STRUCTURAL CALCULATIONS...2019/02/17 · Wood ANSI/AWC NDS-2015 Metal Stud Steel ANSI/AISC 360-10 /...

(801) 499.5054

Oakrdige Dental1868 North 1075 West

Farmington, UT

Prepared By:

For:

STRUCTURAL CALCULATIONS

JDL

177 E. Antelope Dr. #B, Layton, Utah 84041

17-049Project:

LIC

ENSE

D PROFESS IONAL ENGINEER

JAYSON DEANLOVE

No. 9814717STATE OF UTAH

02/11/2019

= =

= =

= ft

Site Map

4384ElevationDavis County

Site Location Information

-111.9149008

X

17-049

Latitude 41.0113211 41d 0' 40.8''

Oakrdige Dental

Farmington

Utah

2/11/2019

JDL

-111d -54' -53.6''Longitude

Address

City

State

Zip

County

84025

1868 N 1075 W

Sheet:

By:

Date:

177 E Antelope Drive #B, Layton, Utah, 84041

P: 801.499.50.54

Project #:

PROJECT:

ft

ft

ft

Geotechnical Engineer

Report Date

Project No.

Foundation Type

Structural Fill in

Soil Bearing psf 2,000 psf if on 18" of structural fill

Transient loading increase

Soil Site Class

Frost Depth in

Sulfate Exposure? ppm 'S' Classification

Lateral Pressures

Active pcf

At Rest pcf

Passive pcf

Seismic Increases?

Coefficient of Friction

Other Relevant Soil Info?

Governing Design Codes

17-049

Oakrdige DentalXX

2/11/2019

JDL

Governing Building Code 2015 International Building Code

Concrete ACI 318-14 Masonry TMS 402-13/ACI 530-13

Wood ANSI/AWC NDS-2015 Metal Stud

Steel ANSI/AISC 360-10 / 341-10 Other ASCE 7-10

Risk Category II

Soil Information

Building Data

Building width (Plan X Dir.) B 95

Building Depth (Plan Y Dir.) L 88

Roof Height H 34

1,500

50 percent

December 14, 2016

167102

conventional

Earthtec Engineering

41

not applicable

D

30

0.30, clay; 0.40, structural fill

71, 99, 583 (active, at-rest, and passive)

439

63

177 E. ANTELOPE DR. STE. B LAYTON, UT 84041

(801) 499-5054 | SILVERPEAKENG.COM

JOB NO.PROJECT

SHEET NO.

DATE

BY

Normal weight concrete over steel deck 4000

Light weight concrete over steel deck 3000

Anchor Rods (Gravity) F1554 36 ASTM A563 hex (or heavy hex) nuts and

F436 Hardened washers Grade AAnchor Rods (Moment Frame) F1554 55 (or 105)

Warehouse Concrete Slab on Grade 3,000(28)/4,000(56)

Exterior Footings and Foundations 3000

Interior Footings and Foundations 3000

Tilt up wall panels 4500

Steel Pipe Sections A53 Grade B

Grout Weight 140 pcf

CMU Grade N

CMU weight 103 pcf

CMU type Lightweight

Masonry Specifications Grade/Type/Strength

Mortar Cement type S

Minimum Net Area Unit Strength 2,800 psi

Concrete Masonry Unit (CMU) f'm 2,000 psi

LVL (Microllam) 1.9E

Other Specifications

Glu-Lam (simple span) 24F-V4

Glu-lam (continuous / cantilevered) 24F-V8

Sheathing APA Rated (OSB/Ply)

Purlins DF #1

Headers

2x4 studs DF #2

Other studs DF #2

DF #2

Posts DF #1

Joists DF #2

Wood Specifications Grade / Type Other Specifications

Beams DF #1

Concrete Specifications 28d Strength (psi)

bolted connections A325 (or A490)

Concrete Slab on Grade 4000

Other Specifications

Other steel shapes and plates A36 36

35

Square or Rectangular HSS A500 Grade B or C

Oakrdige Dental

X

17-049

2/11/2019

JDL

Material specifications

Structural Steel Specifications ASTM Fy (ksi) Other specifications

Wide Flange Sections A992 50

46

Sheet:

By:

Date:


P: 801.499.50.54

Project #:

PROJECT:

psf psf

psf psf

psf psf

psf psf

psf psf

psf psf

psf psf

psf psf

psf psf

psf psf

psf psf

psf psf

psf psf

psf psf

psf psf

psf psf

psf psf

Floor Dead Loads

Floor Live Loads

Roof Dead Loads

Typ.

office exam rooms (50 + 20 partition)

exit facilities and corr.

mech. Rooms

Typical Residential Roof

Typ. 70

Roof Live Loads

Roof Live Load

150

20

70

100

ceiling

Total

mechanical

electrical / lighting

1

20

5

insulation 1

roof trusses / framing framing

Dead Loads

2

2roofing

sheating

2

Typical Residential (with Gypcrete)

sheathing 3

flooring

Oakrdige Dental

X

17-049

2/11/2019

JDL

5

mechanical 1

electrical/lighting 2

2

2

15

Live Loads

1.1/2" gypcrete 14

Total 29

ceiling 2

Sheet:

By:

Date:


P: 801.499.50.54

Project #:

PROJECT:

Uniform Snow Load Elevation ft County

ground snow load, pg psf unit wt pcf

Exposure factor, Ce

Thermal factor, Ct

Importance Factor, Is

pf = 0.7 * Ce * Ct * Is * pg psf

Snow drifts

1

2 Drift from silo roof to roof below 26 78 16 2.6 10.4 50.8 0.0 10.4

drift from high roof to low roof on South side 46 9.25 12 2.7 10.6 52.1 0.0 9.3

30

location/description lu,up lu,low ht hd w pmax pmin w,use

Snow Loads

4384 Davis County

43 20

1

1

1

Oakrdige Dental

X

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JDL

Sheet:

By:

Date:


P: 801.499.50.54

Project #:

PROJECT:

Seismic Design

Lattitude deg Building Period, T s

Longitude deg Building Height, hn ft

IBC Period Parameter, Ct

Risk Category Period Paramater, x

Site Class Calculated Period, Ta s

Importance factor, Ie Max Period Coefficient, Cu

Seismic Design Category Max Allowed Period, Tmax s

T0 = 0.2 * (Sd1/Sds)

Ts = Sd1/Sds

Long Period, TL s

Response Spectrum Data, 5% damped

Risk-Targeted Maximum Considered Earthquake (MCE) Site coefficients

Short period (0.2s) Ss g Fa

1s period S1 g Fv

Site Adjusted MCE Acceleration Design Spectral Acceleration

Sms = Fa * Ss Sms g Sds = 2/3 * Sms g

Sm1 = Fv * S1 Sm1 g Sd1 = 2/3 * Sm1 g

Analysis Type(s)

System number 1 Description

Response Modification Coefficient, R Height limitations

System Overstrength Factor, Omega

Deflection Amplification Factor, Cd

Sesimic Response Coefficient, Cs (LRFD) Seismic Drift * hsx

Seismic Response Coefficient, Cs (ASD)

Equivalent Lateral Force Distribution

8022.53 1 50.1965

Vbase = 50.1965 k = 1

50.1965

Total 11386 364.112 36

0 0 0 0 0

0 0 50.19650 0 0

50.1965199.36 12

0

12 2392.32 0.2982 14.9686

0 0 0 0 50.1965

2nd 5000 32 12 20 100 64

22 31

36 5028.48 0.62679139.68 12 31.4629 31.4629

Level ft^2 psf

3rd 386 32 12 20 0.075 3.76498 35.227925.072 12 24 601.728

Roof 6000 20 6 20 100 64

ft psf ft ft

Wall Lx Wall Ly

Height Ok

4

0.13786 0.02

0.0965

kk ft ft k

Level Area Wt Wall Tr Wall Wt

3

Cvx Fx Fx TotWi hi hx Wx*hx^k

Seismic Force Resisting System Data

Equivalent Lateral Force

Typical Lateral System

A. Bearing Wall Systems

A.13 Light-framed walls sheathed with wood structural panels rated for shear resistance or

steel sheets

6.5 65

8

1.344 1.00

0.506 1.50

1.344 0.896

0.759 0.506

0.112973924

0.564869622

Site Data

41.0113211 0

-111.914901 34

2015 0.02

II 0.75

D 0.282

17-049

Oakrdige DentalXX

2/11/2019

JDL

1 1.4

D 0.394



JOB NO.PROJECT

SHEET NO.

DATE

BY

Wind Design NOTE: all wind forces are stength level (UNO)

City Enclosure Classification

IBC Wind design in conformance with Chapter 26 & 27 ASCE 7-10

Risk Category 26, Wind Loads: General Requirements

Wind Speed, V mph 27, Wind Loads on buildings

Exposure

Building ht, h ft Roof Pitch :12 Kz zg ft

Bldg. Width (B) ft Roof Angle deg Kzt alpha

Bldg. Depth (L) ft Parapet Ht ft Kd

qz = 0.00256*Kz*Kzt*Kd*V^2 psf (strength) * 0.6 = psf (Allowable)

Main Wind Force Resisting System (STRENGTH)

Surface

Windward Walls

Leeward Walls

Side Walls

Roof (Normal, Theta > 10, +WW)

Roof (Normal, Theta > 10, -WW)

Roof (Normal, Theta > 10, LW)

Windward Parapet

Leeward Parapet

Total Windward + Leeward Wall Force psf psf

Total Windward + Leeward Parapet Force psf psf

Max Roof Uplift Force psf psf

Wind analysis per level

Levels above ground Average Level height ft

Roof Height (0 if flat) ft

Parapet Ht (0 if none) ft

Total

Roof Parallel and Normal, Theta

< 10

0 - h/2

h/2 - h

h - 2h

> 2h

G

0.85

0.85

0.85

0.85

0.85

0.85

0.85

0.85

-0.9

-0.5

-0.3

-0.2949

-0.6

Cp

0.8

-0.5

-0.7

-0.9

0.85

-15.1

-21.2

-27.196

-27.196

-15.109

-9.0652

-8.9102

-18.13

Gcpi

0.18

0.18

0.18

0.18

-1

qz

35.5

35.5

35.5

35.5

35.5

35.5

35.5

35.5

0.18

0.18

0.18

0.18

0.18

1.5

35.5

-2.5

-11.7

qzGCPi

6.4

6.4

6.4

6.4

6.4

6.4

6.4

6.4

6.4

53.3

-35.5

Combined (psf)

7.00

30.3

35.5

35.5

qzGCp

24.2

35.5 21.3

17.8

-21.5

-27.6

-33.6

-21.5

-35.5

39.3 23.6

or

or

or

-24.5

-33.6

-15.3

-0.4

30.6

-8.7

-14.8

-20.8

-20.8

-8.7

-15.5

53.3

or

or

-33.6

Roof F

73

Total F

230

0

0

0

0

-2.7

150

B

0

or

or

0.85 0.2 6.04346 35.5 0.18 6.4 12.4 or

or

or

0.73 1200

1 7

0.85

34

95

88

Oakrdige Dental

X

17-049

2/11/2019

JDL

Site Data

Enclosed

2015

II

Farmington

1 8

6

0

0

0

0

0

0

8

0

0

0

0

0

Level

Roof

Ht

0.57

Kz qh

0.57

0.57

0.57

0.57

0.57

28.1

28.1

28.1

28.1

28.1

28.1

Roof Ht

6

Parp. Ht.

0

Wall Ht.

4

0

0

0

0

0

53.3

-20.2

Strength Allow

0

230.2

Parp. F

0

Wall F

157

0

0

0

0

0

88.9

Sheet:

By:

Date:


P: 801.499.50.54

Project #:

PROJECT:

Roof Diaphragm Walls below Roof

Upper Diaphragm Walls below Upper

Lower Diaphragm Walls below Lower

Force / Level Cumulative force / Level

Diaphragm length

PLF

Diaphragm Length, x direction 95 ft Y 710 PLF

Lower Seismic 39,042 # Lower Seismic 67,441 #

dir. worst case unit force

Diaphragm Length, y direction 88 ft X 766

Total Seismic / Level

Upper Seismic 5,570 # Upper Seismic 28,399 #

Roof Sesmic 22,830 # Roof Sesmic 22,830 #

DL 32 PSF Trib Ht 12 PSF

Force 12,573 #

Force 26,469 # Total Wt 91200 PSF

Total Wt 192,000 # wt/SF 20 PSF

Force 3,143 #

Area 6000 SF Length 380

Force 2,426 # Total Wt 22800 PSF

SF

Total Wt 17,600 # wt/SF 20 PSF

SF


Force 16,543 #

Area 550 SF Length 95

Total Wt 120,000 # Force 6,286 #

Total Wt/SF 20 PSF Total Wt 45600 PSF

Seismic Snow 0 PSF wt/SF 20 PSF

17-049

Oakrdige DentalXX

2/11/2019

JDL

Load distribution for seismic


Area 6000 SF Length 380 SF



JOB NO.PROJECT

SHEET NO.

DATE

BY

Notes:

Provide hardware at locations specified on the plans and shearwall diagrams

All Holddowns and straps are Simpson Stron-Tie

Install per manufacturers specifications

LRFD

ASD

Diaphragm length

North-South Force Resisting Walls East-West Force Resisting Walls

T = C = 0 # T = C = 0 #

Shear Wall Force 0 PLF Shear Wall Force 0 PLF

Wall Length ft Wall Length 0 ft

Total Force 0 # Total Force 0 #

Max Opening Height 0 ft Max Opening Height 0 ft

Int E_W Wall no.2 Int N_S Wall no.2

trib length ft trib length 0 ft

T = C = 0 # T = C = 0 #


Wall Length 0 ft Wall Length 0 ft


Int E_W Wall no.1 Int N_S Wall no.1

trib length 0 ft trib length 0 ft

0 ft

T = C = 0 # T = C = 0 #


0 ft

T = C = 0 # T = C = 0 #



Max Opening Height ft0 Max Opening Height


trib length 0 ft trib length 0 ft

EQ 536 PLF

Controlling Lat Force N-S EQ 497 PLF Controlling Lat Force E-W WIND 138

East wall North wall

Controlling Lat Force E-W EQ 536 PLF Controlling Lat Force E-W WIND 138 PLF

Controlling Lat Force N-S EQ 710 PLF Controlling Lat Force E-W WIND 230 PLF

Controlling Forces and Shearwall Forces

Controlling Lat Force E-W EQ 766 PLF Controlling Lat Force E-W WIND 230 PLF

0 OK

C MST48 STRAP 4205 8 0 0 OK

B STHD14RJ HOLDDOWN FALSE 8 0

17-049

Oakrdige DentalXX

2/11/2019

JDL

Holddowns

Treq. Check

A STHD14 HOLDDOWN FALSE 8 0 0 OK

MARK PRODUCT TYPE CAPACITY Wall HT Vmax



0 PLF

West wall South wall

Shear Wall Force 0 PLF Shear Wall Force

trib length 0 ft trib length


PLF

Controlling force N-S EQ 497 PLF

Diaphragm Length, y direction 88 ft

Diaphragm Length, x direction 95 ft

Controlling force E-W



JOB NO.PROJECT

SHEET NO.

DATE

BY

Notes: 1. 8d common or galvanized box nails

2. 7/16" APA OSB on one side of wall

3. Block all panel edges

4. Provide 3" x 3" x 1/4" plate washers on anchor bolts (Typical)

6. 7/16" APA OSB sheathing both sides of wall.

Notes: 1. Minimum staple penetration into main member is 1"

2. Place staples parallel to panel edge

3. Provide 3/8" distance to panel edge

Table valid for shearwalls only.

Notes: 1. See shearwall table for anchor size and spacing

2. Use 3" x 3" x 1/4" plate washers to fasten anchor bolts to sill plate

3. Anchor bolts to be embeded 7-inches minimum into foudnation wall

Roof Sheathing:

Provide 5/8" or thicker APA rated panel w/ 8d common nails at 6" o.c. Edge / 12" o.c. field.

Provide 'H' clips at all unsupported edges.

Sheath beneath all overbuilds

Provide a Simpson H1 or H2.5 connector on every truss to connect truss to top plate

Floor Sheathing:

Provide 3/4" APA rated T&G panel glued and nailed w/ 10D common nails @ 6" o.c. edge / 12" o.c. field.

Provide solid blocking that extends to and is nailed to the roof sheathing with 8d common nails at 3" o.c.

in every other truss space.

SW3 490 0.5 827 16

SW4 640 0.5 827 8

SW2 380 0.5 827 24

SW5 980 0.5 827 8

Mark Sill Plate

Force

PLF

Bolt

Diameter

in

All. Shear

/ Bolt

PLF

Reqd.

Spacing

SW1 260 0.5 827 32

8 10 12 12 6.5 8 9.5

Anchor Bolt Design

8d AT

8

8 5.5 6.5 8 8 4.5 5.5 6.5

3.5 4 5

810 5.5 7

4 2.5 3.5 4 4 2 2.5 3

3 2 3 3.5

10d AT6 4 5 6

12

6

10 6.5

Common Nails in. 16 GA. 15 GA. 14 GA. Common Nails in.

10

16 GA.

EQUIVALENT SPACING OF EQUIVALENT SPACING OF

STAPLES (IN.) STAPLES (IN.)

15 GA. 14 GA.

980 1,3,4,5,6

5. Framing at adjoining panle edges shall be 3" nominal or (2) 2x nailed together with (2) rows of 16d

common nails at 12" o.c.

Staple Equivalency Chart

640 1,2,3,4,5

SW5 3 12 3 0.5 8

SW4 2 12 2 0.5 8

SW3 3 12 3 0.5 16 490 1,2,3,4,5

260 1,2,3,4

SW2 4 12 4 0.5 24 380 1,2,3,4

SW1 6 12 6 0.5 32

Notes

Edge Field 8d Dia.

17-049

Oakrdige DentalXX

2/11/2019

JDL

ShearWall Schedule

Spacing Capac.

in o.c. in o.c. in o.c. in in o.c. PLF

Mark Nailing Sill pl Anchor Bolts



JOB NO.PROJECT

SHEET NO.

DATE

BY

Project: Oakrdige Dental Project No.: 17-049By: JDL Plan Name: --

Date: 2/11/2019 Sheet: 7

Allowable Soil Bearing Pressure (Qa) = 1,500 psf (assumed)

Continuous Footings

Width (in)18 Good for 2250 plf use 10" footing w/ (2) #4 bars20 Good for 2500 plf use 10" footing w/ (2) #4 bars24 Good for 3000 plf use 10" footing w/ (2) #4 bars30 Good for 3750 plf use 10" footing w/ (3) #4 bars36 Good for 4500 plf use 12" footing w/ (3) #5 bars42 Good for 5250 plf use 12" footing w/ (4) #5 bars48 Good for 6000 plf use 12" footing w/ (4) #5 bars

Spot Footings

Mark MAX Load24" 6,000 lbs36" 13,500 lbs48" 24,000 lbs60" 37,500 lbs

UTAH AMENDED FOUNDATION CODE

Max Ht Top Edge Vert Steel Hori Steel Steel at Max Lintel Max Lintel Max GradeSupport Note 1 Note 2 Openings Length Depth Differential

2'-0" None Note 4 (2) #4 Bars (2) #4 Bars 2 ft Two inches 18" Note 54'-0" #4 @ 32" (4) #4 Bars above. (1) #4 3 ft for ea. Foot 42" Note 56'-0" Floor or #4 @ 24" (5) #4 Bars Bar ea. side 6 ft of opening 5 ft Note 68'-0" Roof (6) #4 Bars (1) #4 Bar 6 ft width 5 ft Note 69'-0" Diaphragm #4 @ 16" (7) #4 Bars below Note 3 6 ft Min. 6" 5 ft Note 6

Over 9'-0"

Notes:1. To be placed in the center of wall & extend from the footing to within 3" of the top of wall. Dowel of #4 rebar w/

standard hook shall be provided in the footing to match the vert steel with the vert leg extending 24" into fndtn wall.

2. One bar shall be located in the top 4", one bar in the bottom 4" and the other bars equally spaced between.

Corner reinforcing shall be provided so as to lap 24".

3. Bars shall be placed within 2" of the openings & extend 24" beyond edge of opening. Vert bars may terminate 3"

from the top of concrete.

4. Dowels of #4 rebar at 32" o.c. with standard hook shall be provided in the footing with vert leg extending within 3"

of the top of the fndtn wall.

5. Difference in grade from one side of the wall to the other.

6. Difference in grade from the highest grade to the lowest grade on the perimeter of fndtn.

7. ALL REBAR TO BE GRADE 60

8. 2 ft tall wall may be 6" thick. All other walls to be 8" thick.

Silver Peak Engineering

Footing & Foundation Calculations

Foundation Walls:

Engineering Required


Date: 2/11/2019 Sheet: 8

Rafter Calculations for stick framed areas

Section Properties Wood PropertiesJoist Depth (in) Area (in

2) Modulus (in

3) Inertia (in

4) CF Fb: 850 psi

2x6 5.50 8.25 7.56 20.80 1.3 Fv: 95 psi2x8 7.25 10.88 13.14 47.63 1.2 E: 1600 ksi2x10 9.25 13.88 21.39 98.93 1.12x12 11.25 16.88 31.64 177.98 1.0 Strength Factors

Cd: 1.15Cr: 1.15

Rafter Span ChartDead Load: 15 Deflection CriteriaLive Load: 30.1 L / 240

Joist Spacing load (lb) Max. Span (ft) Vmax = 2AFv/3 = w(L/2-d)

2x6 12 45 11.79 Max. span for Shear:16 60 10.71 Lshear = 2d+4AFv/3w

24 90 9.04

2x8 12 45 15.54 Mmax = SxFb = wL2/8

16 60 14.02 Max. span for Bending:24 90 11.45 Lbend = (8SxFb/w)

0.5

2x10 12 45 19.7716 60 17.12 Dmax = 5wL

4/384EI = L/d

24 90 13.98 Max. span for Deflection:

2x12 12 45 22.93 Ldefl = (384EI/5dw)0.333

16 60 19.8624 90 16.21

Note: Do not span rafters more than 6' at overbuilds.

Stud Height ChartStud spacing Maximum Height

2x4 16" o.c. 9'-0"2x4 12" o.c. 10'-6"2x6 16" o.c. 14'-6"2x6 12" o.c. 16'-6"

5-1/2" LVL 16" o.c. 18'-0"


Roof rafter calculations for stick framed areas


Date: 2/11/2019 Sheet: 9

Description:

Load: 13270.14 lb Cd: 1.00 Load Duration Factor small pg. 25Size: 2X4 Cm: 1.00 Wet Service Factor 1 under 150 deg

# used: 6 Ct: 1.00 Temperature Factor small pg. 25Area: 31.50 in^2 CF: 1.00 Size Factor big pg. 11

Fc 850.00 psi Ci: 1.00 Incinsing FactorF*c 850.00 psi

F'c = (F*c)*Cd*Cm*Ct*CF*Ci*Cp Fc*CF = 850 (When Fc*CF < 750 psi Cm = 1.0)

Fce = 504.11523 Kce 0.3E' 1.60E+06 psi 1.6

Cp = 0.4956542 Le 108 ind 3.5 inc 0.8

F'c 421.3061 psi provided Checkfc 421.27436 psi required ok

Provide: 6 2X4 D.F. #2

2X4 COLUMNS 2X6 COLUMNS

# 2X4'S HEIGHT MAX LOAD # 2X6'S HEIGHT MAX LOAD

2 8' 5,200 LB 2 8' 11,800 LB3 8' 7,800 LB 3 8' 17,000 LB4 8' 10,400 LB 4 8' 23,000 LB5 8' 13,000 LB 5 8' 29,000 LB


2 9' 4,400 LB 2 9' 11,200 LB3 9' 6,600 LB 3 9' 16,000 LB4 9' 8,800 LB 4 9' 22,000 LB5 9' 11,000 LB 5 9' 28,000 LB6 9' 13,200 LB7 9' 15,400 LB


2 10' 3,700 LB 2 10' 10,000 LB3 10' 5,600 LB 3 10' 15,000 LB4 10' 7,400 LB 4 10' 20,000 LB5 10' 9,300 LB 5 10' 26,000 LB6 10' 11,200 LB


Wood Columns

19000007,110 4,820 6670.13 3811.5 88.4669 93.8286ok 25.375 30.7 111.1 3555 2410

75.9695 80.5737 1900000

29 70 11 7 ok ok ok

3555 2410 7,110 4,820 6682.5 4455ok ok ok 25.375 30.7 111.1

5878.13 4702.5 55.6875 59.0625 1900000

29 70 15 6 ok

30.7 111.1 3555 2410 7,110 4,820

1900000

29 70 19 5 ok ok ok ok 25.375

7,110 4,820 4752 4752 36.0152 38.1979ok 25.375 30.7 111.1 3555 241029 70 24 4 ok ok ok

I,360 EV(1)ply Mallow Vallow M V I,240DL/240 LL/360 A Sxx Ixx M(1)plyDL LL Trib L. MaxSpan Chk M Chk V

7.25 Depth: 7.25 Width: 3.5(2) 1.75 x 7.25 LVL Plys: 2 Section: 1.75 x 7.25 Nominal Depth:

4021.88 3217.5 38.102 40.4112 190000019.25 17.6 48.5

ok ok 19.25 17.6 48.5 212529 70 5 7 ok ok 42.6493 19000001830 4,250 3,660 3031.88 1732.5 40.2122

4009.5 2673 45.5817 48.3442 190000017.6 48.5 2125 1830 4,250 3,66029 70 9 6 ok ok ok ok 19.25

2125 1830 4,250

28.6484 1900000

29 70 13 5 ok ok ok ok

1830 4,250 3,660 3564 3564 27.0114ok ok 19.25 17.6 48.5 212529 70 18 4 ok ok

3,660

Width: 3.5(2) 1.75 x 5.5 LVL Plys: 2 Section: 1.75 x 5.5

71.28 75.6ok

I,360 EV(1)ply Mallow Vallow M V I,240DL/240 LL/360 A Sxx Ixx M(1)ply

95

850 95 4,546 2,636 3960 1980ok ok 41.625 64.2 296.8

160000048.114 51.0364.2 296.8 850

1600000

29 70 13 4

29 70 8

DL LL Trib L. MaxSpan Chk M Chk V

Nominal Depth: 5.5 Depth: 5.5

6 ok ok ok

29 70 5 8 ok

4,546 2,636 3564 2376ok 41.625

ok ok ok ok 41.625

2,636 1893.38 2524.5 12.7803 13.5548 160000041.625 64.2 296.8 850 95 4,546

2574 2574 23.166 24.57 160000064.2 296.8 850 95 4,546 2,636

29 70 17 3 ok ok ok ok

Fv Mmax Vmax M V I,240DL/240 LL/360 A Sxx Ixx Fb

Width: 4.5


1600000

(3) 2x10 Plys: 3 Section: 2x10 Nominal Depth: 10 Depth: 9.25

2,792 2,066 2673 1782 36.0855 38.2725ok 32.625 39.4 142.9 850 95

I,360 E

27.8438 29.5313 1600000

29 70 6 6 ok ok ok

850 95 2,792 2,066 2475 1980ok ok ok 32.625 39.4 142.9

1980 1980 17.82 18.9 1600000

29 70 8 5 ok

39.4 142.9 850 95 2,792 2,066

1600000

29 70 10 4 ok ok ok ok 32.625

2,792 2,066 1447.88 1930.5 9.77316 10.3655ok 32.625 39.4 142.9 850 95

I,240 I,360 E

29 70 13 3 ok ok ok

Fb Fv Mmax Vmax M VChk V DL/240 LL/360 A Sxx Ixx

8 Depth: 7.25 Width: 4.5

DL LL Trib L. MaxSpan Chk M

(3) 2x8 Plys: 3 Section: 2x8 Nominal Depth:

1,758 2376 1188 42.768 45.36 160000027.75 42.8 197.9 850 95 3,030

31.8938 1600000

29 70 3 8 ok ok ok ok

95 3,030 1,758 2227.5 1485 30.0713ok ok 27.75 42.8 197.9 85029 70 5 6 ok ok

1,758 1584 1584 14.256 15.12 160000027.75 42.8 197.9 850 95 3,030

8.77078 1600000

29 70 8 4 ok ok ok ok

95 3,030 1,758 1225.13 1633.5 8.26959ok ok 27.75 42.8 197.9 85029 70 11 3 ok ok

1600000

Vmax M V I,240 I,360 EA Sxx Ixx Fb Fv Mmax

Width: 3

DL LL Trib L. MaxSpan Chk M Chk V DL/240 LL/360


1,862 1,378 1782 1188 24.057 25.515ok 21.75 26.3 95.3 850 95

17.4023 18.457 1600000

29 70 4 6 ok ok ok

850 95 1,862 1,378 1546.88 1237.5ok ok ok 21.75

ok ok

1188 1188 10.692 11.34 1600000

29 70 5 5 ok

26.3 95.3 850 95 1,862 1,378

26.3 95.3

8 Depth: 7.25 Width: 3

1600000

29 70 6 4 ok ok ok ok 21.75

1,862 1,378 1002.38 1336.5 6.76603 7.17609ok 21.75 26.3 95.3 850 9529 70 9 3 ok



17-049

Oakrdige DentalXX

2/11/2019

JDL

Floor Beams

I,240 I,360 EFb Fv Mmax Vmax M VChk V DL/240 LL/360 A Sxx Ixx



JOB NO.PROJECT

SHEET NO.

DATE

BY

1125.47 1193.68 190000012130 4655 36,390 13,965 29700 5940ok ok ok 73.5 171.5 1200.5

32076 7128 1093.96 1160.26 1900000

29 70 6 20 ok

171.5 1200.5 12130 4655 36,390 13,965

E

29 70 8 18 ok ok ok ok 73.5

Mallow Vallow M V I,240 I,360LL/360 A Sxx Ixx M(1)ply V(1)ply

14 Width: 5.25

DL LL Trib L. MaxSpan Chk M Chk V DL/240

795.789 1900000

(3) 1.75 x 14 LVL Plys: 3 Section: 1.75 x 14 Nominal Depth: 14 Depth:

3950 35,700 15,800 19800 3960 750.316ok ok 83.125 164.5 976.8 892529 70 4 20 ok ok

15,800 24057 5346 820.47 870.196 190000083.125 164.5 976.8 8925 3950 35,700

I,360 E

29 70 6 18 ok ok ok ok

V(1)ply Mallow Vallow M V I,240DL/240 LL/360 A Sxx Ixx M(1)plyDL LL Trib L. MaxSpan Chk M Chk V

Nominal Depth: 11.875 Depth: 11.875 Width: 7

22176 5544 672.283 713.027 1900000

(4) 1.75 x 11.875 LVL Plys: 4 Section: 1.75 x 11.875

123.4 732.6 8925 3950 26,775 11,85029 70 7 16 ok ok ok ok 62.3438

8 15 ok ok ok

M(1)ply V(1)ply Mallow Vallow M VChk V DL/240 LL/360 A Sxx Ixx

1900000

11.875 Depth: 11.875 Width: 5.25


(3) 1.75 x 11.875 LVL Plys: 3 Section: 1.75 x 11.875 Nominal Depth:

26,775 11,850 22275 5940 633.079 671.447ok 62.3438 123.4 732.6 8925 3950

E

29 70

9,480 11137.5 2970 316.539 335.724

I,240 I,360

190000049.875 79.0 375.1 5885 3160 17,655

327.816 1900000

29 70 4 15 ok ok ok ok

3160 17,655 9,480 12548.3 3861 309.083ok ok 49.875 79.0 375.1 588529 70 6 13 ok ok

Vallow M V I,240 I,360 EA Sxx Ixx M(1)ply V(1)ply Mallow

Width: 5.25


1900000

(3) 1.75 x 9.5 LVL Plys: 3 Section: 1.75 x 9.5 Nominal Depth: 9.5 Depth: 9.5

17,850 7,900 10729.1 2524.5 345.591 366.536ok 41.5625 82.3 488.4 8925 3950

384.162 407.444 1900000

29 70 3 17 ok ok ok

8925 3950 17,850 7,900 12672 3168ok ok ok 41.5625 82.3 488.4

13921.9 3712.5 395.674 419.655 1900000

29 70 4 16 ok

82.3 488.4 8925 3950 17,850 7,900

1900000

29 70 5 15 ok ok ok ok 41.5625

17,850 7,900 16978.5 4851 450.377 477.673ok 41.5625 82.3 488.4 8925 3950

412.111 437.087 1900000

29 70 7 14 ok ok ok

8925 3950 17,850 7,900 16731 5148ok ok ok 41.5625 82.3 488.4

17820 5940 405.171 429.726 1900000

29 70 8 13 ok

82.3 488.4 8925 3950 17,850 7,900

1900000

29 70 10 12 ok ok ok ok 41.5625

17,850 7,900 16471.1 5989.5 343.293 364.099ok 41.5625 82.3 488.4 8925 3950

328.263 348.158 1900000

29 70 11 11 ok ok ok

8925 3950 17,850 7,900 17325 6930ok ok ok 41.5625 82.3 488.4

17040.4 7573.5 290.583 308.194 1900000

29 70 14 10 ok

82.3 488.4 8925 3950 17,850 7,900

E

29 70 17 9 ok ok ok ok 41.5625


11.875 Width: 3.5


214.863 1900000

(2) 1.75 x 11.875 LVL Plys: 2 Section: 1.75 x 11.875 Nominal Depth: 11.875 Depth:

3160 11,770 6,320 8910 2970 202.585ok ok 33.25 52.6 250.1 588529 70 5 12 ok ok

6,320 10481.6 3811.5 218.459 231.699 190000033.25 52.6 250.1 5885 3160 11,770

223.816 1900000

29 70 7 11 ok ok ok ok

3160 11,770 6,320 11137.5 4455 211.026ok ok 33.25 52.6 250.1 588529 70 9 10 ok ok

6,320 11026.1 4900.5 188.024 199.42 190000033.25 52.6 250.1 5885 3160 11,770

178.257 1900000

29 70 11 9 ok ok ok ok

3160 11,770 6,320 11088 5544 168.071ok ok 33.25 52.6 250.1 588529 70 14 8 ok ok

6,320 10914.8 6237 144.764 153.538 190000033.25 52.6 250.1 5885 3160 11,770

112.803 1900000

29 70 18 7 ok ok ok ok

3160 11,770 6,320 9355.5 6237 106.357ok ok 33.25 52.6 250.1 588529 70 21 6 ok ok

6,320 7734.38 6187.5 73.273 77.7138 190000033.25 52.6 250.1 5885 3160 11,770

49.3389 1900000

29 70 25 5 ok ok ok ok

3160 11,770 6,320 6138 6138 46.5196ok ok 33.25 52.6 250.1 588529 70 31 4 ok ok


Width: 3.5


Floor Beams


17-049

Oakrdige DentalXX

2/11/2019

JDL177 E. ANTELOPE DR. STE. B LAYTON, UT 84041


JOB NO.PROJECT

SHEET NO.

DATE

BY

2410 7,110 4,820 6905.94 3946.25 91.5945ok ok 25.375 30.7 111.1 3555

ok

15 30 25 7 ok ok

4,820 7103.25 4735.5 80.7527 80.8423 190000025.375 30.7 111.1 3555 2410 7,110

91.6961 1900000

EMallow Vallow M V

56.1405 1900000

15 30 35 6 ok ok ok ok

2410 7,110 4,820 5919.38 4735.5 56.0783ok ok 25.375 30.7 111.1 355515 30 42 5 ok

4,820 4780.6 4780.6 36.2319 36.2721 190000025.375 30.7 111.1 3555 2410 7,11015 30 53 4 ok ok ok ok

I,240 I,360LL/360 A Sxx Ixx M(1)ply V(1)plyDL LL Trib L. MaxSpan Chk M Chk V DL/240

Width: 3.5(2) 1.75 x 7.25 LVL Plys: 2 Section: 1.75 x 7.25 Nominal Depth: 7.25 Depth: 7.25

3591.09 2052.05 47.6292 47.682 190000017.6 48.5 2125 1830 4,250 3,66015 30 13 7 ok ok ok ok 19.25

3,660 4059 2706 46.1444 46.1956 190000019.25 17.6 48.5 2125 1830 4,250

19.25 17.6 48.5

1900000

15 30 40 4 ok

15 30 20 6 ok ok ok ok

4,250 3,660 4228.13 40.0559 40.1003ok 19.25 17.6 48.5 2125 1830

EMallow Vallow M V I,240 I,360LL/360 A Sxx Ixx M(1)ply V(1)ply

27.3448 27.3752 1900000

30

15 30 30 5 ok ok ok

2125 1830 4,250 3,660 3608 3608ok ok ok

992.2

3382.5

4 11 ok ok ok

1600000

16000003,030 1,758 2728.55 67.5316 67.6065


5.5 Depth: 5.5 Width: 3.5(2) 1.75 x 5.5 LVL Plys: 2 Section: 1.75 x 5.5 Nominal Depth:

ok 27.75 42.8 197.9 850 9515

5 10 ok

850 95 3,030 1,758 2886.4 1443.2ok ok ok 27.75 42.8 197.9

63.4219 63.4922

1600000

15 30 8 8 ok

42.8 197.9 850 95 3,030 1,758

850 95 3,030 1,758 2818.75 1127.5ok ok ok 27.75 42.8 197.9

51.9552

15 30 10

52.0128 1600000

15 30

7 ok ok ok ok 27.75

3,030 1,758 2435.4 1623.6 32.8779 32.9144ok 27.75 42.8 197.9 850 95

2762.38 1578.5 43.5074 43.5556

23.7832 23.8096 1600000

15 30 12 6 ok ok ok

850 95 3,030 1,758 2114.06 1691.25ok ok ok 27.75 42.8 197.9

1600000

1713.8 1713.8 15.4242 15.4413 1600000

15 30 15 5 ok

42.8 197.9 850 95 3,030 1,758

1600000

15 30 19 4 ok ok ok ok 27.75

3,030 1,758 1268.44 1691.25 8.56195 8.57145ok 27.75 42.8 197.9 850 95

I,240 I,360 E

15 30 25 3 ok ok ok

Fb Fv Mmax Vmax M VChk V DL/240 LL/360 A Sxx Ixx




1,378 1804 902 32.472 32.508 160000021.75 26.3 95.3 850 95 1,862

24.6858 1600000

15 30 5 8 ok ok ok ok

95 1,862 1,378 1826.55 1217.7 24.6584ok ok 21.75 26.3 95.3 85015 30 9 6 ok ok

1,378 1353 1353 12.177 12.1905 160000021.75 26.3 95.3 850 95 1,862

6.85716 1600000

15 30 15 4 ok ok ok ok

95 1,862 1,378 1014.75 1353 6.84956ok ok 21.75 26.3 95.3 85015 30 20 3 ok ok

1600000

Vmax M V I,240 I,360 EA Sxx Ixx Fb Fv Mmax

Width: 3



1,071 1,045 1014.75 676.5 13.6991 13.7143ok 16.5 15.1 41.6 850 95

11.0988 11.1111 1600000

15 30 5 6 ok ok ok

850 95 1,071 1,045 986.563 789.25ok ok ok 16.5

ok ok

992.2 992.2 8.9298 8.9397 1600000

15 30 7 5 ok

15.1 41.6 850 95 1,071 1,045

15.1 41.6


1600000

15 30 11 4 ok ok ok ok 16.5

1,071 1,045 761.063 1014.75 5.13717 5.14287ok 16.5 15.1 41.6 850 9515 30 15 3 ok



17-049

Oakrdige DentalXX

2/11/2019

JDL

Roof Beams

I,240 I,360 EFb Fv Mmax Vmax M VChk V DL/240 LL/360 A Sxx Ixx



JOB NO.PROJECT

SHEET NO.

DATE

BY

1140.63 19000005320 46,665 15,960 18040 3608 1709.05ok ok 84 224.0 1792.0 1555515 30 8 20 ok ok

15,960 20092.1 4464.9 1713.11 1143.34 190000084 224.0 1792.0 15555 5320 46,665

I,600 E

15 30 11 18 ok ok ok ok

V(1)ply Mallow Vallow M V I,600DL/240 LL/360 A Sxx Ixx M(1)ply

Depth: 16 Width: 5.25


939.979 941.021 1900000

(3) 1.75 x 16 LVL - L/600 W/ BRICK Plys: 3 Section: 1.75 x 16 Nominal Depth: 16

8925 3950 35,700 15,800 24805 4961ok ok ok 83.125 164.5 976.8

27398.3 6088.5 934.425 935.46 1900000

15 30 11 20 ok

164.5 976.8 8925 3950 35,700 15,800

E

15 30 15 18 ok ok ok ok 83.125


11.875 Width: 7


686.004 1900000


3950 26,775 11,850 20092.1 4464.9 685.245ok ok 62.3438 123.4 732.6 892515 30 11 18 ok ok

11,850 25368.8 6765 721.007 721.806 190000062.3438 123.4 732.6 8925 3950 26,775

I,360 E

15 30 20 15 ok ok ok ok

V(1)ply Mallow Vallow M V I,240DL/240 LL/360 A Sxx Ixx M(1)ply

Depth: 11.875 Width: 5.25


360.503 360.903 1900000

(3) 1.75 x 11.875 LVL Plys: 3 Section: 1.75 x 11.875 Nominal Depth: 11.875

5885 3160 17,655 9,480 12684.4 3382.5ok ok ok 49.875 79.0 375.1

14291.1 4397.25 352.011 352.402 1900000

15 30 10 15 ok

79.0 375.1 5885 3160 17,655 9,480

E

15 30 15 13 ok ok ok ok 49.875


9.5 Width: 5.25


472.831 1900000


3950 17,850 7,900 14663.1 3450.15 472.307ok ok 41.5625 82.3 488.4 892515 30 9 17 ok ok

7,900 15875.2 3968.8 481.269 481.803 190000041.5625 82.3 488.4 8925 3950 17,850

469.174 1900000

15 30 11 16 ok ok ok ok

3950 17,850 7,900 16489.7 4397.25 468.654ok ok 41.5625 82.3 488.4 892515 30 13 15 ok ok

7,900 17679.2 5051.2 468.964 469.484 190000041.5625 82.3 488.4 8925 3950 17,850

422.882 1900000

15 30 16 14 ok ok ok ok

3950 17,850 7,900 17149.3 5276.7 422.414ok ok 41.5625 82.3 488.4 892515 30 18 13 ok ok

7,900 17047.8 5682.6 387.613 388.043 190000041.5625 82.3 488.4 8925 3950 17,850

370.057 1900000

15 30 21 12 ok ok ok ok

3950 17,850 7,900 17735.6 6449.3 369.647ok ok 41.5625 82.3 488.4 892515 30 26 11 ok ok

7,900 17476.3 6990.5 331.129 331.496 190000041.5625 82.3 488.4 8925 3950 17,850

296.229 1900000

15 30 31 10 ok ok ok ok

3950 17,850 7,900 17352.2 7712.1 295.901ok ok 41.5625 82.3 488.4 892515 30 38 9 ok ok

1900000


Width: 3.5



10 13 ok ok ok

5885 3160 11,770 6,320 10553.4 3517.8ok ok ok 33.25 52.6 250.1

1900000

15 30 13 12 ok

52.6 250.1 5885 3160 11,770 6,320

11,770 6,320 9527.38 2931.5 234.674 234.934ok 33.25 52.6 250.1 5885 3160

239.951

15 30 17

240.217 1900000

15 30

11 ok ok ok ok 33.25

11,770 6,320 11275 4510 213.632 213.868ok 33.25 52.6 250.1 5885 3160

11596.3 4216.85 241.692 241.96

194.672 194.888 1900000

15 30 20 10 ok ok ok

5885 3160 11,770 6,320 11415.9 5073.75ok ok ok 33.25 52.6 250.1

1900000

11545.6 5772.8 175.007 175.201 1900000

15 30 25 9 ok

52.6 250.1 5885 3160 11,770 6,320

1900000

15 30 32 8 ok ok ok ok 33.25

11,770 6,320 11049.5 6314 146.551 146.714ok 33.25 52.6 250.1 5885 3160

106.132 106.25 1900000

15 30 40 7 ok ok ok

5885 3160 11,770 6,320 9335.7 6223.8ok ok ok 33.25 52.6 250.1

7892.5 6314 74.7711 74.8539 1900000

15 30 46 6 ok

52.6 250.1 5885 3160 11,770 6,320

E

15 30 56 5 ok ok ok ok 33.25

Mallow Vallow M V I,240 I,360DL LL Trib L. MaxSpan Chk M Chk V DL/240

JDL

Roof Beams


17-049

Oakrdige DentalXX

2/11/2019

LL/360 A Sxx Ixx M(1)ply V(1)ply

9.5 Width: 3.5



JOB NO.PROJECT

SHEET NO.

DATE

BY

Description FS9.0

Square Footing DesignRev: 580000User: KW-0607329, Ver 5.8.0, 1-Dec-2003(c)1983-2003 ENERCALC Engineering Software calcs.ecw:Calculations

Scope :

Title : Job #

Description :Dsgnr: Date: 12:21PM, 11 FEB 19

General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000

53.000

53.000

0.000

4

0.000

145.00

LL & ST Loads Combine

1.330

24.00

9.000

12.00

8

6

k

3.250

3,000.0

60,000.0

1,500.00

ftDead Load k Footing Dimension

Live Load k Thickness in

Short Term Load # of Bars

Seismic Zone Bar Size

Overburden Weight psf Rebar Cover

pcf f'c psiConcrete WeightpsiFy

Allowable Soil Bearing

Load Duration Factor

psfColumn Dimension in

Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.

Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2

Reinforcing

Rebar Requirement

Actual Rebar "d" depth used 8.375 in

200/Fy 0.0033

As Req'd by Analysis 0.0038 in2

Min. Reinf % to Req'd

in2

0.0038 %

As to USE per foot of Width 0.380

Total As Req'd 3.416 in2

Min Allow % Reinf 0.0014

Summary

9.00ft square x 12.0in thick with 8- #6 bars

Max. Static Soil Pressure 1,453.64 psf Vu : Actual One-Way 62.21 psi

Allow Static Soil Pressure 1,500.00 psf Vn*Phi : Allow One-Way 93.11 psi

Max. Short Term Soil Pressure 1,453.64 psf Vu : Actual Two-Way 151.68 psi

Allow Short Term Soil Pressure 1,995.00 psf Vn*Phi : Allow Two-Way 186.23 psi

Alternate Rebar Selections...Mu : Actual 13.67

18 # 4's 12 # 5's 8 # 6'sMn * Phi : Capacity 14.06

6 # 7's 5 # 8's 4 # 9's 3 # 10's

Footing OK

Description FLOOR BEAMS

Timber Beam & JoistRev: 580006User: KW-0607329, Ver 5.8.0, 1-Dec-2003(c)1983-2003 ENERCALC Engineering Software calcs.ecw:Calculations

Scope :

Title : Job #


Timber Member Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined

6' WIN HDR W PL

Timber Section (2) 9-1/2ML

Beam Width in 9.500Beam Depth in 3.500

Le: Unbraced Length

Fb - Basic Allow psi 2,600.0Fv - Basic Allow psi 285.0Elastic Modulus ksi 1,900.0

Load Duration Factor 1.000

ft 2.00Truss Joist -

MacMillan, TImber Grade

Repetitive Status No

Member Type Manuf/Pine

Center Span Data

Span ft 7.00

24.00Dead Load #/ftLive Load #/ft 67.00

1,800.00Point #1 DL lbsLL lbs 5,142.00

@ X ft 5.000

Results Ratio = 0.9110

124.11Mmax @ Center in-k @ X = ft 4.98

fb : Actual 2,357.5Fb : Allowable psi 2,587.9

Bending OK

psi

fv : Actual 234.8Fv : Allowable psi 285.0

Shear OK

psi

Reactions

@ Left End DL lbs 598.29LL lbs 1,703.64

Max. DL+LL lbs 2,301.93

@ Right End DL lbs 1,369.71LL lbs 3,907.36

Max. DL+LL lbs 5,277.07

Ratio OKDeflections

Center DL Defl in -0.039L/Defl Ratio

Center LL Defl in 2,158.7

L/Defl Ratio -0.111

756.9Center Total Defl in -0.150

ftLocation 3.836 560.4L/Defl Ratio

Description STEEL FLOOR BEAMS

Multi-Span Steel BeamRev: 580007User: KW-0607329, Ver 5.8.0, 1-Dec-2003(c)1983-2003 ENERCALC Engineering Software calcs.ecw:Calculations

Scope :

Title : Job #


General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000

Fy - Yield Stress

All Spans Considered as Individual Beams

50.00 ksi Load Duration Factor 1.00

Span Information

STEEL BEAM FB-5STEEL BEAM FB-6STEEL BEAM FB-7DescriptionSpan ft 32.00 32.00 20.00Steel Section W21X50 W21X44 W12X30

Pin-Pin Pin-Pin Pin-Pin

2.00ft 2.00 2.00Unbraced LengthEnd Fixity

Loads

Live Load Used This Span ? Yes Yes Yes

0.648 0.595 0.595Dead Load k/ftLive Load k/ft 1.110 1.020 1.020

Results

225.02 206.72 80.75Mmax @ Cntr k-ft @ X = ft 16.00 16.00 10.00

Max @ Left End 0.00 0.00 0.00k-ftMax @ Right End 0.00 0.00 0.00k-ft

fb : Actual 28,580.8 30,397.4 25,120.7Fb : Allowable psi 33,000.0 33,000.0 33,000.0

3,573.5fv : Actual 3,553.6 5,033.7 20,000.0

psi 20,000.0Fv : Allowable 20,000.0psi

Bending OKBending OK Bending OK

psi

Reactions & Deflections

28.13 25.84 16.15Shear @ Left kShear @ Right k 28.13 25.84 16.15Reactions...

DL @ Left k 10.37 9.52 5.95LL @ Left k 17.76 16.32 10.20

Total @ Left

DL @ RightLL @ Right

Total @ Right

k 28.13 25.84 16.15

k 10.37 9.52 5.95k 17.76 16.32 10.20k 28.13 25.84 16.15

Max. Deflection in -1.453 -1.558 -0.842 @ X = ft 16.00 16.00 10.00

Span/Deflection Ratio 264.2 246.4 284.9

Query Values

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Location ftShear k 28.13 25.84 16.15 0.00 0.00 0.00 0.00 0.00Moment 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00k-ft

0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000Max. Deflection in

Description SC-1

Steel ColumnRev: 580008User: KW-0607329, Ver 5.8.0, 1-Dec-2003(c)1983-2003 ENERCALC Engineering Software calcs.ecw:Calculations

Scope :

Title : Job #


General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000

HSS6X6X1/4

12.000

12.000

12.000

46.00

1.330

Restrained

Sway Allowed

Elastic Modulus 29,000.00 ksi

1.000

1.000

Pin-Pin

Steel Section X-X Sidesway :

Column Height ft

Y-Y Sidesway :

X-X Unbraced ft KxxEnd Fixity

Y-Y Unbraced ftLive & Short Term Loads Combined Kyy

Fy ksi

Duration Factor

Loads

9.52

16.32

1.000

0.000

Axial Load...

Dead Load k Ecc. for X-X Axis Moments inLive Load k Ecc. for Y-Y Axis Moments inShort Term Load k

Summary

Section : HSS6X6X1/4, Height = 12.00ft, Axial Loads: DL = 9.52, LL = 16.32, ST = 0.00k, Ecc. = 1.000in

Unbraced Lengths: X-X = 12.00ft, Y-Y = 12.00ft

Column Design OK

Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen)

AISC Formula H1 - 1 0.3017 0.2251

AISC Formula H1 - 2 0.2768 0.2081

0.1225AISC Formula H1 - 3 0.2100

XX Axis : Fa calc'd per Eq. E2-1, K*L/r < CcYY Axis : Fa calc'd per Eq. E2-1, K*L/r < Cc

Stresses

Allowable & Actual Stresses Dead Live DL + LL DL + Short

ksiFa : Allowable 21.04 21.04 21.04 27.98 ksi

ksi

ksi ksi

fa : Actual 1.82 3.11 4.93 4.93 ksiksi ksi

Fb:xx : Allow [F3.1] 27.60 27.60 27.60 36.71 ksi

ksi

ksi ksi

fb : xx Actual 1.00 1.71 2.71 2.71 ksiksi ksi

ksi

ksi

Fb:yy : Allow [F3.1] 27.60 27.60 27.60 36.71 ksi

ksi

ksi ksi

fb : yy Actual 0.00 0.00 0.00 0.00 ksiksi ksi

Analysis Values

F'ex : DL+LL 39,306 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00

F'ey : DL+LL 39,306 psi Cb:y DL+LL 1.75Cm:y DL+LL 0.85

F'ex : DL+LL+ST 52,277 psi Cb:x DL+LL+ST 1.00Cm:x DL+LL+ST 0.60

F'ey : DL+LL+ST 52,277 psi Cb:y DL+LL+ST 1.75Cm:y DL+LL+ST 0.85

Max X-X Axis Deflection -0.041 in at 6.960 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft

Description SC-1

Steel ColumnRev: 580008User: KW-0607329, Ver 5.8.0, 1-Dec-2003(c)1983-2003 ENERCALC Engineering Software calcs.ecw:Calculations

Scope :

Title : Job #


Section Properties HSS6X6X1/4

6.000

0.233

6.000

0.233

5.24

17.80

28.600

28.600

9.540

9.540

2.340

2.340

#/ftDepth in Weight

inWeb Thick Ixx in4

Width in Iyy in4

Flange Thick in Sxx in3

Area in2 Syy in3

Rxx in

Ryy in

Section Type = HSS-Square

0.000

45.600

15.40

11.200

11.200

0.000in

Values for LRFD Design....

in3

J in4

Zx in3

Cw in6

Zy

Rt

Description FS5.0 GOOD FOR 32K


Scope :

Title : Job #



16.000

16.000

0.000

4

0.000

145.00


1.330

6.00

5.000

12.00

5

5

k

3.250

3,000.0

60,000.0

1,500.00












Reinforcing

Rebar Requirement


200/Fy 0.0033



in2

0.0019 %




Summary








3 # 7's 2 # 8's 2 # 9's 2 # 10's

Footing OK

Description FS4.0 GOOD FOR 20K


Scope :

Title : Job #



10.000

10.000

0.000

4

0.000

145.00


1.330

6.00

4.000

12.00

4

5

k

3.250

3,000.0

60,000.0

1,500.00












Reinforcing

Rebar Requirement


200/Fy 0.0033



in2

0.0014 %




Summary








2 # 7's 2 # 8's 2 # 9's 1 # 10's

Footing OK

Description ROOF BEAMS

Timber Beam & JoistRev: 580006User: KW-0607329, Ver 5.8.0, 1-Dec-2003(c)1983-2003 ENERCALC Engineering Software calcs.ecw:Calculations

Scope :

Title : Job #


Timber Member Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined

PORTE COCHERE BEAMS

6' WIN HDR W PLS RB UNDER N SILOLOWER ROOF BEAMS

Timber Section 5.125x21 (2) 9-1/2ML (3) 11-7/8ML (2) 9-1/2ML

Beam Width in21.000 9.500 11.875 9.500Beam Depth in 5.125 3.500 5.250 3.500

Le: Unbraced Length

Fb - Basic Allow psi 2,400.0 2,600.0 2,600.0 2,600.0

1.000

Fv - Basic Allow psi 240.0 285.0 285.0 285.0

Elastic Modulus ksi 1,800.0 1,900.0 1,900.0

Load Duration Factor 1.000 1.000 1.000

ft 2.00 2.00

1,900.0

2.00 2.00Douglas Fir, 24F -

V4Truss Joist -

MacMillan, Truss Joist -

MacMillan, Truss Joist -

MacMillan, TImber Grade

Repetitive Status No No No No

Manuf/PineMember Type GluLam Manuf/Pine Manuf/Pine

Center Span Data

Span ft 25.00 7.00 16.00 12.50

320.00 200.00 95.00Dead Load #/ftLive Load #/ft 480.00 300.00 356.00

470.00Dead Load #/ftLive Load #/ft 705.00

Start ft 5.000End ft 7.000

1,410.00 600.00Point #1 DL lbsLL lbs 2,115.00 900.00

@ X ft 1.000 8.000

1,410.00Point #2 DL lbsLL

@ Xlbs 2,115.00

ft 4.000

Results 0.77590.8250Ratio = 0.8967 0.7828

750.00 106.65 264.00 105.70Mmax @ Center in-k @ X = ft 12.50 4.00 8.00 6.25

fb : Actual 1,991.0 2,025.8 2,139.6 2,007.8Fb : Allowable psi 2,220.5 2,587.9 2,593.5 2,587.9

Bending OKBending OKBending OK Bending OK

psi

fv : Actual 120.4 219.6 102.7 111.9Fv : Allowable psi 240.0 285.0 285.0 285.0

Shear OK Shear OK Shear OK Shear OK

psi

Reactions

@ Left End DL lbs 4,000.00 1,947.14 1,900.00 593.75LL lbs 6,000.00 2,920.71 2,850.00 2,225.00

Max. DL+LL lbs 10000.00 4,867.86 4,750.00 2,818.75

@ Right End DL lbs 4,000.00 1,812.86 1,900.00 593.75LL lbs 6,000.00 2,719.29 2,850.00 2,225.00

Max. DL+LL lbs 10000.00 4,532.14 4,750.00 2,818.75

Ratio OK Deflection OK Deflection OK Deflection OKDeflections

Center DL Defl in -0.395 -0.061 -0.275 -0.110L/Defl Ratio

Center LL Defl in 759.4 1,382.3 697.1 1,365.7

L/Defl Ratio -0.593 -0.091 -0.413 -0.412

506.3 921.5 464.7 364.5Center Total Defl in -0.988 -0.152 -0.689 -0.521

3.556 8.000 6.250ftLocation 12.500 303.8 552.9 278.8 287.7L/Defl Ratio

Current Date: 10/3/2018 18:05

Units system: English

File name: S:\Silverpeak Projects\2017 Projects\17-049 Brian Call Dental Farmington\Structural\CALCS\MOMENT FRAMES.etz\

Steel Code Check____________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________

Report: Summary - Group by member

Load conditions to be included in design :

D1=1.4DL

D2=1.2DL+1.6LL

D3=1.2DL+0.5Wx

D4=1.2DL+Wx

D5=1.2DL+LL+Wx

D6=1.2DL+EQx

D7=1.2DL+LL+EQx

D8=0.9DL+Wx

D9=0.9DL+EQx

------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Description Section Member Ctrl Eq. Ratio Status Reference

------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

BEAM W 24X62 2 D7 at 100.00% 0.97 OK Eq. H1-1b

------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

COLUMN W 14X82 1 D9 at 100.00% 0.92 OK Eq. H1-1b

3 D7 at 100.00% 0.96 OK Eq. H1-1b

------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Page1

Current Date: 10/3/2018 18:06Units system: EnglishFile name: S:\Silverpeak Projects\2017 Projects\17-049 Brian Call Dental Farmington\Structural\CALCS\MOMENT FRAMES.etz\

STRUCTURAL CALCULATIONS...2019/02/17 · Wood ANSI/AWC NDS-2015 Metal Stud Steel ANSI/AISC 360-10 /...

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