Engineering Letter - Distinctive Dentistry - 6-18-21FROELICH
ENGINEER S
CIVIL • STRUCTURAL Structural - Engineering Letter
06-18-2021
Big Sky Northwest
19560 381h Ave NE
Lake Forest, WA 98155
Attn: Dustin Long
RE: Distinctive Dentistry
22815 Edmonds Way,
Edmonds, WA 98020
This letter is to confirm that Froelich Engineers, Inc. has reviewed information provided by Dustin Long (
Big Sky Northwest) and Phil Showstead for the Distinctive Dentistry to verify that the construction
modifications are structurally acceptable. This letter only approves sections noted in this letter on
information provided by the contractor. Outside of this scope has not been reviewed and this letter does
not cover them.
See attached calculations for ceiling joist and new beam at end of letter showing structural adequacy of
the framing. Sketch 1 and typical section show the layout of area of remodel with existing members and
new framing noted. Beam framing sketch shows the connections from the new beam and new columns
to the existing framing. Pictures 1-4 show existing framing matches sketch 1, typical section, and beam
framing sketch Where joists have been cut along the new corridor provide 2x10 ceiling joist spanning
between the two beams and attached on each end to joists with (3) 0.148x3" nails.
Conditions shown in attached letter are structurally acceptable fix for the remodel of the Distinctive
Dentistry in Edmonds Washington.
Please feel free to contact our office if you have any questions.
Faramarz Dean Azimi, PE, SE Principal
www.froelich-enqineers.com
10 MAIN OFFICE 17700 SW Upper Boones Ferry Road, Suite 115 Portland, Oregon 97224 503-624-7005
Q CENTRAL OREGON 745 NW Mt. Washington Drive, Suite 204 Bend, Oregon 97703 541-383-1828
10 DENVER OFFICE 1333 W. 1201h Avenue, Suite 109, Westminster, Colorado 80234 720-799-1001
FROELICH
ENGINEER S
CIVIL • STRUCTURAL Structural - Engineering Letter
Sketch 1
A.......................................
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beam
(E) 2X4 ROOF RAFTER
(E) DBL 2X10 CEILING JOIST
Typical Section
tE) CONT (2) 2X10 RIDGE
BOARD DIRECTLY SITTING (E) CONT 2X6 WEDGED
ON CEILING JOISTS BETWEEN ROOF JOISTS AND
CEILING JOISTS
(x� (N) 3.112X9 1/4 PSL 2.0
r� TYP
(N)H2.5A CLIP
EA JOIST TYP
WHERE CEILING JOIST IS CUT
ALONG THE CORRIDOR
PROVIDE MINIMUM 2X10
SPANNING ACROSS THE (2)
BEAMS WITH (3) 0.148X3-
NAILS INTO DBL CEILING
JOIST ON EACH END
www.froelich-enqineers.com
10 MAIN OFFICE 17700 SW Upper Boones Ferry Road, Suite 115 Portland, Oregon 97224 503-624-7005
Q CENTRAL OREGON 745 NW Mt. Washington Drive, Suite 204 Bend, Oregon 97703 541-383-1828
10 DENVER OFFICE 1333 W. 1201h Avenue, Suite 109, Westminster, Colorado 80234 720-799-1001
FROELICH
ENGINEER S
CIVIL • STRUCTURAL Structural - Engineering Letter
Beam Framing (drawn by other)
www.froelich-enqineers.com
10 MAIN OFFICE 17700 SW Upper Boones Ferry Road, Suite 115 Portland, Oregon 97224 503-624-7005
Q CENTRAL OREGON 745 NW Mt. Washington Drive, Suite 204 Bend, Oregon 97703 541-383-1828
10 DENVER OFFICE 1333 W. 1201h Avenue, Suite 109, Westminster, Colorado 80234 720-799-1001
FROELICH
ENGINEER S
CIVIL • STRUCTURAL Structural - Engineering Letter
Picture 1
i
lm
www.froelich-enqineers.com
10 MAIN OFFICE 17700 SW Upper Boones Ferry Road, Suite 115 Portland, Oregon 97224 503-624-7005
Q CENTRAL OREGON 745 NW Mt. Washington Drive, Suite 204 Bend, Oregon 97703 541-383-1828
10 DENVER OFFICE 1333 W. 1201h Avenue, Suite 109, Westminster, Colorado 80234 720-799-1001
FROELICH
ENGINEER S
CIVIL • STRUCTURAL Structural - Engineering Letter
Picture 2
www.froelich-enqineers.com
10 MAIN OFFICE 17700 SW Upper Boones Ferry Road, Suite 115 Portland, Oregon 97224 503-624-7005
Q CENTRAL OREGON 745 NW Mt. Washington Drive, Suite 204 Bend, Oregon 97703 541-383-1828
10 DENVER OFFICE 1333 W. 1201h Avenue, Suite 109, Westminster, Colorado 80234 720-799-1001
FROELICH
ENGINEER S
CIVIL • STRUCTURAL Structural - Engineering Letter
Picture 3
www.froelich-enqineers.com
10 MAIN OFFICE 17700 SW Upper Boones Ferry Road, Suite 115 Portland, Oregon 97224 503-624-7005
Q CENTRAL OREGON 745 NW Mt. Washington Drive, Suite 204 Bend, Oregon 97703 541-383-1828
10 DENVER OFFICE 1333 W. 1201h Avenue, Suite 109, Westminster, Colorado 80234 720-799-1001
FROELICH
ENGINEER S
CIVIL STRUCTURAL Structural - Engineering Letter
Picture 4
•:ems._ � !�� j / .
,
y r
G
p -fir, —`'__ _-
I
www.froelich-enqineers.com
10 MAIN OFFICE 17700 SW Upper Boones Ferry Road, Suite 115 Portland, Oregon 97224 503-624-7005
Q CENTRAL OREGON 745 NW Mt. Washington Drive, Suite 204 Bend, Oregon 97703 541-383-1828
10 DENVER OFFICE 1333 W. 1201h Avenue, Suite 109, Westminster, Colorado 80234 720-799-1001
WoodWorks ®R
COMPANY
PROJECT
SOFTWARE FOR WOOD DESIGN
June 17, 2021 08:57
Ceiling Joist
Design Check Calculation Sheet
Wood Works Sizer 2019 (Update 1)
Loads:
Load
Type
Distribution
Pat-
Location [ft]
Magnitude
Unit
tern
Start End
Start End
Loadl
Dead
Point
6.00
240
lbs
Load2
Snow
Point
6.00
300
lbs
Self -weight
Dead
Full UDL
6.6
plf
Unfactored•
Dead
Snow
Factored:
160
151
159
149
Total
310
309
Bearing:
Capacity
Beam
937
937
Support
1055
1055
Des ratio
Beam
0.33
0.33
Support
0.29
0.29
Load comb
#2
#2
Length
0.50*
0.50*
Min req'd
0.50*
0.50*
Cb
1.00
1.00
Cb min
1.00
1.00
Cb support
1.13
1.13
Fcp sup
625
625
Criterion
Analysis Value
Design Value
Unit
Analysis/Design
Shear
fv = 17
Fv' = 207
psi
fv/Fv' = 0.08
Bending(+)
fb = 488
Fb' = 649
psi
fb/Fb' = 0.75
Live Defl'n
0.06 = < L/999
0.40 = L/360
in
0.14
Total Defl'n
0.14 = < L/999
0.60 = L/240
in
0.23
❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
Ceiling Joist WoodWorks® Sizer 2019 (Update 1) Page 2
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL
CF Cfu Cr
Cfrt
Ci Cn
LC#
Fv' 180 1.15 1.00 1.00 -
- - -
1.00
1.00 1.00
2
Fb'+ 1000 1.15 1.00 1.00 0.513
1.100 - 1.00
1.00
1.00 -
2
Fcp' 625 - 1.00 1.00 -
- - -
1.00
1.00 -
-
E' 1.7 million 1.00 1.00 -
- - -
1.00
1.00 -
2
Emin' 0.62 million 1.00 1.00 -
- - -
1.00
1.00 -
2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+S
Bending(+): LC #2 = D+S
Deflection: LC #2 = D+S (live)
LC #2 = D+S (total)
Bearing Support 1 - LC #2 = D+S
Support 2 - LC #2 = D+S
D=dead L=live S=snow W=wind I=impact Lr=roof
live Lc=concentrated
E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16
2.4 / IBC 2018
1605.3.2
CALCULATIONS:
V max = 310, V design = 305 lbs; M(+) =
1739 lbs-ft
EI = 168.18e06 lb-in^2/ply
"Live" deflection is due to all non -dead
loads (live, wind,
snow...)
Total deflection = 1.5 dead + "live"
Lateral stability(+): Lu = 12.00' Le =
22.06' RB = 33.0;
b = single
ply width
Design Notes:
1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National
Design Specification (NDS 2018), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) and
that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required.
5. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance.
Title Block Line 1
Project Title:
You can change this area
Engineer:
using the "Settings" menu item
Project ID:
and then using the "Printing &
Project Descr:
Title Block" selection.
Title Block Line 6
Printed: 17 JUN 2021, 9:05AM
Wood Beam
File: New Beam.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
DESCRIPTION: New Beam
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design
Fb
+
2900 psi
E : Modulus of Elasticity
Load Combination ASCE 7-10
Fb
-
2900 psi
Ebend- xx 2000 ksi
Fc
- Prll
2900 psi
Eminbend - xx 1016.535 ksi
Wood Species : iLevel Truss Joist
Fc
- Perp
750 psi
Wood Grade : Parallam PSL 2.0E
Fv
290 psi
Ft
2025 psi
Density 45.07 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
HAW(%
3.5x9.25
Span = 15.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.150, S = 0.1880 , Tributary Width =1.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.685 1 Maximum Shear Stress Ratio =
0.316 11
Section used for this span
3.5x9.25
Section used for this span
3.5x9.25
fb: Actual =
2,285.55psi
fv: Actual =
105.45 psi
Fb: Allowable =
3,335.00psi
Fv: Allowable =
333.50 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
7.500ft
Location of maximum on span =
14.234 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.467 in Ratio =
385>=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.839 in Ratio =
214 >=180
Max Upward Total Deflection
0.000 in Ratio =
0 <180
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length
Span # M V
C d
C FN
C i
Cr
C m
C t
C L
M
fb
Fb
V
N
Fv
D Only
0.00
0.00
0.00
0.00
Length = 15.0 ft
1 0.389 0.179
0.90
1.000
1.00
1.00
1.00
1.00
1.00
4.22
1,014.30
2610.00
1.01
46.80
261.00
+D+S
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 15.0 ft
1 0.685 0.316
1.15
1.000
1.00
1.00
1.00
1.00
1.00
9.51
2,285.55
3335.00
2.28
105.45
333.50
+D+0.750S
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 15.0 ft
1 0.590 0.272
1.15
1.000
1.00
1.00
1.00
1.00
1.00
8.18
1,967.73
3335.00
1.96
90.79
333.50
+0.60D
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 15.0 ft
1 0.131 0.061
1.60
1.000
1.00
1.00
1.00
1.00
1.00
2.53
608.58
4640.00
0.61
28.08
464.00
Overall Maximum Deflections
Load Combination
Span
Max. ""
Defl
Location
in Span
Load Combination
Max. °+° Defl
Location
in Span
+D+S
1
0.8388
7.555
0.0000
0.000
Title Block Line 1
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using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Wood Beam
DESCRIPTION: New Beam
Vertical Reactions
Project Title:
Engineer:
Project ID:
Project Descr:
Support notation : Far left is #1
Printed: 17 JUN 2021, 9:05AM
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
2.535
2.535
Overall MINimum
1.410
1.410
D Only
1.125
1.125
+D+S
2.535
2.535
+D+0.750S
2.183
2.183
+0.60D
0.675
0.675
SOnly
1.410
1.410