structural calculations...2019/02/17 · wood ansi/awc nds-2015 metal stud steel ansi/aisc 360-10 /...
TRANSCRIPT
(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
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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
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JDL
Material specifications
Structural Steel Specifications ASTM Fy (ksi) Other specifications
Wide Flange Sections A992 50
46
Sheet:
By:
Date:
177 E Antelope Drive #B, Layton, Utah, 84041
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
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5
mechanical 1
electrical/lighting 2
2
2
15
Live Loads
1.1/2" gypcrete 14
Total 29
ceiling 2
Sheet:
By:
Date:
177 E Antelope Drive #B, Layton, Utah, 84041
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
17-049
2/11/2019
JDL
Sheet:
By:
Date:
177 E Antelope Drive #B, Layton, Utah, 84041
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
177 E. ANTELOPE DR. STE. B LAYTON, UT 84041
(801) 499-5054 | SILVERPEAKENG.COM
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:
177 E Antelope Drive #B, Layton, Utah, 84041
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
DL 32 PSF Trib Ht 12 PSF
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
DL 20 PSF Trib Ht 6 PSF
Area 6000 SF Length 380 SF
177 E. ANTELOPE DR. STE. B LAYTON, UT 84041
(801) 499-5054 | SILVERPEAKENG.COM
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 #
Shear Wall Force 0 PLF Shear Wall Force 0 PLF
Wall Length 0 ft Wall Length 0 ft
Total Force 0 # Total Force 0 #
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 #
Shear Wall Force 0 PLF Shear Wall Force 0 PLF
0 ft
T = C = 0 # T = C = 0 #
Wall Length 0 ft Wall Length 0 ft
Total Force 0 # Total Force 0 #
Max Opening Height ft0 Max Opening Height
Total Force 0 # Total Force 0 #
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
Max Opening Height 0 ft Max Opening Height 0 ft
Wall Length 0 ft Wall Length 0 ft
0 PLF
West wall South wall
Shear Wall Force 0 PLF Shear Wall Force
trib length 0 ft trib length
Max Opening Height 0 ft Max Opening Height 0 ft
PLF
Controlling force N-S EQ 497 PLF
Diaphragm Length, y direction 88 ft
Diaphragm Length, x direction 95 ft
Controlling force E-W
177 E. ANTELOPE DR. STE. B LAYTON, UT 84041
(801) 499-5054 | SILVERPEAKENG.COM
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
177 E. ANTELOPE DR. STE. B LAYTON, UT 84041
(801) 499-5054 | SILVERPEAKENG.COM
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
Project: Oakrdige Dental Project No.: 17-049By: JDL Plan Name: --
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"
Silver Peak Engineering
Roof rafter calculations for stick framed areas
Project: Oakrdige Dental Project No.: 17-049By: JDL Plan Name: --
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
# 2X4'S HEIGHT MAX LOAD # 2X6'S HEIGHT MAX LOAD
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
# 2X4'S HEIGHT MAX LOAD # 2X6'S HEIGHT MAX LOAD
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
Silver Peak Engineering
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
DL LL Trib L. MaxSpan Chk M Chk V
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
(2) 2x10 Plys: 2 Section: 2x10 Nominal Depth: 10 Depth: 9.25
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
DL LL Trib L. MaxSpan Chk M
(2) 2x8 Plys: 2 Section: 2x8 Nominal Depth:
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
177 E. ANTELOPE DR. STE. B LAYTON, UT 84041
(801) 499-5054 | SILVERPEAKENG.COM
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
DL LL Trib L. MaxSpan Chk M
(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
DL LL Trib L. MaxSpan Chk M Chk V DL/240 LL/360
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
Mallow Vallow M V I,240 I,360LL/360 A Sxx Ixx M(1)ply V(1)ply
11.875 Width: 3.5
DL LL Trib L. MaxSpan Chk M Chk V DL/240
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
Vallow M V I,240 I,360 EA Sxx Ixx M(1)ply V(1)ply Mallow
Width: 3.5
DL LL Trib L. MaxSpan Chk M Chk V DL/240 LL/360
Floor Beams
(2) 1.75 x 9.5 LVL Plys: 2 Section: 1.75 x 9.5 Nominal Depth: 9.5 Depth: 9.5
17-049
Oakrdige DentalXX
2/11/2019
JDL177 E. ANTELOPE DR. STE. B LAYTON, UT 84041
(801) 499-5054 | SILVERPEAKENG.COM
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
DL LL Trib L. MaxSpan Chk M Chk V DL/240
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
10 Depth: 9.25 Width: 3
DL LL Trib L. MaxSpan Chk M
(2) 2x10 Plys: 2 Section: 2x10 Nominal Depth:
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
DL LL Trib L. MaxSpan Chk M Chk V DL/240 LL/360
(2) 2x8 Plys: 2 Section: 2x8 Nominal Depth: 8 Depth: 7.25
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
6 Depth: 5.5 Width: 3
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
DL LL Trib L. MaxSpan Chk M
(2) 2x6 Plys: 2 Section: 2x6 Nominal Depth:
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
177 E. ANTELOPE DR. STE. B LAYTON, UT 84041
(801) 499-5054 | SILVERPEAKENG.COM
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
DL LL Trib L. MaxSpan Chk M Chk V
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
Mallow Vallow M V I,240 I,360LL/360 A Sxx Ixx M(1)ply V(1)ply
11.875 Width: 7
DL LL Trib L. MaxSpan Chk M Chk V DL/240
686.004 1900000
(4) 1.75 x 11.875 LVL Plys: 4 Section: 1.75 x 11.875 Nominal Depth: 11.875 Depth:
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
DL LL Trib L. MaxSpan Chk M Chk V
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
Mallow Vallow M V I,240 I,360LL/360 A Sxx Ixx M(1)ply V(1)ply
9.5 Width: 5.25
DL LL Trib L. MaxSpan Chk M Chk V DL/240
472.831 1900000
(3) 1.75 x 9.5 LVL Plys: 3 Section: 1.75 x 9.5 Nominal Depth: 9.5 Depth:
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
Vallow M V I,240 I,360 EA Sxx Ixx M(1)ply V(1)ply Mallow
Width: 3.5
DL LL Trib L. MaxSpan Chk M Chk V DL/240 LL/360
(2) 1.75 x 11.875 LVL Plys: 2 Section: 1.75 x 11.875 Nominal Depth: 11.875 Depth: 11.875
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
(2) 1.75 x 9.5 LVL Plys: 2 Section: 1.75 x 9.5 Nominal Depth: 9.5 Depth:
17-049
Oakrdige DentalXX
2/11/2019
LL/360 A Sxx Ixx M(1)ply V(1)ply
9.5 Width: 3.5
177 E. ANTELOPE DR. STE. B LAYTON, UT 84041
(801) 499-5054 | SILVERPEAKENG.COM
JOB NO.PROJECT
SHEET NO.
DATE
BY
Page 1
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
Page 1
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 #
Description :Dsgnr: Date: 12:21PM, 11 FEB 19
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
Page 1
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 #
Description :Dsgnr: Date: 12:21PM, 11 FEB 19
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
Page 1
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 #
Description :Dsgnr: Date: 12:21PM, 11 FEB 19
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
Page 2
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 #
Description :Dsgnr: Date: 12:21PM, 11 FEB 19
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
Page 1
Description FS5.0 GOOD FOR 32K
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
16.000
16.000
0.000
4
0.000
145.00
LL & ST Loads Combine
1.330
6.00
5.000
12.00
5
5
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 8.438 in
200/Fy 0.0033
As Req'd by Analysis 0.0015 in2
Min. Reinf % to Req'd
in2
0.0019 %
As to USE per foot of Width 0.259
Total As Req'd 1.296 in2
Min Allow % Reinf 0.0014
Summary
5.00ft square x 12.0in thick with 5- #5 bars
Max. Static Soil Pressure 1,425.00 psf Vu : Actual One-Way 33.41 psi
Allow Static Soil Pressure 1,500.00 psf Vn*Phi : Allow One-Way 93.11 psi
Max. Short Term Soil Pressure 1,425.00 psf Vu : Actual Two-Way 105.71 psi
Allow Short Term Soil Pressure 1,995.00 psf Vn*Phi : Allow Two-Way 186.23 psi
Alternate Rebar Selections...Mu : Actual 5.54
7 # 4's 5 # 5's 3 # 6'sMn * Phi : Capacity 11.35
3 # 7's 2 # 8's 2 # 9's 2 # 10's
Footing OK
Page 1
Description FS4.0 GOOD FOR 20K
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
10.000
10.000
0.000
4
0.000
145.00
LL & ST Loads Combine
1.330
6.00
4.000
12.00
4
5
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 8.438 in
200/Fy 0.0033
As Req'd by Analysis 0.0009 in2
Min. Reinf % to Req'd
in2
0.0014 %
As to USE per foot of Width 0.259
Total As Req'd 1.037 in2
Min Allow % Reinf 0.0014
Summary
4.00ft square x 12.0in thick with 4- #5 bars
Max. Static Soil Pressure 1,395.00 psf Vu : Actual One-Way 22.13 psi
Allow Static Soil Pressure 1,500.00 psf Vn*Phi : Allow One-Way 93.11 psi
Max. Short Term Soil Pressure 1,395.00 psf Vu : Actual Two-Way 63.93 psi
Allow Short Term Soil Pressure 1,995.00 psf Vn*Phi : Allow Two-Way 186.23 psi
Alternate Rebar Selections...Mu : Actual 3.28
6 # 4's 4 # 5's 3 # 6'sMn * Phi : Capacity 11.35
2 # 7's 2 # 8's 2 # 9's 1 # 10's
Footing OK
Page 1
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 #
Description :Dsgnr: Date: 12:21PM, 11 FEB 19
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\