Specifications BuF2O13- X1 (0-1
. i
-gull
-I Delson Engineering, Inc. 1204 NE 146Th AVE
VANCOUVER,WA.98684
PHONE: (360)944-7094
Structural Calculations
For RECEIVED
BELLA INSITUTE
11565 SW HALL BLVD SUITE-D SL? 18 2013
TIGARD, OR 97223 CITY OFTIGARD
BUILDING DIVISION
(JOB#: E13-8-50)
DESIGN CRITERIA: IBC 2009
SNOW 25 PSF
Table of Contents:
GRAVITY LOAD ANALYSIS FR-1 to FR-6
PLANS COPY S-1 to S-4
� oit'OFsssi
•
.4,049..
v0 9 1eb.1
tiNJ, DO--0
EXPIRES: 12-31- /
EXCLUSION OF LIABILITIES
I. DISCLAIMER AND RELEASE
BUYER HEREBY WAIVES,RELEASES AND RENOUNCES ALL WARRANTIES(EXPRESSED OR IMPLIED),
OBLIGATIONS,AND
LIABILITIES OF DELSON DESIGN&ENGINEERING,INC.AND ALL OTHER RIGHTS,CLAIMS AND REMEDIES
AGAINST DELSON DESIGN&ENGINEERING,INC.(EXPRESS OR IMPLIED)WITH RESPECT TO ANY
NONCONFORMITY,IMPROPER INSTALLATION,WORKMANSHIP OR MATERIALS.
H.EXCLUSION OF CONSEQUENTIAL AND OTHER DAMAGES
DELSON DESIGN&ENGINEERING,INC.SHALL HAVE NO OBLIGATION OF LIABILITY,WHETHER ARISING IN
CONTRACT(INCLUDING WARRANTY),TORT(INCLUDING ACTIVE,PASSIVE OR IMPUTED NEGLIGENCE)OR
OTHERWISE,FOR LOSS OF USE,REVENUE OR PROFIT,OR FOR ANY OTHER INCIDENTAL OR CONSEQUENTIAL
DAMAGES.ADAPTATION OF THE DESIGN TO MEET SPECIFIC SITE CONDITIONS,SPECIFIC STATE OR LOCAL
CODES AND REGULATIONS,IS THE RESPONSIBILITY OF THE BUYER.
III.THIS PRODUCT IS FOR SINGLE USE ONLY AND IS NOT TO BE REUSED WITHOUT SPECIFIC
AUTHORIZATION.
DELSON ENGINEERING INC. Project Title: BELLA-INSTITUTE
1,204 NE 146 AVE Engineer: Project ID: E13-8-50
• VANCOUVER,WA 98684 Project Descr: 11565 SW HALL BLVD-SUITE-D,TIGARD 97223
360-944-7094
JOHN @DELSONENGINEERING.COM _. f
- CELL 360-281-8353
Wood Beam File=e!E13,i0BS1E13-.CA-1SE16018-11E13.8--1.EC6
ENERCALC,INC 1983-2013iSuild6.13:8.31,VecG 13.8.31
Lic.#:KW-06002311 Licensee:JOHN DELSON
Description: UFB-1
CODE REFERENCES
Calculations per NDS 2005, IBC 2009,CBC 2010,ASCE 7-10
Load Combination Set:ASCE 7-05
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticify
Load Combination ASCE 7-05 Fb-Compr 1,850.0 psi Ebend-xx 1,800.Oksi
Fc-Pr!' 1,650.0 psi Eminbend-xx 930.0 ksi
Wood Species : D F/D F Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi
Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi
Ft 1,100.0 psi Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
D(0.1725) L(0.575)
!11lMillIlliillMIIIIIIIIR
I i i i $
5.125x15
Span = 18.0 ft
• Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.0150, L=0.050 ksf, Tributary Width=11.50 ft,(FLOOR)
DESIGN SUMMARY Design OK
• Maximum Bending Stress Ratio = 0.793 1 Maximum Shear Stress Ratio = 0.427 : 1
Section used for this span 5.125x15 Section used for this span 5.125x15
fb:Actual = 1,890.26psi fv:Actual = 113.06 psi
FB:Allowable = 2,383.50 psi Fv:Allowable = 265.00 psi
Load Combination +D+L+H Load Combination +D+i-+H
Location of maximum on span = 9.000ft Location of maximum on span = 16.752 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.527 in Ratio= 410
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.684 in Ratio= 315
Max Upward Total Deflection 0.000 in Ratio= 0<240
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max. Deft Location in Span Load Combination Max.'+'Defl Location in Span
D+L 1 0.6845 9.066 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 6.728 6.728
D Only 1.553 1.553
L Only 5.175 5.175
D+L 6.728 6.728
DELSON ENGINEERING INC. Project Title: BELLA-INSTITUTE
1?04• VANCOUVER,O VE ,AVE WA Project Descr: 11565 SW HALL BLVD-SUITE-D, GA Di 97223
VANCOUVER,WA 98684 1
360-944-7094
JOHN @DELSONENGINEERING.COM - _ Z
• CELL 360-281-8353
File=e:1E13-.1OBS\E13-CA-11E16018-11E13-8-1.EC6
Wood Beam ENERCALC,INC.1983-2M Bwld:6.13.8:31,Verb.13.8.31
Lic.#:KW-06002311 Licensee:JOHN DELSON
Description: UFB-1-B
CODE REFERENCES
Calculations per NDS 2005, IBC 2009,CBC 2010,ASCE 7-10
Load Combination Set:ASCE 7-05
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-05 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi
Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi
Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi
Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi
Ft 1,100.0 psi Density 32.210 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
D(0.1725) L(0.575)
+ * + i
6.75x13.5
Span = 18.Oft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.0150, L=0.050 ksf, Tributary Width=11.50 ft,(FLOOR)
DESIGN SUMMARY ___.___._.._......._........._._._ Design OK •
- Maximum Bending Stress Ratio = 0.756 1 Maximum Shear Stress Ratio = 0.366 : 1 '
Section used for this span 6.75x13.5 Section used for this span 6.75x13.5
fb:Actual = 1,771.85psi fv:Actual = 97.00 psi
FB:Allowable = 2,343.31 psi Fv:Allowable = 265.00 P si
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 9.000ft Location of maximum on span = 16.883ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.548 in Ratio= 393
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.713 in Ratio= 302
Max Upward Total Deflection 0.000 in Ratio= 0<240
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max."'Defl Location in Span Load Combination Max.'+"Defl Location in Span
D+L 1 0.7129 9.066 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 6.728 6.728
D Only 1.553 1.553
L Only 5.175 5.175
D+L 6.728 6.728
CaSON ENGINEERING INC. Project Title: BELLA-INSTITUTE
. 1204 NE 146 AVE Engineer: Project ID: E13-8-50
VANCOUVER,WA 98684 Project Descr: 11565 SW HALL BLVD-SUITE-D,TIGARD 97223
360-944-7094
JOHN @DELSONENGINEERING.COM �g--3
CELL 360-281-8353
Wood Beam File=a:1E13JOeSiE13 71E16ot81tE13-8..-1.EC6
ENERGkLG INC.'1983.28 Bu a:38,31;V�r.13:8.31
Lic.#:KW-06002311
. Licensee :JOHN DELSON
Description: UFB-2
CODE REFERENCES
Calculations per NDS 2005, IBC 2009,CBC 2010,ASCE 7-10
Load Combination Set:ASCE 7-05
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-05 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi
Fc-Prll 1,650.0 psi Eminbend-xx 930.0ksi
Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi
Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi
Ft 1,100.0 psi Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
D(6.73) 1
D(1.255) S(0.425)
i i i i i
I
4111 III
3.125x12
Span = 5.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=17.0 ft,(ROOF)
Point Load: D=6.730 k R 1.50 ft,(ROOF)
, DESIGN SUMMARY,-___...._.... Design OK
' Maximum Bending Stress Ratio • = 0.589 1 Maximum Shear Stress Ratio = 0.867 : 1
Section used for this span 3.125x12 Section used for this span 3.125x12
fb:Actual = 1,413.10psi fv:Actual = 229.64 psi
FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 1.515ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.007 in Ratio= 8084
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.042 in Ratio= 1430
Max Upward Total Deflection 0.000 in Ratio= 0<240
Overall Maximum Deflections-Unfactored Loads — -----
Load Combination Span Max.""Defl Location in Span Load Combination Max."+'Defl Location in Span
D+S 1 0.0419 2.318 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 6.411 3.719
D Only 5.349 2.657
S Only 1.063 1.063
D+S 6.411 3.719
,
. - DELSON ENGINEERING INC. Project Title: BELLA-INSTITUTE
1204 VANCOUVER,O VE ,AVE WA Engineer:r Project Descr: 11565 SW HALL BLVD-SUITE-D,TIGARD 97223
•
VANCOUVER,WA 98684 1
360-944-7094
JOHN @DELSONENGINEERING.COM F'rt -4
CELL 360-281-8353
Wood B @3t17 Fde e:1E.1340BS1E1 .CA-11E16018-41F134-,EC6
ENERCALC,INC.1983-2013,:B 6.'f3.&31,ver.8 13:8.91
Lic.#:KW-06002311 Licensee:JOHN DELSON
' Description: RB-1
CODE REFERENCES
Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10
Load Combination Set:ASCE 7-05
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-05 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0ksi
Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi
Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi
Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi
Ft 1,100.0 psi Density 32.210 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
D(0.105) S(0.175)
* $ *
3.125x9
Span = 12.0 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=7.0 ft,(ROOF)
DESIGN SUMMARY Design OK
. Maximum Bending Stress Ratio = 0.597 1 Maximum Shear Stress Ratio = 0.296 : 1
Section used for this span 3.125x9 Section used for this span 3.125x9
fb:Actual = 1,433.60 psi fv:Actual = 78.48 psi
FB:Allowable = 2,400.00psi Fv:Allowable = 265.00 psi
Load Combination +D+5+H Load Combination +D+S+H
Location of maximum on span = 6,000ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.240 in Ratio= 599
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360
Max Downward Total Deflection 0.385 in Ratio= 374
Max Upward Total Deflection 0.000 in Ratio= 0<240
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max."'Defl Location in Span Load Combination Max.'+'Defl Location in Span
D+S 1 0.3845 6.044 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 1.680 1.680
D Only 0.630 0.630
S Only 1.050 1.050
D+S 1.680 1.680
DELSON ENGINEERING INC. Project Title: BELLA-INSTITUTE
1204 NE 146 AVE Engineer: Project ID: El 3-8-50
VANCOUVER,WA 98684 Project Descr: 11565 SW HALL BLVD-SUITE-D,TIGARD 97223
360-944-7094
JOHN @DELSONENGINEERING.COM ha _ -
- CELL 360-281-8353
Wood Beam File e:1E13,t0&S1E13-CA-11E16918-11Et38�-18:6
ENERCALC,INC:'19834013r8tald:6.13.S31 Ver613:8.31
Lic.#:KW-06002311 Licensee:JOHN DELSON
• Description: RB-2
CODE REFERENCES
Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10
Load Combination Set:ASCE 7-05
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-05 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi
Fc-PrIl 1,650.0 psi Eminbend-xx 930.0 ksi
Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi
Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0ksi
Ft 1,100.0 psi Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
D(1.7)
D 0.03,0.1275 S 0.0" 0.2125
• ..... ..........
3.125x10.5 ♦
• Span = 10.0 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Load for Span Number 1
Varying Uniform Load: D(S,E)=0.030->0.1275, S(S,E)=0.050->0,2125 k/ft,Extent=0.0—>>10.0 ft, Trib Width=1.0 ft,(ROOF)
Point Load: D=1.70 k(a)6.0 ft,(ROOF)
DESIGN SUMMARY Design OK _
Maximum Bending Stress Ratio = 0.583 1 Maximum Shear Stress Ratio = 0.347 : 1 i
Section used for this span 3.125x10.5 Section used for this span 3.125x10.5
fb:Actual = 1,399.27 psi fv:Actual = 91.91 psi
FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 5.985ft Location of maximum on span = 9.161 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.055 in Ratio= 2191
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.195 in Ratio= 615
Max Upward Total Deflection 0.000 in Ratio= 0<240
Overall Maximum Deflections•Unfactored Loads —
Load Combination Span Max.'"Defl Location in Span Load Combination Max.'+'Defl Location in Span
D+S 1 0.1950 5.219 0.0000 0.000
Vertical Reactions•Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 1.513 2.287
D Only 0.993 1.495
S Only 0.521 0.792
D+S 1.513 2.287
DELSON ENGINEERING INC. Project Title: BELLA-INSTITUTE
,- " 1204 NE 146 AVE Engineer: Proiect ID: E13-8-50
• ' . VANCOUVER,WA 98684 Project Descr: 11565 SW HALL BLVD-SUITE-D,TIGARD 97223
360-944-7094
JOHN @DELSONENGINEERING.COM F'Ja• — C
- CELL 360-281-8353
Wood Beam a 0349BsEackl E1601P7 E13&- EC6
ENERCA1-G INC.6363201 :8fi 13131. :13:8.31
Lic.#:KW-06002311 Licensee:JOHN DELSON
• Description: RB-3
CODE REFERENCES
Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10
Load Combination Set:ASCE 7-05
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-05 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi
Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi
Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi
Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi
Ft 1,100.0 psi Density 32.210 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
D(0.09) S(0.15)
* * $ $ +
3.125x9
Span = 12.0 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=6.0 ft,(ROOF)
DESIGN SUMMARY _ _ Design OK
• Maximum Bending Stress Ratio = 0.512 1 Maximum Shear Stress Ratio = 0.254 : 1
Section used for this span 3.125x9 Section used for this span 3.125x9 i
fb:Actual = 1,228.80 psi fv:Actual = 67.27 psi
FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 6.000ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.206 in Ratio= 699
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.330 in Ratio= 436
Max Upward Total Deflection 0.000 in Ratio= 0<240
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.-'Defl Location in Span Load Combination Max."+"Defl Location in Span
D+S 1 0.3296 6.044 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 1.440 1.440
D Only 0.540 0.540
S Only 0.900 0.900
D+S 1.440 1.440