWOOD MAZDA 320-20-1889 NO.: A&A ENGINEERING CIVIL •STRUCTURAL 1/12 CLIENT: HCI STEEL BUILDINGS LLC LOCATION: EDMWA 98026 CALCULATED BY: CHECKEDED BYBY:: APPROVED BY: SCALE: A.W. S.A. 6036 Rem iasmcle Pl>am Teb (419) 29?r4983 DATE: DATE: DATE: 'YcW% Ohio 436Z3 Fa= (419) 2WZ.OM 11/18/2020 11/18/2020 Entity Color Legend TS252514GA N C S252514GA C351514GA ❑ T5252514GAE)14 M DUMMYE Nfault Plate Color❑ Nfault Solid Color O.000h ABU,y Ov WAS `9J' 40277 � �w GIST DNA L ��1� DATE SIGNED: 11/18/2020 DATE EXPIRED: 11/09/2022 PROJECT: PROJECT NO.: SHEET DOUGS LYNNWOOD MAZDA 320-20-1889 NO.: A&A ENGINEERING CIVIL •STRUCTURAL 2/12 CLIENT: HCI STEEL BUILDINGS LLC LOCATION: EDMWA 98026 CALCULATED BY: CHECKEDED BYBY:: APPROVED BY: SCALE: A.W. S.A. 6036 Renaiasmee Place Teb (419) 29?riM DATE: DATE: DATE: 'YaW% Ohio 436Z3 Fa= (419) 2WZ.OM 11/18/2020 11/18/2020 INDEX TO CONTENTS I. SUMMARY: ..................................................................................................... 3 1. MAIN BUILDING SIZE: ..................................................................................... 3 2. LOADS: ............................................................................................................ 3 II. CODE INFORMATION: ............................................................................ 3 1. CODE: ............................................................................................................. 3 2. OCCUPANCY: .................................................................................................. 3 III. LOAD CALCULATIONS: .......................................................................... 3 1. DEAD LOAD(D):............................................................................................. 3 2. ROOF LIVE LOAD(LR):.................................................................................... 3 3. SNOW LOAD(S):.............................................................................................. 3 4. WIND LOAD(W):............................................................................................ 3 5. EARTHQUAKE LOAD(E):................................................................................. 3 IV. DIAPHRAGM CALCULATIONS: ............................................................ 4 A. METAL SHEATHING....................................................................................... 4 V. LOAD COMBINATIONS(ASD):.............................................................. 5 A. STRENGTH..................................................................................................5 VI. MATERIAL PROPERTIES: ...................................................................... 6 1. STEEL: ............................................................................................................. 6 VII. SECTION PROPERTIES: .......................................................................... 6 VIII. MAXIMUM DEFLECTIONS:............................................................... 6 IX. CONNECTION CALCULATIONS: .......................................................... 6 1. FRAME COLUMN - BASE CONNECTION: .......................................................... 6 2. KNEE BRACE CONNECTION: ............................................................................ 7 X. FOUNDATION CALCULATIONS: .......................................................... 7 1. ANCHOR REACTIONS: ...................................................................................... 7 2. ANCHOR CHECK: ............................................................................................. 7 3. CONCRETE STEM WALL FOUNDATION.............................................................9 WIDTH OF FOOTING: RETAINING WALL ANALYSIS...................................................9 XI. APPENDICES: 1. WIND LOAD CALCULATIONS: ............................................................. W 1 -04 2. ANALYSIS (STAAD.PRO) INPUT FILE: ............................................... SI 01 -03 3. ANALYSIS (STAAD.PRO) OUTPUT FILE: ......................................... SO O1 - 25 4. METAL SHEATHING SPECIFICATIONS: .................................................. MS 1-4 5. ASCE 7 HAZARD REPORT: ....................................................................... H 1-3 ABU,y Ov WAS�j `9J, FIT 40217GISTE �w ��ss oNAL DATE SIGNED: 11/18/2020 PROJECT: PROJECT NO.: SHEET DOUGS LYNNWOOD MAZDA 320-20-1889 NO.: AaA ENGINEERING 3/12 CLIENT: HCl STEEL BUILDINGS LLC LOCATION: EDMWA 98026 CIVIL •STRUCTURAL CALCULATED BY: CHECKEDED BYBY:: APPROVED BY: SCALE: A.W. S.A. 6036 Renaiasanee Place Teb (419) 29?r4983 DATE: DATE: DATE: Td % Ohio 4MZ3 Fa= (419) 2WZ.OM 11/18/2020 11/18/2020 I. Summary: 3. Snow Load(S): Peak ground snow load: pg = 25 psf 1. Main Building Size: Exposure factor: Ce = 1.00 Thermal ssfactor: Ct = 1.20 Length: 40 ft Importance factor: I, = 0.80 Width: 20 ft Slope factor: CS =1.0 Eave height: loft Flat roof load: > s pf = 0.7 Ce Ct Is pg (_ 20 psf) Roof pitch: 3 / 12 --+ Pf = 0.7 x 1.00 x 1.20 x 0.80 x 25 = 25.00 psf Sloped roof load: ps = CS pf Total Building square footage: 800 ft --+ ps = x 25.00 = 25.00 psf = S *Roof live load controls 2. Loads: Roof live load: 25 psf 4. Wind Load (W): Ground snow load: 25 psf *Please see Appendix W1-W3 for wind load calculations Wind speed: 110 mph Exposure: C Base Shear due to Wind Loads: V Seismic SS spectral response accel.: 1.266 Vw in X dir: 9.801 Kips Seismic Design Category: D Vw in Z dir: 4.950 Kips (Refer Statics Check Results on sheet SO 9, 10 / 25) II. Code Information: 5. Earthquake Load (E): 1. Code: Site Class: D WSBC (IBC 2015) Seismic Design category: D Spectral response acceleration at short periods: Ss = 1.266 g Site Coeffecient: Fa = 1.000 2. Occupancy: Adjusted spectral response acceleration: SMs = Fa % Occupancy Group: U --+ SMs = 1.000 x 1.266 =1.266 % g Construction Type: II-B A p'' U, Design spectral response acceleration: y� SDs = :/ SMs Risk Category: I 4 W —> SDs = (2 / 3) x 1.266 = 0.844 % g S �L,i, J'�, III. Load Calculations: Ov w , teral Force resisting system G'� ✓ eel ordinary concentrically braced frames" 1. Dead Load (D): �� O onse modification factor: R = 3.25 Dead load (super imposed): D = 2 p v� (ASCE Table 12.2-1) O upancy importance factor: I =1.00 2. Roof Live Load (Lr): _, ight of structure: W=1600.00 lbs Roof live load (specified): L, = 25 ps O 40 �GIS 77 �k % of Roof Live Load (25 psjq: 0.20 LC = 0.00 lbs SSIONAL ERti 1� ffective Seismic weight of structure: W, = D + 0.20 Lr DATE SIGNED: 11/18/2020 PROJECT: PROJECT NO.: SHEET DOUGS LYNNWOOD MAZDA 320-20-1889 NO.: i i i AAA ENGINEERING 4/12 CLIENT: HCI STEEL BUILDINGS LLC LOCATION: EDMWA 98026 CIVIL•STRUCTURAL CALCULATED BY: CHECKEDED BYBY:: APPROVED BY: SCALE: A.W. S.A. 6036 Renaissance Place Tel: (419) 292-1983 DATE: DATE: DATE: Toledo, Ohio 43623 Fax: (419) 292-0955 11/18/2020 11/18/2020 Seismic response coeffecient: --> CS = 0.844 / (3.25 / 1.00) = 0.260 Seismic base shear: -> Vs = 0.260 x 1600.00 = 415.51 lbs Min. no. of resisting frames in X dir: Seismic Force per frame in X dir: Ex = 415.51 / 10 = 41.55 lbs Min. no. of resisting frames in Z dir: Seismic Force per frame in Z dir: Ez = 415.51 / 10 = 41.55 lbs Ws = 1600.00 lbs cs = RA Vs = CS WS nx = 10 Ex=Vs/nx nz=10 Ez=Vs/nz Minimum Base Shear due to Wind Loads: (Refer Statics Check Results on sheet SO 9, 10 / 25) Vw in X dir: 9.801 Kips Vw = 9801.00 lbs > Vs=415.51 lbs Thus, Wind load controls Base Shear in X direction. Vw in Z dir: 4.950 Kips Vw = 4950.00 lbs > Vs=415.51 lbs Thus, Wind load controls Base Shear in Z direction. A B j �4 OV WAS ti 40277 �5 -GIOISTE sNAL IV. Diaphragm Calculations: A. Metal Sheathing Note: Product brochure of Strata Rib (29 GA) per UES ER-550 or Equal. B. Main BuildinE Forces Transverse Direction (X-direction) Diaphragm Type: Flexible Diaphragm Width = 20 ft Diaphragm Length = 40 ft Windward Pressure (Appendix W) = 21.16 psf Leeward Pressure (Appendix W) = 4.64 psf Maximum pressure (21.16 + 4.64) psf x 0.6) = 15.48 psf Diaphragm Load Tributary height (12.5ft - 10ft/2) + 10ft/2): = 6.25 ft Uniform load (15.48 psf x 6.25ft): = 96.74 plf Seismic Base Shear(VS x 0.7): = 290.86 lbs Uniform Load (290.86 lbs / 40 ft): = 7.27 plf Max(96.74 plf, 7.27 plf): = 96.74 plf Max. Diaphragm Shear (96.74 plf x 40ft) /2: = 1.93 Kip (at ends) *Wind Controlled I�G Diaphragm Shear (96.74 plf x 40ft) /2: = 1.93 Kip (at ends) �� `a ront-side Available Shear panel length: = 20 ft �1'ap a Shear per linear foot (1.93 Kip / 20 ft) = 96.74 plf ' S ea de ng attachment spacing: = / Side Seam = 48 in 1 ap spacing: per span 0 able Diaphragm Capacity (Per UES ER-0550): = 157.00 plf �� t iaphragm Check: = 157.00 plf > 96.74 plf [OK] DATE SIGNED: 11/18/2020 PROJECT: PROJECT NO.: SHEET DOUGS LYNNWOOD MAZDA 320-20-1889 NO.: i i i AAA ENGINEERING 5/12 CLIENT: HCI STEEL BUILDINGS LLC LOCATION: EDMWA 98026 CIVIL•STRUCTURAL CALCULATED BY: CHECKEDED BYBY:: APPROVED BY: SCALE: A.W. S.A. 6036 Renaissance Place Tel: (419) 292-1983 DATE: DATE: DATE: Toledo, Ohio 43623 Fax: (419) 292-0955 11/18/2020 11/18/2020 Total Rear -side Available Shear panel length: = 20 ft Diaphragm Shear per linear foot (1.93 Kip / 20 ft) = 96.74 plf Sheathing attachment spacing: = 48 in Side Lap / Side Seam spacing: = 1 per span Allowable Diaphragm Capacity (Per UES ER-0550): = 15 7. 00 plf --> Diaphragm Check: = 157.00 plf > 96.74 plf [OK] Longitudinal Direction (Z-direction) Diaphragm Type: Flexible Diaphragm Width = 40 ft Diaphragm Length = 20 ft Windward Pressure (Appendix W) = 20.00 psf Leeward Pressure (Appendix W) = 1.98 psf Maximum pressure (20.00 + 1.98) psf x 0.6) = 13.19 psf Diaphragm Load Tributary height (12.5ft - 10ft/2) + l0ft/2): = 6.25 ft Uniform load (13.19 psf x 6.25ft): = 82.43 plf Seismic Base Shear(V,): Uniform Load (290.86 lbs / 20 ft): Max(82.43 plf, 14.54 plf): Max. Diaphragm Shear (82.43 plf x 20ft) /2 *Wind Controlled Max. Diaphragm Shear (82.43 plf x 20ft) /2 = 290.86 lbs = 14.54 plf = 82.43 plf = 0.82 Kip (at ends) = 0.82 Kip (at Total Left -side Available Shear panel length: = 40 ft Diaphragm Shear per linear foot (0.82 Kip / 40 ft) = 20.61 plf Sheathing attachment spacing: = 48 in Side Lap / Side Seam spacing: = 1 per span Allowable Diaphragm Capacity (Per UES ER-0550): = 15 7. 00pd Diaphragm Check: = 157.00 plf > 20.61 plf Total Right -side Available Shear panel length: = 40 ft Diaphragm Shear per linear foot (0.82 Kip / 40ft)= 20.61 plf Sheathing attachment spacing: = 48 in Side Lap / Side Seam spacing: = 1 per span Allowable Diaphragm Capacity (Per UES ER-0550): = 15 7. 00plf --+ Diaphragm Check: = 157.00 plf > 20.61 plf [OK] Collector Forces: Side Wall collector (due to Longitudinal Shear) force: Vcoll L = 0.82 Kips End Wall collector (due to Transverse Shear) force: Vcoll_T =1.93 Kips Chord Forces Moment on each Side Wall collector (due to Transverse Shear): Mchord_T = [96.74 plf x (40 ft)2]/8: =19.35 k-ft Shear force on chord (due to Transverse Shear) Vchord_T = (96.74 plf * 40 ft) /2: =1.93 Kip Axial Force on chord (due to Transverse Shear) `I'chord T = Mchord T / (20 ft) = 0.967 Kip Moment on each End Wall collector (due to Longitudinal Shear): Mchord_L = [82.43 plf x (20 ft)2]/8: = 4.12 k-ft Shear force on chord (due to Longitudinal Shear) Vohord_L = (82.43 plf * 20 ft) /2: = 0.82 Kip Axial Force on chord (due to Longitudinal Shear): Tchord_L = Mchord_L / (40 ft) = 0.103 Kip V. Load Combinations (ASD): A U' Y . Strength Ovj�`QJ' mac{, G, D + (Lr or S) D + (0.6W or 0.7 E) z 3. + 0.75 (Lr or S)+ 0.75 (0.6W or 0.7 E) 4. .6 D + (0.6W or 0.7 E) 4027 ��`rSIpNAL �� DATE SIGNED: 11/18/2020 PROJECT: PROJECT NO.: SHEET DOUGS LYNNWOOD MAZDA 320-20-1889 NO.: A&A ENGINEERING 6/12 CLIENT: HCI STEEL BUILDINGS LLC LOCATION: EDMWA 98026 CIVIL •STRUCTURAL CALCULATED BY: CHECKEDED BYBY:: APPROVED BY: SCALE: A.W. S.A. 636 Renaissance Piece Tel: (419) 29Z4M DATE: DATE: DATE: `i'd % Ohio 4MS Fa= (419) 2WZ.OM 11/18/2020 11/18/2020 VI. Material Properties: 1. Steel: ASTM A570 Grade A Fy = 50 ksi F = 65 ksi E = 29,000 ksi y = 490 lbs/ft3 VII. Section Properties: Section A h 1, Gauge TS252514GA 0.802 0.782 0.782 14 CS252514GA 0.609 0.694 0.409 14 C351514GA 0.32 0.117 0.317 14 TS252514GAD14 1.605 3.596 1.564 14 Vill. Maximum Deflections: I Ix I Xmax Ymax Zmax 120 180 120 0.74 1.25 OK 1.03 1.33 OK 0.47 1.25 OK IX. Connection Calculations: Note: See ESR2196 for Hilti Kwik-Pro (equivalent to ITW BuildexTEKS screws) specifications 1. Frame Column — Base Connection: A. Forces: Uplift force in column: Max. Shear force P 1 COLUMN SLEEVE FASTENERS BASE RAIL VNEL❑ B. Dimensions & Properties: a. Column: Tube side: Tube thickness: b. Base rail: Tube side: Tube thickness: c. Connector Sleeve: Tube side: Tube thickness: Length: d. Fasteners: Fastener type: Nominal diameter: Min. number of fasteners: e. Weld: Weld size: P = 1.95 Kips V= 2.25 Kips s,, =2.5 in tc, =0.083 in sb = 2.5 in tb = 0.083 in ss=2in is = 0.083 in is=6in HILTI Kwik Pro #12 of = 4 tW = 0.125 in DATE SIGNED: 11/18/2020 PROJECT: PROJECT NO.: SHEET DOUGS LYNNWOOD MAZDA 320-20-1889 NO.: A&A ENGINEERING CIVIL •STRUCTURAL 7/12 CLIENT: HCI STEEL BUILDINGS LLC LOCATION: EDMWA 98026 CALCULATED BY: CHECKEDED BYBY:: APPROVED BY: SCALE: A.W. S.A. 6036 Renaiasanee Place Tel: (419) 29?r1M DATE: DATE: DATE: 'YaW% Ohio 43623 Fa= (419) 2WZ.OM 11/18/2020 11/18/2020 Weld tensile strength: F w = 60 ksi C. Component checks: a. Weld: Total length of weld: lw = 2.5 in --* lw = 2 x 2.5 = 5 in Nominal shear strength: P w = t Iw F„w (AISI E2.4-3) --* Pnw = 0.125 x 5 x 60 = 37.5 Kips Allowable shear strength: Paw = Pow / 12 Paw=37.5/2.35=15.96 Kips > P = 1.95 Kips OK Paw = 37.5 / 2.35 =15.96 Kips > V= 2.25 Kips OK b. Fasteners: Allowable shear strength: Vaf= 0.76 Kips (ESR-2196) Total allowable shear strength: Vaft =nf Vaf --* Vaft = 4 x 0.76 = 3.04 Kips > P =1.95 Kips OK 2. Knee Brace Connection: MEMBER :OLVMN A. Forces: Max. force in single knee brace: B. Dimensions & Properties: a. Knee brace: Channel flanges: Channel wall thickness: a. Top member: Tube side: Tube thickness: tb = 0.083 in b. Fasteners: Fastener type: HILTI Kwik Pro Nominal diameter: #12 Min. number of fasteners on end: of = 4 C. Component checks: a. Fasteners in shear: Allowable shear strength: Vaf= 0.76 Kips (ESR-2196) Total allowable shear strength: Vaft = of Vaf —* Vaft = 4 x 0.76 = 3.04 Kips > 2.145 Kips OK X. Foundation Calculations: 1. Anchor Reactions: Total uplift @ side wall: F p,l = 2.779 Kips Total uplift @ end wall: F p,2 = 2.818 Kips Max downwards reaction: F& = 4.71 Kips Max. lateral reaction: Fit = 2.25 Kips 2. Anchor Check: Anchor type:POWER-STUD+ SDI EXPANSION ANCHOR (References: ESR-2818) P = 2.145 Ki P • A Anchor diameter: O� W SDI+ �� Effective edge distance e A provided: �Q p minal concrete strength: se = 2. n lift Resistance: to = 0.0 i 402 7 w� a. Steel strength in tension: sb = 2.5 in sJO IST E G<pN,a = 6.810 Kips NAL T = 1/2 in hef = 3.25 in c=4in fc = 2500 psi IpN,a = (0.75) (9080) DATE SIGNED: 11/18/2020 PROJECT: PROJECT NO.: SHEET DOUGS LYNNWOOD MAZDA 320-20-1889 NO.: A&A ENGINEERING CIVIL •STRUCTURAL 8/12 CLIENT: HCI STEEL BUILDINGS LLC LOCATION: EDMWA 98026 CALCULATED BY: CHECKEDED BYBY:: APPROVED BY: SCALE: A.W. S.A. 6036 Renaiasanee Piaoe Teb (419) 29?r4983 DATE: DATE: DATE: 'YaW% Ohio 436Z3 Fa= (419) 2WZ.OM 11/18/2020 11/18/2020 Concrete break out strength in tension: B. Shear Resistance: Ncb = ANc W ed,N W c,N W cp,N N b a. Steel strength in shear: IpV,a = (0.65) (4620) Nco --> cpVsa = 3.00 Kips where ANc. = 9 heft = 9 x3.252 = 190.13 in b. Concrete break out strength in shear: Vcb = Av. W ed,v W c,v Vb z ANc = (c + 1.5 h,f 2_ = (4 + 1.5 x 3.25) 95.06 inz Avco y/ed,N=0.7+0.3c/(1.5hef)=0.7+0.3x4/(1.5x3.25) where --+ Wed,N = 0.95 Ave. = 4.5 c2 = 4.5 x 42=144.00 in2 N =1.00 Wecp, N =Min (1.5 her / cac, 1.0) Ave = 1.5 c (c + 1.5 c)= 3.75 x 4 2 = 60.00 in2 ->yrep,N=Min(1.Sx3.25/8=(0.61,1.00)=0.61 Wed,v=0.7+0.3c/(1.Sc)=0.7+0.3x4/(1.Sx4) kc = 17 --+ Wed,v = 0.90 Nb = kc f, hef =17x 2500 x 2.7515 = 4980.171bs W c,V =1.00 le = 3.25 fpN.b = 0.75 x 95.06 / 190.13 x 0.95 x 1.00 x 0.61 x 4.980 do - 1/2 0.2 fpN.b = 2.154 Kips V 7r le f�cl's b 1� 0 V e b. Concrete pull out strength in tension: (pNp,c, (Does not control per I do J ESR Table -2) 2 75 o.z Vb = 7x 0.625 2500 x 4.00'.5 c. Controlling resistance in tension: 0.625 J J T N. = min ITN, cpNcb, TNp,c,l Vb = 2878.89 lbs --+ yN. = 2.15 Kips d. Adjust for ASD: cpVcb = (0.65) 60.00 / 144.00 x 0.90 x 1.00 x 2.88 = 1.51 Kips Controlling combination: 0.6D + 1.6W c. Concrete pry out strength in shear: Vcp = kcp Ncb Adjustment factor a = 0.6 (0%) + 1.6(100%) cpVcpr = 0.65 x 2.871 = 4.02 Kips ABU.y �a=1.6 Min. no. of Anchors at Main Bldg. side wall: n =10 �4 * OV WAS ntrolling resistance in shear: �'� Allowable tension: TASD = n cp N,, / �c�, �'� Vn = min IlpVsa, fpV.b, cpVepl -> TASD =10 x 2.15 / 1.6 =13.46 Kips > Fup,i = 2.779 Kips O Q" IpNn = 1.51 Kips > Fit OK CIO Min. no. of Anchors at end wall: n = e.z dj t for ASD: Allowable tension: TASD = n * Nn ontrolling combination: 1.213 + 1.6Lr TASD = 5 x 2.15 / 1.6 = 6.73 Kips > Fup,2 = 2.818 Ki O 40277 djustment factor a = 0.9 (30%) + 1.6(70%) O� �S �� w�� GISTER� --* a= 1.40 GNAL DATE SIGNED: 11/18/2020 PROJECT: PROJECT NO.: SHEET DOUGS LYNNWOOD MAZDA 320-20-1889 NO.: 19 0, A&A ENGINEERING CIVIL • STRUCTURAL 9/12 CLIENT: HCI STEEL BUILDINGS LLC LOCATION: EDMONDS, WA 98026 CALCULATED BY: CHECKED BY: APPROVED BY: SCALE: A.W. S.A. 6036 Renaiasanee Piaoe Teb (40) 29Z i%3 E: DATE: DATE: '1'aW% Ohio 436Z3 Faso (419) Z9Z.09 71T 11/18/2020 11/18/2020 Min. No. of Anchors at door post: n = 3 Allowable shear: VASD= n * cp N / a —* VASD = 3 X 1.51 / 1.40 = 3.23 Kips >Flt = 2.25 Kips OK 3. Concrete Stem Wall Foundation WIDTH OF FOOTING: RETAINING WALL ANALYSIS In accordance with International Building Code 2018 Tedds calculation version 2.9.07 Retaining wall details Stem type Cantilever Stem height hstem = 1 ft Stem thickness tstem = 8 in Angle to rear face of stem a = 90 deg Stem density Ystem = 150 pcf Toe length Itoe = 0.417 ft Heel length (heel = 0.417 ft Base thickness tbase = 12 in Base density Ybase = 150 pcf Height of retained soil hret = 0.083 ft Angle of soil surface R = 0 deg Depth of cover dcover = 0.917 ft Retained soil properties Soil type Medium dense sand Moist density Ymr = 135 pcf Saturated density Ysr = 145 pcf Effective angle of internal resistance (r = 30 deg Effective wall friction angle br = 0 deg Base soil properties Soil type Soil density Cohesion Effective angle of internal resistance Effective wall friction angle Effective base friction angle Allowable bearing pressure Loading details Live surcharge load Calculate retaining wall geometry Base length Moist soil height Length of surcharge load - Distance to vertical component Effective height of wall - Distance to horizontal component U, y rea of wall stem G ance to vertical component a f wall base Z- Dis nee to vertical component ea moist soil w� 4027 LISTER t� �_,,0NAL ��G Medium dense well graded sand 7b = 115 pcf cb = 0 psf (b=30deg bb = 15 deg bbb = 30 deg Pbearing = 1500 psf Surcharges = 200 psf lbase = Itoe + tstem + Iheel = 1.5 ft hmoist = hsoil = 1 ft Isur = Iheel = 0.417 ft Xsur_v = Ibase - Iheel / 2 = 1.292 ft heff = haase + dcover + hret = 2 ft Xsur_h = heff / 2 = 1 ft Astern = hstem * tstem = 0.667 ft2 Xstem = Itoe + tstem / 2 = 0.75 ft Abase = Ibase * tbase = 1.5 ft2 Xbsse = Ibase / 2 = 0.75 ft Amoist = hmoist * Iheel = 0.417 ft2 DATE SIGNED: 11/18/2020 PROJECT: PROJECT NO.: SHEET DOUGS LYNNWOOD MAZDA 320-20-1889 NO.: go, A&A ENGINEERING CIVIL • STRUCTURAL 10/12 CLIENT: HCI STEEL BUILDINGS LLC LOCATION: EDMONDS, WA 98026 CALCULATED BY: CHECKED BY: APPROVED BY: SCALE: A.W. S.A. 6036 Renaiasanee Piaoe TeL (40) 29MM113 E: DATE: DATE: '1'aW% Ohio 436Z3 Faso (419) Z9Z.09 71T 11/18/2020 11/18/2020 - Distance to vertical component Xmoist_v = Ibase - (hmoist * lheel2 / 2) / Amoist = 1.292 ft - Distance to horizontal component Xmoist_h = heff / 3 = 0.667 ft Area of base soil Apass = dcover * Itoe = 0.382 ft2 - Distance to vertical component xpass_v = Ibase - (dcover * Itoe* (lbase - Itoe / 2)) / Apass = 0.208 ft - Distance to horizontal component xpass_h = (dcover + hbase) / 3 = 0.639 ft Area of excavated base soil Aexc = hpass * Itoe = 0.382 ft' - Distance to vertical component xexc_v = Ibase - (hpass * Itoe* (Ibase - Itoe / 2)) / Aexc = 0.208 ft - Distance to horizontal component xexc_h = (hpass + hbase) / 3 = 0.639 ft Using Coulomb theory Active pressure coefficient KA = sin(a + �r)2 / (sin(a)2 * sin(a - 8r) * [1 + � [sin(�r + 8r) * sin(�r - (3) / (sin(a - br) sin(a + p))1]2) = 0.333 Passive pressure coefficient KP = sin(90 - (b)2 / (sin(90 + bb) * [1 - V[sin(�b + bb) * sin(�b) / (sin(90 + 81b))]]2) _ 4.977 From IBC 2018 cl.1807.2.3 Safety factor Load combination 1 1.0 * Dead + 1.0 * Live + 1.0 * Lateral earth Sliding check Vertical forces on wall Wall stem Fstem = Astem * 7stem = 100 plf Wall base Fbase = Abase * Ybase = 225 Of Moist retained soil Fmoist_v = Amoist * Ymr = 56 plf Base soil Fexc_v = Aexc * 71b = 44 plf Total Ftotal v = Fstem + Fbase + Fmoist_v + Fexc_v = 425 plf Horizontal forces on wall Surcharge load FsUr_h = KA * Surcharget_ heft = 133 plf Moist retained soil Fmoist_h = KA * Ymr * heff2 / 2 = 90 plf Total Ftotal h = Fsur h + Fmoist h = 223 plf Check stability against sliding Base soil resistance Fexc_h = KP * cos(8b) * 7b (hpass + hbase)2 / 2 = 1015 plf Base friction Ffriction = Ftotal_v * tan(bbb) _ 245 plf Resistance to sliding Frest = Fexc_h + Ffriction = 1261 plf Factor of safety FoSsi = Frest / Ftotai_h = 5.646 > 1.5 PASS - Factor of safety against sliding is adequate Overturning check _ �u� _ Vertical forces on wall P. AB U, Y Wall stem �� O�, W As Wall base �� -1 �G� �✓ Moist retained soil CIO� Base soil Total 40277 STV l NA L V:]�� Fstem = Astem * Ystem = 100 plf base = Abase * Ybase = 225 plf oist_v = Amoist * Ymr = 56 plf xc_v = Aexc * 71b = 44 plf tal_v = Fstem + Fbase + Moist_v + Fen _v = 425 plf DATE SIGNED: 11/18/2020 PROJECT: PROJECT NO.: SHEET DOUGS LYNNWOOD MAZDA 320-20-1889 NO.: A&A ENGINEERING 11/12 CLIENT: HCI STEEL BUILDINGS LLC LOCATION: EDMONDS, WA 98026 CIVIL • STRUCTURAL CALCULATED BY: CHECKED BY: APPROVED BY: SCALE: A.W. S.A. 6036 Renaiasanee Place TeL (40) 29MM3 E: DATE: DATE: '1'aW% Ohio 436Z3 Faso (419) Z9Z.09 71T 11/18/2020 11/18/2020 Horizontal forces on wall Surcharge load Fsur_h = KA * Surcharges_ heff = 133 Of Moist retained soil Fmoist_h = KA * Ymr * heff' / 2 = 90 plf Base soil F..c_h = max(-KP * cos(81b) Yb * (hpass + hbase)Z / 2, - (Fmoist_h + Fsur_h)) = -223 plf Total Ftotal h = Fsur h + Fmoist h + Fexc_h = 0 plf Overturning moments on wall Surcharge load Msur_OT = Fsur_h * xsur_h = 133 I b_ft/ft Moist retained soil Mmoist OT = Fmoist h * Xmoist h = 60 lb ft/ft Total Mtotal OT = Msur OT + Mmoist OT = 193 Ib ft/ft Restoring moments on wall Wall stem Mstem R = Fstem * Xstem = 75 1 b_ft/ft Wall base Mbase R = Fbase * Xbase = 169 I b_ft/ft Moist retained soil Mmoist R = Fmoist v * xmoist v = 73 lb ft/ft Base soil Mexc_R = Fexc_v * Xexc_v - Fexc h * xexc h = 152 Ib ft/ft Total Mtotal_R = Mstem_R + Mbase_R + Mmoist R + Men R = 468 1 b_ft/ft Check stability against overturning Factor of safety FoSot = Mtotal_R / Mtotai_OT = 2.422 > 1.5 PASS - Factor of safety against overturning is adequate Bearing pressure check Vertical forces on wall Wall stem Fstem = Astem * Ystem = 100 plf Wall base Fbase = Abase * Ybase = 225 Of Surcharge load Fsur_v = Surcharges * Iheel = 83 plf Moist retained soil Fmoist_v = Amoist * Ymr = 56 Of Base soil Fpass_v = Apass * Yb = 44 plf Total Ftotal v = Fstem + Fbase + Fsur v + Fmoist_v + Fpass_v = 509 plf Horizontal forces on wall Surcharge load Fsur_h = KA * Surcharges heff = 133 Of Moist retained soil Fmoist_h = KA * Ymr * heff' / 2 = 90 plf Base soil Fpass_h = max(-KP * cos(bb) Yb * (dcover + hbase)2/2, - (Fmoist_h + Fsur_h)) = -223 plf Total 7� A B U Ftotal_h = max(Fsur_h + Fmoist_h W AS (& + Fpass_h - Ftotal_v * tan(bbb), 0 plf) = 0 plf Moments on aFT ` Z Wall stem Mstem = Fstem * Xttem = 75 1 b_ft/ft Wall base 40277 w�� &GISTER� Mbase = Fbase * Xbase = 169 �� Ib_ft/ft GNAL ECG DATE SIGNED: 11/18/2020 PROJECT: PROJECT NO.: SHEET DOUGS LYNNWOOD MAZDA 320-20-1889 NO.: A&A ENGINEERING 12/12 CLIENT: HCI STEEL BUILDINGS LLC LOCATION: EDMWA 98026 CIVIL •STRUCTURAL CALCULATED BY: CHECKEDED BYBY:: APPROVED BY: SCALE: A.W. S.A. 6036 Renaiasanee Place Teb (419) 29Z49B.3 DATE: DATE: DATE: TaW% Ohio 43623 Fa= (419) 2WZ.OM 11/18/2020 11/18/2020 Surcharge load Msur = Fsur_v * Xsur_v - Fsur_h xsur h = -26 lb-ft/ft Moist retained soil Mmoist = Fmoist v * xmoist v - Fmoist h * Xmoist h = 13 lb-ft/ft Base soil Mpass = Fpass_v * Xpass_v - Fpass_h * xpass_h = 152 Ib_ft/ft Total Mtotal = Mstem + Mbase + Msur + Mmoist + Mpass = 383 Ib_ft/ft Check bearing pressure Distance to reaction x = Mtotal / Ftotal v = 0.752 ft Eccentricity of reaction e = X - (base / 2 = 0.002 ft Loaded length of base (load = Ibase = 1.5 ft Bearing pressure at toe qtoe = Ftotal_v / Ibase * (1 - 6 * e / Ibase) = 336 psf Bearing pressure at heel ghee) = Ftotai_v / Ibase * (1 + 6 e / Ibase) = 342 psf Factor of safety FOSbp = Pbearing / max(gtoe, gheel) = 4.384 PASS - Allowable bearing pressure exceeds maximum applied bearing pressure AB lj, Y Ov W AS�r 40277 ;w oNA L ��o DATE SIGNED: 11/18/2020 PROJECT: PROJECT NO.: SHEET NO.: A&A ENGINEERING CLIENT: LOCATION: CIVIL •STRUCTURAL CALCULATED BY: CHECKED BY: APPROVED BY: SCALE: 6036 Renaissance Place Tel: (419) 292-1983 Toledo, Ohio 43623 Fax: (419) 292-0955 DATE: DATE: DATE: APPENDICES Title Project Name: DOUGS LYNNWOOD MAZDA Project Number: 320-20-1889 Customer Name: HCI STEEL BUILDINGS LLC. Address: , EDMONDS, WA, 98026 Prepared By: A.W. Project Comments: 20' x 40' x 10' Metal Building August 26, 2020 1 A B 3 Disclaimer/Copyright These calculations are based on [he ASCE ]-98, ASCE 7-02, ASCE 7-05, ASCE 7-10, and ASCE7-16 Standard Practices for determining the minimum wind loads, and intended pertormance goals, for buildings, other structures and their nonstructural components that are subject to building code requirements. While the Information presented by this program is believed to be correct, SDG, Inc. neither intend, for this program to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such a professional in interpreting and applying the results of the report provided by the WLS 2019 program. SDG, Inc. disclaims any responsibility far any particular results relating to the use of the WLS 2019 Program. SDG, Inc. disclaims any liability for any personal injury or any loss or damage of any kind, Including all indirect, special, or consequential damages and lost profits, arising out of or relating to the use of the WLS 2019 program. Any individual who relies on the WLS2019 program assumes all liability arising from its use. This program contains terminology and figures from ASCE Standard ], Minimum Design Loads for Buildings and Other Structures Copyright O by the American Society of Civil Engineers (ASCE) [in conjunction with the Structural Engineering Institute (SEI)], 1801 Alexander Bell Dm,a, Reston, VA 20191-4400. ASCE permitted the use of this material under a copyright release dated February 2, 2000. SDG, Inc. gratefully acknowledge, ASCE, cooperation in permitting the use of this material. Input Site Information Wind Dir. Exposure 1 C 2 C 3 C 4 C Basic Wind Speed: 110 mph Topography: None Optional Factors This project uses load combinations from ASCE 7. — ABU,y �4 OV WA S�I `YJ, 40211 TV 1pNA L DATE SIGNED: 11 / 18/2020 August 26, 2020 Page 2 of 8 Input Cont. August 26, 2020 Input Cont. Structure Information Structure Type: Building Structure Category: I Enclosure Classification: Enclosed Main Section Wall Len th ft Overhang ft 1 40.0 0.00 2 20.0 0.00 3 40.0 0.00 4 20.0 0.00 Eave Height: 10.00 ft Parapet Height: 0.00 ft Parapet Enclosure: Solid Roof Shape: Gabled Roof Sloe X:12 A & B 3.00 Page 3 of 8 Composite Drawing August 26, 2020 ie 4 of 8 DATE SIGNED: 11/18/2020 ASCE 7-10 Wind Load Report - Wind Direction 1 August 26, 2020 This data was calculated using the building of all heights method. 2 Side Wall 11.2 22.3 0.886 -0.700 0.180 -13.9 -17.9 -9.84 3 Leeward Wall 11.2 22.3 0.886 -0.500 0.180 -9.90 -13.9 -5.88 4 Side Wall 11.2 22.3 0.886 -0.700 0.180 -13.9 -17.9 -9.84 A Windward Roof 11.2 22.3 0.886 -0.180 0.180 -3.56 -7.58 0.457 11.2 22.3 -0.774 -15.3 -19.4 -11.3 B Leeward Roof 11.2 22.3 0.886 -0.515 0.180 -10.2 -14.2 -6.17 This is load case 1 in ASCE 7-10 Figure 27.4-8. See Figure 27.4-8 for other cases. Page 5 of 8 ASCE 7-10 Wind Load Report - Wind Direction 2 August 26, 2020 This data was calculated using the building of all heights method. 2 Windward Wall 11.2 22.3 0.896 0.800 0.180 16.0 12.0 20.0 12.5 22.3 16.0 12.0 20.0 3 Side Wall 11.2 22.3 0.896 -0.700 0.180 -14.0 -18.0 -9.99 4 Leeward Wall 11.2 22.3 0.896 -0.300 0.180 -6.00 -10.0 -1.98 A&B Roof 0.00 - 5.62* 22.3 0.896 -0.900 0.180 -18.0 -22.0 -14.0 5.62 - 11.2* 22.3 -18.0 -22.0 -14.0 11.2 - 22.5* 22.3 -0.500 -10.0 -14.0 -5.98 22.5 - 40.0* 22.3 -0.300 -6.00 -10.0 -1.98 0.00 - 40.0* 22.3 -0.180 -3.60 -7.62 0.419 This is load case 1 in ASCE 7-10 Figure 27.4-8. See Figure 27.4-8 for other cases. * Distance from windward edge. AB Ov WAS `QJ' zCOO 40277 SS oNA DATE SIGNED: 11/18/2020 Page 6 of 8 ASCE 7-10 Wind Load Report - Wind Direction 3 August 26, 2020 This data was calculated using the building of all heights method. 2 Side Wall 11.2 22.3 0.886 -0.700 0.180 -13.9 -17.9 -9.84 3 Windward Wall 10.00 22.3 0.886 0.800 0.180 15.8 11.8 19.9 4 Side Wall 11.2 22.3 0.886 -0.700 0.180 -13.9 -17.9 -9.84 B Windward Roof 11.2 22.3 0.886 -0.180 0.180 -3.56 -7.58 0.457 11.2 22.3 -0.774 -15.3 -19.4 -11.3 A Leeward Roof 11.2 22.3 0.886 -0.515 0.180 -10.2 -14.2 -6.17 This is load case 1 in ASCE 7-10 Figure 27.4-8. See Figure 27.4-8 for other cases. ASCE 7-10 Wind Load Report - Wind Direction 4 August 26, 2020 This data was calculated using the building of all heights method. 2 Leeward Wall 11.2 22.3 0.896 -0.300 0.180 -6.00 -10.0 -1.98 3 Side Wall 11.2 22.3 0.896 -0.700 0.180 -14.0 -18.0 -9.99 4 Windward Wall 11.2 22.3 0.896 0.800 0.180 16.0 12.0 20.0 12.5 22.3 16.0 12.0 20.0 A&B Roof 0.00 - 5.62* 22.3 0.896 -0.900 0.180 -18.0 -22.0 -14.0 5.62 - 11.2* 22.3 -18.0 -22.0 -14.0 11.2 - 22.5* 22.3 -0.500 -10.0 -14.0 -5.98 22.5 - 40.0* 22.3 -0.300 -6.00 -10.0 -1.98 0.00 - 40.0* 22.3 -0.180 -3.60 -7.62 0.419 This is load case 1 in ASCE 7-10 Figure 27.4-8. See Figure 27.4-8 for other cases. * Distance from windward edge. AB U, y OV WAS 0 4027GIST 7 ��`rSIpNAL DATE SIGNED: 11/18/2020 Page 7 of 8 Page 8 of 8 S1:1of3 STAAD SPACE STARTJOB INFORMATION ENGINEER DATE 08/26/2020 JOB NAME DOUGS LYNNWOOD MAZDA JOB CLIENT HCI STEEL BUILDINGS LLC JOB NO 320-20-1889 ENGINEER NAME A.W. CHECKER NAME O.A. CHECKER DATE08/26/2020 END JOB INFORMATION INPUT WIDTH 79 UNIT INCHES KIP SET FLOOR LOAD TOLERANCE 0.02 JOINT COORDINATES 10 0 0; 2 0 120 0; 3 120 150 0; 4 240 120 0; 5 240 0 0; 12 0 0 57; 13 0 120 57; 14 120 150 57; 15 240 120 57; 17 60 135 57; 18 180 135 57; 19 25.4558 126.364 57; 20 0 100.908 57; 21 214.544 126.364 57; 23 0 0 114; 24 0 120 114; 25 120 150 114; 26 240 120 114; 28 60135 114; 29 180135 114; 30 25.4558 126.364 114; 310 100.908 114; 32 214.544 126.364 114; 34 0 0 171; 35 0120171; 36 120 150171; 37 240120 171; 39 60135 171; 40180135 171; 4125.4558 126.364 171; 42 0 100.908 171; 43 214.544 126.364 171; 45 0 0 228; 46 0 120 228; 47 120 150 228; 48 240 120 228; 49 240 0 228; 50 60 135 228; MEMBER INCIDENCES 1 1304; 2 2 114; 3 3 213; 4 4 426; 8 1 12; 9 2 13; 10 3 14; 114 15; 12 5 422; 13 12 313; 14 13 19; 15 14 222; 16 15 434; 17 17 18; 18 19 20; 20 23 322; 2124 30; 22 25 231; 23 26 433; 24 28 29; 25 30 31; 27 34 331; 28 35 41; 29 36 240; 30 37 432; 3139 40; 32 4142; 34 45 340; 35 46 52; 36 47 249; 37 48 427; 38 50 51; 39 52 53; 40 54 55; 4156 349; 42 57 63; 43 58 258; 44 59 402; 45 6162; 46 63 64; 47 65 66; 48 67 358; 49 68 74; 50 69 267; 5170 407; 52 72 73; 53 74 75; 55 78 367; 56 79 85; 57 80 276; 58 81 408; 59 83 84; 60 85 86; 62 89 376; 63 90 96; 64 91 285; 65 92 409; 66 94 95; ELEMENT INCIDENCES SHELL 78 2 111 121 13; 79 111 112 122 121; 80 112 113 123 122; 81 113 114124 123; 82 114115 125 124; 83 115 116 126 125; 84116 117 127 126; 85 117 118 128 127; 86 118 119 129 128; 87 119 120 130 129; 88 13 121 131 24; 89 121 122 132 131; 90122 123 133 132; 91 123 124134133; 92 124 125 135 134; 93 125 126 136 135; 94126127 137 136; 95 127 128 138 137; 96128 129 139 138; 97 129 130 14 98 24 131 141 35; 99 131 132 142 141; 100 132 133 143 142; 101 133 13 J�3; 102 134 135 145 144; 103 135 136 146 145; 104 136 137 147 146; START USER TABLE OV TABLE 1 UNIT INCHES KIP TUBE 2 4GA 0.80 A 0.802444 2.5 2.5 0.083 0.782219 0.782219 1.17195 0.415 0.41 TS252514GAD14 1.60489 5 2.5 0.083 3.59562 1.56447 2 0.83 0.83 TABLE 2 CHANNEL CS252514GA 0.608722 2.5 0.083 2.5 0.083 0.694277 0.409143 0.00139783 0.865402 - 0.2075 0.276667 TABLE 3 GENERAL C351514GA 0.319991 1.5 0.087 3.5 0.087 0.116858 0.316509 0.000253754 0.146933 - 0.18086 0.116754 0.0799434 0.294492 0.178795 0.053675 1.5 PROFILE -POINTS -1.75-0.795309-0.950005-0.795309-0.950005 0.654692 0.949996 0.654692 0.949996 - 0.795309 1.75-0.795309 1.75-0.745309 0.999996-0.745309 0.999996 0.704691-10.704691 -1-0.745309 -1.75-0.745309 -1.75-0.795309 END START GROUP DEFINITION FLOOR _LROOF 2 9 10 14 2128 35 42 49 56 63 70 379 389 TO 404 422 423 428 429 434 - 435 440 441446 447 452 453 458 459 464 465 469 471472 475 485 487 489 490 - 492 493 495 496 498 499 501502 504 505 507 508 510 511 513 515 TO 530 _RROOF 3 10 1115 22 29 36 43 50 57 64 71 380 397 TO 412 424 425 430 431436 - 437 442 443 448 449 454 455 460 461466 467 470 473 474 476 TO 484 486 488 - 491494 497 500 503 506 509 512 514 531 TO 546 _LWALL 18 9 13 20 27 34 4148 55 62 69 381 TO 396 421427 433 439 445 451- 457 463 1310 TO 1329 _RWALL 4 1112 16 23 30 37 44 5158 65 72 405 TO 412 416 417 444 450 456 462 - 468 547 TO 557 559 TO 562 569 TO 595 598 TO 605 609 TO 645 883 885 887 889 - 891893 895 898 966 TO 973 1193 TO 1200 1219 TO 1232 1242 1244 1246 1248 - 1250 1252 1254 1257 1259 1261 1263 1265 1267 1269 1272 TO 1285 _FWALL 69 TO 72 77 367 TO 372 469 470 485 486 513 514 548 553 647 658 669 - 680 691 693 695 697 699 701703 705 707 709 711 722 733 744 755 757 759 761- 763 765 767 769 771773 775 786 797 808 819 821 823 825 827 829 831 833 835 - 837 839 850 861872 883 885 887 889 891893 895 898 1328 1329 _BWALL 1 TO 4 76 373 TO 380 475 476 487 488 598 600 920 TO 973 13101311 END GROUP DEFINITION UNIT INCHES POUND AB jJ, T1 ELEMENT PROPERTY w A s 1 q 78 TO 167 187 TO 366 648 TO 657 659 TO 668 670 TO 679 681 TO 690 692 694 696 - % 8 700 702 704 706 708 710 712 TO 721723 TO 732 734 TO 743 745 TO 754 756 - �i� 760 762 764 766 768 770 772 774 776 TO 785 787 TO 796 798 TO 807 809 - 8 1260 1262 1264 1266 1268 1270 1271 1286 TO 1301 THICKNESS 0.0135 U INCHES KIP D NE MATERIAL START IS ROPIC STEEL 40277 �GI S TBR�� t�ONAL � V DATE SIGNED: 11/18/2020 S1:2of3 POISSON 0.3 DENSITY 0.000283 ALPHA 6e-006 DAMP 0.03 ISOTROPIC CONCRETE E 3150 POISSON 0.17 DENSITY 8.7e-005 ALPHA 5e-006 DAMP 0.05 TYPE CONCRETE STRENGTH FCU 4 END DEFINE MATERIAL UNIT FEET POUND MEMBER PROPERTY AMERICAN 1 TO 4 8 12 TO 17 20 TO 24 27 TO 31 34TO 38 41 TO 45 48 TO 52 55 TO 59 62 - 63 TO 66 69 TO 72 76 77 367 TO 388 416 417 421 TO 425 427 TO 431433 TO 437 - 439 TO 470 475 TO 514 547 TO 551553 TO 556 559 560 569 TO 594 598 TO 605 - 1329 UPTABLE 1 TS252514GA 18 25 32 39 40 46 47 53 60 67 UPTABLE 2 CS252514GA 9 TO 11 389 TO 412 471 TO 474 515 TO 5461302 TO 1309 1330 TO 1352 - 1354 TO 13561358 1360 TO 1362 1364 TO 1369 UPTABLE 3 C351514GA UNIT INCHES KIP MEMBER PROPERTY AMERICAN 552 557 561562 611614 617 618 1242 12441246 1248 1250 1252 1254 1257 1259 - 12611263 1265 1267 1269 1272 TO 1285 UPTABLE 1 TS252514GAD14 595 645 UPTABLE 1 DUMMY UNIT FEET POUND CONSTANTS BETA 90 M EM B 18 25 32 39 40 46 47 53 60 67 552 557 561 562 611614 617 618 - 1242 12441246 1248 12501252 12541257 1259 1261 1263 1265 1267 1269 1272 - 1273 TO 1285 MATERIAL STEEL ALL SUPPORTS 15 12 23 34 45 49 56 60 67 78 89 100104 391 TO 397 404 422 429 PINNED UNIT INCHES KIP MEMBER TRUSS 18 25 32 39 40 46 47 53 60 67 UNIT FEET POUND LOAD 1 LOADTYPE Dead TITLE DEAD SELFWEIGHT Y -1 FLOOR LOAD _LROOF FLOAD -1.94 GY INCLINED _RROOF FLOAD -1.94 GY INCLINED LOAD 2 LOADTYPE Roof Live TITLE ROOFLIVE FLOOR LOAD _LROOF FLOAD -19.4 GY INCLINED _RROOF FLOAD -19.4 GY INCLINED LOAD 3 LOADTYPE Wind TITLE WINDXP FLOOR LOAD _LWALL FLOAD 11.8 GX _RWALL FLOAD 13.9 GX _FWALL FLOAD 17.9 GZ BWALL FLOAD -17.9 GZ LROOF FLOAD 18.82 GY INCLINED LROOF FLOAD-4.71 GX INCLINED _RROOF FLOAD 13.78 GY INCLINED _RROOF FLOAD 3.44 GX INCLINED LOAD LOADTYPE Wind TITLE WINDXN FLOOR LOAD _LWALL FLOAD 19.9 GX _RWALL FLOAD 5.88 GX _FWALL FLOAD 9.84 GZ _BWALL FLOAD -9.84 GZ _LROOF FLOAD 10.96 GY INCLINED _LROOF FLOAD-2.74 GX INCLINED _RROOF FLOAD 5.99 GY INCLINED _RROOF FLOAD 1.5 GX INCLINED LOAD 5 LOADTYPE Wind TITLE WINDZP FLOOR LOAD _BWALL FLOAD 12 GZ _FWALL FLOAD 10 GZ LWALL FLOAD -18 GX _RWALL FLOAD 18 GX AB _LROOF FLOAD 13.97 GY INCLINED _RROOF FLOAD 13.97 GY INCLINED OV III _LROOF FLOAD-3.49 GX INCLINED FLOAD 3.49 GX INCLINED _RROOF O LOAD 6 LOADTYPE Wind TITLE WINDZN (" FLOOR LOAD CIO) Z _BWALL FLOAD 20 GZ _FWALL FLOAD 1.98 GZ1-6 FLOAD -9.99 GX _LWALL 40277 _RWALL FLOAD 9.99 GX GISTER _LROOF FLOAD 6.19 GY INCLINED s SIGNAL _RROOF FLOAD 6.19 GY INCLINED _LROOF FLOAD-1.55 GX INCLINED _RROOF FLOAD 1.55 GX INCLINED DATE SIGNED: I I�Ig�2�2� LOAD 7 LOADTYPE Seismic TITLE EXP JOINT LOAD 2 413 15 24 26 35 37 46 48 57 59 68 70 79 8190 92 101 103 FX 20.78 LOAD 8 LOADTYPE Seismic TITLE EXN S1:3of3 JOINT LOAD LOAD COMB 30 D+0.75LR+0.53EZP 24131524263537464857596870798190 92101103FX-20.78 11.0 2 0.75 9 0.53 LOAD 9 LOADTYPE Seismic TITLE EZP LOAD COMB 31 D+0.75LR+0.53EZN JOINT LOAD 11.0 2 0.75 10 0.53 2 4 13 15 24 26 35 37 46 48 57 59 68 70 79 8190 92 101 103 FZ 20.78 LOAD COMB 32 0.6D+0.7EXP LOAD 10 LOADTYPE Seismic TITLE EZN 10.670.7 JOINT LOAD LOAD COMB 33 0.6D+0.7EXN 2 4 13 15 24 26 35 37 46 48 57 59 68 70 79 8190 92 101 103 FZ -20.78 10.680.7 LOAD COMB 11 D+LR LOAD COMB 34 0.6D+0.7EZP 11.021.0 10.690.7 LOAD COMB 12 D+0.6WXP LOAD COMB 35 0.6D+0.7EZN 11.030.6 1 0.6 10 0.7 LOAD COMB 13 D+0.6WXN LOAD COMB 36 D+0.5LR+0.42WXP 11.040.6 11.0 2 0.5 3 0.42 LOAD COMB 14 D+0.6WZP LOAD COMB 37 D+0.5LR+0.42WXN 11.050.6 11.0 2 0.5 4 0.42 LOAD COMB 15 D+0.6WZN LOAD COMB 38 D+0.5LR+0.42WZP 11.060.6 11.0 2 0.5 5 0.42 LOAD COMB 16 D+0.75LR+0.45WXP LOAD COMB 39 D+O.SLR+0.42WZN 11.0 2 0.75 3 0.45 11.0 2 0.5 6 0.42 LOAD COMB 17 D+0.75LR+0.45WXN LOAD COMB 40 0.6D+0.42WXP 11.0 2 0.75 4 0.45 10.630.42 LOAD COMB 18 D+0.75LR+0.45WZP LOAD COMB 410.6D+0.42WXN 11.0 2 0.75 5 0.45 10.640.42 LOAD COMB 19 D+0.75LR+0.45WZN LOAD COMB 42 0.6D+0.42WZP 11.0 2 0.75 6 0.45 10.650.42 LOAD COMB 20 0.6D+0.6WXP LOAD COMB 43 0.6D+0.42WZN 10.630.6 10.660.42 LOAD COMB 210.6D+0.6WXN LOAD COMB 44 D+0.5LR 10.640.6 11.020.5 LOAD COMB 22 0.6D+0.6WZP PERFORM ANALYSIS 10.650.6 DEFINE ENVELOPE LOAD COMB 23 0.6D+0.6WZN 11 TO 35 ENVELOPE 1 TYPE STRESS 10.660.6 36 TO 44 ENVELOPE 2 TYPE SERVICEABILITY LOAD COMB 24 D+0.7EXP 20 TO 23 ENVELOPE 3 11.070.7 END DEFINE ENVELOPE LOAD COMB 25 D+0.7EXN LOAD LIST 11 TO 35 11.080.7 UNIT INCHES KIP LOAD COMB 26 D+0.7EZP PARAMETER 1 11.090.7 CODE AISC UNIFIED 2010 LOAD COMB 27 D+0.7EZN METHOD ASD 1 1.0 10 0.7 FU 65 ALL LOAD COMB 28 D+0.75LR+0.53EXP FYLD 50 ALL 11.0 2 0.75 7 0.53 CHECK CODE ALL LOAD COMB 29 D+0.75LR+0.53EXN FINISH 11.0 2 0.75 8 0.53 ABU,y OV WA `QJ, SSI DATE SIGNED: 11/18/2020 Job No Sheet No Rev 320-20-1889 SO 1 / 25 Software licensed to A & A Engineering Part Job Title DOUGS LYNNWOOD MAZDA Ref By A.W. Date08/26/2020 Chd O.A. Client HCI STEEL BUILDINGS LLC File 1889.std I Date/Time 26-Aug-2020 11:08 Job Information Engineer Checked Approved Name: A.W. O.A. Date: 08/26/2020 08/26/2020 Project ID Project Name Structure Type I SPACE FRAME Number of Nodes 899 Highest Node 923 Number of Elements 545 Highest Beam 1369 Number of Plates 764 Highest Plate 1301 Number of Basic Load Cases -2 Number of Combination Load Cases 34 Included in this printout are data for: View WHOLE STRUCTURE Inrinrlarl in this nrintnnt nro racnlfc fnr Innrl rncaQ- Type L/C Name Primary 1 DEAD Primary 2 ROOFLIVE Primary 3 WINDXP Primary 4 WINDXN Primary 5 WINDZP Primary 6 WINDZN Primary 7 EXP Primary 8 EXN Primary 9 EZP A �4 O-� W A S�1 �4, Z 40277 �GISTER� 1� IoNA L DATE SIGNED: 11/18/2020 Print Time/Date: 26/08/2020 11:17 STAAD.Pro V8i (SELECTSeries 6) 20.07.11.90 Print Run 1 of 5 Job No Sheet No Rev 320-20-1889 SO 2 / 25 Software licensed to A & A Engineering Part Job Title DOUGS LYNNWOOD MAZDA Ref By A.W. Date08/26/2020 Chd O.A. Client HCI STEEL BUILDINGS LLC File 1889.std I Date/Time 26-Aug-2020 11:08 Job Information Cont... Type L/C Name Combination 13 D+0.6WXN Combination 14 D+0.6WZP Combination 15 D+0.6WZN Combination 16 D+0.75LR+0.45WXP Combination 17 D+0.75LR+0.45WXN Combination 18 D+0.75LR+0.45WZP Combination 19 D+0.75LR+0.45WZN Combination 20 0.6D+0.6WXP Combination 21 0.6D+0.6WXN Combination 22 0.6D+0.6WZP Combination 23 0.6D+0.6WZN Combination 24 D+0.7EXP Combination 25 D+0.7EXN Combination 26 D+0.7EZP Combination 27 D+0.7EZN Combination 28 D+0.75LR+0.53EXP Combination 29 D+0.75LR+0.53EXN Combination 30 D+0.75LR+0.53EZP Combination 31 D+0.75LR+0.53EZN Combination 32 0.6D+0.7EXP Combination 33 0.6D+0.7EXN Combination 34 0.6D+0.7EZP Combination 35 0.6D+0.7EZN ABU,Y O,� W A Sal 9J' CIO ;e Z =-7 40277ISTE �Ssl NA L DATE SIGNED: 11/18/2020 Print Time/Date: 26/08/2020 11:17 STAAD.Pro V8i (SELECTSerieS 6) 20.07.11.90 Print Run 2 of 5 Job No Sheet No Rev n 320-20-1889 SO 3 / 25 Software licensed to A & A Engineering Part Job Title DOUGS LYNNWOOD MAZDA Ref By A.W. Date08/26/2020 Chd O.A. Client HCI STEEL BUILDINGS LLC File 1889.std Date/rime 26-Aug-2020 11:08 Entity Color Legend TS252514GAN CS252514GA N i C351514GAU ' I T8252514GAD14M DUMMTE \ \ Default Plate Color E Default Solid Color �f { l q 0.000ft 00ft V \ \ ABU,y `QJ' �4 0� W ASkI o 000ft 0000 ti 0 0 CIO z WHOLE STRUCTURE `�'0 40277 ��`rSIpNAL DATE SIGNED: 11/18/2020 Print Time/Date: 26/08/202011:17 STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Print Run 3of5 Job No Sheet No Rev n 320-20-1889 SO 4 / 25 Software licensed to A & A Engineering Part Job Title DOUGS LYNNWOOD MAZDA Ref By A.W. Date08/26/2020 Chd O.A. Client HCI STEEL BUILDINGS LLC File 1889.std Date/rime 26-Aug-2020 11:08 Entity Color Legeod TS252514GAN CS252514GAN C351514GALI T8252514GAD14M DUMMY: Default Plate Color It Solid Color 000ft Oft O.000ft ,y /OOA B UTI `YJ' OV W AShLoad 20 20.000ft ^�/l FRAME SECTION 40277 -toNA L Print Time/Date: 26/08/202011:17 STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Print Run 4 of s DATE SIGNED: 11/18/2020 Job No Sheet No Rev n 320-20-1889 SO 5 / 25 Software licensed to A & A Engineering Part Job Title DOUGS LYNNWOOD MAZDA Ref By A.W. Da"08/26/2020 Chd O.A. Client HCI STEEL BUILDINGS LLC File 1889.std Date/rime 26-Aug-2020 11:08 96 �395 63 4 2 3 14 A34 5 6 47 9 A B U, Y 0 �$ A393 Q,4 Ov W A sl1r r 989 92 i- 91 C) Q," as zo O �^ A 00 NODE SUPPORT 40277 ��ss DNA L DATE SIGNED: 11/18/2020 Print Time/Date: 26/08/202011:17 STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Print Run 5of5 Software licenaedtoA&A Engineenng CONNECTED U.,: Ahmad Abu-Yaeein Job No 320-20-1889 Sheet No SO 6 /25 Rev Part Job TM- DOUGS LYNNWOOD MAZDA Raf By A.W. Da1e08/26/2020 Chd S.A. cllam HCI STEEL BUILDINGS LLC Flla 1889 std Datartlma 18-Nov-2020 08:52 Section Properties Prop Section Area (in') Iy (in°) Ia (in) J (in°) Material 2 TS252514GA 0.802 0.782 0.782 1.172 STEEL 3 C8252514GA 0.609 0.409 0.694 0.001 STEEL 4 C351514GA 0.320 0.317 0.117 0.000 STEEL 5 TS252514GAD14 1.605 1.564 3.596 2.000 STEEL 6 DUMMY 0.020 0.000 0.000 0.000 STEEL Plate Thickness Prop Node A Node B Node C Node D Material (in) (in) (in) (in) 1 0.014 0.014 0.014 0.014 1 STEEL Materials Mat Name E (kipfin) v Density (kip/in') a (/°F) 1 STEEL 29E+3 0.300 0.000 6E-6 2 STAINLESSSTEEL 28E+3 0.300 0.000 10E-6 3 ALUMINUM 10E+3 0.330 0.000 13E-6 4 CONCRETE 3.15E+3 6.170 0.000 5E-6 Primary Load Cases Number Name Type 1 DEAD Dead 2 ROOFLIVE Roof Live 3 WINDXP Wind 4 WINDXN Wind 5 WINDZP Wind 6 WINDZN Wind 7 EXP Seismic 8 EXN Seismic 9 EZP Seismic 10 EZN Seismic P AB v, y �4 Ov WAS 40277 ��ssl NAL DATE SIGNED: 11/18/2020 Pnntrme/Date: 1&/T1f202011:00 STAAD.Pro V8i (SELECTsenes 6) 20.07.11.90 Print Run 1 of 20 Software licensed bA&A Engineenng CONNECTED Uaer Ahmad Abu-Yaeein Job No 320-20-1889 Sheet No SO 7 /25 Rev Part Job TNa DOUGS LYNNWOOD MAZDA Ref By A.W. Da1e08/26/2020 Chd S.A. cllant HCI STEEL BUILDINGS LLC Flla 1889.std Datamma 18-Nov-2020 08:52 Combination Load Cases Comb. Combination L/C Name Primary Primary L/C Name Factor 11 D+LR 1 DEAD 1.00 2 ROOFLIVE 1.00 12 D+0.6WXP 1 DEAD 1.00 3 WINDXP 0.60 13 D+0.6WXN 1 DEAD 1.00 4 WINDXN 0.60 14 D+0.6WZP 1 DEAD 1.00 5 WINDZP 0.60 15 D+0.6WZN 1 DEAD 1.00 6 WINDZN 0.60 16 D+0.75LR+0.45WXP 1 DEAD 1.00 2 ROOFLIVE 0.75 3 WINDXP 0.45 17 D+0.75LR+0.45WXN 1 DEAD 1.00 2 ROOFLIVE 0.75 4 WINDXN 0.45 18 D+0.75LR+0.45WZP 1 DEAD 1.00 2 ROOFLIVE 0.75 5 WINDZP 0.45 19 D+0.75LR+0.45WZN 1 DEAD 1.00 2 ROOFLIVE 0.75 6 WINDZN 0.45 20 0.6D+0.6WXP 1 DEAD 0.60 3 WINDXP 0.60 21 0.6D+0.6WXN 1 DEAD 0.60 4 WINDXN 0.60 22 0.6D+0.6WZP 1 DEAD 0.60 5 WINDZP 0.60 23 0.6D+0.6WZN 1 DEAD 0.60 6 WINDZN 0.60 24 D+0.7EXP 1 DEAD 1.00 7 EXP 0.70 25 D+0.7EXN 1 DEAD 1.00 8 EXN 0.70 26 D+0.7EZP 1 DEAD 1.00 9 EZP 0.70 27 D+0.7EZN 1 DEAD 1.00 10 EZN 0.70 28 D+0.75LR+0.53EXP 1 DEAD 1.00 2 ROOFLIVE 0.75 7 EXP 0.53 29 D+0.75LR+0.53EXN 1 DEAD 1.00 2 ROOFLIVE 0.75 8 EXN 0.53 30 D+0.75LR+0.53EZP 1 DEAD 1.00 Pdm rmemate: MM020 11:00 STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Print Run 2 of 20 Software licensed foA&AEngineenngAbY CONNECTED User Ahmad u-aseio Job No 320-20-1889 Sheet No SO 8 /25 Rev Part Job TM- DOUGS LYNNWOOD MAZDA Ref By A.W. Date08/26/2020 end S.A. Ciiant HCI STEEL BUILDINGS LLC Fiie 1889 std Datartima 18-Nov-2020 08:52 Combination Load Cases Cont... Comb. Combination L/C Name Primary Primary L/C Name Factor 2 ROOFLIVE 0.75 9 EZP 0.53 31 D+0.75LR+0.53EZN 1 DEAD 1.00 2 ROOFLIVE 0.75 10 EZN 0.53 32 0.6D+0.7EXP 1 DEAD 0.60 7 EXP 0.70 33 0.6D+0.7EXN 1 DEAD 0.60 8 EXN 0.70 34 0.6D+0.7EZP 1 DEAD 0.60 9 EZP 0.70 35 0.6D+0.7EZN 1 DEAD 0.60 10 EZN 0.70 36 D+0.5LR+0.42WXP 1 DEAD 1.00 2 ROOFLIVE 0.50 3 WINDXP 0.42 37 D+O.SLR+0.42WXN 1 DEAD 1.00 2 ROOFLIVE 0.50 4 WINDXN 0.42 38 D+0.5LR+0.42WZP 1 DEAD 1.00 2 ROOFLIVE 0.50 5 WINDZP 0.42 39 D+0.5LR+0.42WZN 1 DEAD 1.00 2 ROOFLIVE 0.50 6 WINDZN 0.42 40 0.6D+0.42WXP 1 DEAD 0.60 3 WINDXP 0.42 41 0.6D+0.42WXN 1 DEAD 0. 00 4 WINDXN 0.42 42 0.6D+0.42WZP 1 DEAD 0.60 5 1 WINDZP 0.42 43 0.6D+0.42WZN 1 DEAD 0.60 6 WINDZN 0.42 44 D+0.5LR 1 DEAD 1.00 2 ROOFLIVE 0.50 Pnnt T rne/Date: 1V11/202011:00 P BU-I- �� OV WASH �cP Job No Sheet No Rev 320-20-1889 SO 9 /25 Software licensed.A6AEngineenni, Part CONNECTED User Ahmad Abu-Yaeein Job TM- DOUGS LYNNWOOD MAZDA Ref By A.W. Date08/26/2020 end S.A. Ciiant HCI STEEL BUILDINGS LLC Fiia 1889.std Datemme 18-Nov-2020 08:52 Node Displacement Summary Nods LIC X (in) Y (in) Z (in) Resultant (in) rX (red) rY (red) rZ (rad) Max 901 11:D+LR 0.526 -0.001 -0.000 0.526 0.000 0.000 -0.001 Min X 352 11:D+LR -0.741 -0.000 0.001 0.741 0.000 0.001 -0.005 Max 61 20:0.6D+0.6W: -0.000 0.360 0.001 0.360 -0.001 -0.000 0.001 Min Y 167 11:D+LR 0.008 -1.029 -0.003 1.029 0.001 0.001 0.001 Max 763 23:0.6D+0.6W: -0.000 -0.000 0.465 0.465 -0.000 0.000 0.000 Min Z 763 12:D+0.6WXP 0.004 0.000 -0.386 0.386 0.000 -0.000 -0.000 Max rX 758 23:0.6D+0.6W: 0.000 -0.000 0.117 0.117 0.010 -0.000 -0.000 Min rX 758 12:D+0.6WXP 0.001 0.000 -0.098 0.098 -0.008 -0.000 -0.000 Max rY 437 11:D+LR 0.247 -0.009 -0.026 0.249 -0.000 0.004 0.006 Min rY 412 11:D+LR 0.247 -0.009 0.026 0.249 0.000 -0.004 0.006 Max rZ 76 11:D+LR 0.069 -0.461 0.007 0.466 -0.000 -0.000 0.017 Min rZ 57 11:D+LR -0.248 -0.001 0.002 0.248 0.000 0.000 -0.019 Max Rst 167 11:D+LR 0.008 -1.029 -0.003 1.029 0.001 0.001 0.001 Statics Check Results LIC FX (kip) FY (kip) FZ (kip) MX (kip -in) MY (kip -in) MZ (kip -in) 1:DEAD Loads -0.000 -5.326 0.000 1.28E+3 -0.000 -649.090 1:DEAD Reactions 0.000 5.326 0.000 -1.28E+3 0.000 649.090 Difference 0.000 -0.000 0.000 0.000 0.000 0.000 2:ROOFLIVE Loads -0.000 -19.997 0.000 4.8E+3 -0.000 -2.4E+3 2:ROOFLIVE Reactions 0.000 19.997 0.000 -4.8E+3 0.000 2.4E+3 Difference -0.000 -0.000 0.000 0.000 -0.000 0.000 3:WINDXP Loads 9.756 13.441 0.000 -3.23E+3 2.34E+3 942.167 3:WINDXP Reactions -9.756 -13.441 -0.000 3.23E+3 -2.34E+3 -942.167 Difference 0.000 0.000 -0.000 -0.000 0.000 -0.000 4:WINDXN Loads 9.801 6.989 0.000 -1.68E+3 2.35E+3 165.989 4:WINDXN Reactions -9.801 -6.989 -0.000 1.68E+3 -2.35E+3 -165.989 Difference 0.000 0.000 -0.000 -0.000 0.000 0.000 5:WINDZP Loads 0.000 11.520 4.950 -2.43E+3 -594.000 1.38E+3 5:WINDZP Reactions -0.000 -11.520 -4.950 2.43E+3 594.000 -1.38E+3 Difference 0.000 0.000 0.000 0.000 0.000 -0.000 6:WINDZN Loads -0.000 5.104 4.945 -891.507 -593.460 612.529 6:WINDZN Reactions 0.000 -5.104 -4.945 891.507 593.460 -612.529 Difference 0.000 0.000 0.000 0.000 0.000 -0.000 7:EXP Loads 0.416 0.000 0.000 0.000 99.744 -49.872 7:EXP Reactions -0.416 0.000 -0.000 -0.000 -99.744 49.872 Difference 0.000 0.000 -0.000 -0.000 0.000 -0.000 8:EXN Loads -0.416 0.000 0.000 0.000 -99.744 49.872 8:EXN Reactions 0.416 -0.000 0.000 0.000 99.744 -49.872 Difference -0.000 -0.000 0.000 0.000 -0.000 0.000 STAAD.Pro V8i (SELECTsenes 6) 20.07.11.90 Print Run o��sInI3 ER t rimemateianozo itoo 4A277 1 T STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Print Run 4 of 20 DATE SIGNED: 11/18/2020 Job No Sheet No Rev 320-20-1889 SO 10 /25 Software licensed to A & A Engineering Part CONNECTED User Ahmad Abu-Yasein Job TM- DOUGS LYNNWOOD MAZDA Raf By A.W. Da1e08/26/2020 Chd S.A. Cllant HCI STEEL BUILDINGS LLC Flla 1889 std I Datartima 18-Nov-2020 08:52 Statics Check Results Cont... uc FX (kip) FY (kip) FZ (kip) MX (kip -in) MY (kip -in) MZ (kip -in) 9:EZP Reactions -0.000 0.000 -0.416 -49.872 49.872 0.000 Difference -0.000 0.000 -0.000 0.000 -0.000 0.000 10:EZN Loads 0.000 0.000 -0.416 -49.872 49.872 0.000 10:EZN Reactions 0.000 -0.000 0.416 49.872 -49.872 -0.000 Difference 0.000 -0.000 0.000 -0.000 0.000 -0.000 Beam Maximum Forces by Section Property Axial Shear Torsion Bending Section Max Fx (kip) Max Fy (kip) Max Fz (kip) Max Mx (kip -in) Max My (kip -in) Max M. (kip -in) TS252514GA Max +ve 3.044 0.853 1.862 2.757 5.081 13.914 Maz-ve -4.623 -1.343 -1.860 -2.759 -11.304 -12.972 CS252514GA Max+ve 1 2.145 0.000 0.002 0.000 0.000 0.000 Max-ve 1 -0.696 0.000 -0.002 0.000 0.000 1 0.000 C351514GA Max+ve 3.694 0.172 0.152 0.000 2.605 2.571 Max-ve -3.151 -0.172 -0.152 -0.000 -2.604 -1.833 TS252514GAD14 Max+ve 1.116 0.502 0.805 2.100 1.931 3.382 Max-ve -0.961 -0.502 -0.226 -1.909 -17.541 -3.213 Reaction Summary (kip) (kip) (kip) (kip -in) (kipin) I (kip -in) Max FX 49 22:0.6D+0.6W: 1.806 -0.308 -0.149 0.000 0.000 0.000 Min FX 429 14:D+0.6WZP -2.247 -1.010 -0.043 0.000 0.000 0.000 Max FY 100 11:D+LR 1 0.116 4.713 -0.781 0.000 0.000 0.000 Min FY 1 1 20:0.6D+0.6W: 1 -0.248 1 .1.947 1 -0.183 1 0.000 1 0.000 0.000 Printrme Date: 1W11/202011 00 11:D+LR 1 0.117 1 4.709 1 0.782 1 0.000 0.000 1 0.000 A Ov U , 11:D+LR 0.117 4.709 0.782 0.000 0.000 0.000 11:D+LR 0.117 4.709 0.782 0.000 0.000 0.000 11:D+LR 0.117 1 4.709 0.782 0.000 0.000 0.000 11:D+LR 0.117 1 4.709 0.782 0.000 0.000 0.000 11:D+LR 0.117 4.709 0.782 0.000 0.000 0.000 STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 A Print Run j,,,, GISTV ssl (iAr A T 4 Software licensed bA&A Engineering CONNECTED User: Ahmad Abu-Yaeein Job No 320-20-1889 Sheet No SO 11 /25 Rev Part Job TMa DOUGS LYNNWOOD MAZDA Ref By A.W. Da1e08/26/2020 Chd S.A. Cllant HCI STEEL BUILDINGS LLC Flla 1889.std Datamma 18-Nov-2020 08:52 Reaction Envelope Vertical Horizontal Moment Horizontal Node Env FX (kip) FY (kip) FZ (kip) MX (kip -in) MY (kip -in) MZ (kip -in) 1 +ve 0.117 4.709 0.782 0.000 0.000 0.000 1 +ve Load: 11 Load: 11 Load: 11 - - - 1 -ve -0.269 -1.947 -0.183 0.000 0.000 0.000 1 -ve Load: 21 Load: 20 Load: 20 - - - 5 +ve 0.755 3.120 0.234 0.000 0.000 0.000 5 +ve Load: 22 Load: 11 Load: 11 - - - 5 -ve -0.065 -0.813 -0.159 0.000 0.000 0.000 5 -ve Load: 17 Load: 22 Load: 22 - - - 12 +ve 0.213 0.942 0.841 0.000 0.000 0.000 12 +ve Load: 14 Load: 11 Load: 11 - - - 12 -ve -0.247 -0.275 -0.160 0.000 0.000 0.000 12 -ve Load: 21 Load: 20 Load: 22 - - - 23 +ve 0.218 0.306 0.923 0.000 0.000 0.000 23 +ve Load: 18 Load: 13 Load: 11 - - - 23 -ve -0.259 -0.412 -0.243 0.000 0.000 0.000 23 -ve Load: 21 Load: 18 Load: 20 - - - 34 +ve 0.233 0.425 0.663 0.000 0.000 0.000 34 +ve Load: 18 Load: 21 Load: 11 - - - 34 -ve -0.257 -0.689 -0.190 0.000 0.000 0.000 34 -ve Load: 21 Load: 11 Load: 20 - - - 45 +ve 0.197 0.371 0.251 0.000 0.000 0.000 45 +ve Load: 18 Load: 21 Load: 11 - - - 45 -ve -0.187 -0.536 -0.081 0.000 0.000 0.000 45 -ve Load: 21 Load: 18 Load: 20 - - - 49 +ve 1.806 0.525 0.037 0.000 0.000 0.000 49 +ve Load: 22 Load: 11 Load: 31 - - - 49 -ve -0.084 -0.308 -0.149 0.000 0.000 0.000 49 -ve Load: 11 Load: 22 Load: 22 - - - 56 j +ve j 0.198 0.371 j 0.080 0.000 0.000 0.000 56 +ve Load: 18 Load: 21 Load: 20 - - - 56 -ve -0.187 -0.528 -0.262 0.000 0.000 0.000 56 -ve Load: 21 Load: 18 Load: 19 - - - 60 +ve 1.805 0.527 0.022 0.000 0.000 0.000 60 +ve Load: 22 Load: 11 Load: 35 - - - 60 -ve -0.084 -0.124 -0.141 0.000 0.000 0.000 60 -ve Load: 11 Load: 20 Load: 15 - - - 67 +ve 0.233 0.425 0.188 0.000 0.000 0.000 67 +ve Load: 18 Load: 21 Load: 20 - - - 67 -ve -0.257 -0.689 -0.662 0.000 0.000 0.000 67 -ve Load: 21 Load: 11 Load: 11 - - - 78 +ve 0.223 0.308 0.242 0.000 0.000 0.000 78 +ve Load: 18 Load: 13 Load: 20 - - - 78 -ve -0.259 -0.410 -0.923 0.000 0.000 0.000 78 -ve Load: 21 Load: 18 Load: 11 umefuare. ianfma n.w S IAAD.Yro V6i (5FLEU Isenes 5) 2O.U1.11.90 DATE SIGNED: 11/18/2020 Software licenaedtoA&A Engineering CONNECTED U.,: Ahmad Abu-Yaeein Job No 320-20-1889 Sheet No SO 12 /25 Rev Part Job TM- DOUGS LYNNWOOD MAZDA Ref By A.W. Da1e08/26/2020 Chd S.A. Ciiant HCI STEEL BUILDINGS LLC Fiie 1889 std Datartima 18-Nov-2020 08:52 Reaction Envelope Cont... Horizontal Moment AB ��' O W A YY (� 4027 Horizontal Vertical Node Env FX (kip) FY (kip) FZ (kip) MX (kip -in) MY (kip -in) MZ (kip -in) 89 +ve 0.179 0.936 0.150 0.000 0.000 0.000 89 +ve Load: 14 Load: 11 Load: 20 - - - 89 -ve -0.247 -0.271 -0.839 0.000 0.000 0.000 89 -ve Load: 21 Load: 20 Load: 11 - - - 100 +ve 0.131 4.713 0.182 0.000 0.000 0.000 100 +ve Load: 18 Load: 11 Load: 20 - - - 100 -ve -0.269 -1.945 -0.781 0.000 0.000 0.000 100 -ve Load: 21 Load: 20 Load: 11 - - - 104 +ve 0.686 3.130 0.013 0.000 0.000 0.000 104 +ve Load: 22 Load: 11 Load: 20 - - - 104 -ve -0.065 0.000 -0.236 0.000 0.000 0.000 104 -ve Load: 17 - Load: 11 - - - 391 +ve 0.060 1.806 0.006 0.000 0.000 0.000 391 +ve Load: 22 Load: 11 Load: 11 - - - 391 -ve -0.456 -0.704 -0.289 0.000 0.000 0.000 391 -ve Load: 17 Load: 20 Load: 20 - - - 392 +ve 0.046 1.067 0.000 0.000 0.000 0.000 392 +ve Load: 29 Load: 11 - - - - 392 -ve -0.438 -0.266 -0.297 0.000 0.000 0.000 392 -ve Load: 21 Load: 20 Load: 12 - - - 393 +ve 0.119 1.208 0.002 0.000 0.000 0.000 393 +ve Load: 29 Load: 11 Load: 11 - - - 393 -ve -0.461 -0.070 -0.279 0.000 0.000 0.000 393 -ve Load: 20 Load: 20 Load: 20 - - - 394 +ve 0.064 1.807 0.289 0.000 0.000 o.000 394 +ve Load: 22 Load: 11 Load: 20 - - - 394 -ve -0.456 -0.706 -0.314 0.000 0.000 0.000 394 -ve Load: 17 Load: 20 Load: 15 - - - 395 +ve 0.047 1.070 0.297 0.000 0.000 0.000 395 +ve Load: 29 Load: 11 Load: 12 - - - 395 -ve -0.438 -0.266 -0.348 0.000 0.000 0.000 395 -ve Load: 21 Load: 20 Load: 23 - - 396 +ve 0.119 1.206 0.279 0.000 0.000 0.000 396 +ve Load: 29 Load: 11Load: 20 - - 396 396 -ve -ve -0.462 Load: 20 -0.141 Load: 22 -0.285 Load: 15 0.000 - 0.000 - 0.000 - 397 +ve 0.000 0.328 0.004 0.000 0.000 0.00 397 +ve - Load: 13 Load: 35 397 -ve -1.037 -0.730 -0.115 0.000 0.000 0.0 397 -ve Load: 14 Load: 22 Load: 18 404 +ve 0.000 1.159 0.006 0.000 0.000 0.0 404 +ve - Load: 19 Load: 35 - - - 404 -ve -2.245 -0.211 -0.036 0.000 0.000 0.00 404 -ve Load: 14 Load: 20 Load: 15 - - -n nmeruare. imi ve n.w t IAAU.F'r0 V61 (5FLt(;Isenes o) 2U.U1.11.9U IS TEO �sS10 �i� DATE SIGNED: 11/18/2020 O4W Software licensed foA&.Engineering CONNECTED Uaer Ahmad Abu-Yaeein Job TMe DOUGS LYNNWOOD MAZDA Ciiant HCI STEEL BUILDINGS LLC Reaction Envelope Cont... Job No Sheet No Rev 320-20-1889 SO 13 /25 Part Ref By A.W. Da1e08/26/2020 Chd S.A. -ue 1889.std ID.--. 18-Nov-2020 08:52 Horizontal Vertical Horizontal Moment Node Env FX (kip) FY (kip) FZ (kip) MX (kip -in) MY (kip -in) MZ (kip -in) 422 +ve 0.000 0.738 0.079 7000 0.000 0.000 422 +ve - Load: 15 Load: 16 - - - 422 -ve -1.140 -0.133 -0.171 0.000 0.000 0.000 422 -ve Load: 14 Load: 31 Load: 23 - - - 429 +ve 1 0.000 0.905 0.012 0.000 0.000 0.000 429 +ve - Load: 11 Load: 31 - - - 429 -ve -2.247 1 -1.102 -0.043 0.000 1 0.000 1 0.000 429 -ve Load: 14 1 Load: 22 Load: 22 Utilization Ratio Beam Analysis Property Design Property Actual Ratio Allowabl Ratio Ratio (Act./Allow.) Clause L/C Ax (in) Iz (in4) ly (in4) Ix (in4) 1 TS252514G TS252514G 0.150 1.000 0.150 Sec. E1 11 0.802 0.782 0.782 1.172 2 TS252514G TS252514G 0.076 1.000 0.076 Eq. 111-ib 11 0.802 0.782 0.782 1.172 3 TS252514G TS252514G 0.165 1.000 0.165 Eq. Sec. D2 11 0.802 0.782 0.782 1.172 4 TS252514G TS252514G 0.139 1.000 0.139 Eq. 111-ib 11 0.802 0.7E 0.782 1.172 8 TS252514G TS252514G 0.092 1.000 0.092 Eq. H3-1 18 0.802 0.782 0.782 1.172 9 C351514GA C351514GA 0.374 1.000 0.374 Eq. H2-1 11 0.320 0.117 0.317 0.000 10 C351514GA C351514GA 0.818 1.000 0.818 Eq. H2-1 19 0.320 0.117 0.317 0.000 11 C351514GA C351514GA 0.266 1.000 0.266 Eq. 112-1 11 0.320 0.117 0.317 0.000 12 TS252514G TS252514G 0.545 1 1.000 0.545 Eq. H1-1b 14 0.802 0.782 0.782 1.172 13 TS252514G TS252514G 0.189 1 1.000 0.189 Eq. 111-ib 21 0.802 0.782 0.782 1.172 14 TS252514G TS252514G 0.168 1.000 0.168 Eq. H1-1b 13 0.802 0.782 0.782 1.172 15 TS252514G TS252514G 0.280 1.000 0.280 Eq. 111-ib 11 0.802 0.782 0.782 1.172 16 TS252514G TS252514G 0.430 1.000 0.430 Eq. H1-1b 11 0.802 0.782 0.782 1.172 17 TS252514G TS252514G 0.180 1.000 0.180 Sec. E1 11 0.802 0.782 0.782 1.172 18 j CS252514G j CS252514G 0.128 1.000 0.128 1 Sec. E4 17 0.609 0.694 0.409 0.001 20 TS252514G TS252514G 0.274 1.000 0.274 Eq. 111-ib 18 0.802 0.782 0.782 1.172 21 TS252514G TS252514G 0.207 1.000 0.207 Eq. H1-1b 13 0.802 0.782 0.782 1.172 22 TS252514G TS252514G 0.312 1.000 0.312 Eq. 111-ib 11 0.802 0.782 0.782 1.172 23 TS252514G TS252514G 0.371 1.000 0.371 Eq. H1-1b 11 0.802 0.782 0.782 1.172 24 TS252514G TS252514G 0.177 1.000 0.177 Eq. 111-ib 11 0.802 0.782 0.782 1.172 25 CS252514G. CS252514G 0.154 1.000 0.154 Sec. E4 17 0.609 0.694 0.409 0.001 27 TS252514G TS252514G 0.305 1.000 0.305 Eq. 111-ib 18 0.802 0.782 1 0.782 1.172 28 TS252514G TS252514G 0.194 1.000 0.194 Eq. HI -lb 13 0.802 0.782 0.782 1.172 29 TS252514G TS252514G 0.363 1.000 0.363 Eq. 111-ib 11 0.802 0.782 0.782 1.172 30 TS252514G TS252514G 0.364 1.000 0.364 Eq. HI -lb 11 0.802 0.782 0.782 1.172 31 TS252514G TS252514G 0.158 1.000 0.158 Eq. 111-ib 11 0.802 0.782 0.782 1.172 32 CS252514G CS252514G 0.189 1.000 0.189 Sec. E4 11 0.609 0.694 0.409 0.001 34 TS252514G TS252514G 0.304 1.000 0.304 Eq. 111-ib 18 0.802 0.782 0.782 1 1.172 35 TS252514G TS252514G 0.167 1.000 0.167 Eq. HI -lb 17 0.802 0.782 0.782 1.172 36 TS252514G TS252514G 0.371 1.000 0.371 Eq. H1-ib 11 0.802 0.782 0.782 1.172 Print TimeM- MM02011:00 STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Print Run 8 of 20 Software licensed toA & A Engineenng CONNECTED User Ahmed Abu-Yasein Job No 320-20-1889 Sheet No SO 14 /25I Rev g-�� DdW Software licensed toA &A Engineenng CONNECTED User: Ahmed Abu-Yaeein Job No 320-20-1889 Sheet No SO 15 /25 Rev Pnft Part Job TNe DOUGS LYNNWOOD MAZDA Ref Job TNa DOUGS LYNNWOOD MAZDA Ref By A.W. Da1e08/26/2020 Chd S.A. By A.W. Da1e08/26/2020 Chd S.A. cllant HCI STEEL BUILDINGS LLC Flla 1889 std oatartlma 18-Nov-2020 08:52 cllam HCI STEEL BUILDINGS LLC Flla 1889.std Defemme 18-Nov-2020 08:52 Utilization Ratio Cont... Utilization Ratio Cont... Beam Analysis Property Design Property Actual Ratio Allowabl Ratio Ratio (Act./Allow.) Clause L/C Ax (in) Iz (in4) ly (in4) Ix (in) 37 TS252514G, TS252514G, 0.425 1.000 0.425 Eq. H1-1b 11 0.802 0.782 0.782 1.172 38 T8252514G, TS252514G, 0.193 1.000 0.193 Eq. H1-lb 11 0.802 0.782 0.782 1.172 39 CS252514G CS252514G 0.240 1.000 0.240 Eq. 111-1a 11 0.609 0.694 0.409 0.001 40 CS252514G. CS252514G. 0.360 1.000 0.360 Eq. H1-la 11 0.609 0.694 0.409 0.001 41 TS252514G, TS252514G, 0.306 1.000 0.306 Eq. H1-1b 18 0.802 0.782 0.782 1.172 42 TS252514G, TS252514G, 0.166 1.000 0.166 Eq. H1-lb 17 0.802 0.782 0.782 1.172 43 TS252514G, TS252514G, 0.371 1.000 0.371 Eq. H1-1b 11 0.802 0.782 0.782 1.172 44 TS252514G, TS252514G, 0.425 1.000 0.425 Eq. H1-lb 11 0.802 0.782 0.782 1.172 45 TS252514G, TS252514G, 0.193 1.000 0.193 Eq. H1-1b 11 0.802 0.782 0.782 1.172 46 CS252514G. CS252514G 0.240 1.000 0.240 Eq. H1-la 11 0.609 0.694 0.409 0.001 47 CS252514G CS252514G 0.360 1.000 0.360 Eq. 111-1a 11 0.609 0.694 0.409 0.001 48 TS252514G, T5252514G, 0.305 1.000 0.305 Eq. H1-lb 18 0.802 0.782 0.782 1.172 49 TS252514G, TS252514G, 0.194 1.000 0.194 Eq. H1-1b 13 0.802 0.782 0.782 1.172 50 TS252514G, T5252514G, 0.363 1.000 0.363 Eq. H1-lb 11 0.802 0.782 0.782 1.172 51 TS252514G, TS252514G, 0.364 1.000 0.364 Eq. H1-1b 11 0.802 0.782 0.782 1.172 52 TS252514G, TS252514G, 0.158 1.000 0.158 Eq. H1-lb 11 0.802 0.782 0.782 1.172 53 CS252514G CS252514G 0.189 1.000 0.189 Sec. E4 11 0.609 0.694 0.409 0.001 55 TS252514G, TS252514G, 0.274 1.000 0.274 Eq. H1-lb 18 0.802 0.782 0.782 1.172 56 TS252514G, TS252514G, 0.206 1.000 0.206 Eq. H1-1b 13 0.802 0.782 0.782 1.172 57 TS252514G, TS252514G, 0.312 1.000 0.312 Eq. H1-lb 11 0.802 0.782 0.782 1.172 58 TS252514G, TS252514G, 0.372 1.000 0.372 Eq. H1-1b 11 0.802 0.782 0.782 1.172 59 TS252514G, TS252514G, 0.178 1.000 0.178 Eq. H1-lb 11 0.802 0.782 0.782 1.172 60 CS252514G CS252514G 0.154 1.000 0.154 Sec. E4 17 0.609 0.694 0.409 0.001 62 TS252514G, TS252514G, 0.189 1.000 0.189 Eq. H1-lb 21 0.802 0.782 0.782 1.172 63 TS252514G, TS252514G, 0.167 1.000 0.167 Eq. H1-1b 13 0.802 0.782 0.782 1.172 64 TS252514G, TS252514G, 0.280 1.000 0.280 Eq. H1-1b 11 0.802 0.782 0.782 1.172 65 TS252514G, TS252514G, 0.430 1.000 0.430 Eq. H1-1b 11 0.802 0.782 0.782 1.172 66 TS252514G, TS252514G, 0.180 1.000 0.180 Sec. El 11 0.802 0.782 0.782 1.172 67 CS252514G CS252514G 0.128 1.000 0.128 Sec. E4 17 0.609 0.694 0.409 0.001 69 TS252514G, TS252514G, 0.151 1.000 0.151 Sec. El 11 0.802 0.782 0.782 1.172 70 TS252514G, TS252514G, 0.086 1.000 0.086 Eq. H1-1b 11 0.802 0.782 0.782 1.172 71 TS252514G, TS252514G, 0.165 1.000 0.165 Eq. Sec. D2 11 0.802 0.782 0.782 1.172 72 TS252514G, TS252514G, 0.139 1.000 0.139 Eq. H1-1b 11 0.802 0.782 0.782 1.172 76 TS252514G, TS252514G, 0.085 1.000 0.085 Eq. H3-1 23 0.802 0.782 0.782 1.172 77 TS252514G, TS252514G, 0.075 1.000 0.075 Eq. H1-1b 21 0.802 0.782 0.782 1.172 367 TS252514G, TS252514G, 0.056 1.000 0.056 Eq. H1-1b 20 0.802 0.782 0.782 1. 368 TS252514G, TS252514G, 0.063 1.000 0.063 Eq. H1-1b 20 0.802 0.782 0.782 369 TS252514G, TS252514G, 0.088 1.000 0.088 Eq. H1-1b 20 0.802 0.782 0.782 2 370 TS252514G, TS252514G, 0.056 1.000 0.056 Eq. H1-lb 20 0.802 0.782 0.782 371 TS252514G, TS252514G, 0.051 1.000 0.051 Eq. H3-1 12 0.802 0.782 0.782 2 372 TS252514G, TS252514G, 0.057 1.000 0.057 Eq. H1-lb 16 0.802 0.782 0.782 1 7 373 TS252514G, TS252514G, 0.056 1.000 0.056 Eq. 111-11, 20 0.802 0.782 0.78 .1 374 TS252514G, TS252514G, 0.064 1.0 0.064 Eq. H1-lb 15 0.802 0.782 0.78 375 TS252514G, TS252514G, 0.088 1.00000 0.088 Eq. 111-1b 20 0.802 0.782 0.782 .172 376 TS252514G, TS252514G, 0.056 1.000 0.056 Eq. H1-ib 20 0.802 0.782 0.78 .172 P AB 0 WAS Beam Analysis Property Design Property Actual Ratio Allowabl Ratio Ratio (Act./Allow.) Clause UC Ax (in) Iz (in4) ly (in4) Ix (in4) 377 TS252514G, TS252514G, 0.051 1.000 0.051 Eq. 113-1 12 0.802 0.782 0.782 1.172 378 TS252514G, TS252514G, 0.057 1.000 0.057 Eq. H1-lb 16 0.802 0.782 0.782 1.172 379 TS252514G, TS252514G, 0.141 1.000 0.141 Eq. Sec. D2 11 0.802 0.782 0.782 1.172 380 TS252514G, TS252514G, 0.127 1.000 0.127 Eq. H3-1 19 0.802 0.782 0.782 1.172 381 TS252514G, TS252514G, 0.088 1.000 0.088 Eq. 113-1 18 0.802 0.782 0.782 1.172 382 TS252514G, TS252514G, 0.061 1.000 0.061 Eq. H3-1 11 0.802 0.782 0.782 1.172 383 TS252514G, TS252514G, 0.042 1.000 0.042 Eq. 113-1 11 0.802 0.782 0.782 1.172 384 TS252514G, TS252514G, 0.030 1.000 0.030 Eq. H1-lb 17 0.802 0.782 0.782 1.172 385 TS252514G, TS252514G, 0.015 1.000 0.015 Eq. 111-lb 13 0.802 0.782 0.782 1.172 386 TS252514G, TS252514G, 0.030 1.000 0.030 Eq. H1-lb 17 0.802 0.782 0.782 1.172 387 TS252514G, TS252514G, 0.042 1.000 0.042 Eq. 113-1 11 0.802 0.782 0.782 1.172 388 TS252514G, TS252514G, 0.061 1.000 0.061 Eq. H3-1 11 0.802 0.782 0.782 1.172 389 C351514GA C351514GA 0.377 1.000 0.377 Eq. 112-1 11 0.320 0.117 0.317 0.000 390 C351514GA C351514GA 0.431 1.000 0.431 Eq. H2-1 11 0.320 0.117 0.317 0.000 391 C351514GA C351514GA 0.410 1.000 0.410 Eq. H2-1 11 0.320 0.117 0.317 0.000 392 C351514GA C351514GA 0.443 1.000 0.443 Eq. H2-1 11 0.320 0.117 0.317 0.000 393 C351514GA C351514GA 0.268 1.000 0.268 Eq. 112-1 11 0.320 0.117 0.317 0.000 394 C351514GA C351514GA 0.446 1.000 0.446 Eq. H2-1 11 0.320 0.117 0.317 0.000 395 C351514GA C351514GA 0.406 1.000 0.406 Eq. 112-1 11 0.320 0.117 0.317 0.000 396 C351514GA C351514GA 0.425 1.000 0.425 Eq. H2-1 11 0.320 0.117 0.317 0.000 397 C351514GA C351514GA 0.779 1.000 0.779 Eq. 112-1 11 0.320 0.117 0.317 0.000 398 C351514GA C351514GA 0.988 1.000 0.988 Eq. H2-1 11 0.320 0.117 0.317 0.000 399 C351514GA C351514GA 1.096 1.000 1.096 Eq. 112-1 11 0.320 0.117 0.317 0.000 400 C351514GA C351514GA 1.198 1.000 1.198 Eq. H2-1 11 0.320 0.117 0.317 0.000 401 C351514GA C351514GA 0.755 1.000 0.755 Eq. 112-1 11 0.320 0.117 0.317 0.000 402 C351514GA C351514GA 1.200 1.000 1.200 Eq. H2-1 11 0.320 0.117 0.317 0.000 403 C351514GA C351514GA 1.098 1.000 1.098 Eq. 112-1 11 0.320 0.117 0.317 0.000 404 C351514GA C351514GA 0.988 1.000 0.988 Eq. H2-1 11 0.320 0.117 0.317 0.000 405 C351514GA C351514GA 0.266 1.000 0.266 Eq. 112-1 11 0.320 0.117 0.317 0.000 406 C351514GA C351514GA 0.315 1.000 0.315 Eq. H2-1 11 0.320 0.117 0.317 0.000 407 C351514GA C351514GA 0.342 1.000 0.342 Eq. 112-1 11 0.320 0.117 0.317 0.000 408 C351514GA C351514GA 0.396 1.000 0.396 Eq. H2-1 11 0.320 0.117 0.317 0.000 409 C351514GA C351514GA 0.373 1.000 0.373 Eq. 112-1 11 0.320 0.117 0.317 0.000 410 C351514GA C351514GA 0.396 1.000 0.396 Eq. H2-1 11 0.320 0.117 0.317 0.000 411 C351514GA C351514GA 0.342 1.000 0.342 Eq. 112-1 11 0.320 0.117 0.317 0.000 C351514GA C351514GA 0.315 1.000 0.315 Eq. H2-1 11 0.320 0.117 0.317 0.000 TS252514G, TS252514G, 0.519 1.000 0.519 Eq. 111-lb 14 0.802 0.782 0.782 1.172 1 S252514G, TS252514G, 0.009 1 1.000 1 0.009 Eq. H1-1b 14 0.802 0.782 0.782 1.172 52514Gi TS252514G, 0.303 1.000 0.303 Eq. 111-lb 0.802 0.782 0.782 1.172 2514G, TS252514G, 0.237 1.000 0.237 Eq. H1-1b 0.802 0.782 0.782 1.172 3 514Gi TS252514G, 0.196 1.000 0.196 Eq. H1-lb 0.802 0.782 0.782 1.172 TS 14G� TS252514G, 0.271 1.000 0.271 Eq. H1-ib 111 0.802 0.782 0.782 1.172 TS2 14Gi TS252514G, 0.283 1.000 0.283 Eq. H1-lb 0.802 0.782 0.782 1.172 427 TS 514G� TS252514G, 0.415 1.000 0.415 Eq. H1-ib 0.802 0.782 0.782 1.172 428 TS 514Gi TS252514G, 0.262 1.000 0.262 Eq. H1-lb 0.802 0.782 0.782 1.172 Pnnt T,. /Date: 1V11/202011:00 STAAD.Pro V8i (SELECTsenes 6) 20.07.11.90 PH 2 Pnnt Timem t 1100 STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Print Run 0&20 O 40277 STER�y1� DATE SIGNED: 11/18/2020 Software licensed toA & A Engineenng CONNECTED User Ahmad Abu-Yasein Job No 320-20-1889 Sheet No SO 16 /25I Rev g-�� DdW Software licensed toA &A Engineering CONNECTED User Ahmad Abu-Yaeein Job No 320-20-1889 Sheet No SO 17 /25 Rev Part Part Job TM- DOUGS LYNNWOOD MAZDA Ref Job TNa DOUGS LYNNWOOD MAZDA Ref By A.W. Da1e08/26/2020 Chd S.A. By A.W. Da1e08/26/2020 Chd S.A. Cllant HCI STEEL BUILDINGS LLC Flla 1889 std Datartlma 18-Nov-2020 08:52 Cllant HCI STEEL BUILDINGS LLC Flla 1889.std Datemma 18-Nov-2020 08:52 Utilization Ratio Cont... Utilization Ratio Cont... Beam Analysis Property Design Property Actual Ratio Allowabl Ratio Ratio (Act./Allow.) Clause L/C Ax (in) Iz (in4) ly (in4) Ix (in) 429 TS252514G, TS252514G, 0.285 1.000 0.285 Eq. 111-1b 11 0.802 0.782 0.782 1.172 430 T8252514G, TS252514G, 0.284 1.000 0.284 Eq. H1-lb 11 0.802 0.782 0.782 1.172 431 TS252514G, TS252514G, 0.418 1.000 0.418 Eq. 111-1b 11 0.802 0.782 0.782 1.172 433 TS252514G, TS252514G, 0.524 1.000 0.524 Eq. H1-lb 11 0.802 0.782 0.782 1.172 434 TS252514G, TS252514G, 0.288 1.000 0.288 Eq. 111-lb 11 0.802 0.782 0.782 1.172 435 TS252514G, TS252514G, 0.373 1.000 0.373 Eq. H1-lb 11 0.802 0.782 0.782 1.172 436 TS252514G, TS252514G, 0.355 1.000 0.355 Eq. 111-lb 11 0.802 0.782 0.782 1.172 437 TS252514G, TS252514G, 0.457 1.000 0.457 Eq. H1-ib 11 0.802 0.782 0.782 1.172 439 TS252514G, TS252514G, 0.645 1.000 0.645 Eq. 111-lb 11 0.802 0.782 0.782 1.172 440 TS252514G, TS252514G, 0.463 1.000 0.463 Eq. H1-lb 11 0.802 0.782 0.782 1.172 441 TS252514G, TS252514G, 0.457 1.000 0.457 Eq. 111-lb 11 0.802 0.782 0.782 1.172 442 TS252514G, TS252514G, 0.341 1.000 0.341 Eq. H1-lb 11 0.802 0.782 0.782 1.172 443 TS252514G, TS252514G, 0.491 1.000 0.491 Eq. 111-lb 11 0.802 0.782 0.782 1.172 444 TS252514G, TS252514G, 0.533 1.000 0.533 Eq. H1-lb 11 0.802 0.782 0.782 1.172 445 TS252514G, TS252514G, 0.645 1.000 0.645 Eq. 111-1b 11 0.802 0.782 0.782 1.172 446 TS252514G, TS252514G, 0.462 1.000 0.462 Eq. H1-lb 11 0.802 0.782 0.782 1.172 447 TS252514G, TS252514G, 0.459 1.000 0.459 Eq. 111-1b 11 0.802 0.782 0.782 1.172 448 TS252514G, TS252514G, 0.341 1.000 0.341 Eq. H1-lb 11 0.802 0.782 0.782 1.172 449 TS252514G, TS252514G, 0.491 1.000 0.491 Eq. 111-1b 11 0.802 0.782 0.782 1.172 450 TS252514G, TS252514G, 0.533 1.000 0.533 Eq. H1-lb 11 0.802 0.782 0.782 1.172 451 TS252514G, TS252514G, 0.525 1.000 0.525 Eq. 111-1b 11 0.802 0.782 0.782 1.172 452 TS252514G, TS252514G, 0.288 1.000 0.288 Eq. H1-lb 11 0.802 0.782 0.782 1.172 453 TS252514G, TS252514G, 0.373 1.000 0.373 Eq. 111-1b 11 0.802 0.782 0.782 1.172 454 TS252514G, TS252514G, 0.356 1.000 0.356 Eq. H1-lb 11 0.802 0.782 0.782 1.172 455 TS252514G, TS252514G, 0.458 1.000 0.458 Eq. 111-1b 11 0.802 0.782 0.782 1.172 456 TS252514G, TS252514G, 0.104 1.000 0.104 Eq. H1-1b 11 0.802 0.782 0.782 1.172 457 TS252514G, TS252514G, 0.416 1.000 0.416 Eq. 111-1b 11 0.802 0.782 0.782 1.172 458 TS252514G, TS252514G, 0.267 1.000 0.267 Eq. H1-1b 11 0.802 0.782 0.782 1.172 459 TS252514G, TS252514G, 0.283 1.000 0.283 Eq. 111-1b 11 0.802 0.782 0.782 1.172 460 TS252514G, TS252514G, 0.284 1.000 0.284 Eq. H1-1b 11 0.802 0.782 0.782 1.172 461 TS252514G, TS252514G, 0.418 1.000 0.418 Eq. H1-ib 11 0.802 0.782 0.782 1.172 462 TS252514G, TS252514G, 0.083 1.000 0.083 Eq. H1-1b 11 0.802 0.782 0.782 1.172 463 TS252514G, TS252514G, 0.303 1.000 0.303 Eq. 111-1b 11 0.802 0.782 0.782 1.172 464 TS252514G, TS252514G, 0.240 1.000 0.240 Eq. H1-1b 11 0.802 0.782 0.782 1.172 465 TS252514G, TS252514G, 0.197 1.000 0.197 Eq. 111-1b 11 0.802 0.782 0.782 1.172 466 TS252514G, TS252514G, 0.272 1.000 0.272 Eq. H1-1b 11 0.802 0.782 0.782 1. 467 TS252514G, TS252514G, 0.283 1.000 0.283 Eq. 111-1b 11 0.802 0.782 0.782 468 TS252514G, TS252514G, 0.086 1.000 0.086 Eq. H3-1 11 0.802 0.782 0.782 17 469 TS252514G, TS252514G, 0.124 1.000 0.124 Eq. Sec. D2 11 0.802 0.782 0.782 1. 470 TS252514G, TS252514G, 0.093 1.000 0.093 Eq. H3-1 20 0.802 0.782 0.782 471 C351514GA C351514GA 0.582 1.000 0.582 Eq. 112-1 20 0.320 0.117 0.317 .0 472 C351514GA C351514GA 0.766 1.000 0.766 Eq. 112-1 11 0.320 0.117 0.31 473 C351514GA C351514GA 0.630 1.000 0.630 Eq. 112-1 19 0.320 0.117 0.31 474 C351514GA C351514GA 0.674 1.000 0.674 Eq. H2-1 19 0.320 0.117 0.31 0.000 475 TS252514Gi TS252514Gr 0.131 1.000 0.131 Eq. 113-1 20 1 0.802 1 0.782 0.781% V.172 ABU O WAS �4 Beam Analysis Property Design Property Actual Ratio Allowabl Ratio Ratio (Act./Allow.) Clause Ax (in2) Iz (in4) ly (in4) Ix (in4) 476 TS252514G, TS252514G, 0.118 1.000 0.118 Eq. Sec. D2 0.802 0.782 0.782 1.172 477 TS252514G, TS252514G, 0.222 1.000 0.222 Eq. H1-lb 0.802 0.782 0.782 1.172 478 TS252514G, TS252514G, 0.275 1.000 0.275 Eq. H1-lb lil 0.802 0.782 0.782 1.172 479 TS252514G, TS252514G, 0.307 1.000 0.307 Eq. H1-lb 0.802 0.782 0.782 1.172 480 TS252514Gi TS252514Gr 0.406 1.000 0.406 Eq. H1-lb 0.802 0.782 0.782 1.172 481 TS252514G, TS252514G, 0.406 1.000 0.406 Eq. H1-lb 0.802 0.782 0.782 1.172 482 TS252514G, TS252514G, 0.307 1.000 0.30KEq.H1-1b -ib 11 0.802 0.782 0.782 1.172 483 TS252514G, TS252514G, 0.276 1.000 0.27-lb 11 0.802 0.782 0.782 1.172 484 TS252514G, TS252514G, 0.223 1.000 0.22-ib 11 0.802 0.782 0.782 1.172 485 TS252514G, TS252514G, 0.136 1.000 0.13c. D2 11 0.802 0.782 0.782 1.172 486 TS252514G, TS252514G, 0.118 1.000 0.11c. D2 11 0.802 0.782 0.782 1.172 487 TS252514G, TS252514G, 0.240 1.000 0.24-lb 15 0.802 0.782 0.782 1.172 488 TS252514G, TS252514G, 0.092 1.000 0.09-1b 11 0.802 0.782 0.782 1.172 489 TS252514G, TS252514G, 0.409 1.000 0.40-lb 11 0.802 0.782 0.782 1.172 490 TS252514G, TS252514G, 0.215 1.000 0.215 Eq. 111-lb 11 0.802 0.782 0.782 1.172 491 TS252514G, TS252514G, 0.287 1.000 0.287 Eq. H1-lb 11 1 0.802 1 0.782 0.782 1.172 492 TS252514G, TS252514G, 0.405 1.000 0.405 Eq. 111-lb 11 0.802 0.782 0.782 1.172 493 TS252514G, TS252514G, 0.281 1.000 0.281 Eq. H1-lb 11 0.802 0.782 0.782 1.172 494 TS252514G, TS252514G, 0.419 1.000 0.419 Eq. 111-lb 11 0.802 0.782 0.782 1.172 495 TS252514G, TS252514G, 0.424 1.000 0.424 Eq. H1-lb 11 0.802 0.782 0.782 1.172 496 TS252514G, TS252514G, 0.365 1.000 0.365 Eq. 111-lb 11 0.802 0.782 0.782 1.172 497 TS252514G, TS252514G, 0.454 1.000 0.454 Eq. H1-lb 11 0.802 0.782 0.782 1.172 498 TS252514G, TS252514G, 0.468 1.000 0.468 Eq. 111-lb 11 0.802 0.782 0.782 1.172 499 TS252514G, TS252514G, 0.604 1.000 0.604 Eq. H1-lb 11 0.802 0.782 0.782 1.172 500 TS252514G, TS252514G, 0.337 1.000 0.337 Eq. 111-lb 11 0.802 0.782 0.782 1.172 501 TS252514G, TS252514G, 0.468 1.000 0.468 Eq. H1-1b 11 0.802 0.782 0.782 1.172 502 TS252514G, TS252514G, 0.603 1.000 0.603 Eq. H1-lb 11 0.802 0.782 0.782 1.172 503 TS252514G, TS252514G, 0.337 1.000 0.337 Eq. H1-ib 11 0.802 0.782 0.782 1.172 504 TS252514G, TS252514G, 0.423 1.000 0.423 Eq. H1-lb 11 0.802 0.782 0.782 1.172 505 TS252514G, TS252514G, 0.365 1.000 0.365 Eq. H1-ib 11 0.802 0.782 0.782 1.172 506 TS252514G, TS252514G, 0.454 1.000 0.454 Eq. H1-lb 11 0.802 0.782 0.782 1.172 507 TS252514G, TS252514G, 0.404 1.000 0.404 Eq. H1-ib 11 0.802 0.782 0.782 1.172 508 TS252514G, TS252514G, 0.284 1.000 0.284 Eq. H1-lb 11 0.802 0.782 0.782 1.172 509 TS252514G, TS252514G, 0.420 1.000 0.420 Eq. H1-ib 11 0.802 0.782 0.782 1.172 510 TS252514G, TS252514G, 0.408 1.000 0.408 Eq. H1-lb 11 0.802 0.782 0.782 1.172 1 TS252514G, TS252514G, 0.213 1.000 0.213 Eq. H1-ib 11 0.802 0.782 0.782 1.172 TS252514Gi TS252514G, 0.287 1.000 0.287 Eq. 111-lb 11 0.802 0.782 0.782 1.172 5 $252514G, TS252514G, 0.214 1.000 0.214 Eq. H1-11, 16 0.802 0.782 172 252514Gi TS252514G, 0.092 1.000 0.092 Eq. H1-lb 11 0.802 0.782 172 5 1514GA C351514GA 0.602 1.000 0.602 Eq. H2-1 20 0.320 0.117 0001 514GA C351514GA 0.479 1.000 0.479 Eq. H2-1 11 0.320 0.117 0007 C3 14GA C351514GA 0.502 1.000 0.502 Eq. H2-1 11 0.320 0.117 000C3 A0.317 14GA C351514GA 0.692 1.000 0.692 Eq. H2-1 11 0.320 0.117 000519 C3 14GA C351514GA 0.247 1.000 0.247 Eq. H2-1 11 0.320 0.117 000520 C3 14GA C351514GA 0.690 1.000 0.690 Eq. H2-1 11 0.320 0.117 000 Pnnt T,. /Date: 1&/11f202011:00 STAAD.Pro V8i (SELECTsenes 6) 20.07.11.90 PH f �~J Pnnt Timem : 1 011:00 STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Print Run 12 or 20 40277 ��SSF ISTERG�� DATE SIGNED: 11/18/2020 Software licensed toA&AEngineenngAbY CONNECTED User Ahmad u-asein Job No 320-20-1889 Sheet No SO 18 /25 Rev Part Job TM- DOUGS LYNNWOOD MAZDA Ref By A.W. Da1e08/26/2020 Chd S.A. C""' HCI STEEL BUILDINGS LLC Flla 1889 std Datartlma 18-Nov-2020 08:52 Utilization Ratio Cont... Beam Analysis Property Design Property Actual Ratio Allowabl Ratio Ratio (Act./Allow.) Clause L/C Ax (in) Iz (in4) ly (in4) Ix (in) 521 C351514GA C351514GA 0.501 1.000 1 0.501 Eq. 112-1 11 0.320 0.117 0.317 0.000 522 C351514GA C351514GA 0.483 1.000 0.483 Eq. H2-1 11 0.320 0.117 0.317 0.000 523 C351514GA C351514GA 0.756 1.000 0.756 Eq. H2-1 11 0.320 0.117 0.317 0.000 524 C351514GA C351514GA 0.898 1.000 0.898 Eq. H2-1 11 0.320 0.117 0.317 0.000 525 C351514GA C351514GA 0.951 1.000 0.951 Eq. H2-1 11 0.320 0.117 0.317 0.000 526 C351514GA C351514GA 1.071 1.000 1.071 Eq. H2-1 11 0.320 0.117 0.317 0.000 527 C351514GA C351514GA 0.590 1.000 0.590 Eq. 112-1 11 0.320 0.117 0.317 0.000 528 C351514GA C351514GA 1.073 1.000 1.073 Eq. H2-1 11 0.320 0.117 0.317 0.000 529 C351514GA C351514GA 0.944 1.000 0.944 Eq. 112-1 11 0.320 0.117 0.317 0.000 530 C351514GA C351514GA 0.891 1.000 0.891 Eq. H2-1 11 0.320 0.117 0.317 0.000 531 C351514GA C351514GA 0.579 1.000 0.579 Eq. 112-1 11 0.320 0.117 0.317 0.000 532 C351514GA C351514GA 0.452 1.000 0.452 Eq. H2-1 11 0.320 0.117 0.317 0.000 533 C351514GA C351514GA 0.404 1.000 0.404 Eq. 112-1 11 0.320 0.117 0.317 0.000 534 C351514GA C351514GA 0.518 1.000 0.518 Eq. H2-1 11 0.320 0.117 0.317 0.000 535 C351514GA C351514GA 0.349 1.000 0.349 Eq. 112-1 11 0.320 0.117 0.317 0.000 536 C351514GA C351514GA 0.518 1.000 0.518 Eq. H2-1 11 0.320 0.117 0.317 0.000 537 C351514GA C351514GA 0.404 1.000 0.404 Eq. 112-1 11 0.320 0.117 0.317 0.000 538 C351514GA C351514GA 0.452 1.000 0.452 Eq. H2-1 11 0.320 0.117 0.317 0.000 539 C351514GA C351514GA 0.586 1.000 0.586 Eq. 112-1 11 0.320 0.117 0.317 0.000 540 C351514GA C351514GA 0.608 1.000 0.608 Eq. H2-1 11 0.320 0.117 0.317 0.000 541 C351514GA C351514GA 0.679 1.000 0.679 Eq. 112-1 11 0.320 0.117 0.317 0.000 542 C351514GA C351514GA 0.689 1.000 0.689 Eq. H2-1 11 0.320 0.117 0.317 0.000 543 C351514GA C351514GA 0.535 1.000 0.535 Eq. 112-1 11 0.320 0.117 0.317 0.000 544 C351514GA C351514GA 0.689 1.000 0.689 Eq. H2-1 11 0.320 0.117 0.317 0.000 545 C351514GA C351514GA 0.679 1.000 0.679 Eq. H2-1 11 0.320 0.117 0.317 0.000 546 C351514GA C351514GA 0.608 1.000 0.608 Eq. H2-1 11 0.320 0.117 0.317 0.000 547 TS252514G, TS252514G, 0.522 1.000 0.522 Eq. H1-1b 14 0.802 0.782 0.782 1.172 548 TS252514G, TS252514G, 0.067 1.000 0.067 Eq. H1-1b 11 0.802 0.782 0.782 1.172 549 TS252514G, TS252514G, 0.448 1.000 0.448 Eq. H1-1b 11 0.802 0.782 0.782 1.172 550 TS252514G, TS252514G, 0.108 1.000 0.108 Eq. H1-1b 11 0.802 0.782 0.782 1.172 551 TS252514G, TS252514G, 0.204 1.000 0.204 Eq. H1-1b 11 0.802 0.782 0.782 1.172 552 TS252514G, TS252514G, 0.034 1.000 0.034 Eq. H1-1b 18 1.605 3.596 1.564 2.000 553 TS252514G, TS252514G, 0.186 1.000 0.186 Eq. H1-1b 11 0.802 0.782 0.782 1.172 554 TS252514G, TS252514G, 0.448 1.000 0.448 Eq. H1-1b 11 0.802 0.782 0.782 1.172 555 TS252514G, TS252514G, 0.170 1.000 0.170 Eq. H1-1b 11 0.802 0.782 0.782 1. 556 TS252514G, TS252514G, 0.108 1.000 0.108 Eq. H1-1b 11 0.802 0.782 0.782 557 TS252514G, TS252514G, 0.151 1.000 0.151 Eq. H1-1b 11 1.605 3.596 1.564 0 559 TS252514G, TS252514G, 0.301 1.000 0.301 Eq. H1-1b 11 0.802 0.782 0.782 1 560 TS252514G, TS252514G, 0.192 1.000 0.192 Eq. 111-lb 11 0.802 0.782 0.78 7 561 TS252514G, TS252514G, 0.075 1.000 0.075 Eq. H1-1b 18 1.605 3.596 1.5 562 TS252514G, TS252514G, 0.469 1.000 0.469 Eq. 111-lb 11 1.605 3.596 1. 0 569 TS252514G, TS252514G, 0.174 1.000 0.174 Eq. 111-11, 11 0.802 0.782 0 72 570 TS252514G, TS252514Gi 0.146 1.000 0.146 Eq. H1-1b 11 0.802 0.782 0 72 571 TS252514G, TS252514G� 0.155 1.000 0.155 Eq. H1-ib 11 0.802 0.782 0. 1.172 572 TS252514G, TS252514G, 0.116 1 1.000 1 0.116 Eq. H1-1b 1 11 1 0.802 1 0.782 0. 1.172 Pn.t T,. /Date: 1V11f202011:00 STAAD.Pro V8i (SELECTsenes 6) 20.07.11.90 Software licensed to A6AE.gineenn9 CONNECTED Uw,: Ahmad Abu-Yaeein Job No 320-20-1889 Sheet No SO 19 /25 Rev Part Job TM, DOUGS LYNNWOOD MAZDA Ref By A.W. Da1e08/26/2020 Chd S.A. C""' HCI STEEL BUILDINGS LLC Flle 1889.std Datemme 18-Nov-2020 08:52 Utilization Ratio Cont... A B U. �� A SkI ` G Beam Analysis Property Design Property Actual Ratio Allowabl Ratio Ratio (Act./Allow.) Clause Ax (in2) Iz (in4) ly (in4) Ix (in4) 573 TS252514G, TS252514G, 0.107 1.000 0.107 Eq. Sec. D2 0.802 0.782 0.782 1.172 574 TS252514G, TS252514G, 0.087 1.000 0.087 Eq. H1-lb 0.802 0.782 0.782 1.172 575 TS252514G, TS252514G, 0.151 1.000 0.151 Eq. H1-lb lil 0.802 0.782 0.782 1.172 576 TS252514Gr TS252514G, 0.276 1.000 0.276 Eq. H1-lb 0.802 0.782 0.782 1.172 577 TS252514Gi TS252514Gr 0.171 1.000 0.171 Eq. H1-lb 0.802 0.782 0.782 1.172 578 TS252514Gr TS252514G, 0.177 1.000 0.177 Eq. H1-lb 0.802 0.782 0.782 1.172 579 TS252514G, TS252514G, 0.127 1.000 0.127 Eq. 111-lb 11 0.802 0.782 0.782 1.172 580 TS252514G, TS252514G, 0.085 1.000 0.085 Eq. H3-1 11 0.802 0.782 0.782 1.172 581 TS252514G, TS252514G, 0.110 1.000 0.110 Eq. 111-lb 11 0.802 0.782 0.782 1.172 582 TS252514G, TS252514G, 0.058 1.000 0.058 Eq. H3-1 11 0.802 0.782 0.782 1.172 583 TS252514G, TS252514G, 0.117 1.000 0.117 Eq. 111-lb 11 0.802 0.782 0.782 1.172 584 TS252514G, TS252514G, 0.025 1.000 0.025 Eq. H1-lb 11 0.802 0.782 0.782 1.172 585 TS252514G, TS252514G, 0.122 1.000 0.122 Eq. 111-lb 11 0.802 0.782 0.782 1.172 586 T8252514Gr TS252514G, 0.046 1.000 0.046 Eq. H3-1 18 0.802 0.782 0.782 1.172 587 TS252514G, TS252514G, 0.161 1.000 0.161 Eq. H1-1b 11 0.802 0.782 0.782 1.172 588 TS252514G, TS252514G, 0.238 1.000 0.238 Eq. H1-lb 11 0.802 0.782 0.782 1.172 589 TS252514G, TS252514G, 0.104 1.000 0.104 Eq. H1-1b 18 0.802 0.782 0.782 1.172 590 TS252514G, TS252514G, 0.153 1.000 0.153 Eq. H1-lb 11 0.802 0.782 0.782 1.172 591 TS252514G, TS252514G, 0.059 1.000 0.059 Eq. H1-1b 18 0.802 0.782 0.782 1.172 592 TS252514G, TS252514G, 0.074 1.000 0.074 Eq. H1-lb 11 0.802 0.782 0.782 1.172 593 TS252514G, TS252514G, 0.143 1.000 0.143 Eq. H1-1b 11 0.802 0.782 0.782 1.172 594 TS252514G, TS252514G, 0.114 1.000 0.114 Eq. H1-lb 11 0.802 0.782 0.782 1.172 598 TS252514G, TS252514G, 0.067 1.000 0.067 Eq. H1-1b 11 0.802 0.782 0.782 1.172 599 TS252514G, TS252514G, 0.448 1.000 0.448 Eq. H1-lb 11 0.802 0.782 0.782 1.172 600 TS252514G, TS252514G, 0.186 1.000 0.186 Eq. H1-1b 11 0.802 0.782 0.782 1.172 601 TS252514G, TS252514G, 0.448 1.000 0.448 Eq. H1-1b 11 0.802 0.782 0.782 1.172 602 TS252514G, TS252514G, 0.519 1.000 0.519 Eq. 111-lb 22 0.802 0.782 0.782 1.172 603 TS252514G, TS252514G, 0.155 1.000 0.155 Eq. H1-1b 11 0.802 0.782 0.782 1.172 604 TS252514G, TS252514G, 0.194 1.000 0.194 Eq. 111-lb 11 0.802 0.782 0.782 1.172 605 TS252514G, TS252514G, 0.226 1.000 0.226 Eq. H1-1b 11 0.802 0.782 0.782 1.172 609 TS252514G, TS252514G, 0.108 1.000 0.108 Eq. 111-lb 11 0.802 0.782 0.782 1.172 610 TS252514G, TS252514G, 0.203 1.000 0.203 Eq. H1-1b 11 0.802 0.782 0.782 1.172 611 TS252514G, TS252514G, 1 0.038 1.000 0.038 Eq. 111-lb 14 1.605 3.596 1.564 2.000 612 TS252514G, TS252514G, 0.170 1.000 0.170 Eq. H1-1b 11 0.802 0.782 0.782 1.172 613 TS252514G, TS252514G, 0.109 1.000 0.109 Eq. 111-lb 18 0.802 0.782 0.782 1.172 14 TS252514G, TS252514G, 0.150 1.000 0.150 Eq. H1-1b 11 1.605 3.596 1.564 2.000 TS252514G, TS252514G, 0.301 1.000 0.301 Eq. H1-1b 11 0.802 0.782 0.782 1.172 1 TS252514G, TS252514G, 0.192 1.000 0.192 Eq. H1-1b 11 0.802 0.782 0.782 1.172 TS252514G, TS252514G, 0.068 1.000 0.068 Eq. H1-1b 11 1.605 3.596 1.564 2.000 252514Gr TS252514G, 0.469 1.000 0.469 Eq. H1-1b 11 1.605 3.596 1.564 2.000 252514Gi TS252514G, 0.174 1.000 0.174 Eq. H1-lb 11 0.802 0.782 0.782 1.172 6 52514Gj TS252514G, 0.146 1.000 0.146 Eq. 111-11, 11 0.802 0.782 0.782 1.172 2 52514Gi TS252514Gr 0.155 1.000 0.155 Eq. H1-lb 11 0.802 0.782 0.782 1.172 6 52514Gj TS252514G, 0.116 1.000 0.116 Eq. 111-11, 11 0.802 0.782 0.782 1.172 613 1 X252514G, I TS252514G, 1 0.107 1.000 0.107 Eq. Sec. D2 11 0.802 0.782 0.782 1.172 13 zo 0277 Pnntr TO n:o0 o�Sln TSTVV'- STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Print Run 14 of 20 DATE SIGNED: 11/18/2020 Job No Sheet No Rev 320-20-1889 SO 20 /25 Software licensed toA&AEngineenngAbVPart CONNECTED User Ahmatl u-aseio Job TM- DOUGS LYNNWOOD MAZDA Ref By A.W. Da1e08/26/2020 Chd S.A. C""' HCI STEEL BUILDINGS LLC Flla 1889 std 1 Datartima 18-Nov-2020 08:52 Utilization Ratio Cont... Beam Analysis Property Design Property Actual Ratio Allowabl Ratio Ratio (Act./Allow.) Clause L/C Ax (in) Iz (in4) ly (in4) Ix (in) 624 TS252514G, TS252514G, 0.087 1.000 0.087 Eq. H1-1b 11 0.802 0.782 0.782 1.172 625 T8252514G, TS252514G, 0.151 1.000 0.151 Eq. H1-lb 11 0.802 0.782 0.782 1.172 626 TS252514G, TS252514G, 0.275 1.000 0.275 Eq. 111-1b 11 0.802 0.782 0.782 1.172 627 TS252514G, TS252514G, 0.170 1.000 0.170 Eq. H1-lb 11 0.802 0.782 0.782 1.172 628 TS252514G, TS252514G, 0.177 1.000 0.177 Eq. 111-1b 11 0.802 0.782 0.782 1.172 629 TS252514G, TS252514G, 0.127 1.000 0.127 Eq. H1-lb 11 0.802 0.782 0.782 1.172 630 TS252514G, TS252514G, 0.085 1.000 0.085 Eq. 113-1 11 0.802 0.782 0.782 1.172 631 TS252514G, TS252514G, 0.110 1.000 0.110 Eq. H1-lb 11 0.802 0.782 0.782 1.172 632 TS252514G, TS252514G, 0.058 1.000 0.058 Eq. 113-1 11 0.802 0.782 0.782 1.172 633 TS252514G, TS252514G, 0.117 1.000 0.117 Eq. H1-lb 11 0.802 0.782 0.782 1.172 634 TS252514G, TS252514G, 0.025 1.000 0.025 Eq. 111-1b 11 0.802 0.782 0.782 1.172 635 TS252514G, TS252514G, 0.121 1.000 0.121 Eq. H1-lb 11 0.802 0.782 0.782 1.172 636 TS252514G, TS252514G, 0.046 1.000 0.046 Eq. 113-1 18 0.802 0.782 0.782 1.172 637 TS252514G, TS252514G, 0.161 1.000 0.161 Eq. H1-lb 11 0.802 0.782 0.782 1.172 638 TS252514G, TS252514G, 0.238 1.000 0.238 Eq. 111-1b 11 0.802 0.782 0.782 1.172 639 TS252514G, TS252514G, 0.103 1.000 0.103 Eq. H1-lb 18 0.802 0.782 0.782 1.172 640 TS252514G, TS252514G, 0.153 1.000 0.153 Eq. 111-1b 11 0.802 0.782 0.782 1.172 641 TS252514G, TS252514G, 0.058 1.000 0.058 Eq. H1-lb 18 0.802 0.782 0.782 1.172 642 TS252514G, TS252514G, 0.074 1.000 0.074 Eq. 111-1b 11 0.802 0.782 0.782 1.172 643 TS252514G, TS252514G, 0.143 1.000 0.143 Eq. H1-lb 11 0.802 0.782 0.782 1.172 644 TS252514G, TS252514G, 0.114 1.000 0.114 Eq. 111-1b 11 0.802 0.782 0.782 1.172 647 TS252514G, TS252514G, 0.074 1.000 0.074 Eq. H3-1 12 0.802 0.782 0.782 1.172 658 TS252514G, TS252514G, 0.074 1.000 0.074 Eq. 113-1 12 0.802 0.782 0.782 1.172 669 TS252514G, TS252514G, 0.074 1.000 0.074 Eq. H3-1 12 0.802 0.782 0.782 1.172 680 TS252514G, TS252514G, 0.081 1.000 0.081 Eq. 111-1b 20 0.802 0.782 0.782 1.172 691 TS252514G, TS252514G, 0.088 1.000 0.088 Eq. H1-11, 20 0.802 0.782 0.782 1.172 693 TS252514G, TS252514G, 0.134 1.000 0.134 Eq. H1-1b 20 0.802 0.782 0.782 1.172 695 TS252514G, TS252514G, 0.164 1.000 0.164 Eq. H1-11, 20 0.802 0.782 0.782 1.172 697 TS252514G, TS252514G, 0.185 1.000 0.185 Eq. H1-1b 20 0.802 0.782 0.782 1.172 699 TS252514G, TS252514G, 0.186 1.000 0.186 Eq. H1-11, 20 0.802 0.782 0.782 1.172 701 TS252514G, TS252514G, 0.180 1.000 0.180 Eq. H1-1b 20 0.802 0.782 0.782 1.172 703 TS252514G, TS252514G, 0.151 1.000 0.151 Eq. H1-11, 20 0.802 0.782 0.782 1.172 705 TS252514G, TS252514G, 0.111 1.000 0.111 Eq. H1-1b 16 0.802 0.782 0.782 1.172 707 TS252514G, TS252514G, 0.109 1.000 0.109 Eq. H1-11, 11 0.802 0.782 0.782 1.172 709 TS252514G, TS252514G, 0.167 1.000 0.167 Eq. H1-1b 20 0.802 0.782 0.782 1.172 711 TS252514G, TS252514G, 0.030 1.000 0.030 Eq. H1-11, 20 0.802 0.782 0.782 1.172 722 TS252514G, TS252514G, 0.031 1.000 0.031 Eq. H1-1b 20 0.802 0.782 0.782 1.1 733 TS252514G, TS252514G, 0.027 1.000 0.027 Eq. H1-11, 20 0.802 0.782 0.782 lwz 744 TS252514G, TS252514G, 0.055 1.000 0.055 Eq. H1-lb 12 0.802 0.782 0.782 .1 755 TS252514G, TS252514G, 0.093 1.000 0.093 Eq. H1-11, 20 0.802 0.782 0.782 1. 757 TS252514G, TS252514G, 0.146 1.000 0.146 Eq. H1-lb 20 0.802 0.782 0.782 759 TS252514G, TS252514G� 0.187 1.000 0.187 Eq. H1-ib 20 0.802 0.782 0.782 1.1 761 TS252514G, TS252514Gi 0.211 1.000 0.211 Eq. H1-lb 12 0.802 0.782 0.782 1.1 2 763 TS252514G, TS252514G, 1 0.215 1 1.000 0.215 Eq. H1-ito 12 0.802 0.782 0.782 1A 765 TS252514G, TS252514G, 0.213 1.000 0.213 Eq. H1-ib 1 12 1 0.802 1 0.782 0.782 1.17 Pnnt`n. /Date: 1V11f2020 11 00 STAAD.Pro V8i (SELECTsenes 6) 20.07.11.90 Pnnt P, 111�j dW Software licensed bA&A Engineenng CONNECTED User: Ahmatl Abu-Vaeein Job No 320-20-1889 Sheet No SO 21 /25 Rev Part Job TNe DOUGS LYNNWOOD MAZDA Ref By A.W. Da1%8/26/2020 Chd S.A. Cllant HCI STEEL BUILDINGS LLC Flle 1889.std Datemma 18-Nov-2020 08:52 Utilization Ratio Cont... Beam Analysis Property Design Property Actual Ratio Allowabl Ratio Ratio (Act./Allow.) Clause LIC Ax (in2) Iz (in4) ly (in4) Ix (in4) 767 TS252514G, TS252514G, 0.186 1.000 0.186 Eq. H1-ib 12 0.802 0.782 0.782 1.172 769 TS252514G, TS252514G, 0.163 1.000 0.163 Eq. H1-lb 16 0.802 0.782 0.782 1.172 771 TS252514G, TS252514G, 0.132 1.000 0.132 Eq. H1-ib 16 0.802 0.782 0.782 1.172 773 TS252514G, TS252514G, 0.220 1.000 0.220 Eq. H1-lb 20 0.802 0.782 0.782 1.172 775 TS252514G, TS252514G, 0.032 1.000 0.032 Eq. H3-1 12 0.802 0.782 0.782 1.172 786 TS252514G, TS252514G, 0.032 1.000 0.032 Eq. H3-1 12 0.802 0.782 0.782 1.172 797 TS252514G, TS252514G, 0.032 1.000 0.032 Eq. 113-1 12 0.802 0.782 0.782 1.172 808 TS252514G, TS252514G, 0.046 1.000 0.046 Eq. H1-lb 12 0.802 0.782 0.782 1.172 819 TS252514G, TS252514G, 0.074 1.000 0.074 Eq. 111-1b 20 0.802 0.782 0.782 1.172 821 TS252514G, TS252514G, 0.110 1.000 0.110 Eq. H1-lb 20 0.802 0.782 0.782 1.172 823 TS252514G, TS252514G, 0.132 1.000 0.132 Eq. 111-1b 20 0.802 0.782 0.782 1.172 825 TS252514G, TS252514G, 0.155 1.000 0.155 Eq. H1-lb 20 0.802 0.782 0.782 1.172 827 TS252514G, TS252514G, 0.157 1.000 0.157 Eq. 111-1b 20 0.802 0.782 0.782 1.172 829 T8252514G, TS252514G, 0.155 1.000 0.155 Eq. H1-lb 20 0.802 0.782 0.782 1.172 831 TS252514G, TS252514G, 0.128 1.000 0.128 Eq. H1-1b 20 0.802 0.782 0.782 1.172 833 TS252514G, TS252514G, 0.114 1.000 0.114 Eq. H1-lb 16 0.802 0.782 0.782 1.172 835 TS252514G, TS252514G, 0.118 1.000 0.118 Eq. H1-1b 11 0.802 0.782 0.782 1.172 837 TS252514G, TS252514G, 0.165 1.000 0.165 Eq. H1-lb 11 0.802 0.782 0.782 1.172 839 TS252514G, TS252514G, 0.067 1.000 0.067 Eq. H3-1 12 0.802 0.782 0.782 1.172 850 TS252514G, TS252514G, 0.067 1.000 0.067 Eq. H3-1 12 0.802 0.782 0.782 1.172 861 TS252514G, TS252514G, 0.067 1.000 0.067 Eq. H3-1 12 0.802 0.782 0.782 1.172 872 TS252514G, TS252514G, 0.067 1.000 0.067 Eq. H3-1 12 0.802 0.782 0.782 1.172 883 TS252514G, TS252514G, 0.102 1.000 0.102 Sec. E1 11 1 0.802 0.782 0.782 1.172 885 TS252514G, TS252514G, 0.088 1.000 0.088 Sec. E1 11 0.802 0.782 0.782 1.172 887 TS252514G, TS252514G, 0.079 1.000 0.079 Sec. E1 11 0.802 0.782 0.782 1.172 889 TS252514G, TS252514G, 0.071 1.000 0.071 Sec. E1 11 0.802 0.782 0.782 1.172 891 TS252514G, TS252514G, 0.063 1.000 0.063 Sec. E1 11 0.802 0.782 0.782 1.172 893 TS252514G, TS252514G, 0.056 1.000 0.056 Sec. E1 11 0.802 0.782 0.782 1.172 895 TS252514G, TS252514G, 0.049 1.000 0.049 Sec. E1 11 0.802 0.782 0.782 1.172 898 TS252514G, TS252514G, 0.062 1.000 0.062 Eq. H1-1b 11 0.802 0.782 0.782 1.172 920 TS252514G, TS252514G, 0.085 1.000 0.085 Eq. 113-1 23 0.802 0.782 0.782 1.172 921 TS252514G, TS252514G, 0.085 1.000 0.085 Eq. H3-1 23 0.802 0.782 0.782 1.172 922 TS252514G, TS252514G, 0.085 1.000 0.085 Eq. 113-1 23 0.802 0.782 0.782 1.172 923 TS252514G, TS252514G, 0.086 1.000 0.086 Eq. H1-1b 19 0.802 0.782 0.782 1.172 A TS252514G, TS252514G, 0.090 1.000 0.090 Eq. 111-1b 15 0.802 0.782 0.782 1.172 TS252514G, TS252514G, 0.140 1.000 0.140 Eq. H1-1b 15 0.802 0.782 0.782 1.172 A 9 252514Gi TS252514G, 0.172 1.000 0.172 Eq. H1-1b 15 0.802 0.782 0.782 1.172 W A 2514G, TS252514G, 0.200 1.000 0.200 Eq. H1-ib 15 0.802 0.782 0.782 1.172 8 CU21W14Gi TS252514G, 0.204 1.000 0.204 Eq. 111-1b 15 0.802 0.782 0.782 1.172 4G, TS252514G, 0.199 1.000 0.199 Eq. H1-1b 15 0.802 0.782 0.782 1.172 93b,Gi TS252514G, 0.169 1.000 0.169 Eq. 111-lb 15 0.802 0.782 0.782 1.172 931 252 TS252514G, 0.125 1.000 0.125 Eq. 111-11, 23 0.802 0.782 0.782 1.172 - y 932 T 252 i TS252514G, 0.109 1.000 0.109 Eq. 111-lb 11 0.802 0.782 0.782 1.172 933 ]P2525LG, I TS252514G, 0.196 1.000 0.196 Eq. 111-11, 19 0.802 0.782 0.782 1.172 -' 934 S252 Gi I TS252514G, 0.033 1.000 0.033 Eq. 113-1 23 0.802 0.782 0.782 1.172 40277'�" """":' LISTER ZGti� S IAAU.Yro V6i (5FLEU (series 5) 20.UL.11.90 DATE SIGNED: 11/18/2020 Software licensed toA & A Engineenng CONNECTED User Ahmad Abu-Yaeein Job No 320-20-1889 Sheet No SO 22 /25I Rev g-�� DdW Software licensed toA &A Engineenng CONNECTED User Ahmad Abu-Yaeein Job No 320-20-1889 Sheet No SO 23 /25 Rev Paft Part Job Tit- DOUGS LYNNWOOD MAZDA Ref Job TNa DOUGS LYNNWOOD MAZDA Ref By A.W. Da1e08/26/2020 Chd S.A. By A.W. Da1e08/26/2020 Chd S.A. cllant HCI STEEL BUILDINGS LLC Flla 1889 std oatartlma 18-Nov-2020 08:52 cllam HCI STEEL BUILDINGS LLC Flla 1889.std Defemme 18-Nov-2020 08:52 Utilization Ratio Cont... Utilization Ratio Cont... Beam Analysis Property Design Property Actual Ratio Allowabl Ratio Ratio (Act./Allow.) Clause L/C Ax (in) Iz (in°) ly (in°) Ix (in) 935 TS252514G, TS252514G, 0.034 1.000 1 0.034 Eq. H1-1b 15 0.802 1 0.782 0.782 1.172 936 T8252514G, TS252514G, 0.033 1.000 0.033 Eq. H3-1 23 0.802 0.782 0.782 1.172 937 TS252514G, TS252514G, 0.064 1.000 0.064 Eq. 111-lb 15 0.802 0.782 0.782 1.172 938 TS252514G, TS252514G, 0.105 1.000 0.105 Eq. H1-lb 15 0.802 0.782 0.782 1.172 939 TS252514G, TS252514G, 0.168 1.000 0.168 Eq. H1-1b 15 0.802 0.782 0.782 1.172 940 TS252514G, TS252514G, 0.214 1.000 0.214 Eq. H1-lb 15 0.802 0.782 0.782 1.172 941 TS252514G, TS252514G, 0.244 1.000 0.244 Eq. H1-1b 23 0.802 0.782 0.782 1.172 942 TS252514G, TS252514G, 0.248 1.000 0.248 Eq. H1-lb 23 0.802 0.782 0.782 1.172 943 TS252514G, TS252514G, 0.246 1.000 0.246 Eq. H1-1b 23 0.802 0.782 0.782 1.172 944 TS252514G, TS252514G, 0.217 1.000 0.217 Eq. H1-lb 23 0.802 0.782 0.782 1.172 945 TS252514G, TS252514G, 0.178 1.000 0.178 Eq. H1-1b 23 0.802 0.782 0.782 1.172 946 TS252514G, TS252514G, 0.132 1.000 0.132 Eq. H1-lb 16 0.802 0.782 0.782 1.172 947 TS252514G, TS252514G, 0.270 1.000 0.270 Eq. H1-1b 19 0.802 0.782 0.782 1.172 948 TS252514G, TS252514G, 0.032 1.000 0.032 Eq. H3-1 23 0.802 0.782 0.782 1.172 949 TS252514G, TS252514G, 0.040 1.000 0.040 Eq. 111-lb 15 0.802 0.782 0.782 1.172 950 TS252514G, TS252514G, 0.038 1.000 0.038 Eq. H1-lb 15 0.802 0.782 0.782 1.172 951 TS252514G, TS252514G, 0.046 1.000 0.046 Eq. 111-lb 12 0.802 0.782 0.782 1.172 952 TS252514G, TS252514G, 0.088 1.000 0.088 Eq. H1-lb 15 0.802 0.782 0.782 1.172 953 TS252514G, TS252514G, 0.137 1.000 0.137 Eq. 111-lb 15 0.802 0.782 0.782 1.172 954 TS252514G, TS252514G, 0.169 1.000 0.169 Eq. H1-lb 15 0.802 0.782 0.782 1.172 955 TS252514G, TS252514G, 0.198 1.000 0.198 Eq. 111-lb 15 0.802 0.782 0.782 1.172 956 TS252514G, TS252514G, 0.202 1.000 0.202 Eq. H1-lb 15 0.802 0.782 0.782 1.172 957 TS252514G, TS252514G, 0.198 1.000 0.198 Eq. 111-lb 15 0.802 0.782 0.782 1.172 958 TS252514G, TS252514G, 0.168 1.000 0.168 Eq. H1-lb 15 0.802 0.782 0.782 1.172 959 TS252514G, TS252514G, 0.127 1.000 0.127 Eq. 111-lb 23 0.802 0.782 0.782 1.172 960 TS252514G, TS252514G, 0.118 1.000 0.118 Eq. H1-1b 11 0.802 0.782 0.782 1.172 961 TS252514G, TS252514G, 0.201 1.000 0.201 Eq. H1-1b 19 0.802 0.782 0.782 1.172 962 TS252514G, TS252514G, 0.085 1.000 0.085 Eq. H3-1 23 0.802 0.782 0.782 1.172 963 TS252514G, TS252514G, 0.085 1.000 0.085 Eq. 113-1 23 0.802 0.782 0.782 1.172 964 TS252514G, TS252514G, 0.085 1.000 0.085 Eq. H3-1 23 0.802 0.782 0.782 1.172 965 TS252514G, TS252514G, 0.085 1.000 0.085 Eq. 113-1 23 0.802 0.782 0.782 1.172 966 TS252514G, TS252514G, 0.101 1.000 0.101 Sec. El 11 0.802 0.782 0.782 1.172 967 TS252514G, TS252514G, 0.088 1.000 0.088 Sec. El 11 0.802 0.782 0.782 1.172 968 TS252514G, TS252514G, 0.079 1.000 0.079 Sec. El 11 0.802 0.782 0.782 1.172 969 TS252514G, TS252514G, 0.071 1.000 0.071 Sec. El 11 0.802 0.782 0.782 1.17 970 TS252514G, TS252514G, 0.063 1.000 0.063 Sec. El 11 0.802 0.782 0.782 1. 971 TS252514G, TS252514G, 0.056 1.000 0.056 Sec. El 11 0.802 0.782 0.782 .1 972 TS252514G, TS252514G, 0.049 1.000 0.049 Sec. El 11 0.802 0.782 0.782 1. 973 TS252514G, TS252514G, 0.075 1.000 0.075 Eq. 113-1 18 0.802 0.782 0.782 LV 1193 TS252514GI TS252514G, 0.086 1.000 0.086 Eq. H3-1 11 0.802 0.782 0.782 7 1194 TS252514G, TS252514G, 0.082 1.000 0.082 Eq. 111-lb 11 0.802 0.782 0.78 1195 TS252514G, TS252514G, 0.104 1.000 0.104 Eq. 111-11, 11 0.802 0.782 0.78 1. 1196 TS252514G, TS252514G, 0.501 1.000 0.501 Eq. H1-1b 11 0.802 0.782 0.7 1.172 1197 TS252514G, TS252514G, 0.501 1.000 0.501 Eq. H1-ib 11 0.802 0.782 0.78 1.172 1198 TS252514G, TS252514G, 0.156 1.000 0.156 Eq. H1-ib 11 0.802 0.782 0.78 .172 A B U WAS J o; Beam Analysis Property Design Property Actual Ratio Allowabl Ratio Ratio (Act./Allow.) Clause UC Ax (in) Iz (in") ly (in°) Ix (in°) 1199 TS252514G, TS252514G, 0.194 1.000 1 0.194 Eq. 111-lb 11 0.802 0.782 0.782 1.172 1200 TS252514G, TS252514G, 0.226 1.000 1 0.226 Eq. H1-lb 11 0.802 0.782 0.782 1.172 1219 TS252514G, TS252514G, 0.059 1.000 0.059 Eq. 111-lb 11 0.802 0.782 0.782 1.172 1220 TS252514G, TS252514G, 0.107 1.000 0.107 Eq. H1-lb 18 0.802 0.782 0.782 1.172 1221 TS252514G, TS252514G, 0.154 1.000 0.154 Eq. 111-lb 11 0.802 0.782 0.782 1.172 1222 TS252514G, TS252514G, 0.202 1.000 0.202 Eq. H1-lb 11 0.802 0.782 0.782 1.172 1223 TS252514G, TS252514G, 0.250 1.000 0.250 Eq. 111-lb 11 0.802 0.782 0.782 1.172 1224 TS252514G, TS252514G, 0.304 1.000 0.304 Eq. H1-lb 11 0.802 0.782 0.782 1.172 1225 TS252514G, TS252514G, 0.360 1.000 0.360 Eq. 111-lb 11 0.802 0.782 0.782 1.172 1226 TS252514G, TS252514G, 0.063 1.000 0.063 Eq. H1-lb 18 0.802 0.782 0.782 1.172 1227 TS252514G, TS252514G, 0.111 1.000 0.111 Eq. 111-lb 18 0.802 0.782 0.782 1.172 1228 TS252514G, TS252514G, 0.154 1.000 0.154 Eq. H1-lb 18 0.802 0.782 0.782 1.172 1229 TS252514G, TS252514G, 0.202 1.000 0.202 Eq. 111-lb 11 0.802 0.782 0.782 1.172 1230 T8252514G, TS252514G, 0.250 1.000 0.250 Eq. H1-lb 11 0.802 0.782 0.782 1.172 1231 TS252514G, TS252514G, 0.304 1.000 0.304 Eq. H1-1b 11 0.802 0.782 0.782 1.172 1232 TS252514G, TS252514G, 0.360 1.000 0.360 Eq. H1-lb 11 0.802 0.782 0.782 1.172 1242 TS252514G, TS252514G, 0.133 1.000 0.133 Eq. H1-1b 18 1.605 3.596 1.564 2.000 1244 TS252514G, TS252514G, 0.186 1.000 0.186 Eq. H1-lb 18 1.605 3.596 1.564 2.000 1246 TS252514G, TS252514G, 0.239 1.000 0.239 Eq. H1-1b 11 1.605 3.596 1.564 2.000 1248 TS252514G, TS252514G, 0.300 1.000 0.300 Eq. H1-lb 11 1.605 3.596 1.564 2.000 1250 TS252514G, TS252514G, 0.373 1.000 0.373 Eq. H1-1b 11 1.605 3.596 1.564 2.000 1252 TS252514G, TS252514G, 0.458 1.000 0.458 Eq. H1-lb 11 1.605 3.596 1.564 2.000 1254 TS252514G, TS252514G, 0.537 1.000 0.537 Eq. H1-1b 11 1.605 3.596 1.564 2.000 1257 TS252514G, TS252514G, 0.029 1.000 0.029 Eq. H3-1 11 1.605 3.596 1.564 2.000 1259 TS252514G, TS252514G, 0.033 1.000 0.033 Eq. H1-1b 22 1.605 3.596 1.564 2.000 1261 TS252514G, TS252514G, 0.032 1.000 0.032 Eq. H1-lb 22 1.605 3.596 1.564 2.000 1263 TS252514G, TS252514G, 0.040 1.000 0.040 Eq. 111-lb 18 1.605 3.596 1.564 2.000 1265 TS252514G, TS252514G, 0.053 1.000 0.053 Eq. H1-1b 18 1.605 3.596 1.564 2.000 1267 TS252514G, TS252514G, 0.087 1.000 0.087 Eq. 111-lb 11 1.605 3.596 1.564 2.000 1269 TS252514G, TS252514G, 0.193 1.000 0.193 Eq. H1-1b 11 1.605 3.596 1.564 2.000 1272 TS252514G, TS252514G, 0.125 1.000 0.125 Eq. 111-lb 11 1.605 3.596 1.564 2.000 1273 TS252514G, TS252514G, 0.182 1.000 0.182 Eq. H1-ib 11 1.605 3.596 1.564 2.000 1274 TS252514G, TS252514G, 0.239 1.000 0.239 Eq. 111-lb 11 1.605 3.596 1.564 2.000 1275 TS252514G, TS252514G, 0.300 1.000 0.300 Eq. H1-1b 11 1.605 3.596 1.564 2.000 276 TS252514G, TS252514G, 0.373 1.000 0.373 Eq. 111-lb 11 1.605 3.596 1.564 2.000 TS252514G, TS252514G, 0.458 1.000 0.458 Eq. H1-1b 11 1.605 3.596 1.564 2.000 2 TS252514Gi TS252514G, 0.536 1.000 0.536 Eq. H1-1b 11 1.605 3.596 1.564 2.000 252514G, TS252514G, 0.036 1.000 0.036 Eq. H1-1b 22 1.605 3.596 1.564 2.000 52514Gi TS252514G, 0.048 1.000 0.048 Eq. H1-1b 14 1.605 3.596 1.564 2.000 1 52514G, TS252514G, 0.050 1.000 0.050 Eq. H1-ib 22 1.605 3.596 1.564 2.000 (tv2514Gi TS252514G, 0.060 1.000 0.060 Eq. H1-lb 18 1.605 3.596 1.564 2.000 3 TS 514G, TS252514G, 0.069 1.000 0.069 Eq. 111-11, 18 1.605 3.596 1.564 2.000 1284 TS 514Gi TS252514G, 0.086 1.000 0.086 Eq. H1-lb 11 1.605 3.596 1.564 2.000 M851 514G, TS252514G, 0.193 1.000 0.193 Eq. 111-11, 11 1.605 3.596 1.564 2.000 1301 14GA C351514GA 0.522 1.000 0.522 Eq. H2-1 18 0.320 0.117 0.317 0.000 r Pnnt Trr /Date: 1V11f202011:00 STAAD.Pro V8i (SELECTsenes 6) 20.07.11.90 f rm O2 40277 Pnnt Tim t 1 011 00 STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Print Run is or 20 �SSI ISTV, ti DATE SIGNED: 11/18/2020 Prntrmetoafe: 1&111/202011:00 STAAD.Pro V8i (SELECTsedes 6) 20.07.11.90 PH. Run 19 d 20 Job No Sheei No Rev 320-20-1889 SO 25 /25 Software licensed bA&AEngineedng Part CONNECTED Uaer Ah-d Abu-Yaeein Job TNe DOUGS LYNNWOOD MAZDA Ref By A.W. Da1f08/26/2020 Chd S.A. Cllant HCI STEEL BUILDINGS LLC Flla 1889.std I D.--. 18-Nov-2020 08:52 Utilization Ratio Cont... Beam Analysis Property Design Property Actual Ratio Allowabl Ratio Ratio (Act./Allow.) Clause LIC Ax (in) Iz (in4) ly (in4) Ix (in4) 1348 C351514GA C351514GA 0.273 1.000 0.273 Eq. 112-1 20 0.320 0.117 0.317 0.000 1349 C351514GA C351514GA 0.517 1.000 0.517 Eq. H2-1 16 0.320 0.117 0.317 0.000 1350 C351514GA C351514GA 0.160 1.000 0.160 Eq. 112-1 16 0.320 0.117 0.317 0.000 1351 C351514GA C351514GA 0.156 1.000 0.156 Eq. H2-1 12 0.320 0.117 0.317 0.000 1352 C351514GA C351514GA 0.516 1.000 0.516 Eq. 112-1 16 0.320 0.117 0.317 0.000 1354 C351514GA C351514GA 0.112 1.000 0.112 Eq. H2-1 14 0.320 0.117 0.317 0.000 1355 C351514GA C351514GA 0.090 1.000 0.090 Eq. 112-1 14 0.320 0.117 0.317 0.000 1356 C351514GA C351514GA 0.107 1.000 0.107 Eq. H2-1 22 0.320 0.117 0.317 0.000 1358 C351514GA C351514GA 0.534 1.000 0.534 Eq. 112-1 16 0.320 0.117 0.317 0.000 1360 C351514GA C351514GA 0.172 1.000 0.172 Eq. H2-1 18 0.320 0.117 0.317 0.000 1361 C351514GA C351514GA 0.160 1.000 0.160 Eq. 112-1 18 0.320 0.117 0.317 0.000 1362 C351514GA C351514GA 0.196 1.000 0.196 Eq. H2-1 18 0.320 0.117 0.317 0.000 1364 C351514GA C351514GA 0.652 1.000 0.652 Eq. 112-1 16 0.320 0.117 0.317 0.000 1365 C351514GA C351514GA 0.256 1.000 0.256 Eq. H2-1 15 0.320 0.117 0.317 0.000 1366 C351514GA C351514GA 0.282 1.000 0.282 Eq. 112-1 15 0.320 1 0.117 0.317 1 0.000 1367 C351514GA C351514GA 0.516 1.000 0.516 Eq. H2-1 16 0.320 0.117 0.317 0.000 1368 C351514GA C351514GA 0.164 1.000 0.164 Eq. H2-1 15 0.320 0.117 0.317 0.000 1369 C351514GA C351514GA 1 0.167 1.000 0.167 Eq. H2-1 15 0.320 1 0.117 0.317 0.000 Failed Members There is no data of this type. AB U, y Ov W AS�I `YJ, 40277 SIpNAL DATE SIGNED: 11/18/2020 P-Ti-ffi-: 18IM02011:00 STAAD.Pro V8i (SELECTseries 6) 20.07.11.90 Print Run 20 & 20 VE8EVALUATION 1I REPORT ® Originally Issued: 01/3112018 Revised: 0 2.9.4 Air and Water Infiltration: Air and water infiltration resistance is outside the scope of this report. Weather protection shall comply with Sections 2.4 and 2.5 of this report. 2.9.5 Hail Resistance: Hail resistance is outside the scope of this report. 2.9.6 Wind-blown Debris Resistance: Wind-blown debris resistance is outside the scope of this report. 3.0 PRODUCT USE General Design and Installation shall be in accordance with the referenced codes in Section 1.0 of this report, the information provided in this report, ASC Profile's product installation guides. Where conflicts occur, the more restrictive shall govern. 4.0 PRODUCT DESCRIPTION 4.1 Panels: The panels are available in various configurations as illustrated in the figures accompanying the tables in this report. Panels are either unpainted or are provided with a painted finish. Additional information on the panel configurations is provided in the OVERVIEW portion of this report. The roof panels comply with requirements for metal roof panels in Chapter 15 of the IBC, and Section R905 of the IRC. The wall panels comply with requirements for steel wall coverings in Chapter 14 of the IBC, and Section R703 of the IRC. 4.2 Base Materials: All No. 18 and No. 20 gage panels are manufactured from sheet steel with G90 galvanized coatings conforming to ASTM A653 SS Grade 40. All No. 22 and No. 24 gage panels are manufactured from AZ50 aluminum -zinc alloy coated steel sheet conforming to ASTM A792 SS grade 50, or from G90 galvanized sheet per ASTM A653 SS grade 50. All No. 26 and No. 29 gage panels are manufactured from AZ50 aluminum -zinc alloy coated steel sheet conforming to ASTM A792 SS grade 80. The panels are also available prepainted in accordance with ASTM A755. 4.3 Fasteners: The fasteners size and type requirements are identified in the panel installation tables within this report All fasteners shall be zinc -plated with an added corrosion resistant coating, or of a 300 series stainless steel construction. Self -tapping metal to metal fasteners shall comply with ASTM C1513. Fasteners installed into treated wood shall be 300 series stainless steel or designed specifically for use with treated wood. 2/06/2020 Valid Through: 01/31/2021 4.4 Substrates: ASC Profiles roof and wall panels may be fastened to numerous substrates including, but not limited to, the following: • Cold formed steel in accordance with AISI S 100 • Hot rolled steel in accordance with AISC 360 • Concrete in accordance with ACI 318 • Plywood and OSB in accordance with DOC PS-1 and DOC PS-2 • Dimensional lumber in accordance with ANSI/AWC NDS® The panel installation tables within this report provide applicable substrate and fastening requirements. For other support conditions, structural calculations complying with the applicable code shall be submitted to the code official for approval. 5.0 IDENTIFICATION A permanent label or a die -stamp label bearing the time and .address of the manufacturers, the model number, and this evaluation report number (Evaluation Report ER-550) identifies the products listed in this report. The identification labels also include the IAPMO Uniform Evaluation Service Mark of Conformity, and either one of the following Marks of Conformity may be used: IpPMo DES ES ® or0 IAPMO UES ER-550 6.0 SUBSTANTIATING DATA Data submitted in conformance with IAPMO UES Evaluation Criteria Single Skin Steel Roof and Wall Panels., EC-011, revised July 2019. All product testing is from laboratories in compliance with ISO/iEC 17025. Page 2 of 143 VESEVALUATION 9 ® Originally Issued: 0113112018 ASC PROFILES LLC 2110 Enterprise Blvd. West Sacramento, CA 95691 (800)733-4955 www•.ascproriles.com 550 Revised: 02/06/2020 Valid Through: 01/31/2021 AEP SPAN AND ASC BUILDING PRODUCTS: SINGLE SHIN STEEL ROOF AND WALL PANELS WITH EXPOSED FASTENERS CSI Section: 07 6100 Sheet Metal Roofing 07 64 00 Sheet Metal Wall Cladding 1.0 RECOGNITION ASC Profiles LLC Single Skin Steel Roof and Wall Panels with Exposed Fasteners have been evaluated for use as exterior roof and wall covering panels. The structural and fire -resistance properties of the panels have been evaluated for compliance with the following codes: • 2018, 2015, and 2012 International Building Coder (IBC) • 2018, 2015, and 2012 International Residential Code® (IRC) • 2019 and 2016 California Building Code°0 (CBC) - Attached supplement • 2019 and 2016 California Residential Code® (CRC) -Attached supplement • 2017 City of Los Angeles Building Code (LABC) - Attached supplement • 2017 City of Los Angeles Residential Code (LARC) -Attached supplement 2.0 LIMITATIONS Use of the ASC Profiles LLC Single Skin Steel Roof and Wall Panels and fasteners recognized in this report is subject to the following limitations: 2.4 Roofpanel flashing requirements, when applicable, shall comply with IBC Section 1503.2 and 1503.3, or IRC Sections R903.2 and R903.3. Underlayment, including installation, shall comply with IBC Sections 1507.1 and 1507.4.5 orIRC Section R905.10.5, with consideration of applicable wind conditions. 2.5 Panels used on exterior walls shall be flashed\T accordance with IBC Section 1405.4 or IRC Section R905.4.6 and be placed over a water -resistive barrier in accordance with IBC Sections 1402.2, 1403.2, and 1404.2 or IRC Section R703. 1. 2.6 For modifications of panel installations, design of partial panels, panel penetrations and other panel discontinuities shall consider effects on strength and stiffness and be the responsibility of the design professional in accordance with IBC Section 1604.4, using rational engineering mechanics or in accordance with the manufacturer's installation instructions as approver lby the building official. 2.7 Where panels are used as vertical diaphragm shear resistance in walls (shear wall) of light -frame construction, the walls shall be classified as a "bearing wall system" or "building frame system" with "light -framed walls with shear panels of all other materials" subject to the conditions of this classification as defined in ASCE/SEI 7, Section 12.2. 2.8 Panel use as protection of glazed openings located in wind-borne debris regions is outside the scope of this report. 2.9 Product Performance: 2.9.1 Structural: The tables provided in this report specify the gross and effective section properties, inward (positive) uniform allowable loads, allowable reactions at supports, outward (negative) uniform allowable loads, and diaphragm shear capacities, y (plf) and flexibility factors, F(10-6 in/lbs) for each of the panels described in Section 4.1 of this report. 2.1 Metal panels used in roof applications shall be applied to 2.9.2 Roof Classification: Roof assemblies complying with a solid or closely fitted deck, except where the roof covering the requirements of IBC Section 1505.2, Exception 2, or IRC is specifically designed to be applied to spaced support Section R902. 1, Exception 2, are considered Class A roof members. The panel installation tables in this report provide assemblies. For other conditions, roof assemblies shall be applicable substrate limitations. listed as Class A, B, or C in accordance with ASTM E108 or UL 790, by an approved listing agency or shall be considered 2.2 Calculations demonstrating compliance with this report as a non -classified roofing. ASC Profiles shall be contacted shall be submitted to the code official for approval. The for information on specific listed assemblies. calculations shall be prepared by a registered design professional where required by the statutes of thejurisdiction 2.9.3 Wall Assembly Fire -Resistance: Wall panels are in which the project is to be constructed. limited to installations where non -fire -resistance -rated construction is permitted by the IBC or IRC. Wall panels 2.3 The manufacturer's recommended roof slopes are may be permitted in fire -resistance -rated wall assemblies defined within the OVERVIEW portion of this report. The based on successful testing in accordance with the minimum roof panel slopes shall conform to IBC Section requirements prescribed in IBC Section 703. 1507.4.2 or IRC Section R905.10.2, or as stated in this report. 'm.p•a•fe a�,iswithis VnilmnEni•ti v1 SwNc•/UESI ReporrMsbsen e,•.Yntee•s en elirnaven,eMil, eugn ormMlpdNro,u1M1v,in cdrbsai erp'cd C � N wan m.i1s•,ras,•Ppw.iwlraseroe..:,pia:, s�. r.,odr..,eM,rwa1pw,*b msWrp•=roamY,eroe.is.•wr.,h.gn,xMr .,»....,aeruimnc.. aA.iny arNselNy, •s •Ppticebk, in •aWxv •iY1IBC Secam fOAf 1. TMs exumsrRaMNaYyh•nrpodcM in As •nBY•Ir: Copyrq/ROX1N16Yin1•mNpri•IAsto[INbnWPNnbirpr,d AicMni.leaciNa. Apryhtsru n•d. RinfMin the lMifieSfNu. Ph:1.#U/ ESWT•£.s47Z1171 xeb: xxlv.uiiMn-ay.wp • /]55 E.sf PMidpie Sbeet OMuio. Caf'IVMe 91T61-2a/6-USA 1 of 143 qVEgEVALUATIONt . 550 ® Originally Issued: 01/31/2018 Revised: 0210612020 Valid Through: 01/3112021 12.0 Strata Rib® Figure 12.1 - Basic Dimensions and Panel Attachment (Strata Rib): I 36" COVERAGE L �9 36/3 Pattern: 36/6 Pattern: T. hle 19 1 - gamin PrnnertiPc (gtrnta Rihlr Gross Seclon Pre er►es Distance In Posilve Negaive Bass Mefal Yield Tense Gauge Weight Thickness Stengh Stengh Area Momentof N.A. tom Seclon Sedan Inerta Bolbm Modulus Modulus w t Fy Fu A9 Is Yb Sy+ Sg psf in ksl ks 101 m4/t in n'It n'/t 29 0.65 0.0139 80 82 0.1914 0.0103 0.16 0.0170 0.0684 26 0.81 0.0173 80 82 0,2382 0.0130 0.16 0.0211 0.0817 ESeclve Sec►m Pro Derles Unitxm Load Posifve Ne a►ve Only Gauge Distance inDistance Me- Seclon Moment of inArea71n Sedon N.A. tom N.A. tom Id= (21°+Ivj/3 Bo1bm Modulus Iner►a Bofom Modulus Adt le+ Yb Se+ I, Yb S, I+ I- in2 in4/t in ln'/t in'/It in In3/It I n4/8 in'tt 29 0.0285 0.0103 0.18 0.0170 0.0070 0.34 0.0144 0.0103 0.0081 26 0.0379 0.0130 0.16 0.0211 0.0090 0.32 0.0181 0.0130 0.0103 Page 110 of 143 e s ► ► 550 ® Originally Issued: 01/31/2018 Revised: 02/06/2020 Valid Through: 01/31/2021 Fasteners: Below is a summary of the fastener size and types specified within this report. Fastener size and type shall be compatible with the material type, thickness, and grade of the supporting members. Section 4.3 of this report provides additional fastener requirements. Hex washer head (HWH) fasteners are shown below. However, alternative fastener heads are acceptable. Fasteners require sealing washers for weather-tighta(pplications. +r::!!5� �=J� *=MW- 4�=�m 912 metal -to -metal #14 metal -to -wood fastener #9 metal -to -wood fastener Side Lap Screw (#12 fastener (self -drilling (milled point shown) (dimensional lumber only; minimum, #14 most point shown) self -piercing point shown) common) To assist in the evaluation of panel shear resistance, fastener connection shear strengths have been provided in Table B of this report for #12 fasteners into steel supports. These capacities are based on AISI S1 OO, Section E4.3 for fastener shear strength and shear strengths limited by tilting and bearing. The capacities listed within Table B of this report are used to determine edge (perimeter) fastening requirements for shear resistance. The general notes and shear and flexibility tables of this report provide further information. Table B #12 Fastener Connection Shear Strengths (lbs) Substrate Material /Grade Thickness Panel Gauge /Grade 29ga (.0139') Gr80 26ga (.0173') Gr80 24ga (.0232') Gr50 22ga (.0294') Gr50 20ga (.O354') Gr40 l8ga (.O4S9') Gr40 ASO LRFD w/n 4,W ASO LRFD NO 4,w ASO LRFD WO 'Pw ASO LRFD Wo ow ASO LRFD win 4'w ASO LRFD win " 16ga(0590) min. 222 333 276 414 293 440 371 557 378 567 491 737 Steel 1Bile (0459) 222 333 276 414 293 440 371 557 378 567 416 624 (Gr 50 min.) 20ga(0354) 222 333 1 276 414 286 429 1 294 441 282 423 282 423 22ga(.0294) 219 329 242 383 227 341 213 320 213 320 213 320 16ga(0590) min. 222 333 276 414 293 440 371 557 378 567 491 737 Steel 18ga(0459) 222 333 276 414 291 437 319 479 306 459 288 432 (Gr33 min.) 209a (.0.354) 222 333 251 377 229 344 211 317 195 293 195 293 22ga (.0294J 203 305 199 299 167 251 148 222 148 222 148 222 Page 6 of 143 E 8EVALUATION q® rtr REPORT 5Q Originally Issued: 01131/2018 Revised: 02/06/2020 Valid Through: 01/31/2021 Table 12.4 - Outward (Negative) Uniform Allowable Loads No. 29 gauge Strata Rib): Page 112 of 143 Strata Rib, 29ga Fastener panel System NegaB�e (Outward) Uniform Load Capacity, (Ibs/Ih) Substrate Nom. Pinch. PBachmentS acin R-in 16" 2'-0" 2'-6" 4'-6" Sia PaBem Material Thick- ASO LRFD A50 LRFD ASO LRFD ASO LRFD ASD LRFD ASO LRFD ASO LRFD ASD LRFD ASO LRFD /Grade ness WII ¢W WII 4W WO4W WO 4W WO 4yy WII 4yy WII pW WD 4W Wn ¢W 2109a #`12 36/8 382 BOB 170 289 109 172 75 120 55 88 42 83 34 44 27 32 19 19 /1350J a`72 36/4 285 427 170 289 109 172 75 120 55 88 42 63 34 44 27 32 19 19 12ga a'12 36/8 382 806 170 269 109 172 75 120 55 88 42 63 34 44 27 32 19 19 (.1050 J ;r12 36/4 285 427 170 269 109 172 75 120 55 88 42 63 34 44 27 32 19 19 14ga #12 36/8 382 BOB 170 269 109 172 75 120 55 88 42 63 34 44 27 32 19 19 (0700) f12 36/4 278 418 170 269 109 172 75 120 55 88 42 63 34 44 27 32 19 19 Steel 16ga M12 36/8 382 BOB 170 269 109 172 75 120 55 88 42 63 34 44 27 32 19 19 (Gr50 (�� #12 36/4 235 352 156 235 109 172 75 120 55 88 42 63 34 44 27 32. 19 19 min.) 18ga a`72 36/8 365 548 170 269 109 172 75 120 55 88 42 63. 34 44 27 32 19 19 (.04597 N12 36/4 183 274 122 183 97 146 75 120 55 88 42 63 34 44 27 32 79 19 20ga i12 36/8 282 422 170 269 109 172 75 120 55 88 42 63 34 44 27 32 79 19 (.035/7 #12 36/4 141 211 94 141 75 113 63 94 54 BO 42 63 34 44 27 32 19 19 22ga ,412 36/8 234 351 156 234 109 172 75 120 55 88 42 63 34 44 27 32 79 19 (.0284) •12 3614 117 175 78 117 62 94 52 78 45 67 39 58 34 44 27 32 19 19 t1098 •72 3618 382 806 170 289 109 172 75 120 55 88 42 63 34 44 27 32 19 19 (1�` % •12 36/4 285 427 170 289 109 172 75 120 55 BB 42 63 34 44 27 32 19 19 12ga •12 3618 382 BOB 170 269. 109 172 75 120 55 BB 42 63 34 44 27 32 79 19 (.f0507 i12 3614 285 427 770 268 109 172 75 120 55 88 42 63. 34 44 27 32 19 19 14ga N12 36/8 382 578 170 269 109 172 75 120 55 88 42 63. 34 44 27 32 19 19 6D7�9 N12 36/4 193 289 129 193 103 154 75 120 55 88 42 63 34 44 27 32 19 19 Steel 16ga •12 36/8 325 487 170 269 109 172 75 120 55 88 42 63 34 44 27 32 19 19 (Gr 33 (0.590% ar12 36/4 162 244 708 162 87 130 72 108 55 88 42 83 34 44 27 32 19 19 min.) 18ga •12 36/8 253 379 769 253 109 172 75 120 55 88 42 63 34 44 27 32 19 19 (.0459) N12 36/4 126 190. 84 126 67 101 56 84 46 72 42 63 34 44 27 32 19 19 20ga •12 36/8 195 292 130 f95 104 156 75 120 55 88 42 63 34 44 27 32 19 19 (.03547 •12 36/4 97 146 65 97 52 78 43 65 37 58 32 49 29 43 26 32 19 19 22ga •12 36/B 162 243 108 162 86 130 72 108 55 88 42 83 34 44 27 32 19 19 G0294'7 •72 36/4 81 121 54 81 43 BS 36 54 31 46 27 40 24 36 22 32 18 19 6/B 209 283 140 189 109 151 75 120 55 88 42 63 34 44 27 32 19 19 6/4 105 141 70 94 56 75 47 63 40 54 35 47 31 42 27 32 19 19 Plywood 6/B 265 358 170 239 109 172 75 120 55 88 42 63 34 44 27 32 19 19 8 OSB *23/32" 6/4 133 179 88 119 71 BB 59 BO 51 BB 42 BO 34 44 27 32 19 19 6/8 321 434 170 269 109 i72 75 120 55 88 42 63 34 44 27 32 19 18 6/4 161 217 107 145 86 116 71 98 55 83 42 63 34 44 27 32 19 19 •9 361e 382 523 170 26911109 17 75 120 88 55 8B 42 63 34 44 27 32 19 19 Lumber 1"min t9 36/4 194 262 129 174 103 140 75 116 55 88 42 63 34 44 27 32 79 18 (DFL) 'M14 36/8 382 606 170 288 109 172 75 120 55 8B 42 63 34 44 27 32 19 99 •14 36/4 265 358 170 238 109 172 75 120 55 88 42 83 34 44 27 32 19 19 VE$ EVALUATION REPORT a• 550 ® Originally Issued: 01/31/2018 Revised: 02/06/2020 Valid Through: 01/31/2021 Tshle 12-2 -inward (Positive) Uniform Allowable Loads (Strata Rib): Limit Panel Span (Support Spacing) Gauge Span Condition 16" 2'-0" 2'-6" 3'-0" 3'-6' 4'-0' 4'-6' 5'-0" 6'-0' ASD, NO 230 102 65 45 33 25 20 16 11 LRFD W 365 162 103 72 53 40 32 26 18 Single L/240 - 85 43 25 18 ii 7 5 3 Span L/180 - - 58 33 21 14 10 7 4 U120 32 21 15 11 8 ASD, WIR 185 84 54 38 28 21 17 13 9 LRFD, OW 279 126 81 57 42 32 25 20 13 29 Double L/240 - - - - - - - - 8 Span U180 - - - - - - - - - u160 ASD, WISS 227 104 67 47 35 26 20 17 12 LRFD, W 342 157 101 70 52 39 31 26 18 Triple 11240 - - - 30 20 14 10 6 Span u160 - - - - - - 19 14 6 U120 ASD, W/0 285 126 81 56 41 32 25 20 14 LRFD, W 453 200 128 89 65 50 40 32 22 Single L/240 - 107 55 32 20 13 9 7 4 Span 11180 - - 73 42 27 18 12 9 5 u120 ao 27 19 14 6 ASD, W/II 233 105 68 47 34 27 21 17 12 LRFD, W 350 159 102 71 52 40 32 26 18 26 Double 12.3 - Allowable Reactions at Suonorts (Strata Rib): Reactions at Supports based on Web Crippling Bearing Length of Webs ASD (Pn1f2) (Ibs/It width) LRFD (¢Pn) (IbsAt width) Gauge Condition 1' 1.5' 2' 1' 1.5" 2' 29 End 131 151 168 200 231 257 Interior 187 212 233 278 315 346 26 End 196 224 249 299 343 380 Interior 285 321 351 424 478 523 Page 111 of 143 cc, t t lr M 550 Originally Issued: 01/31/2018 Revised: 02/06/2020 Valid Through: 01/31/2021 Table 12.6 - Shear and Flexibility (No. 29 gauge Strata Rib, 36/4): 29na Strata Rib 3614 Attachment Pattern SupportSaew: #12 HNH Side Lap Screw: #12 SD Diaphragm Shear Capacities, q (plo and Flexibility Factors, F (10,6 in/lbs) Attachment Spacin ,(ft-in) 16" 2'-0" 2'-6" 3'-0" 3'-6" 4'-0" 4'-6" 5'-0" 6'-0" Side Seam ASO LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD Spacing S n Sir) 4.8. Sir) 0S. sin n n 4s. SJO sin n q 354 570 351 566 353 568 349 562 351 564 318 509 252 403 204 326 142 226 4 F 18.1 15.2 14.0 13.3 12.7 12.4 12.0 11.8 11.4 q 321 517 311 500 311 501 312 502 312 502 298 480 252 403 204 326 142 226 6 F 19.3 16.7 15.6 14.8 14.2 14.4 14.0 13.7 13.7 q 321 517 277 446 286 461 263 423 273 439 255 410 252 403 204 326 142 228' 12" F 19.3 1 17.8 1 16.4 16.5 15.7 16.0 15.4 15.7 15.6 q 275 442 218 351 247 398 221 356 199 320 180 289 205 330 190 306 142 228 24" F 20.5 19.7 17.7 18.1 18.7 19.5 17.9 18.6 20.0 q 275 442 218 351 186 300 161 260 199 320 180 289 164 264 150 242 128 206 36" F 20.5 19.7 20.1 20.9 18.7 19.5 20.3 21.2 1 23.2 q 275 412 218 351 186 300 161 260 142 228 126 203 164 264 150 242 128 206 48" F 20.5 19.7 20.1 20.9 22.0 23.2 20.3 21.2 23.2 1 q 275 442 218 351 186 300 161 260 142 228 126 203 113 183 103 IM 85 137 per spanj F 20.5 19.7 20.1 20.9 22.0 23.2 24.6 25.9 28.9 q 169 273 120 193 97 156 80 129 68 f10 59 95 52 84 47 75 38 61 none F 23.4 24.0 25.5 27.4 29.6 1 31.9 34.3 36.8 41.9 Table 12.7 - Shear and Flexibility (No. 26 gauge Strata Rib, 36/4): 269a Strata Rib 3614 Attachment Pattern Support Screw: #12 HAH Side Lap Screw: #12 SD Diaphragm Shear Capacities, q (pl1) and Flexibility Factors, F (10-S in/lbs) Attachment Spacing, (ft-in) 16" 2'-0" 2'-6" 3'-0" 3'-6" 1 4'-0" 4'-6" 5'-0" 6'-0" Side Seam ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD Spacing n On Sin cbs. SiD sin n 0. sin n D n q 441 709 437 704 439 707 435 700 436 703 433 697 352 563 285 456 198 317 4" F 12.7 11.0 10.3 10.0 9.6 9.5 9.2 9.2 9.0 q 399 643 387 823 387 624 388 624 388 625 371 597 352 563 285 456 198 317 8' F 13.7 12.4 11.7 11.3 11.0 11.3 11.0 10.9 11.0 q 399 643 345 555 356 573 327 526 339 548 317 510 329 529 285 456 198 317 12" F 13.7 13.3 12.5 12.9 12.3 12.7 12.3 12.7 12.7 q 342 550 272 437 307 495 275 442 247 398 224 360 255 411 236 381 198 317 24" F 14.8 15.0 13.7 1 14.3 15.0 1 15.8 14.6 15.2 16.7 q 342 550 272 437 232 373 201 323 247 398 224 360 204 328 187 301 160 257 36" F 14.8 15.0 15.8 16.8 15.0 15.8 16.7 17.5 19.5 342 55D 272 437 232 373 201 323 176 284 157 253 204 328 187 30f 160 257 48-q F 14.8 15.0 15.8 16.8 18.0 19.2 16.7 17.6 1 19.5 1 q 342 550 272 437 232 373 201 323 176 284 157 253 141 227 128 206 107 172 perspan F 14.8 15.0 15.8 16.8 18.0 19.2 20.5 21.8 24.6 q 211 339 149 240 121 195 100 162 85 138 74 119 65 105 58 94 48 77 none F 174 18.9 20.7 22.7 24.8 27.0 29.3 31.6 36.3 Note: Shear Tables 12.6 & 12.7 based on 36/4 attachment pattern. Values acceptable for use (conservative) for 36/8 pattern. Page 114 of 143 �EsEVALUATION REPORT550 Originally Issued: 01/31/2018 Revised: 02/06/2020 Valid Through: 01/31/2021 Tnhip 12-5 - Outward !Negative) Uniform Allowable Loads (No. 26 gauge Strata Rib): Strata Rib, 26ga Fastener Panel System Negative (Outward) Uniform Load Capacity, (lbs18') Substrate Nom. Attach. Attachments acin ,(ft-in) 16" 2'-0" 2'-6" T-0" 3'-6" 4'-0" 4'-6" 5'-0"1 6'-0., Si. Pattern Material Thick- ASD LRFD ASD LRFD ASO LRFD ASO LRFD ASD LRFD ASO LRFD ASD LRFD ASD LRFD ASD LRFD /Grade ness will OW Wn 4W Wo 4W WO 4W Wn 4W WO 4W WO 4W WO 4W WD 4W 21Oga #12 36/8 473 751 210 334 135 213 93 148 69 109 53 BO 42 56 34 41 23 24 (. 1-'1 #12 36/4 355 532 210 334 135 213 93 148 69 109 53 80 42 56 34 41 23 24 12ga #12 3618 473 751 210 334 135 213 93 148 69 109 53 BO 42 56 34 41 23 24 (.f050"1 #12 36/4 355 532 210 334 135 213 93 148 69 109 53 80 42 56 34 41 23 24 14ga #12 3618 473 751 210 334 135 213 93 148 69 109 53 BO 42 56 34 41 23 24 (0700) #12 3614 278 418 186 278.135 213 93 148 69 109 53 80 42 56 34 41 23 24 Steel 16ge 912 3618 469 704 210 334 135 213 93 148 69 109 53 80 42 56 34 41 23 24 (G (0_.) #12 3614 235 352 156 235 125 188 93 148 69 109 53 80 42 56 34 41 23 24 i mn.,)) 1age #12 36/8 365 548 210 334 135 213 93 148 69 109 53 80 42 56 34 41 23 24 (.0459") #12 3614 183 274 122 183 97 146 81 122 69 104 53 80 42 56 34 41 23 24 20ga #12 36/8 282 422 188 282 135 213 93 148 69 109 53 80 42 56 34 41 23 24 (0354'7 #12 3614 141 211 94 141 75 113 63 94 54 BO 47 70 42 56 34 41 23 24 22ga #12 3618 234 351 156 234 125 187 93 148 69 109 53 BO 42 56 34 41 23 24 602947 #12 3614 117 175 78 117 62 94 52 78 45 67 39 58 35 52 31 41 23 24 Z109a #12 36/8 473 751 210 334 135 213 93 148 69 109 53 80 42 56 34 41 23 24 (1350") #12 3614 355 532.210 334 135 213 93 148 69 109 53 80 42 56 34 41 23 24 12g #12 3618 473 751 210 334 135 213 93 148 69 109 53 80 42 56 34 41 23 24 (1050) #12 3614 289 434 193 289 135 213 93 148 69 109 53 BO 42 56 34 41 23 24 14ga #12 3618 386 578 210 334 135 213 93 148 69 109 53 80 42 56 34 41 23 24 (0700'7 #12 3614 193 289. 129 193 103 154 86 129 69 109 53 80 42 56 34 41 23 24 Steel 16ga #12 36/8 325 487 210 325 135 213 93 148 69 109 53 80 42 56 34 41 23 24 (Gr33 (0590'7 #12 3614 162 244 108 162 87 130 72 108 62 93 53 80 42 56 34 41 23 24 min.) 189. #12 3618 253 379 169 253 135 202 93 14B 69 109 53 BO 42 56 34 41 23 24 (.0459) #12 36/4 126 190 84 126 67 101 56 84 48 72 42 63 37 56 34 41 23 24 209a #12 3618 195 292 130 195 104 156 87 130 69 109 53 80 42 56 34 41 23 24 (0354") #12 36/4 97 146 65 97 52 78 43 65 37 56 32 49 29 43 26 39 22 24 22ga #12 3618 162 243 108 162 86 130 72 108 62 93 53 BO 42 56 34 41 23 24 (0294) #12 36/4 81 121 54 81 43 65 36 54 31 46 27 40 24 36 22 32 18 24 #14 3618 209 283 140 189 112 151 93 126 69 108 53 80 42 56 34 41 23 24 15132" #14 3614 105 141 70 94 56 75 47 63 40 54 35 47 31 42 28 38 23 24 Plywood #14 3618 265 358 177 239 135 191 93 148 69 109 53 80 42 56 34 41 23 24 & O58 19�2„ #14 3,14 133 179 88 119 71 96 59 BO 51 BB 44 60 39 53 34 41 23 24 #14 36/8 321 434 210 289 135 213 93 14B 69 1011 53 BO 42 56 34 41 23 24 23132" #14 36/4 161 217 107 145 86 116 71 96 61 83 53 72 42 56 34 41 23 24 #9 36/8 388 523 210 334 135 213 93 148 69 109 53 80 42 56 34 41 23 24 Lumber 1"min #9 3614 194 262 129 174 103 140 86 116 69 LOO 53 BO 42 56 34 41 23 24 (DFL) #14 3618 1473 7f5 210 334 135 213 93 148 69 109 53 BO 42 56 34 41 23 24 #14 3614 265 358.177 238 135 191 93 148 69 109 53 80 42 56 34 41 23 24 Page 113 of 143 8/24/2020 i TC Hazards by Location ATC Hazards by Location Search Information 21 a-h s: SW Address: 22130 Hwy 99, Edmonds, WA 98026, USA $GC W;?r info Foo- ft rt Coordinates: 47.7978542,-122.3334236 :E 22DIn Si SW 22are SE SW Elevation: 353 ft 99 Ranch Market iF Timestamp: 2020-08-24T21:17:08.435Z EpernC rt Hazard Type: Seismic 3 Mountlake Reference ASCE7-10 Document:(jp� P Map i RepcMQftWoengg e Risk Category: I Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.20 0.80 1.00 0.60 0.80 0.60 0.40 0.40 0 0.20 .20 0.00 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Basic Parameters Name Value Description SS 1.266 MCER ground motion (period=0.2s) S, 0.494 MCER ground motion (period=1.Os) SMS 1.266 Site -modified spectral acceleration value SM1 0.744 Site -modified spectral acceleration value SDg 0.844 Numeric seismic design value at 0.2s SA SDt 0.496 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2s Fv 1.506 Site amplification factor at 1.0s https://hazards.atcouncil.org/#/seismic?lat=47.7978542&ing=-122.3334236&address=22130 Hwy 99%2C Edmonds%2C WA 98026%2C USA 1/2 8/24/2020 ATC Hazards by Location CRS 0.985 Coefficient of risk (0.2s) CR1 0.95 Coefficient of risk (1.0s) PGA 0.512 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.512 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.266 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.286 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.553 Factored deterministic acceleration value (0.2s) S1RT 0.494 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.52 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.619 Factored deterministic acceleration value (1.0s) PGAd 0.597 Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https://hazards.atcouncil.org/#/seismic?lat=47.7978542&ing=-122.3334236&address=22130 Hwy 99%2C Edmonds%2C WA 98026%2C USA 2/2