DATE Permit # CODE COMPLIANCE REVIEWED FOR CALCS

ASC ENGINEERS ASSOCIATES, INC.JOB ID #453111/11/2020____________________________________

STRUCTURAL ANALYSIS

CARPORT DESIGNS______________________

BY: RAAFAT L. SHEHATA (P.E.)

____________________________

INDEX SHEET

SECTION PAGE #s

1- PROJECT DESCRIPTION 2

2- CODE(S) AND REFERENCES USED 2

3- GRAVITY LOADS

3.1 - ABBREVIATIONS, SYMBOLS & DESCRIPTION OF STRUCTURAL SYSTEMS 23.2 - DESIGN LOADS & CRITERIA 3

4- LOAD COMBINATIONS & LATERAL LOADS USED IN DESIGN

4.1 - LOAD COMBINATIONS 34.2- WIND DESIGN CRITERIA & LOADS 44.3- SEISMIC DESIGN CRITERIA, LOADING, AND ANALYSIS 5

5- STRUCTURAL DESIGNS

5.1 - HEADERS / END POSTS DESIGNS 65.2- ROOFING / SIDE PANELS USED 85.3- LATERAL SYSTEMS DESIGNS 9

5.3.1 - CANT. SYSTEM, FRAME POST DESIGN - LONGITUDINAL DIRECTION 95.3.2 - FRAME DESIGN - TRANSVERSE DIRECTION 105.3.3 - SHEAR WALL ANALYSIS WHEN USED FOR SHEAR RESISTANCE 105.3.4 - DIAGONAL BRACING DESIGN & CONNECTION 11

5.4- CONNECTIONS & FOOTING DESIGN 115.5- FRAME DESIGN SUMMARY TABLE 12

APPENDICES:

STRUCTURAL PLANS

____________________________________________________________________________________7868 N. MAPLE AVE., CLOVIS, CA 93611 - TELE: (559) 765-0584 - FAX: 765-0588

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12/31/21

November 11, 2020

Permit #_________________________BUTTE COUNTY DEVELOPMENT SERVICES

REVIEWED FORCODE COMPLIANCE12/28/2020 BY_________DATE________ PHunt

B20-3607 STRUCTURALCALCS


STRUCTURAL ANALYSIS

CARPORT DESIGNS______________________


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1- PROJECT DESCRIPTION

ADDRESS: 214 CENTENNIAL AVE, CHICO, CA 95928OWNER: KEITH AND LARA BUSSEYCOUNTY/STATE:

NO. OF STORIES: ONE

OCCUPANCY: "S" CAT. (STORAGE SHED)APN:ZOANING:

CONTRACTOR: MADERA CARPORTS INCADDRESS: 17462 BALDWIN ST., MADERA CA 93638TELE: 559-662-1815FAX: 559-662-1825PLAN #:

2- CODE(S) AND REFERENCES USED

2019 CALIFORNIA BUILDING CODE (CBC)

CURRENT INTERNATIONAL BUILDING CODE IBC 2018 / ASCE 7-16

STEEL DESIGN IN ACORDANCE WITH: AISC 360-14 (ASD) & AISI S100-16w/S1-18

AISI W/ SUPPLEMENT - 2016 VERSION

SIMPSON WOOD CONSTRUCTION CONNECTORS - 2019 EDITION

3- GRAVITY LOADS

3.1 - ABBREVIATIONS, SYMBOLS & DESCRIPTION OF STRUCTURAL SYSTEMSLL : Live Load : STRAPS & HOLDOWNS STRUCTURAL SYSTEMS DESCRIPTIONSDL : Dead Load : SHEAR WALL TYPE

BMx : BEAM # DTx : DRAG TRUSS # GRAVITY LOADS SUPPORTS:RBx : ROOF BEAM # SGx : STRUCTURAL GABLE END # - 29GA CORROGATED METAL ROOFINGRHx : ROOF HEADER # CRx: CORNER RAFTER # - METAL FRAMES SPACED @ 3FT O.C.RRx : ROOF RAFTER # FBx: FLOOR BEAM # LATERAL LOADS SUPPORTS:RTx : ROOF TRUSS # FJx: FLOOR I-JOIST # - TRANSVERSE DIRECTION (PER PEND. TO LONG SIDE): SPACED FRAMESTPx : TOP PLATE # FHx: FLOOR HEADER # - SEE ANALYSIS SECTION 5.3.2 PAGE #10CJx : CEILING JOIST # - LONGITUDINAL DIRECTION (PARALLEL TO LONG SIDE): SHEAR WALLS FJx : FLOOR JOISTS TYPE # - SEE ANALYSIS SECTION 5.3.3 PAGE #10Px : WOOD POST #

SPx : STEEL POST #RJx : ROOF JOISTS #


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3.2 - DESIGN LOADS & CRITERIA

ROOF WEIGHTS: (Actual material may be different but shall not exceed maximum loads)

Top Chord

LL = (Slope 3/12) 20 PSF

SLL (Snow) = Ps = Cs Pf = Cs (0.7 Ce Ct I Pg) 0 Pg PSFASCE 7-16 / Ch 4 0 Pf or Pm PSF

Pg = 0.0 psf - By Bldg OfficialCe = 0.8 Table 7.3-1 (Design will be checked for UnbalancedCt = 1.2 Table 7.3-2 - Cold Roof loading in accordance with ASCE 7-16 section 7.6Is = 0.8 ASCE/SEI Table 1.5-2

Cs = 1.0 Figure 7.4-1Pf = 0 psf

DL = 28 OR Higher Gauge Galv. Panels +Misc. 1 PSFSolar DL 0

TOTAL = 1 USE 1 +Frame Wt. PSFWALLS WEIGHTS: Note: Frame Self Weight will be added by design program

EXTERRIOR WALLS (ESTIMATED)

26 or 28 Gauge Galv. Panels + Misc . 1.5 PSFTOTAL = 1.5 USE 1.5 +Frame Wt. PSF

Note: Frame Self Weight will be added by design programDEFLECTION CRITERIA:

Roof

L.L. = L/240Total = L/180

4- LOAD COMBINATIONS & LATERAL LOADS USED IN DESIGN

4.1 - LOAD COMBINATIONS

BASIC LOAD COMBINATIONS - ASD - ASCE SECTION 2.4.1:

DD+ (Lr or S or R)D+(0.6W or 0.7E )D+0.75(Lr or S or R+(0.6W) or 0.7E )0.6D+0.6W0.6D+0.7E


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4.2- WIND DESIGN CRITERIA & LOADS

Directional Procedure - Part 1 Used - ASCE 7-16 - Chapters 27

ENCLOSURE CALSSIFICATION: PARTIALLY ENCLOSED ASCE SECTION 27.3.1 (Chapter 27)MWFRS: RIGID BUILDINGS - ALL HEIGHTS

EXPOSURE: CDesign Pressure …P = qh[GCp - Gcpi] (RIGID BUILDINGS) ASCE - 27.3.1

Velocity Pressure ….qz= 0.00256 KzKztKdKe(V^2) ASCE SECTION 26.10.2

Kz = 0.85 Z=h=0'-15' ASCE TABLE 26.10-1Kzt = 1.00 ASCE SECTION 26.8.2Kd = 0.85 ASCE SECTION 26.6 - TABLE 26.6-1Ke = 1.00 CAT. II ASCE SECTION 26.9

Risk Category Factor = 1 CAT. II IBC TABLE 1604.5 & ASCE TABLE 1.5-1, 1.5-2V3s = 100 MPH ASCE SECTION 26.5 - FIGURE 26.5-1B

Velocity Pressure ….qz= 18.50 PSFG= 0.85 ASCE SECTION 26.11.1

GCp - WINDWARD WALL= 0.68 L/B - All Values ASCE FIGURE 27.3-1GCp - LEEWARD WALL= -0.26 L/B = 2 or More

GCp - WINDWARD ROOF= -0.57 (Interpolated @ Deg.=14)GCp - LEEWARD ROOF= -0.43 (Interpolated @ Deg.=14)

GCpi = 0.55 ASCE SECTION 26.13 - TABLE 26.13-1GCpi = -0.55qi=qh= 18.50 PSF

COMPONENTS & CLADDING:Design Pressure …P = qh[GCp - (GCpi)] ASCE - 27.3.1

HEIGHT = 13.00 FTLEAST HOZ. DIM.= 24.00 FT

BUILDING LENGTH= 30.00 FT

BASED ON WROST CASE FOR: 7 < ROOF DEGREE <=20 & h<=60ft FIGURES 30.3-2B, 30.3-1GCp1 - ROOF= -2.00 -0.50GCp2 - ROOF= -3.00 -1.00GCp3 - ROOF= -3.60 -1.80GCp4 - WALL= -1.10 -0.80GCp5 - WALL= -1.40 -0.80

GCpi = 0.55GCpi = -0.55


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STRUCTURAL ANALYSIS

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Design Pressure …P (PSF) - WORST LOAD CASESWALL ROOFWIND WARD LEEWARD WINDWARD LEEWARD

2.40 -14.89 -20.71 -10.1722.75 5.46 -0.36 10.17

Comp. & Cladd...P (PSF) - WORST LOAD CASESROOF WALLMAX. GCP MIN. GCP MAX. GCP MIN. GCP

GCP1 -47.16 0.92GCP2 -65.66 -8.32GCP3 -76.76 -23.12GCP4 -30.52 -4.62GCP5 -36.07 -4.62

4.3- SEISMIC DESIGN CRITERIA, LOADING, AND ANALYSIS

V= CsW ASCE - 12.8.1SDs = 0.598 From USGS - See attached

Where, Cs = 0.299 Eqs. 12.8-2, 12.8-3, 12.8-4 R = 2.00 Over Strenght= 2.50 ASCE TABLE 12.2-1 Item A17Cs need not be larger than= 0.90 T<=TL - Eq. 12.8-3 I= 1.00 ASCE TABLE 1.5-2

Cs shall not be less than= 0.03 >=0.01-O.K. Ct= 0.028 ASCE TABLE 12.8-2Result 1 - Cs = 0.299 hn^x = 13.0 ft

Is S1>= to 0.6g= No x = 0.8 ASCE TABLE 12.8-20 Ta= Ct hn^x EQ. 12.8-7

Final Result - Cs= 0.299 Ta= 0.218TL= 12.0 ASCE FIGURES 22-14

SD1= 0.391 From USGS - See attachedV = 0.299 W S1= 0.309

0.6g= 0.60Lean Span / Left Side= 0 FT Trib. Left Lean Area= 0.00 SQ-FT

Lean Span / Right Side= 0 FT Trib. Right Lean Area= 0.00 SQ-FTLow Lean Leg Height= 0 FT Wall Wt. (Including Frames Wt.)= 1.50 PSF Trib. Middle Area= 156.00 SQ-FTHigh Lean Leg Height= 0 FT Roof Wt. (Including Frames Wt.)= 1.00 PSF Trib. Gable End Area= 156.00 SQ-FT

Mid Span Width= 24 FT Height Perp. To Long Side = 13.00 FT Status of GE Ends= CLOSEDMid Leg Height= 10 FT Height Paral. To Long Side = 13.00 FT Status of Long Sides= CLOSED

Base Span (width)= 24 FT Frame Spacing = 3.00 FTBase Length= 30.00 FT All Walls WT. For SE Calc.= 918.00 LBSPeak Height= 13.00 FT Total Roof WT. For SE Calc.= 775.00 LBSRoof Length= 31.00 FT SNOW LOAD = 0.00 LBS (20% of snow load - CBC 1605.3.2, exception #2 - taken = 0 if Pf<30psf)Roof Width= 25 FT Base Shear V 506.21 LBS - INCLUDING SNOW IF APPLICABLE

Total V (perpend. To long dimen.) = 506.21 LBS - Compared to Wind = 6995.19 LBS Wind Govern

Total V (parallel To long dimen.) = 506.21 LBS - Compared to Wind = 4400.20 LBS Wind Govern


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5- STRUCTURAL DESIGNS

5.1 - HEADERS / END POSTS DESIGNS

HEADER CALCULATION @ SIDE OPENING:MAX. SPAN - SEE SCHDL.

1 D.L.= 17.00 PLF - (ROOF @ DL PSF & 5' WALL @ DL PSF) + SELF WT.1 2 3

2 L.L.= 240.00 PLF - (ROOF @ LL PSF)

3 SL.L.= 0.00 PLF - (ROOF @ SL PSF) 4

4 W.L..= 136.50 PLF - PERPENDICULAR (FOR AVE.6'-0" HIGH WALL ABOVE HEADER)

MAX. SPAN = (8x0.60xFyxS)/(W) W: LOAD IN PLF, Fy: 50 KSI ALLOW. YEILD STRESS, S: SECTION MODULAS

SEC. MODULAS Factored W MAX. SPAN ANALYSIS EXCEED AISI 2016 SECTION F1 "BENDING" WHERE PROCEDURE OF SECTION ( S - IN^3) (PLF) (FT) F3.1 "EFFECTIVE WIDTH METHOD" ARE USED. Mn = SeFy, WHERE Fy =

TS 2.5x2.5x3/16 1.140 257.0 11.0 DESIGN YEILD STRESS, AND Se =ELASTIC SECTION MODULUS OF THE EFFECTIVE SECTIONDBL TS 2.5x2.5x3/16 2.280 257.0 16.0 CALCULATED WITH THE EXTREME COMPRESSION OR TENSION FIBER AT Fy.2.5x2.5x12GA 0.790 257.0 9.0 STEEL USED IS CONFORMING TO ASTM A500 AS LISTED IN SECTION A3 OF AISI 2016.DBL 2.5x2.5x12GA 1.580 257.0 13.02.5x2.5x14GA 0.592 257.0 8.0 ALLOWABLE STRENGTH DESIGN AS STATED IN B3.2.1 "ASD REQUIREMENTS" IS USED IN THIS DBL 2.5x2.5x14GA 1.183 257.0 11.0 DESIGN WHERE R<= Rn / FACTOR OF SAFETY, AND R IS REQUIRED ALLOWABLE STRENGTH2.5x2.5x18GA 0.317 257.0 6.0 AND Rn IS THE NOMINAL STRENGTH SPECIFIED IN CHAPTER "F" AS STATED ABOVE.DBL 2.5x2.5x18GA 0.634 257.0 8.0 THE FACTOR OF SAFETY TAKEN IN THIS CASE = 1.67 FOR BENDING IN ACCORDANCE WITH

SECTION F3.1. THEREFORE A FACTOR OF 0.60 IS USED.

HEADER CALCULATION @ END OPENING:MAX. SPAN - SEE SCHDL.

1 D.L.= 7.00 PLF - (2' ROOF DL PSF & 5' WALL @ DL PSF) + SELF WT.1 2 3

2 L.L.= 40.00 PLF - (2' ROOF @ LL PSF)

3 SL.L.= 0.00 PLF - (2' ROOF @ SL PSF) 4

4 W.L..= 136.50 PLF - PERPENDICULAR (FOR AVE.6'-0" HIGH WALL ABOVE HEADER)

MAX. SPAN = (8x0.60xFyxS)/(W) W: LOAD IN PLF, Fy: 50 KSI ALLOW. YEILD STRESS, S: SECTION MODULAS

SEC. MODULAS W MAX. SPAN( S - IN^3) (PLF) (FT)

TS 2.5x2.5x3/16 1.140 68.4 20.0DBL TS 2.5x2.5x3/16 2.280 68.4 20.02.5x2.5x12GA 0.790 68.4 17.0DBL 2.5x2.5x12GA 1.580 68.4 20.02.5x2.5x14GA 0.592 68.4 16.0DBL 2.5x2.5x14GA 1.775 68.4 20.02.5x2.5x18GA 0.317 68.4 12.0DBL 2.5x2.5x18GA 0.634 68.4 17.0


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STRUCTURAL ANALYSIS

CARPORT DESIGNS______________________


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END POST @ END WALL CACULATION:1 2 3

1 D.L.= 10.13 LBS

2 L.L.= 135.00 LBS

3 SL.L.= 0.00 LBS4

4 W.L..= SPACING (ft) x P(psf) MAX HT.

FOR 16'-0" HEIGH STUDS:

SEC. MODULAS MOM. OF INERTIA AREA RADIUS OR GY. Max. Height kl/r Cc Fa (E2-1 or fa F'e Fb( S - IN^3) ( I - IN^4) ( A - IN^2) ( r - IN) (l - IN) E2-2) (PSI) (PSI) (PSI) (PSI)

TS 2.5x2.5x3/16 1.140 1.425 1.640 0.932 187.00 200.61 106.94 3706.79 159.28 3706.79 30000.002.5x2.5x12GA 0.790 0.987 1.033 0.978 187.00 191.27 106.94 4077.81 252.88 4077.81 30000.002.5x2.5x14GA 0.592 0.740 0.756 0.989 187.00 189.02 106.94 4175.17 345.69 4175.17 30000.002.5x2.5x18GA 0.317 0.396 0.509 0.882 187.00 211.94 106.94 3321.08 513.21 3321.08 30000.00

Max. fb Max. fb Design fb Max. W MAX. SPACING ANALYSIS USED COMPLY WITH AISI 2016(PSI) - (H1-1) (PSI) - (H1-2) (PSI) (PLF) (FT) OF SECTION H1.2 "COMBINED COMPRESSIVE AXIAL LOAD

TS 2.5x2.5x3/16 32326.06 28710.88 28710.88 89.9 6.6 AND BENDING".2.5x2.5x12GA 31052.42 28139.59 28139.59 61.0 4.52.5x2.5x14GA 29691.61 27516.11 27516.11 44.7 3.32.5x2.5x18GA 25228.81 25364.04 25228.81 22.0 1.6




Max. fb Max. fb Design fb Max. W MAX. SPACING(PSI) - (H1-1) (PSI) - (H1-2) (PSI) (PLF) (FT)

TS 2.5x2.5x3/16 32888.41 28959.53 28959.53 112.3 8.22.5x2.5x12GA 31849.45 28498.44 28498.44 76.6 5.62.5x2.5x14GA 30734.59 27995.21 27995.21 56.3 4.12.5x2.5x18GA 27039.05 26258.25 26258.25 28.3 2.1


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STRUCTURAL ANALYSIS

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Max. fb Max. fb Design fb Max. W MAX. SPACING(PSI) - (H1-1) (PSI) - (H1-2) (PSI) (PLF) (FT)

TS 2.5x2.5x3/16 33974.48 29580.61 29580.61 167.6 12.32.5x2.5x12GA 34125.00 29646.07 29646.07 116.4 8.52.5x2.5x14GA 34160.11 29661.32 29661.32 87.2 6.42.5x2.5x18GA 33782.83 29497.06 29497.06 46.5 3.4

5.2- ROOFING / SIDE PANELS USED

SEE PLANS FOR SPECIFICATIONS


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5.3- LATERAL SYSTEMS DESIGNS

5.3.1 - CANT. SYSTEM, FRAME POST DESIGN - LONGITUDINAL DIRECTION (THIS METHOD NOT USED IN DESIGN)

STATUS OF FRONT / BACK SIDES = CLOSEDHORIZ. PRESSURE BASED ON GOVERNING DESIGN CRITERIA= 4400.20 LBS - WIND

POST HEIGHT (H)= 10.00 FT 0.50 P 0.50 PFRAME/BOW WIDTH (W)= 24.00 FT

ROOF SLOPE IN DEGREES = 14.04 DEGREESAREA OF EXPOSURE = 156.00 SQ-FT 0.00 P

0.00 PTOTAL FORCE ON BACK OR FRONT (GOVERNING LOAD ) = 2640.12 LBS

TOTAL FORCE ON BACK OR FRONT (SE check, R=1.25, 1.25 Over Strength for SE ) = 354.34 LBSNO LEFT LEAN 24.00 NO RIGHT LEAN

MAX. DESIGN FORCE ON "xP" = 1320.06 LBS (ft)CALCULATED NUMBER OF FRAMES IN LINE OF FORCE= 11 FRAMES NOTE: SEE PLAN FOR ACTUAL SHAPE

ACTUAL NUMBER OF POSTS IN LINE OF FORCE = 11 POSTS OF PROVIDED FRAMEFORCE PER FRAME PER SIDE = 120.01

MOMENT ON POST OR TRACK (PxHEIGHT)= 1200.05 LBS-FT NOTE: TRACK HAS BEEN CHECKED FOR TORSION DUE TO FRAMEMOMENT IN THE DIRECTION PARALLEL TO FRAME.

MIN. SEC. MODULAS REQ. FOR THE POST= 0.36 IN^3(BASED ON Fb = 0.60Fy, Fy = 50 KSI, INC. OF 1.333 FOR WIND OR SE)

SEC. MODULAS MAX. CAN.T FORCE ALLOWED BY SEC. MOD. MAX. CANT. FORCE ALLOWED BY MIN. WELDINGFOR TS 2.5x2.5x3/16 1.140 IN^3 285.00 lbs n/aFOR 2.5x2.5x12GA 0.790 IN^3 197.48 lbs 66.09 lbs - Based on 2.5" weldingFOR TS 2.5x2.5x14GA 0.592 IN^3 148.00 lbs 59.38 lbs - Based on 2.5" weldingFOR 2.5x2.5x18GA 0.317 IN^3 79.25 lbs n/a

MIN. POST OR TRACK SIZE TO BE USED= TS 2.5x2.5x14GA SEE SECTION 5.4 FOR OPTIONS(WITHOUT THE NEED FOR BRACING OR SIDING - CANT. ACTION)

WELD CONNECTION OF POST NIPPLE TO RACK ANALYSIS: Only When No Siding Cover or X Bracing used for Shear Resistance

MOMENT ON WELD = 14400.65 LBS-INTENSION ON WELD= 5760.26 LBS Note:

1- Weld Values are for E60XX electrodes. FOR 12 GA., WELD SIZE = 0.1017 IN 2- Weld Values are based on section J2 of the AISI Code and AWS D1.3.

12 GA., ALLOWABLE = 1269.00 LBS/IN12 GA. MIN. WELD REQ.= 4.54 IN - Provide 1/4 in Stiff. Wedge= 2 IN - Each Side of All Col. Welded to Col & Rail

(Each Side) Or Weld 4 Sides in Lieu of Using Stiff. WedgesFOR 14 GA., WELD SIZE = 0.0713 IN

14 GA., ALLOWABLE = 1140.00 LBS/IN14 GA. MIN. WELD REQ.= 5.05 IN - Provide 1/4 in Stiff. Wedge= 3 IN - Each Side of All Col. Welded to Col & Rail

(Each Side)

NOTE: FINAL OPTIONS USED SHOWN ON STRUCTURAL PLANS


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5.3.2 - FRAME DESIGN - TRANSVERSE DIRECTION (THIS METHOD USED IN THIS DIRECTION)P1= 1320.06 LBS RIGHT

SEE FRAME CALC SHEETS ATTACHED

5.3.3 - SHEAR WALL ANALYSIS WHEN USED FOR SHEAR RESISTANCE SEE PLANS FOR DESIGNATED SHEARWALL SEGMENTS IF SHEAR WALL

(THIS METHOD IS USED ONLY IN THE DIRECTIONS SHOWN BELOW) W ANALYSIS USED IN DESIGNBACK FRONT

LEFTP2= 1320.06 LBS

LP3= 2098.56 P4= 2098.56

LBS LBSLONGITUDINAL DIRECTION (RIGHT) SHEAR WALL OPTION IF USED THIS DIRECTIONTYPE/ GAGE SCREWS/PATTERNSALL. SHEAR (PLF) DESIGN FORCE SHEAR WALL LENGTH (FT) SEG. DESIGN SHEAR RESULT UPLIFT MIN. # OFER-REPORT FRAME SPACING (LBS) - factored AVAILABLE BASED ON 2:1 ASPECT HEIGHT (FT) (PLF) FORCE (LBS) ANCHORS

1 #12 OR #14 SDI 109.00 1320.06 SEG.1-1 30.00 10 44.00 O.K. 440.02 1.029GA 36/3 AT SUPPORTS 109.00 1320.06 SEG.2-1 0.00 10

U-PANEL #12 @ 12in o.c. SIDELAP 109.00 1320.06 SEG.3-1 0.00 10(ER-550 OR EQ.) 3'-0" O.C. 109.00 1320.06 SEG.4-1 0.00 10

NOTE: REDUNDANCY FACTOR USED = 1.3 IF SEISMIC GOVERNS TOTAL LENGTH= 30.00

LONGITUDINAL DIRECTION (LEFT) SHEAR WALL OPTION IF USED THIS DIRECTIONTYPE/ GAGE SCREWS/PATTERNSALL. SHEAR (PLF) DESIGN FORCE SHEAR WALL LENGTH (FT) SEG. DESIGN SHEAR RESULT UPLIFT MIN. # OFER-REPORT FRAME SPACING (LBS) - factored AVAILABLE BASED ON 2:1 ASPECT HEIGHT (FT) (PLF) FORCE (LBS) ANCHORS

1 #12 OR #14 SDI 109.00 1320.06 SEG.1-2 4.58 10 84.75 O.K. 847.50 1.029GA 36/3 AT SUPPORTS 109.00 1320.06 SEG.2-2 4.58 10 84.75 O.K. 847.50 1.0

U-PANEL #12 @ 12in o.c. SIDELAP 109.00 1320.06 SEG.3-2 3.21 10 84.75 O.K. 847.50 1.0(ER-550 OR EQ.) 3'-0" O.C. 109.00 1320.06 SEG.4-2 3.21 10 84.75 O.K. 847.50 1.0

NOTE: REDUNDANCY FACTOR USED = 1.3 IF SEISMIC GOVERNS TOTAL LENGTH= 15.58TRANSVERSE DIRECTION (FRONT) SHEAR WALL OPTION NOT USED THIS DIRECTIONTYPE/ GAGE SCREWS/PATTERNSALL. SHEAR (PLF) DESIGN FORCE SHEAR WALL LENGTH (FT) SEG. DESIGN SHEAR RESULT UPLIFT MIN. # OFER-REPORT FRAME SPACING (LBS) AVAILABLE BASED ON 2:1 ASPECT HEIGHT (FT) (PLF) FORCE (LBS) ANCHORS

1 #12 OR #14 SDI 109.00 2098.56 SEG.1-3 0.00 1229GA 36/3 AT SUPPORTS 109.00 2098.56 SEG.2-3 0.00 12



TRANSVERSE DIRECTION (BACK) SHEAR WALL OPTION NOT USED THIS DIRECTIONTYPE/ GAGE SCREWS/PATTERNSALL. SHEAR (PLF) DESIGN FORCE SHEAR WALL LENGTH (FT) SEG. DESIGN SHEAR RESULT UPLIFT MIN. # OFER-REPORT FRAME SPACING (LBS) AVAILABLE BASED ON 2:1 ASPECT HEIGHT (FT) (PLF) FORCE (LBS) ANCHORS

1 #12 OR #14 SDI 109.00 2098.56 SEG.1-3 0.00 1229GA 36/3 AT SUPPORTS 109.00 2098.56 SEG.2-3 0.00 12




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5.3.4 - DIAGONAL BRACING DESIGN & CONNECTIONLongitudinal (Right) Longitudinal (Left) Comments Pv

No of Posts Available 11 11 WHEN USED TO RESIST SHEAR W/ BENDING ACTIONNo. of Braces 0 0 # OF BRACES FROM EA. ENDBay Height - ft 10 10 PdBay Width - ft 3.00 3.00Min. Siding Length 30.0 16.0 WHEN USED TO RESIST SHEAR W/ SEGMENTS OF 2:1 RATIOReaction Force (H) 1320.06 1320.06 lbs - TOTAL FORCE ON LONG SIDE / BRACE - FACTOREDShear by Siding 3270.00 1744.00 lbs - RESISTED SHEAR AVAILABLE BY SIDING W/ 2:1 RATIO vShear by Bending 0.00 0.00 lbs - RESISTED SHEAR AVAILABLE BY BENDING POSTS W/ MIN. WELDING PhPh - lbs 0.00 0.00 SEE NOTE 2Pv - lbs 0.00 0.00 lbs - UPLIFT hPd - lbs 0.00 0.00 lbs - DIAGONAL FORCE# of Plates Used 1.00 1.00 # OF CONNECTED PLATES USED# of Screws (Nh) 0.00 0.00 PER SIDE# of Screws (Nv) 0.00 0.00 PER SIDE Bolts layout - Continous Rail# of Screws (Nd) 0.00 0.00 PER SIDEMin. Plate (h) - inch 0.00 0.00 PER SIDEMin. Plate (v) - inch 0.00 0.00 PER SIDEMin. Plate (d) - inch 0.00 0.00 PER SIDE - DIA. DISTANCEMin. # Bolts Required Brace Not Used Brace Not Used (# BOLTS REQ. TO RESIST SHEAR & UPLIFT OF DIAG. BRACE IF IT CALCS OTHERWISE SEE PLAN) Bolts layout - CornersStrap if Required: NOT REQUIRED NOT REQUIRED STRAP CALL OUT OR DRAG FORCE IN IBS

NOTE: 1- Calculation based on min. 14ga material2- Ph = Reaction Force (H) - Max. allowable force resisting in posts by bending - Max. allowable force resisting by metal siding3- See structural plans for details

5.4- CONNECTIONS & FOOTING DESIGNSEE ATTACHED SSMA CURRENT TABLES SHEET FOR SCREWS & WELD ALLOWABLE VALUES USED IN DESIGNS

CONNECTION DESIGNS:

- BRACE TO BOW OR POST CONNECTION:SCREW TYPE ALL. SHEAR MAX. SHEAR # SCREWS

(LBS) (LBS) REQ. Note: 1/4" OR #12 777 2400 3 1- Weld Values are for E60XX electrodes.

14 OR 12 GA 2- Weld Values are based on section J2 of the AISI Code and AWS D1.3.

- BOW TO POST @ NIPPLE & POST TO BASE RAIL @ NIPPLESCREW TYPE ALL. SHEAR MAX. UPLIFT # SCREWS

(LBS) (LBS) REQ. 1/4" OR #12 777 1500 2

14 OR 12 GA

- END POST TO HEADER / RAIL OR BOW OR HEADER TO POST CONNECTION:SCREW TYPE ALL. SHEAR MAX. SHEAR # SCREWS

(LBS) (LBS) REQ. 1/4" OR #12 777 1000 2

14 OR 12 GA


Page 11

11


STRUCTURAL ANALYSIS

CARPORT DESIGNS______________________


____________________________

- NIPPLE TO BASE RAIL (WELDING):

SEC. GAUGE WELD SIZE Fy Fu ALL. LOAD DESIGN FORCE MIN. WELD PROVIDED WELD(IN) (KSI) (KSI) (LBS / IN) (LBS) (IN) (IN)

12 0.1017 50 65 1269 1000 0.8 5.0

SEC. GAUGE WELD SIZE Fy Fu ALL. LOAD DESIGN FORCE MIN. WELD PROVIDED WELD(IN) (KSI) (KSI) (LBS / IN) (LBS) (IN) (IN)

14 0.0713 50 65 1140 1000 0.9 5.0

- BASE RAIL ANCHORAGE TO CONCRETE:

BOLT TYPE ALL. TENSION ALL. SHEAR MAX. UPLIFT MAX. SHEAR MAX. SHEAR MIN. EMD. SOURCE ICC OR ER #(LBS) (LBS) CALCULATED - LBS ALLOWED - LBS CALCULATED - LBS (IN) Most Current Most Current

1/2" x 7" (5.5" MIN.) 2428 2224 435 1270 420 3 7/8" SIMPSON CAT. ES-ESR-3037STRONG-BOLT 2 WEDGE ANCHOR - CRACKED O.K. (3.5" MIN.)1/2" x 7" (A307) 880 2224 435 1270 420 4 SIMPSON CAT. ES-ESR-2508ALL THREADED BOND / CRACKED / SET XP EPOXY O.K.1/2" (G36) 2440 665 435 767 420 6 SIMPSON CAT. ER-265ALL THREADED / GROUTED CMU / SET XP EPOXY O.K.

FOOTING DESIGNS: (NOTE: FOOTING CHECKED FOR DL+LL MAX. REACTION & ALLOWABLE SOILS PRESSURE AND SIZED ACCORDINGLY ON THE PLAN)

WHEN GROUND ANCHORS & CONCRETE ARE USED TO RESIST UPLIT:JOINT AT FTG MAX. UPLIFT - LBS REQ. DL. RESIST. PER ANCH. NO. OF ANCH. 18"DIA.x42" DEEP CONC. NO. OF FTG. TOTAL PROVIDED D.L.

TOTAL EA. SIDE (1.5 x MAX. UPLIFT) CAPACITY - LBS USED PER SIDE DL. RESISTANCE - LBS USED PER SIDE RESISTANCE - LBSPIN 4785 7178 3150 4 0 0 12600 O.K. WHEN USED - SEE PLAN

NOT USEDNOTE: GROUND ANCHOR CAPACITY GIVEN BY CARPORT MANUFACTURER. IF GROUND ANCHORS ARE TO BE USED, THE CARPORT MANUFACTURER SHALL

PROVIDE THE BUILDING OFFICIAL WITH THE MANUFACTURER TECHNICAL DATA SUBSTANTIATING THE ANCHORS ALLOWABLE LOAD CAPACITIESAND THE USE OF THE ANCHORS WITH THE GIVEN SITE SOIL CONDITIONS FOR APPROVAL BY THE BUILDING OFFICIAL.

WHEN CONCRETE FOOTINGS/SLAB ARE USED TO RESIST UPLIFT: MIN. VOLUME OPTION (IF USED)JOINT AT FTG MAX. UPLIFT MIN. CONC. DL. MIN. VOLUME CONT. FTG & SLAB PER PLAN 24 DEEP -SQ-IN 4 IN. SLAB ONLY

(LBS) (1.5 x MAX. UPLIFT) REQ. (CU-FT) BASE ON 12x16 IN DEEP CONT. FTG 24 WIDE - SQ-INPIN 435 653 5 8 O.K. 8 O.K. 6 O.K.

WHEN USED - SEE PLAN WHEN USED - SEE PLAN WHEN USED - SEE PLAN5.5- FRAME DESIGN SUMMARY TABLE USED NOT USED NOT USED

FRAMES DESIGN SUMMARY TABLE: SNOW Pg= 0 PSF WIND= 100 MPH EXPOSURE= C

Post Height Bow Span Bow Spacing Bow Size Post Size Corner Brace Corner Brace Location Middle Brace Middle Brace Snow "Pg" Dwg / Calc.ft ft ft Size to post to bow Size Location (PSF) #

10.00 24 3'-0" O.C. SEE DWG SEE DWG SEE DWG SEE DWG SEE DWG SEE DWG SEE DWG 0 CARPORT


Page 12

12

www.SSMA.com�� Copyright © 2014 by the SSMA

Table Notes

��

��

��

Fy ��

Fu ��

��

�� !�� $%�� $*�� ,;��

�<��>�?[��\<��>?$]�� <��>$*^!��\<��>_!�� <��>$�??��\<��>$$_!�� <��>*[[%��\<��>*[*_�� <��>[%?!��\<��>[*%$��

% $̀[!;��\%`*^*;j�� % $̀�?;��\%`*^*;j�� % $̀]%;��\%`[?%;j�� %`*$�;��\%`[?%;j�� %`*_%;��\%`?%];j��

�� <k��w{k� <k��w{|�� <k��w{k� <k��w{|�� <k��w{k� <k��w{|�� <k��w{k� <k��w{|�� <k��w{k� <k��w{|��18 0.0188 33 33 44 24 84 48 29 84 52 33 105 55 38 105 60 44 12727 0.0283 33 33 82 37 127 89 43 127 96 50 159 102 57 159 110 66 19130 0.0312 33 33 95 40 140 103 48 140 111 55 175 118 63 175 127 73 21133 0.0346 33 45 151 61 140 164 72 195 177 84 265 188 95 265 203 110 31843 0.0451 33 45 214 79 140 244 94 195 263 109 345 280 124 345 302 144 41554 0.0566 33 45 214 100 140 344 118 195 370 137 386 394 156 433 424 180 52168 0.0713 33 45 214 125 140 426 149 195 523 173 386 557 196 545 600 227 65697 0.1017 33 45 214 140 140 426 195 195 548 246 386 777 280 775 1,016 324 936118 0.1242 33 45 214 140 140 426 195 195 548 301 386 777 342 775 1,016 396 1,06754 0.0566 50 65 214 140 140 426 171 195 534 198 386 569 225 625 613 261 75268 0.0713 50 65 214 140 140 426 195 195 548 249 386 777 284 775 866 328 94897 0.1017 50 65 214 140 140 426 195 195 548 356 386 777 405 775 1,016 468 1,067118 0.1242 50 65 214 140 140 426 195 195 548 386 386 777 494 775 1,016 572 1,067

��}�� ~��

��

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��

Fu ��

��

��}�� |�}��

��k�� |�� k�� |��43 0.0451 33 45 499 864 544 66354 0.0566 33 45 626 1084 682 83268 0.0713 33 45 789 1365 859 104897 0.1017 33 45 1125 1269 - 1 - 1

54 0.0566 50 65 905 1566 985 120268 0.0713 50 65 1140 1972 1241 151497 0.1017 50 65 1269 1269 - 1 - 1

Screw and Weld Capacities

Weld Capacities

Screw CapacitiesTable Notes��

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1Weld capacity for material thickness greater than 0.10” requires engineering judgment to determine leg of welds, W1 and W2.

13

43mil = 18ga, 54mil=16ga, 68mil=14ga, 97mil=12ga.

Issue Date : June 1, 2006 Revised : October 5, 2006 No. 07-198-06

1. Section properties are calculated in accordance with the 2001 AISI North American 4. Ix is for deflection determination.Specification for the Design of Cold-Formed Steel Structural Members. 5. Se is for bending.2. Va is the allowable shear. 6. Ma is the allowable bending moment.3. Pa is the allowable load for web crippling on end & interior supports. 7. All values are for one foot of panel width.

Notes:1. Allowable uniform loads are based upon equal span lengths.2. Positive Wind is wind pressure and is NOT increased by 33 1/3 %.3. Negative Wind is wind suction or uplift and is NOT increased by 33 1/3%.4. Live is the allowable live or snow load.5. Deflection (L/180) is the allowable load that limits the panel's deflection to L/180 while under positive or live load.6. Deflection (L/240) is the allowable load that limits the panel's deflection to L/240 while under positive or live load.7. The weight of the panel has NOT been deducted from the allowable loads.8. Positive Wind, Negative Wind, and Live Load values are limited to combined shear & bending using Eq. C3.3.1-1 of the AISI Specification.9. Positive Wind and Live Load values are limited by web crippling using a bearing length of 2".10. Web crippling values are determined using a ratio of the uniform load actually supported by the top flanges of the section.11. Load Tables are limited to a maximum allowable load of 500 psf.

Va

kip/ft.0.0100 0.6170

Pa_end

lbs/ft.Pa_int

lbs/ft.Ix

(in.4/ft.)Se

(in.3/ft.)Ma

kip-in./ft.253.70 0.0060

Span in Feet

BOTTOM IN COMPRESSIONTOP IN COMPRESSIONSECTION PROPERTIESMa

kip-in./ft.0.51000.4160 0.0173

11

2 13 2

6

Allowable Uniform Loads (PSF)

102 65 45 33

8 6

28 6 4 367

25

3 2

5 4

20 16 13 11

38 24 11

21 15

16

89 51 32

13

10

43 31

53 37

11

21

25

21

19 15

29 19

26

20

7

9 8

9 8 7

61

2

5 413 10 9 8

5715 13 11

5

6

4

Negative Wind 193 113 73 51 38 23

24 6

4 Span

Positive Wind 164 95

Deflection (L/180) 415 175

Live 164 95


1

61

1

19 15 13 10

15 4 3 2

1

Deflection (L/240) 293 123 63 36 23 10 715

2 210 7 6 4 3 3Deflection (L/180) 390 164 84

7 6 5 513 11 10 8

6

Live 174 101 66 46 34 20 16

10 9 7 720 16 14 12

5 5

Negative Wind 204 120 78 55 41 25

10 8 7 620 16 13 11

2 1

3 Span

Positive Wind 174 101 66 46 34

4 2 213 10 7 5

2 2

Deflection (L/240) 374 157 80 46 29

7

3

6 4 3

56 6

3

4 4

107 62 39 18 13 10

9 8

5

Live 143 53 37 27 16 13 11

8 7 6 516 13 11 9

4 4

Negative Wind 169 98 63 44 33 20

8 6 6 516 13 11 927

24

48 30

43 31

2 Span



82

1 1 1 03 3 2 1

1

Deflection (L/240) 194 81 41 24 15 7 5

2 2 1 16 5 4 3

14

26

19

26

31

55 32 20 9

7 6 5 59 8

4

Live 182

6 6 5 413 11 9 82154 37 27 16

557 616 13 11 89

Single


Negative Wind 151 85


65 45 33

6.504.50 5.00 5.504.00

2025

29 0.6980.0

Se

(in.3/ft.)GAUGE WEIGHT

(PSF)FY

(KSI)Ix

(in.4/ft.)0.0172193.50

Span Type Load Type 1.50 2.00 2.50 3.00 3.50 7.006.00 8.507.50 8.00 9.00

Technical Bulletin

Max-Rib(G100 Galvanized & Painted Galvalume)

14

Note:Data given below is for general information. Particular manufacturer used may have different data information sheet but in general values shall not be less than thosegiven below for 29ga metal siding if used in design and specified on final plans.

14

15

ASC#4531

16

SAFI Analysis Report SAFI GSE (General Structural Engineering) 11.0.2

By: Page: 1 of 10

Project: ASC #4531 Date: 11/4/2020 11:11:14 PM Company: Phone: Address: Fax: Notes:

TTable of Content Project Description........................................................................................................................................ 1

Description ................................................................................................................................................................................... 1

Model Description......................................................................................................................................... 1 Analysis and Design Options ........................................................................................................................................................ 1 Sections Summary ........................................................................................................................................................................ 2 Basic Loads ................................................................................................................................................................................... 2 Load Combinations ...................................................................................................................................................................... 3 Self-Weight .................................................................................................................................................................................. 3 Uniform Member Loads ............................................................................................................................................................... 3

Analysis Results ............................................................................................................................................. 4 Model Statistics ............................................................................................................................................................................ 4 Joint Displacements ..................................................................................................................................................................... 4 Reactions...................................................................................................................................................................................... 5 Reactions Summary ..................................................................................................................................................................... 6

Steel Module Results .................................................................................................................................... 6 Steel Limit States Summary (1/2) ................................................................................................................................................. 6 Steel Limit States Summary (2/2) ................................................................................................................................................. 8 Steel Standard Clauses ................................................................................................................................................................. 9

Project Description

Description Project ID: Project Name: ASC #4531 Location: Butte - California - United-States (IBC-2006) Company Name: Engineer Name: Project Description: 24' x 10' HGT - NONE SNOW (Dwg / Calc #2410M)

Model Description

Analysis and Design Options Analysis = Static Linear

17

Project: ASC #4531 Page: 2 of 10

Solver = Auto-Select

Enable One Way Elements = Yes Ratio of Residual Stiffness = 1e-006

Destabilizing Force (ratio of vertical loads) = 0.0002 Consider Shear Deformations = No

Enable Notional Loads = Yes Notional Loads (ratio of vertical loads) = 0.0032

Divisions (Members) = 10

Internal Deformations (Members) = Yes Internal Forces (Members) = Yes

Internal Forces Envelopes (Members) = Yes Internal Stresses (Members) = No

Internal Stresses Envelopes (Members) = No

Design = Verification - Steel Stability Design Method = Effective Length (kL)

Automatic Notional Load = Yes Force Adjustment Factor (��) = 1.6

SSections Summary

Section ID

Section Name

Material ID

Material Name

Length (ft)

Surface (in.2)

Weight (lb)

Modified Weight

(lb) 1 TS2.5x2.5 16ga 2 STEEL 350MPa 2 TS2.5x2.5 14ga 2 STEEL 350MPa 45.4604 124.146 124.146 3 TS2.5x2.5 12ga 2 STEEL 350MPa 4 TS2.5x2.5x1/8 2 STEEL 350MPa 5 TS2.5x2.5x3/16 2 STEEL 350MPa 6 TS2.5x2.5x1/4 2 STEEL 350MPa 7 TS2.5x2.5x5/16 2 STEEL 350MPa 8 TS3x3x1/8 2 STEEL 350MPa 9 TS3x3x3/16 2 STEEL 350MPa

10 TS3x3x1/4 2 STEEL 350MPa 11 TS3x3x5/16 2 STEEL 350MPa 12 C2x2.5 14ga 2 STEEL 350MPa 15 TS2x2.5 18 ga 2 STEEL 350MPa 17.3693 27.0246 27.0246 16 TS2.25x2.25 12ga 2 STEEL 350MPa

62.8297 0 151.171 151.171

Basic Loads Basic Load

ID Basic Load

Name Short Name

Load Type

1 SELF WEIGHT D1 Dead Load 2 DL D2 Dead Load 3 LL L3 Live Load 4 WIND HORIZ (W1) W4 Wind Load 5 WIND ROOF (W2) W5 Wind Load 6 WIND ROOF (W3) W6 Wind Load 7 SNOW S7 Snow Load

18


LLoad Combinations

Comb ID = 1 Type = ULS Comb Name = D+L Description = 1.0(D1+D2) + 1.0L3

Comb ID = 2 Type = ULS

Comb Name = D+W1+W2+S Description = 1.0(D1+D2) + 0.45(W4+W5) + 0.75S7


Comb Name = D+W1+W3+S Description = 1.0(D1+D2) + 0.45(W4+W6) + 0.75S7


Comb Name = 0.6D+W1+W2 Description = 1.0D1 + 0.6D2 + 0.6(W4+W5)


Comb Name = 0.6D+W1+W3 Description = 1.0D1 + 0.6D2 + 0.6(W4+W6)

Self-Weight Load

ID Mag

X Mag

Y 1 - SELF WEIGHT -1

Uniform Member Loads Load

ID Member

Mi Member

Mj Coord

Sys fx

(kips/ft) fy

(kips/ft) mz

(kip-ft/ft) Description 2 - DL 3 Global -0.003 5 6 Global -0.003 9 Global -0.003 12 Global -0.003 14 15 Global -0.003 17 Global -0.003 3 - LL 3 Global -0.06 5 6 Global -0.06 9 Global -0.06 12 Global -0.06 14 15 Global -0.06 17 Global -0.06 4 - WIND HORIZ (W1) 1 2 Global 0.068 18 19 Global 0.016 5 - WIND ROOF (W2) 3 Global 0.064 5 6 Global 0.064 9 Global 0.064 12 Global 0.031 14 15 Global 0.031 17 Global 0.031 6 - WIND ROOF (W3) 3 Global 0.001 5 6 Global 0.001 9 Global 0.001 12 Global -0.031 14 15 Global -0.031

19


Load

ID Member

Mi Member

Mj Coord

Sys fx

(kips/ft) fy

(kips/ft) mz

(kip-ft/ft) Description 17 Global -0.031

AAnalysis Results

Model Statistics Problem Size: Number of Degrees of Freedom 35 Maximum Half Bandwidth 9 Memory for Stiffness Matrix (MB) 0.0 Memory for the Analysis (MB) 16.0 Model Size: Number of Joints 13 Number of Elements 15 Number of Materials 20 Number of Sections 14 Number of Supports 2 Number of Coordinate systems 2 Loads Data: Self-Weight Load 1 Uniform Load 36 Load Combinations 5

Joint Displacements Joint

ID Comb

ID Disp X

(ft) Disp Y

(ft) Rot Z (deg)

1 1 - D+L 0 0 1.5555 2 - D+W1+W2+S 0 0 -3.1712 3 - D+W1+W3+S 0 0 -2.4933 4 - 0.6D+W1+W2 0 0 -4.3153 5 - 0.6D+W1+W3 0 0 -3.4038

2 1 - D+L -0.0995 -0.0003 -0.9722 2 - D+W1+W2+S 0.3132 0.0001 -0.6245 3 - D+W1+W3+S 0.2688 0 -1.0262 4 - 0.6D+W1+W2 0.4236 0.0002 -0.7866 5 - 0.6D+W1+W3 0.3635 0 -1.3182

3 1 - D+L -0.0519 -0.0002 -1.5143 2 - D+W1+W2+S 0.3239 0 -0.1909 3 - D+W1+W3+S 0.2993 -0.0001 -0.8239 4 - 0.6D+W1+W2 0.4355 0 -0.1800 5 - 0.6D+W1+W3 0.4017 -0.0001 -1.0207

4 1 - D+L -0.0335 -0.0129 -1.4051 2 - D+W1+W2+S 0.3268 -0.0021 -0.2892 3 - D+W1+W3+S 0.3100 -0.0075 -0.8755 4 - 0.6D+W1+W2 0.4385 -0.0022 -0.3169 5 - 0.6D+W1+W3 0.4150 -0.0093 -1.0951

5 1 - D+L -0.0242 -0.0497 -1.5285 2 - D+W1+W2+S 0.3286 -0.0093 -0.1414 3 - D+W1+W3+S 0.3156 -0.0300 -0.7813 4 - 0.6D+W1+W2 0.4403 -0.0100 -0.1129 5 - 0.6D+W1+W3 0.4220 -0.0375 -0.9633

6 1 - D+L 0.0089 -0.1824 -0.7968 2 - D+W1+W2+S 0.3213 0.0197 0.4853 3 - D+W1+W3+S 0.3223 -0.0570 0.1466 4 - 0.6D+W1+W2 0.4290 0.0355 0.6891

20


Joint

ID Comb

ID Disp X

(ft) Disp Y

(ft) Rot Z (deg)

5 - 0.6D+W1+W3 0.4292 -0.0666 0.2364 8 1 - D+L 0.0093 -0.1864 0.0222

2 - D+W1+W2+S 0.3122 0.0569 0.4753 3 - D+W1+W3+S 0.3134 -0.0217 0.4819 4 - 0.6D+W1+W2 0.4167 0.0855 0.6350 5 - 0.6D+W1+W3 0.4173 -0.0194 0.6413

9 1 - D+L 0.0105 -0.1793 0.8166 2 - D+W1+W2+S 0.3208 0.0910 0.0337 3 - D+W1+W3+S 0.3225 0.0151 0.3757 4 - 0.6D+W1+W2 0.4283 0.1307 0.0040 5 - 0.6D+W1+W3 0.4294 0.0293 0.4589

10 1 - D+L 0.0434 -0.0476 1.4771 2 - D+W1+W2+S 0.3086 0.0423 -1.1125 3 - D+W1+W3+S 0.3242 0.0220 -0.4840 4 - 0.6D+W1+W2 0.4103 0.0589 -1.5619 5 - 0.6D+W1+W3 0.4300 0.0317 -0.7209

11 1 - D+L 0.0523 -0.0124 1.3425 2 - D+W1+W2+S 0.3008 0.0107 -1.2379 3 - D+W1+W3+S 0.3201 0.0054 -0.6645 4 - 0.6D+W1+W2 0.3994 0.0150 -1.7227 5 - 0.6D+W1+W3 0.4241 0.0079 -0.9547

12 1 - D+L 0 0 -1.6904 2 - D+W1+W2+S 0 0 -1.9898 3 - D+W1+W3+S 0 0 -2.6816 4 - 0.6D+W1+W2 0 0 -2.5736 5 - 0.6D+W1+W3 0 0 -3.4884

13 1 - D+L 0.1154 -0.0003 0.9018 2 - D+W1+W2+S 0.2430 0 -1.2973 3 - D+W1+W3+S 0.2893 -0.0001 -0.9081 4 - 0.6D+W1+W2 0.3189 0 -1.7797 5 - 0.6D+W1+W3 0.3797 -0.0001 -1.2569

14 1 - D+L 0.0699 -0.0002 1.4554 2 - D+W1+W2+S 0.2855 0.0001 -1.2012 3 - D+W1+W3+S 0.3123 0 -0.5809 4 - 0.6D+W1+W2 0.3780 0.0001 -1.6793 5 - 0.6D+W1+W3 0.4128 0 -0.8490

RReactions Joint

ID Comb

ID RX

(kips) RY

(kips) RmZ

(kip-ft) 1 1 - D+L 0.2172 0.8748 0

2 - D+W1+W2+S -0.3004 -0.2862 0 3 - D+W1+W3+S -0.2076 0.0733 0 4 - 0.6D+W1+W2 -0.4120 -0.4349 0 5 - 0.6D+W1+W3 -0.2880 0.0447 0

12 1 - D+L -0.2227 0.8803 0 2 - D+W1+W2+S -0.0787 -0.0305 0 3 - D+W1+W3+S -0.1716 0.3261 0 4 - 0.6D+W1+W2 -0.0938 -0.0937 0 5 - 0.6D+W1+W3 -0.2173 0.3815 0

21


RReactions Summary

Comb ID

RX (kips)

RY (kips)

RmZ (kip-ft)

1 - D+L -0.0055 1.7552 0 2 - D+W1+W2+S -0.3791 -0.3167 0 3 - D+W1+W3+S -0.3792 0.3994 0 4 - 0.6D+W1+W2 -0.5058 -0.5286 0 5 - 0.6D+W1+W3 -0.5053 0.4261 0

Steel Module Results

Steel Limit States Summary (1/2) Phys

Memb Memb

ID Section Name

Comb ID Maximum Compression Tension

Bending M+

Bending M-

Compres Bending

Tension Bending

Shear Vfx/Vrx

1 1 TS2.5x2.5 14ga 1 - D+L 1.0000 0.0724 0 0 0.9702 1.0000 0.9702 0

2 - D+W1+W2+S 0.8015 0 0.0126 0.7952 0 0.7952 0.8015 0

3 - D+W1+W3+S 0.3952 0.0061 0 0.3922 0 0.3952 0.3922 0

4 - 0.6D+W1+W2 1.0000 0 0.0187 1.0000 0 1.0000 1.0000 0

5 - 0.6D+W1+W3 0.5692 0.0037 0 0.5674 0 0.5692 0.5674 0

2 2 TS2.5x2.5 14ga 1 - D+L 0.9913 0 0.0421 0.1379 0.9702 0.9702 0.9913 0

2 - D+W1+W2+S 0.8172 0.0439 0 0.7952 0.1409 0.8172 0.7952 0

3 - D+W1+W3+S 0.3934 0.0250 0 0.3808 0.0816 0.3934 0.3808 0

4 - 0.6D+W1+W2 1.0000 0.0608 0 1.0000 0.1954 1.0000 1.0000 0

5 - 0.6D+W1+W3 0.5753 0.0356 0 0.5575 0.1159 0.5753 0.5575 0

3 3 TS2.5x2.5 14ga 1 - D+L 0.2717 0 0.0597 0.2419 0 0.2419 0.2717 0

2 - D+W1+W2+S 0.2305 0.0558 0 0 0.2026 0.2305 0.2026 0

3 - D+W1+W3+S 0.1144 0.0302 0 0 0.0993 0.1144 0.0993 0

4 - 0.6D+W1+W2 0.3217 0.0776 0 0 0.2829 0.3217 0.2829 0

5 - 0.6D+W1+W3 0.1664 0.0432 0 0 0.1448 0.1664 0.1448 0

4 5 TS2.5x2.5 14ga 1 - D+L 0.5268 0 0.0513 0.2419 0.5011 0.5011 0.5268 0

2 - D+W1+W2+S 0.5243 0.0465 0 0.5011 0.2026 0.5243 0.5011 0

3 - D+W1+W3+S 0.2972 0.0240 0 0.2851 0.0993 0.2972 0.2851 0

4 - 0.6D+W1+W2 0.7277 0.0647 0 0.6953 0.2829 0.7277 0.6953 0

5 - 0.6D+W1+W3 0.4231 0.0347 0 0.4058 0.1448 0.4231 0.4058 0

5 6 TS2.5x2.5 14ga 1 - D+L 0.7898 0.0207 0 0.7794 0.5011 0.7898 0.7794 0

2 - 0.5023 0 0.0024 0.5011 0.0724 0.5011 0.5023 0

22


Phys

Memb Memb

ID Section Name


Bending M+

Bending M-

Compres Bending

Tension Bending

Shear Vfx/Vrx

D+W1+W2+S

3 - D+W1+W3+S 0.2884 0.0056 0 0.2856 0 0.2884 0.2856 0

4 - 0.6D+W1+W2 0.6973 0 0.0040 0.6953 0.1362 0.6953 0.6973 0

5 - 0.6D+W1+W3 0.4090 0.0064 0 0.4058 0 0.4090 0.4058 0

6 9 TS2.5x2.5 14ga 1 - D+L 0.8463 0.1336 0 0.7794 0.4491 0.8463 0.7794 0

2 - D+W1+W2+S 0.1355 0 0.0273 0.1218 0.0724 0.1218 0.1355 0

3 - D+W1+W3+S 0.2651 0.0200 0 0.2551 0.0680 0.2651 0.2551 0

4 - 0.6D+W1+W2 0.2060 0 0.0415 0.1853 0.1362 0.1853 0.2060 0

5 - 0.6D+W1+W3 0.3095 0.0200 0 0.2995 0.0677 0.3095 0.2995 0

7 12 TS2.5x2.5 14ga 1 - D+L 0.8317 0.1338 0 0.7648 0.4491 0.8317 0.7648 0

2 - D+W1+W2+S 0.3782 0 0.0259 0.1218 0.3652 0.3652 0.3782 0

4 - 0.6D+W1+W2 0.5473 0 0.0396 0.1853 0.5275 0.5275 0.5473 0

5 - 0.6D+W1+W3 0.1077 0.0225 0 0 0.0964 0.1077 0.0964 0

8 14 TS2.5x2.5 14ga 1 - D+L 0.7753 0.0210 0 0.7648 0.5289 0.7753 0.7648 0

2 - D+W1+W2+S 0.3654 0.0003 0.0002 0 0.3652 0.3654 0.3653 0

3 - D+W1+W3+S 0.5212 0.0085 0 0 0.5169 0.5212 0.5169 0

4 - 0.6D+W1+W2 0.5280 0 0.0010 0 0.5275 0.5275 0.5280 0

5 - 0.6D+W1+W3 0.6672 0.0103 0 0 0.6620 0.6672 0.6620 0

9 15 TS2.5x2.5 14ga 1 - D+L 0.5554 0 0.0529 0.2475 0.5289 0.5289 0.5554 0

2 - D+W1+W2+S 0.3059 0 0.0159 0.0508 0.2980 0.2980 0.3059 0

3 - D+W1+W3+S 0.5358 0 0.0378 0.1542 0.5169 0.5169 0.5358 0

4 - 0.6D+W1+W2 0.3810 0 0.0186 0.0554 0.3717 0.3717 0.3810 0

5 - 0.6D+W1+W3 0.6859 0 0.0477 0.1928 0.6620 0.6620 0.6859 0

10 17 TS2.5x2.5 14ga 1 - D+L 0.2785 0 0.0620 0.2475 0 0.2475 0.2785 0

3 - D+W1+W3+S 0.1786 0 0.0488 0.1542 0 0.1542 0.1786 0

4 - 0.6D+W1+W2 0.1110 0 0.0281 0.0969 0 0.0969 0.1110 0

5 - 0.6D+W1+W3 0.2238 0 0.0619 0.1928 0 0.1928 0.2238 0

11 18 TS2.5x2.5 14ga 1 - D+L 1.0000 0.0728 0 0 0.9950 1.0000 0.9950 0

2 - D+W1+W2+S 0.2240 0 0.0021 0 0.2229 0.2229 0.2240 0

3 - D+W1+W3+S 0.6513 0.0270 0 0 0.6379 0.6513 0.6379 0

4 - 0.6D+W1+W2 0.2499 0 0.0047 0 0.2475 0.2475 0.2499 0

23


Phys

Memb Memb

ID Section Name


Bending M+

Bending M-

Compres Bending

Tension Bending

Shear Vfx/Vrx

5 - 0.6D+W1+W3 0.8151 0.0316 0 0 0.7994 0.8151 0.7994 0

12 19 TS2.5x2.5 14ga 1 - D+L 1.0000 0 0.0440 0.1451 0.9950 0.9950 1.0000 0

2 - D+W1+W2+S 0.2331 0 0.0205 0.0780 0.2229 0.2229 0.2331 0

3 - D+W1+W3+S 0.6572 0 0.0387 0.1381 0.6379 0.6379 0.6572 0

4 - 0.6D+W1+W2 0.2601 0 0.0251 0.0969 0.2475 0.2475 0.2601 0

5 - 0.6D+W1+W3 0.8240 0 0.0493 0.1766 0.7994 0.7994 0.8240 0

13 20 TS2x2.5 18 ga 1 - D+L 0.2164 0.2148 0 0.0017 0 0.2164 0.0017 0

2 - D+W1+W2+S 0.1146 0 0.1146 0.0017 0 0.0017 0.0590 0

4 - 0.6D+W1+W2 0.1613 0 0.1613 0.0017 0 0.0017 0.0823 0

14 21 TS2x2.5 18 ga 1 - D+L 0.2225 0.2209 0 0.0017 0 0.2225 0.0017 0

3 - D+W1+W3+S 0.1425 0.1425 0 0.0017 0 0.0730 0.0017 0

5 - 0.6D+W1+W3 0.1785 0.1785 0 0.0017 0 0.0911 0.0017 0

15 22 TS2x2.5 18 ga 1 - D+L 0.1589 0 0.1589 0.0232 0 0.0232 0.1026 0

2 - D+W1+W2+S 0.2288 0.2054 0 0.0232 0 0.2288 0.0232 0

4 - 0.6D+W1+W2 0.3339 0.3086 0 0.0232 0 0.3339 0.0232 0

SSteel Limit States Summary (2/2) Phys

Memb Memb

ID Comb

ID Shear

Vfy/Vry Torsion Warping Bearing

(I) Bearing

(J) Deflection Notes 1 1 1 - D+L 0.0307

2 - D+W1+W2+S 0.0425 3 - D+W1+W3+S 0.0294 4 - 0.6D+W1+W2 0.0583 5 - 0.6D+W1+W3 0.0408

2 2 1 - D+L 0.1404 2 - D+W1+W2+S 0.1230 3 - D+W1+W3+S 0.0629 4 - 0.6D+W1+W2 0.1714 5 - 0.6D+W1+W3 0.0911



5 6 1 - D+L 0.0862 2 - D+W1+W2+S 0.0364 3 - D+W1+W3+S 0.0033 4 - 0.6D+W1+W2 0.0529

24


Phys

Memb Memb

ID Comb

ID Shear

Vfy/Vry Torsion Warping Bearing

(I) Bearing

(J) Deflection Notes 5 - 0.6D+W1+W3 0.0066


7 12 1 - D+L 0.0830 2 - D+W1+W2+S 0.0269 4 - 0.6D+W1+W2 0.0400 5 - 0.6D+W1+W3 0.0096



10 17 1 - D+L 0.0319 3 - D+W1+W3+S 0.0053 4 - 0.6D+W1+W2 0.0125 5 - 0.6D+W1+W3 0.0055



13 20 1 - D+L 0.0003 2 - D+W1+W2+S 0.0003 4 - 0.6D+W1+W2 0.0003

14 21 1 - D+L 0.0003 3 - D+W1+W3+S 0.0003 5 - 0.6D+W1+W3 0.0003

15 22 1 - D+L 0.0017 2 - D+W1+W2+S 0.0017 4 - 0.6D+W1+W2 0.0017

SSteel Standard Clauses PURE COMPRESSION - RESISTANCE Applied load: Maximum compressive load anywhere on the member span. Axial Compression: AISC 360-16 (ASD) Clauses E1 to E4, E6, E7; AISI S100-16 (ASD) Clauses E1 to E3 PURE BENDING - RESISTANCE Applied load: Mfx and Mfy

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They are selected as the maximum values anywhere on the member span. Bending - Members with Continuous Laterally Support AISC 360-16 (ASD) Clauses F1 to F11, B4; AISI S100-16 (ASD) Clauses F1 and F3.1 Bending - Members with Lateral Point Supports AISC 360-16 (ASD) Clauses F1 to F11, B4; AISI S100-16 (ASD) Clause F1 to F4 Note: TBS: Torsional Buckling Support - Weak axis PTS: Lateral Point Support - Weak axis AXIAL COMPRESSION AND BENDING Applied load: Mfx, Mfy and Cf They are selected as the maximum values anywhere on the member span. AISC 360-16 (ASD) Clause H1.1; AISI S100-16 (ASD) Clause H1.2 TENSION AND BENDING Applied load: Tf and Mf They are selected as the maximum values anywhere on the member span. Axial Tension and Bending: AISC 360-16 (ASD) Clause H1.2; AISI S100-16 (ASD) Clause H1.1 Axial Tension: AISC 360-16 (ASD) Clauses D1 to D2; AISI S100-16 (ASD) Clauses D1 to D3 SHEAR - RESISTANCE Shear - Elastic Analysis: Vfx and Vfy They are selected as the maximum values anywhere on the member span. AISC 360-16 (ASD) Clause G1, G2.1, G4 to G6; AISI S100-16 (ASD) Clause G2 COMPOSITE SECTIONS - BENDING RESISTANCE Applied load: They are selected as the maximum values anywhere on the member span. Bending - Composite Members AISC 360-16 (ASD) Clause I3.2 BEARING - RESISTANCE AISC 360-16 (ASD) Clauses J10.2 and J10.3; AISI S100-16 (ASD) Clause G5 and H3

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Documents

DATE Permit # CODE COMPLIANCE REVIEWED FOR CALCS