HomeMy WebLinkAboutBLD07-023ty of Port Townsend
Development Services Department
BUILDING NUMBER APPLICATION
Name of Property Owner:�Us
Malting Address: _ eo,
PC � t � (.J n EIUl>
Telephone: _ 36(2 -- g — S7-<,�
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Property is located in: pZl
Addition: r–bomy S�Ip Block(s): Lot(s): _
Faces/Access is from: v ST Street
Parcel Number S OO
Directions to the Property (draw vicinity map on back)
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If this is a new ADU, has a building /permit been applied for? Yes No Date:
Notes: MCLO !Si7V--
HOUSE NUMBER ASSIGNED_ 15-0 E V
Date of Approval: s 1:7
For Department Use Only:
Application Fee Received ($3.00, TC 2200): Date:
Copy to: O Finance El Fire Dept ❑ Post Office
❑ Sheriff 0 Police ❑ GIS
❑ Public Works ❑ Assessor's Office
For address changes: L1 Qwest Address Management Center – 206-504-1534
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Richard Berg Architects Pc
719 Taylor Street richardCrichardbergarchitects.com
Port Townsend, WA 98368 Phone: (360) 379-8090
Fax: (360) 379-8324
February 2, 2007
Brock Residence
1738 Clay St.
Port Townsend, WA 98368
GRAVITY LOADS:
Beam 1: Studio Double Door Header
Beam 2: Laundry Room Door Header
Beam 3: New Sunroom Header
Beam 4: New Sunroom Header #2
Beam 5: Kitchen Window Header
Beam 6: 6' Entry Header
Beam 7: 8' Entry Header
Beam 8: Porch Plates and Ridge
Beam 9: Porch Header
Floor Joist 1: Sunroom Joists
0
V&65
PrP sF m>
C Vi
R1Ct ^ k r -„
STATE G'F:'ASM!` f!" -I N
4x12 DF#2 -or-
3.5x7.25 Versa -Lam 3080 Fb DF
4x12 DF#2 -or-
3.50.25 Versa -Lam 3080 Fb DF
4x12 DF#2 -or-
3.50.25 Versa -Lam 3080 Fb DF
4x8 DF#2
4x 10 DF#2 -or-
3.5x5.5 Versa -Lam 3080 Fb DF
4x8 DF#2
4x 10 DF#2 -or-
3.5x5.5 Versa -Lam 3080 Fb DF
4x6 DF#2
4x6 DF#2
2x6 DF#2 @ 16" O.C.
Roof Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 6.00.4
By: Richard Berg, Richard Berg Architects, PC on: 02-01-2007
Project: Brock - Location: Studio double door header - 4x12
Summary:
3.5 IN x 11.25 IN x 8.5 FT 1 #2 - Douglas Fir -Larch - Dry Use
Section Adequate By: 10.7% Controlling Factor Section Modulus / Depth Required 10.69 In
3000
1500
Shear
(Ibs) 0
-1500
-3000
7000
3500
Moment
(ft4b) 0
-3500
-7000
-0.2
-0.1
Deflectior
(in) 0
0.1
0.2
SHEAR, MOMENT, AND DEFLECTION DIAGRAMS
Controlling Load Cases:
Shear: Critical shear created by combining all dead and live loads.
Moment: Critical moment created by combining all dead and live loads.
Deflection: Critical deflection created by conibininq all dead and live loads._
LOADING DIAGRAM
Span = 8.5 It
Reactions
Live Load
Dead Load
Total Load
Uplift Load
A
1700 Lb
1184 Lb
2884 Lb
0 Lb
B
1700 Lb
1184 Lb
2884 Lb
0 Lb
Span
Uniform Loading
've Load
Dead Load
Self Weight
Total Load
W
400 Plf
269 Plf
10 Plf
679 Plf
Roof Beamj 97 Uniform Building Code (91 NDS) ) Ver.4 _
BY: Richard Berg, Richard Berg Architects, PC on: 02-01-2007: 12:58.16 AM
Proiect: Brock -Location: Studio double door header -U12
Summary:
3.5 IN x 11.251N x 8.5 FT / #2 - Douglas Fir -Larch -Dry Use
Section Adequate By: 10.7% Controlling Factor: Section Modulus / Depth
Deflections:
Dead Load:
Live Load:
Total Load:
Reactions (Each End):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Span:
Maximum Unbraced Span:
Pitch Of Roof.
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Roof Loading:
Roof Live Load -Side One:
Roof Dead Load -Side One:
Tributary Width -Side One:
Roof Live Load -Side Two:
Roof Dead Load -Side Two:
Tributary Width -Side Two:
Roof Duration Factor:
Wall Load:
Beam Self Weight:
Slope/Pitch Adiusted Lengths and Loads:
Adiusted Beam Length:
Beam Uniform Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Properties For: #2- Douglas Fir -Larch
Bending Stress:
Shear Stress:
Modulus of Elasticity:
Stress Perpendlailar to Grain:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.15 CI=1.00 Cf -1.10
FV:
Adiustment Factors: C4=1. 15
Design Requirements:
Controlling Moment:
4.25 ft from left support
Critical moment created by combining all dead and five loads.
Controlling Shear:
At a distance d from support.
Critical shear created by combining all dead and five loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of inertia (Deflection):
Required 10.69 In
OLD=
LLD=
TLD=
LL-Rxn=
DL-Rxn=
TL-Rxn=
BL=
L=
Lu=
RP=
U
U
LL1=
DL1=
TW1=
LL2=
DL2=
TW2=
Cd=
WALL=
BSW=
Ladi=
WL=
wD_adi=
WT=
Fb=
Fv=
E=
Fc -perp=
FW=
Fv'=
M=
V=
0.05 IN
0.07 IN = U1443
0.12 IN = U851
1700 LB
1184 LB
2884 LB
1.32 IN
8.5 FT
2.0 FT
4 :12
240
180
25.0 PSF
15.0 PSF
6.0 FT
25.0 PSF
15.0 PSF
10.0 FT
1.15
16 PLF
10 PLF
8.5 FT
400 PLF
279 PLF
679 PLF
875
PSI
95
PSI
1600000
PSI
625
PSI
1103
PSI
109
PSI
6128 FT -LB
2249 LB
Sreq=
66.69
IN3
S=
73.83
IN3
Arm=
30.88
IN2
A=
39.38
IN2
Ireq=
87.89
IN4
1=
415.28
IN4
0 0 witAt
Roof Beam[ 97 Uniform Building Code (91 NDS) ] Ver 6.00.4
By: Richard Berg, Richard Berg Architects, PC on: 02-01-2007
Project Brock - Location: Studio double door header - Versalam
Summary:
3.5 IN x 7.25 IN x 8.5 FT / Versa -Lam 3080 Fb DF - Boise Cascade
Section Adequate By: 55.8% Controlling Factor. Section Modulus / Depth Required 6.22 In
SHEAR. MOMENT, AND DEFLECTION DIAGRAMS
3000
1500
Shear
(Ibs) 0
-1500
-3000
7000
3500
Moment
(ft -Ib) 0
-3500
-7000
-0.4
-0.2
Deflectior
(in) 0
0.2
0.4
Controlling Load Cases:
Shear: Critical shear created by combining all dead and live loads.
Moment: Critical moment created by combining all dead and live loads.
Deflection: Critical deflection created by combining all dead and live loads.
LOADING DIAGRAM
A
Span = 8.5 ft
Reactions
Live Load Dead Load Total Load Uglift Load
A 1700 Lb 1177 Lb 2877 Lb 0 Lb
B 1700 Lb 1177 Lb 2877 Lb 0 Lb
Span
Uniform Loading
Live Load Dead Load SO Weight Total Load
W 400 PI€ 269 Plf 8 Plf 677 Pff
Roos 8eamf 97 Uniform Building Code (91 NDS) ] VA00.4
By: Richard Berq . Richard Berq Architects, PC on: 02-01-2007: 12:59:22 AM
Project, Brock - Location: Studio double door header - Versalam
Summary.
3.5 IN x 7.25 IN x 8.5 FT / Versa -Lam 3080 Fb DF - Boise Cascade
Section Adequate By: 55.8% Controlling Factor. Section Modulus / Depth Required 6.22 In
Deflections:
Dead Load:
Live Load:
Total Load:
Reactions (Each End):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Span:
Maximum Unbraced Span:
Pitch Of Roof:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Roof Loading:
Roof Live Load -Side One:
Roof Dead Load -Side One:
Tributary WKWSide One:
Roof Live Load -Side Two:
Roof Dead Load -Side Two:
Tributary Wid"ide Two:
Roof Duration Factor.
Wall Load:
Beam Sell Weiqht:
Slope/Pitch Adjusted Lenqths and Loads:
Adjusted Beam Length:
Seam Uniform Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Properties For. Versa -Lam 3080 Fb DF- Boise Cascade
Bendinq Stress:
Shear Stress:
Modulus of Elasticity:
Stress Perpendicular to Grain:
Adjusted Properties
MY (Tension):
Adjustment Factors: Cd=1.15 CI=1.00 Cf --1.06
Fv':
Adjustment Factors: Cd=1.15
Design Requirements:
Controlling Moment:
4.25 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear.
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
DLD=
0.15
IN
LLD--
0.21
IN = U483
TLD--
0.36
IN = 0285
LL-Rxn=
1700
LB
DL-Rxn=
1177
LB
TL-Rxn=
2877
LB
BL=
0.91
IN
L=
8.5
FT
Lu=
2.0
FT
RP=
4
:12
U
240
U
180
LL1=
25.0
PSF
DLI=
15.0
PSF
TW1=
6.0
FT
LL2=
25.0
PSF
DI -2=
15.0
PSF
TW2=
10.0
FT
Cd=
1.15
WALL=
16
PLF
BSW=
8
PLF
Ladi=
8.5
FT
wL=
400
PLF
wD_adi=
277
PLF
WT=
677
PLF
Fb=
3080
PSI
Fv=
285
PSI
E=
2000000
PSI
Fc_perp=
900
PSI
Fb'=
3728
PSI
F%'=
328
PSI
M=
6113
FT -LB
V=
2474
LB
Srecr-
19.68
IN3
S=
30.66
IN3
Areq=
11.32
IN2
A=
25.38
IN2
Ireq=
70.14
IN4
1=
111.15
IN4
•
Roof Beam[ 97 Uniform Building Code (91 NDS) ) Ver. 6.00.4
By: Richard Berg , Richard Berg Architects, PC on: 02-01-2007
Project: BROCK - Location: Laundry room door header - 4x12
Summary:
3.5 IN x 11.251N x 7.0 FT / #2 - Douglas Fir -Larch - Dry Use
Section Adequate By: 38.2% Controlling Factor. Area / Depth Required 9.57 in
3000
1500
Shear
(lbs) 0
-1500
-3000
5000
2500
Moment
(ft4b) 0
-2500
-5000
-0.07
-0.035
Deflection
(in) 0
0.035
lexelm
SHEAR, MOMENT, AND DEFLECTION DIAGRAMS
Controlling Load Cases:
Shear: Critical shear created by combining all dead and live loads.
Moment: Critical moment created by combining all dead and live loads.
Deflection: Critical deflection created by combining all dead and live loads.
LOADING DIAGRAM
A B
Span = 7 ft
Reactions
Live Load Dead Load Total LoadtUp ift Load
A 1662 Lb 1141 Lb 2803 Lb 0 Lb
B 1662 Lb 1141 Lb 2803 Lb 0 Lb
Sean
Uniform Loading
Live oad Dead Load Self We Total Lod
W 475 Plf 316 Plf 10 Ptf 801 Plf
Rteamf 97 Uniform Building Code (91 NDS) l Ve*00.4
Bv: Richard Bern , Richard Berg Architects, PC on: 02-01-2007: 1:03:54 PM
Project: BROCK - Location: Laundry room door header - 4x12
Summary:
3.51N x 11.251N x 7.0 FT / #2 - Douglas Fir -Larch - Dry Use
Section Adequate By: 38.2% Controlling Factor: Area / Depth Required 9.57 in
Deflections:
Dead Load:
Live Load:
Total Load:
Reactions (Each End):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Span:
Maximum Unbraced Span,
Pitch Of Roof.
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Roof Loading:
Roof Live Load -Side One:
Roof Dead Load -Side One:
Tributary Width -Side One:
Roof Live Load -Side Two:
Roof mead Load -Side Two:
Tributary Wkdth-Side Two:
Roof Duration Factor:
Wall Load:
Beam Self Weight:
Slope/Pitch Adjusted Lengths and Loads:
Adjusted Beam Length:
Beam Uniform Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Properties For: #2- Douglas Fir -Larch
Bending Stress:
Shear Stress:
Modulus of Elasticity:
Stress Perpendicular to Grain:
Adjusted Properties
FW (Tension):
Adjustment Factors: Cd=1,
Fv':
15 CI=1.00 Cf --1.10
Adjustment Factors: Cd=1.15
Design Requirements:
Controlling Moment:
3.5 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear.
At a distance d from support.
Critical shear treated by combining all dead and five loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
DLD=
0.03
IN
LLD=
0.04
IN = L/2175
TLD--
0.07
IN = U1290
LL-Rxn=
1662
LB
DL-Rxn=
1141
LB
TL-Rxn=
2803
LB
BL=
1.28
IN
L=
7.0
FT
Lu=
2.0
FT
RP=
4
:12
U
240
U
180
LL1=
25.0
PSF
DLI=
15.0
PSF
TWI=
8.0
FT
LL2=
25.0
PSF
DL2=
15.0
PSF
TW2=
11.0
FT
Cd=
1.15
WALL=
16
PLF
BSW=
10
PLF
Ladj=
7.0
FT
wL=
475
PLF
wD adi=
326
PLF
—WT=
801
PLF
Fb=
875
PSI
Fv=
95
PSI
E=
1600000
PSI
Fc_perp=
625
PSI
FV=
1103
PSI
FV=
109
PSI
M=
4906
FT -LB
V=
2075
LB
Sreq=
53.39
IN3
S=
73.83
IN3
Areq=
28.48
IN2
A=
39.38
IN2
Ireq=
57.94
IN4
j=
415.28
IN4
Roof Beam[ 97 Uniform Building Code (91 NDS) ) Ver 6.00.4
By: Richard Berg , Richard Berg Architects, PC on: 02-01-2007
Project: BROCK - Location: Laundry room door header - Versalam
Summary:
3.5 IN x 7.25 IN x 7.0 FT / Versa -Lam 3080 Fb DF - Boise Cascade
Section Adequate By: 94.51/6 Controlling Factor: Section Modulus / Depth Required 5.41 In
SHEAR, MOMENT, AND DEFLECTION DIAGRAMS
3000
1500
Shear
(Ibs) 0
-1500
-3000
5000
2500
Moment
(ft -Ib) 0
-2500
-5000
-0.2
-0.1
Deflectior
(in) 0
0.1
0.2
Controlling Load Cases:
Shear: Critical shear created by combining all dead and live loads.
Moment: Critical moment created by combining all dead and live loads.
Deflection: Critical deflection created by combining all dead and live loads.
LOADING DIAGRAM
A
Span = 7 ft
Reactions
Live Load
Dead Load
Total Load
U Load
A 1662 Lb
1135 Lb
2798 Lb
0 Lb
B 1662 Lb
1135 Lb
2798 Lb
0 Lb
Span
Uniform Loading
Live Load
Dead Load
Self Weight
Total Load
W 475 Pif
316 Plf
8 Plf
799 Pff
Roomf 97 Uniform Building Code (91 NDS) i Ve*00.4
By: Richard Berg , Richard Berg Architects, PC on: 02-01-2007: 1:03:23 PM
Project" BROCK - Location: Laundry room door header - Versalam
Summary:
3.5 IN x 7.25 IN x 7.0 FT / Versa-Lam 3080 Fb DF - Boise Cascade
Section Adequate By: 94.5% Controlling Factor: Section Modulus / Depth Required 5.41 in
Deflections:
Dead Load:
OLD=
0.08
IN
Live Load:
LLD=
0.12
IN = L1728
Total Load:
TLD--
0.19
IN = U432
Reactions (Each End):
LL-Rxn=
1662
LB
Live Load:
Dead Load:
DL-Rxn=
1135
LB
Total Load:
TL-Rxn=
2798
LB
Bearing Length Required (Beam only, support capacity not checked):
BL=
0.89
IN
Beam Data:
Span:
L=
7.0
FT
Maximum Unbraced Span:
Lu=
2.0
FT
Pitch Of Roof:
RP=
4
.12
Live Load Deflect Criteria:
U
U
240
180
Total Load Defied. Criteria:
Roof Loading.
Roof Live Load-Side One:
LL1=
25.0
PSF
Roof Dead load-Side One:
DLI=
15.0
PSF
Tributary Width-Side One:
TW1=
8.0
FT
Roof Live Load-Side Two:
LL2=
25.0
PSF
Roof Dead Load-Side Two:
DL2=
15.0
PSF
Tributary Width-Side Two:
TW2=
11.0
FT
Roof Duration Factor:
Cd=
1.15
Wail Load:
WALL=
16
PLF
Beam Self Weight:
BSW=
8
PLF
Slope/Pitch Adiusted Lengths and Loads:
Ladi=
7.0
FT
Adiusted Beam Length:
wL=
475
PLF
Beam Uniform Live Load:
Beam Uniform Dead Load:
wD_adi=
324
PLF
Total Uniform Load:
WT=
799
PLF
Properties For. Versa-Lam 3080 Fb DF- Boise Cascade
Bending Stress:
Fb=
3080
PSI
Shear Stress:
Fv=
285
PSI
Modulus of Elasticity:
E= 2000000
PSI
Stress Perpendicular to Grain:
Fc_perp=
900
PSI
Adjusted Properties
Fb' (Tension):
Fb'=
3728
PSI
Adjustment Factors: Cd=1.15 CI=1.00 Cf=1.06
Adjustment
FV:
328
PSI
Adiustment Factors: Cd=1.15
Design Requirements:
Controllina Moment:
M=
4896
FT-LB
3.5 It from left support
Critical moment created by combining all dead and live loads.
Controlling Shear:
V=
2350
LB
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Sreq=
15.76
IN3
Section Modulus (Moment):
S=
30.66
IN3
Area (Shear):
Areq=
10.76
IN2
A=
25.38
IN2
Moment of Inertia (Deflection):
Ireq=
46.26
IN4
1=
111.15
IN4
Roof Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 5.00.4
By: Richard Berg , Richard Berg Architects, PC on: 02-01-2007
Project: BROCK - Location: New sunroom header - 4x12
Summary:
3.5 IN x 11.25 IN x 8.0 FT / #2 - Douglas Fir -Larch - Dry Use
Section Adequate By. 42.1 % Controlling Factor: Section Modulus / Depth Required 9.44 in
SHEAR, MOMENT, AND DEFLECTION DIAGRAMS
3000
1500
Shear
(lbs) 0
-1500
-3000
5000
2500
Moment
(ft -Ib) 0
-2500
-5000
-0.09
-0.045
Deflection
(in) 0
0.09
Controlling Load Cases:
Shear: Critical shear created by combining all dead and live loads.
Moment: Critical moment created by combining all dead and live loads.
Deflection: Critical deflection created by combining all dead and live loads.
LOADING DIAGRAM
A B
Span = 8 ft
Reactions
Live Load Dead load Total Load Uplift Load
A 1400 Lb 988 Lb 2388 Lb 0 Lb
B 1400 Lb 988 Lb 2388 Lb 0 Lb
S awn
Uniform Loading
Live Load Dead Load Self Weight Total Load
W 350 Plf 237 Pff 10 Pif 597 Plf
Z aged
R 8eamf 97 Uniform Buildinq Code (91 NDS)1 A6.00.4
BY: Richard Bern, Richard Berg Architects, PC on: 02-01-2007: 1:06:44 PM
Proiect: BROCK - Location: New sunroom header - 4x12
Summary:
3.5 IN x 11.25 IN x 8.0 FT / #2 - Douglas Fir -Larch - Dry Use
Section Adequate By: 42.1 % Controlling Factor. Section Modulus / Depth Required 9.44 In
Deflections:
Dead Load:
Live Load:
Total Load:
Reactions (Each End):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only,
Beam Data:
Span:
Maximum Unbraced Span:
Pitch Of Roof.
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Roof Loading:
Roof Live Load -Side One:
Roof Dead Load -Side One:
Tributary Width -Side One:
Roof Live Load -Side Two:
Roof Dead Load -Side Two:
Tributary Width -Side Two:
Roof Duration Factor.
Wail Load:
Beam Self Weight:
Slope/Pitch Adiusted Lengths and Loads:
Adiusted Beam Length:
Beam Uniform Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Properties For. #2- Douglas Fir -Larch
Bendinq Stress:
Shear Stress:
Modulus of Elasticity:
Stns Perpendicular to Grain:
Adjusted Properties
Fb' (Tension):
support capacity not checked):
Adjustment Factors: Cd=1.15 C1=1.00 Cf=i.10
FV:
Adiustment Factors: C&1.15
Design Requirements:
Controlling Moment:
4.0 ft from left support
Critical moment created by combining all dead and live loads.
ControBinq Shear.
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of inertia (Deflection):
OLD=
0.03
IN
LLD=
0.05
IN = U1978
TLD=
0.08
IN = U1160
LL-Rxn=
1400
LB
DL-Rxn=
988
LB
TL-Rxn=
2388
LB
BL=
1.09
IN
L=
8.0
FT
LU__
2.0
FT
RP=
4
:12
U
240
L/
180
LL1=
25.0
PSF
DLI=
15.0
PSF
TWI=
3.0
FT
LL2=
25.0
PSF
DL2=
15.0
PSF
TW2=
11.0
FT
Cd=
1.15
WALL=
16
PLF
BSW=
10
PLF
Ladi=
8.0
FT
MC=
350
PLF
wD_adi=
247
PLF
WT=
597
PLF
Fb=
875
PSI
Fv=
95
PSI
E=
1600000
PSI
Fcj)erp=
625
PSI
Fb'=
1103
PSI
Fv'=
109
PSI
M=
4775
FT -LB
V=
1862
LB
Sreq=
51.97
IN3
S=
73.83
IN3
Areq=
25.57
IN2
A=
39.38
IN2
ireq=
64.46
IN4
i=
415.28
IN4
, , • 0 .�
Roof Beam( 97 Uniform Building Code (91 NDS) ) Ver. 6.00.4
By: Richard Berg, Richard Berg Architects, PC on: 02-01-2007
Project: BROCK - Location: New sunroom header - Versalam
Summary:
3.5 IN x 7.25 IN x 8.0 FT / Versa -Lam 3080 Fb DF - Boise Cascade
Section Adequate By. 100.00/a Controlling Factor: Section Modulus / Depth Required 5.61 In
SHEAR, MOMENT, AND DEFLECTION DIAGRAMS
3000
1500
Shear
(lbs) 0
-1500
-3000
5000
2500
Moment
(ft4b) 0
-2500
-5000
-0.3
-0.15
Deflection
(in) 0
0.15
0.3
Controllinq Load Cases:
Shear: Critical shear created by combining all dead and live loads.
Moment: Critical moment created by combining all dead and live loads.
Deflection: Critical deflection created by combining all dead and five loads.
LOADING DIAGRAM
A B
Span = 8 ft
Reactions
Live Load Dead Load Total Load Uplift Load
A 1400 Lb 981 Lb 2381 Lb 0 Lb
B 1400 Lb 981 Lb 2381 Lb 0 Lb
S n
Uniform Loading
Live Load Dead Load Self Weight Total Load
W 350 Plf 237 Plf 8 Plf 595 Plf
RoPeami 97 Uniform Building Code (91 NDS)1 Ve*00.4
By: Richard Bert ,Richard Berg Architects, PC on: 02-01-2007: 1:09:22 PM
Project: BROCK - Location: New sunroom header - Versalam
Summary:
3.51N x 7.25 IN x 8.0 FT 1 Versa-Lam 3080 Fb DF -Boise Cascade
Section Adequate By: 100.0°!6 Controlling Factor. Section Modulus 1 Depth Required 5.61 In
Deflections:
Dead Load:
LLD=
0.10
1N
Live Load:
LLD=
0.15
IN = U662
Total Load:
TLD=
0.25
1N = U389
Reactions (Each End):
LL-Rxn=
1400
LB
Live Load:
Dead Load:
DL-Rxn=
981
LB
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
TL-Rxri=
SL=
2381
0.76
LB
IN
Beam Data:
L=
8.0
FT
Span:
Maximum Unbraced Span:
LU--
RP=
2.0
4
FT
:12
1
Pitch Of Roof:
U
240
Live Load Defied. Criteria:
U
180
Total Load Deflect. Criteria:
Roof Loading:
Roof Live Load-Side One:
LL1=
25.0
PSF
Roof Dead Load-Side One:
DLI=
TW1=
15.0
3.0
PSF
FT
Tributary Width-Side One:
Roof Live Load-Side Two:
LL2=
25.0
PSF
Roof Dead Load-Side Two:
DL2=
TW2=
15.0
11.0
PSF
FT
Tributary Width-Side Two:
Cd=
1.15
Roof Duration Factor:
WALL=
16
PLF
Wall Load:
Beam Self Weight:
SSW=
8
PLF
Slope/Pitch Adjusted Lengths and Loads:
Ladj=
8.0
FT
Adjusted Beam Length:
wL=
350
PLF
Beam Uniform Live Load:
Beam Uniform Dead Load:
wD adi=
245
PLF
Total Uniform Load:
WT=
595
PLF
Properties For. Versa-Lam 3080 Fb DF- Boise Cascade
Fb=
3080
PSI
Bending Stress:
Shear Stress:
Fv=
285
PSI
Modulus of Elasticity:
E= 2000000
Fc_perp= 900
PSI
PSI
Stress Perpendicular to Grain:
Adjusted Properties
FU=
3728
PS!
Fb' (Tension):
Adjustment Factors: Cd=1.15 C1=1.00 Cf--1,06
FV:FY=
328
PSI
Adiustment Factors: Cd=1.15
Design Requirements:
M=
4762
FT-LB
Controlling Moment:
4.0 It from left support
Critical moment created by combining all dead and live loads.
Controlling Shear.
V=
2048
LB
At a distance d from support.
Cdticat shearcreated by combining all dead and five loads.
Comparisons With Required Sections:
Sr
15.33
IN3
Section Modulus (Moment):
S=
S=
30.66
tN3
Area (Shear):
Areq=
9.37
IN2
A=
25.38
IN2
Moment of inertia (Deflection):
Ireq=
I=
51.42
111.15
IN4
IN4
0
Roof Beam[ 97 Uniform Building Code (91 NDS) j Ver: 6.00.4
By: Richard Berg. Richard Berg Architects, PC on: 02-01-2007
Project: BROCK - Location: New sunroom header #2
Summary:
3.5 IN x 7.251N x 6.0 FT / #2 - Douglas Fir -Larch - Dry Use
Section Adequate By: 90.2% Controlling Factor. Section Modulus / Depth Required 5.26 In
SHEAR, MOMENT, AND DEFLECTION DIAGRAMS
2000
1000
Shear
(Ibs) 0
-1000
-2000
2000
1000
Moment
(ftab) 0
-1000
-2000
-0.07
-0.035
Deflection
(in) 0
0.035
0.07
Controlling Load Cases:
Shear: Critical shear created by combining all dead and live loads.
Moment: Critical moment created by combining all dead and live loads.
1ffxeJ.7L'il
T
Span = 6 ft
Reactions
Live Load Dead Load Total Load Uplift Load
A 675 Lb 493 Lb 1168 Lb 0 Lb
8 675 Lb 493 Lb 1168 Lb 0 Lb
Span
Uniform Loading
Live Load Dead Load Self Weight Total Load
W 225 Plf 158 Plf 6 Ptf 389 Plf
Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver. 6.00.4
Bv: Richard Bern, Richard Berg Architects, PC on: 02-01-2007: 5:41:19 PM
Proiect: BROCK - Location: New sunroom header #2
Summary:
3.51N x 7.25 IN x 6.0 FT / #2 - Douglas Fir -Larch - Ory Use
Section Adequate By: 90.2% Controlling Factor. Section Modulus / Depth Required 5.26
Deflections:
Dead Load:
Live Load:
Total Load:
Reactions (Each End):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Span:
Maximum Unbraced Span:
Pitch Of Roof:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Roof Loading:
Roof Live Load -Side One:
Roof Dead Load -side One:
Tributary Width -Side One:
Roof Live Load -Side Two:
Roof Dead Load -Side Two:
Tributary Width -Side Two:
Roof Duration Factor.
Wall Load:
Beam Self Weight:
SIoPe/Pitch Adiusted Lengths and Loads:
Adiusted Beam Length:
Beam Uniform Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Properties For. #2- Douglas Fir -Larch
Bending Stress:
Shear Stress:
Modulus of Elasticity:
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.15 C1=1.00 Cf --1.30
Fv':
Adiustment Factors: Cd=1.15
Design Requirements:
Controlling Moment
3.0 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
DLD=
0.03
IN
LLD--
0.04
IN = U1962
TLD=
0.06
IN = U1128
LL-Rxn=
675
LB
OL-Rxn=
493
LB
TL -Ron=
1168
LB
BL=
0.53
IN
L=
6.0
FT
Lu=
2.0
FT
RP=
4
:12
U
240
U
180
LL1=
25.0
PSF
DLI=
15.0
PSF
TW1=
1.0
FT
LL2=
25.0
PSF
OL2=
15.0
PSF
TW2=
8.0
FT
Cd=
1.15
WALL=
16
PLF
SSW--
6
PLF
Ladi=
6.0
FT
wL=
225
PLF
wD adi=
164
PLF
WT=
389
PLF
Fb=
875
PSI
Fv=
95
PSI
E=
1600000
PSI
Fc_.perp=
625
PSI
FW=
1304
PSI
FV=
109
PSI
M=
1753
FT -LB
V=
935
LB
Sreq=
16.12
IN3
S=
30.66
IN3
Areq=
12.83
IN2
A=
25.38
IN2
Ireq=
17.74
IN4
1=
111.15
IN4
Roof Beam[ 97 Uniform Building Code (91 NOS) ] Ver. 6.00.4
orm 0
By: Richard Berg, Richard Berg Architects, PC on: 02-01-2007
Project BROCK - Location: Kitchen window header - 4x10
Summary:
3.5 IN x 9.25 IN x 8.0 FT / #2 - Douglas Fir -larch - Dry Use
Section Adequate By: 21.8% Controlling Factor Section Modulus / Depth Required 8.38 In
SHEAR, MOMENT, AND DEFLECTION DIAGRAMS
3000
1500
Shear
(lbs) 0
-1500
-3000
5000
2500
Moment
(ft4b) 0
-2500
-5000
-0.2
-0.1
Deflection
(in) 0
0.1
0.2
Controlling Load Cases:
Shear: Critical shear created by combining all dead and live loads.
Moment: Critical moment created by combining all dead and live loads.
Deflection: Critical deflection created by combining all dead and live loads.
LOADING DIAGRAM
Span = 8 It
Reactions
Live Load
Dead Load
Total Load
U l' Load
A 1200 Lb
854 Lb
2054 Lb
0 Lb
B 1200 Lb
854 Lb
2054 Lb
0 Lb
Scan
Uniform Loading
Live Load
Dead Load
Self Weight
Total Load
W 300 Plf
206 Plf
8 Plf
514 Plf
RBReamf 97 Uniform Building Code (91 NDS) I Ver. .00.4
Bv: Richard Berg, Richard Berg Architects, PC on: 02-01-2007: 1:19:33 PM
Project: BROCK - Location: Kitchen window header - 4x10
Summary -
ummary:3.51N
8.0
3.5 INx 9.25 IN x 8.0 FT / #2 - Douglas Fir -Larch - Dry Use
Lu=
Section Adequate By: 21.8% Controlling Factor. Section Modulus / Depth Required 8.38 In
Deflections:
RP=
Dead Load:
DLD=
Live Load:
LLD=
Total Load:
TLD=
Reactions (Each End):
Live Load:
LL-Rxn=
Dead Load:
DL-Rxn=
Total Load:
TL-Rxn=
Bearing Length Required (Beam only, support capacity not checked):
BL=
Beam Data:
Span:
Maximum Unbraced Span:
Pitch Of Roof:
Live Load Deflect. Criteria:
Total Load Defied. Criteria:
Roof Loading:
Roof Live Load -Side One:
Roof Dead Load -Side One:
Tributary Width -Side One:
Roof Live Load -Side Two:
Roof Dead Load -Side Two:
Tributary Width -Side Two:
Roof Duration Factor.
Wall Load:
Beam Self Weight:
Slope/Pitch Adjusted Lengths and Loads:
Adjusted Beam Length:
Beam Uniform Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Properties For. #2- Douglas Fir -Larch
Bending Stress:
Shear Stress:
Modulus of Elasticity:
Stress Perpendicular to Grain:
Adjusted Properties
FW (Tension):
Adjustment Factors: Cd=1.
FV:
15 CI=1.00 Cf=1.20
Adjustment Factors: Cd=1.15
Design Requirements:
Controlling Moment:
4.0 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear.
At a distance d from support.
Critical shear created by combining all dead and five loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
0.05 IN
0.07 IN = U1283
0.13 IN = U749
1200 LB
854 LB
2054 LB
0.94 IN
L=
8.0
FT
Lu=
2.0
FT
RP=
4
:12
U
240
U
180
LLI=
25.0
PSF
DLI=
15.0
PSF
TW1=
2.0
FT
LL2=
25.0
PSF
DL2=
15.0
PSF
TM=
10.0
FT
Cd=
1.15
WALL=
16
PLF
BSW=
8
PLF
Ladi=
8.0
FT
wL=
300
PLF
wD adi=
214
PLF
WT=
514
PLF
Fb=
875
PSI
Fv-
95
PSI
E=
1600000
PSI
Fc_perp=
625
PSI
Fb'=
1203
PSI
FV=
109
PSI
M=
4109
FT -LB
V=
1685
LB
Sreq=
40.97
iN3
S=
49.91
IN3
Areq=
23.13
IN2
A=
32.38
IN2
Ireq=
55.46
IN4
1=
230.84
IN4
0 • 65
Roof Beam( 97 Uniform Building Code (91 NDS) J Ver: 6.00.4
By: Richard Berg , Richard Berg Architects, PC on: 02-01-2007
Project: BROCK - Location: Kitchen window header - Versalam
Summary:
3.5 IN x 5.5 IN x 8.0 FT / Versa-Lam 3080 Fb DF - Boise Cascade
Section Adequate By: 9.8% Controlling Factor: Moment of Inertia / Depth Required 5.33 In
SHEAR, MOMENT, AND DEFLECTION DIAGRAMS
3000
1500
Shear
(lbs) 0
-1500
-3000
5000
2500
Moment
(ft4b) 0
-2500
-0.5
-0.25
Deflection
(in) 0
0.25
0.5
Controlling Load Cases:
Shear: Critical shear created by combining all dead and live loads.
Moment: Critical moment created by combining all dead and live loads.
Deflection: Critical deflection created by combining all dead and live loads.
LOADING DIAGRAM
Span = 8 ft
Reactions
Live Load Dead Load Total Load Uplift Load
A 1200 Lb 847 Lb 2047 Lb 0 Lb
B 1200 Lb 847 Lb 2047 Lb 0 Lb
Sean
Uniform Loading
Live Load Dead Load Self Weight Total Load
W 300 Plf 206 Plf 6 Plf 512 Plf
Roof Beamf 97 Uniform Building Code (91 NDS) i Ver: 6.00.4
By: Richard Berg , Richard Berg Architects PC on: 02-01-2007. 2.49:48 pKA
Protect: BROCK - Location, Kitchen window header - Versalam
Summary:
3.51N x 5.5 IN x 8.0 FT / Versa -Lam 3080 Fb DF - Boise Cascade
Section Adequate By: 9.8% Controlling Factor. Moment of Inertia / Depth Required 5.331n
Deflections:
Dead Load:
Live Load:
Total Load:
Reactions (Each End):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only,
Beam Data:
Span:
Maximum Unbraced Span:
Pitch Of Roof.
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Roof Loading:
Roof Live Load -Side One:
Roof Dead Load -Side One:
Tributary Width -Side One:
Roof Live Load -Side Two:
Roof Dead Load -Side Two:
Tributary Width -Side Two:
Roof Duration Factor:
Wall Load:
Beam Self Weight-
Slope/Pitch Adiusted Lengths and Loads:
Adiusted Beam Length:
Seam Uniform Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Properties For. Versa -Lam 3080 Fb DF- Boise
Bending Stress:
Shear Stress.
Modulus of Elasticity:
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension):
support capacity not checked):
Cascade
Adjustment Factors: Cd --1.15 CI=1.00 Cf --1.09
Fv':
Adiustment Factors: Cd=1.15
Design Requirements:.
Controlling Moment:
4.0 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear
At a distance d from support.
Critical shear created by combining all dead and rive loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
DLD=
0.20
IN
LLD=
0.28
IN = U337
TLD=
0.49
IN = U198
LL-Rxn=
1200
LB
DL-Rxn=
847
LB
TL-Rxn=
2047
LB
BL=
0.65
IN
L=
8.0
FT
Lu=
2.0
FT
RP=
4
:12
U
240
U
180
LL1=
25.0
PSF
DLI=
15.0
PSF
TW1=
2.0
FT
LL2=
25.0
PSF
DL2=
15.0
PSF
TM=
10.0
FT
Cd=
1.15
WALL=
16
PLF
BSW=
6
PLF
Lath=
8.0
FT
WL=
300
PLF
wD_adi=
212
PLF
WT=
512
PLF
Fb=
3080
PSI
Fv-
285
PSI
E=
2000000
PSI
Fc_perp=
900
PSi
Fb'=
3848
PSI
Fv'=
328
PSI
M=
4094
FT -LB
V=
1842
LB
Sreq=
12.77
IN3
S=
17.65
IN3
Areq=
8.43
1N2
A=
19.25
IN2
Ireq=
44.21
IN4
1=
48.53
IN4
0
9 1-tewG)
Roof Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 6.00.4
By: Richard Berg, Richard Berg Architects, PC on: 02-01-2007
Project: BROCK - Location: 6' Entry header
Summary:
3.5 IN x 7.25 IN x 6.0 FT 1 #2 - Douglas Fir -Larch - Dry Use
Section Adequate By- 66.5% Controlling Factor: Section Modulus J Depth Required 5.62 M
SHEAR, MOMENT, AND DEFLECTION DIAGRAMS
2000
1000
Shear
(Ibs) 0
-1000
-2000
3000
1500
Moment
(ft4b) 0
-1500
-3000
-0.08
-0.04
Deflectior
(in) 0
0.04
0.08
Controlling Load Cases:
Shear. Critical shear created by combii
Moment: Critical moment created by cc
Deflection: Critical deflection created b
all dead and live loads.
ning all dead and live loads.
,nbinina all dead and live loads.
Span = 6 It
Reactions
Live Load Dead Load Total Load Uplift Load
A 825 Lb 514 Lb 1339 Lb 0 Lb
B 825 Lb 514 Lb 1339 Lb 0 Lb
Scan
Uniform Loading
Live Load Dead Load Self Weight Total Load
W 275 Plf 165 Plf 6 Plf 446 Plf
R•Beam( 97 Uniform Building Code (91 NDS) l V�6.00.4
By: Richard Berg, Richard Berg Architects, PC on: 02-01-2007: 3:44:07 PM
Project: BROCK - Location: 9 Entry header
Summary:
3.5 IN x 7.251N x 6.0 FT / #2
Section Adequate By: 66.5%
Deflections:
Dead Load:
Live Load:
Total Load:
Reactions (Each End):
Live Load:
Dead Load:
Total Load:
- Douglas Fir -Larch - Dry Use
Controlling Factor. Section Modulus / Depth Required 5.62 In
DLD=
LLD=
TLD=
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Span:
Maximum Unbraced Span:
Pitch Of Roof:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Roof Loading:
Roof Live Load -Side One:
Roof Dead Load -Side One:
Tributary Width -Side One:
Roof Live Load -Side Two:
Roof Dead Load -Side Two:
Tributary Width -Side Two:
Roof Duration Factor:
Beam Self Weight
Slope/Pitch Adjusted Lengths and Loads:
Adjusted Beam Length:
Beam Uniform Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Properties For #2- Douglas Fir -Lard
Bending Stress:
Shear Stress:
Modulus of Elasticity:
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.15 Cf --1.30
Re:
Adjustment Factors. Cd=1.15
Design Requirements:
Controlling Moment:
3.0 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
0.03 IN
0.05 IN = U1597
0.07 IN = U984
LL-Rxn=
825
LB
DL-Rxn=
514
LB
TL4bm=
1339
LB
BL=
0.61
IN
L=
6.0
FT
Lu=
0.0
FT
RP=
0
:12
U
240
U
180
LL1=
25.0
PSF
DLI=
15.0
PSF
TW1=
6.0
FT
LL2=
25.0
PSF
DL2=
15.0
PSF
TW2=
5.0
FT
Cd=
1.15
BSW=
6
PLF
Ladj=
6.0
FT
wL=
275
PLF
wD adi=
171
PLF
WT=
446
PLF
Fb=
875
PSI
Fv=
95
PSI
E=
1600000
PSI
Fcaerp=
625
PSI
FW=
1308
PSI
FV=
109
PSI
M=
2008
FT -LB
V=
1071
LB
Sreq=
18.42
1N3
S=
30.66
IN3
Am=
14.70
1N2
A=
25.38
IN2
lreq=
20.33
IN4
1=
111.15
IN4
Roof Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 6.00.4
By: Richard Berg. Richard Berg Architects, PC on: 02-01-2007
Project: BROCK - Location: 8' Entry header
Summary:
3.51N x 9.25 IN x 8.0 FT / #2 - Douglas Fir -Larch - Dry Use
Section Adequate By: 53.9% Controlling Factor: Section Modulus / Depth Required 7.46 In
SHEAR, MOMENT, AND DEFLECTION DIAGRAMS
2000
1000
Shear
(lbs) 0
-1000
-2000
4000
2000
Moment
(ft -lb) 0
-2000
-4000
-0.2
-0.1
Deflection
(in) 0
0.1
0.2
Controlling Load Cases:
Shear: Critical shear created by combining all dead and live loads.
Moment: Critical moment created by combining all dead and live loads.
Deflection: Critical deflection created by combining all dead and live loads.
LOADING DIAGRAM
A B
Span '= 8 ft
Reactions
Live Load
Dead Load
Total Load
Uplift Load
A 1000 Lb
631 Lb
1631 Lb
0 Lb
B 1000 Lb
631 Lb
1631 Lb
0 Lb
Span
Uniform Loading
Live Load
Dead Load
Self Weight
Total Load
W 250 Plf
150 P!f
8 Pff
408 Plf
• •
Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver: 6.00.4
By: Richard Berg Richard Berg Architects, PC on: 02-01-2007: 5:37:07 PM
Proiect: BROCK - Location: 8' Entry header
Summary:
3.5 IN x 9.251N x 8.0 FT / #2 - Douglas Fir -Larch - Dry Use
Section Adequate By: 53.9% Controlling Factor: Section Modulus / Depth Required 7.46 In
Deflections:
Dead Load:
Live Load:
Total Load:
Reactions (Each End):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Span:
Maximum Unbraced Span:
Pitch Of Roof:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Roof Loading:
Roof Live Load -Side One:
Roof Dead Load -Side One:
Tributary Width -Side One:
Roof Live Load -Side Two:
Roof Dead Load -Side Two:
Tributary Width -Side Two:
Roof Duration Factor.
Beam Self Weight:
Slope/Pitch Adiusted Lengths and Loads:
Adiusted Beam Length:
Beam Uniform Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Properties For. #2- Douglas Fir -Larch
Bending Stress:
Shear Stress:
Modulus of Elasticity:
Stress Perpendicular to Grain:
Adjusted Properties
FW (Tension):
Adjustment Factors: Cd=1.15 Cf=1.20
Fv':
Adiustment Factors: Cd=1.15
Design Requirements:
Controlling Moment:
4.0 ft from left support
Critical moment created by combining all dead and five loads.
Controlling Shear:
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
DLD=
0.04
IN
LLD=
0.06
IN = U1539
TLD=
0.10
IN = L/943
LL-Rxn=
1000
LB
DL-Rxn=
631
LB
TL-Rxn=
1631
LB
BL=
0.75
IN
L=
8.0
FT
Lu=
0.0
FT
RP=
0
:12
U
240
U
180
LL1=
25.0
PSF
DLI=
15.0
PSF
TW1=
7.0
FT
LL2=
25.0
PSF
Dig=
15.0
PSF
TW2=
3.0
FT
Cd=
1.15
BSVd=
8
PLF
Ladi=
8.0
FT
WL=
250
PLF
wD adi=
158
PLF
WT=
408
PLF
Fb=
875
PSI
Fv=
95
PSI
E=
1600000
PSI
Fc_merp=
625
PSI
Fb'=
1208
PSI
FV=
109
PSI
M=
3263
FT -LB
V=
1338
LB
Sreq=
32.43
IN3
S=
49.91
IN3
Areq=
18.37
IN2
A=
3238
IN2
Ireq=
44.04
IN4
1=
230.84
IN4
9 ?>C�Am (j)
Roof Beam[ 97 Uniform Building Code (91 NDS) j Ver: 6.00.4
By: Richard Berg, Richard Berg Architects, PC on: 02-02-2007
Project: BROCK - Location: 9 Entry header - Versalam
Summary:
3.5 IN x 5.5 IN x 8.0 FT / Versa -Lam 3080 Fb DF - Boise Cascade
Section Adequate By: 38.4% Controlling Factor. Moment of Inertia 1 Depth Required 494 In
SHEAR, MOMENT, AND DEFLECTION DIAGRAMS
2000
1000
Shear
(Ibs) 0
-1000
-2000
4000
2000
Moment
(ft4b) 0
-2000
-4000
-0.4
-0.2
Deflection
(in) 0
0.2
0.4
Controlling Load Cases:
Shear: Critical shear created by combining all dead and live loads.
Moment: Critical moment created by combining all dead and live loads.
Deflection: Critical deflection created by combining all dead and live loads
LOADING DIAGRAM
Span = 8 ft
Reactions
Live Load Dead Load Total Load Uplift Load
A 1000 Lb 624 Lb 1624 Lb 0 Lb
B 1000 Lb 624 Lb 1624 Lb 0 Lb
Soan
Uniform Loading
Live Load Dead Load Self Weight Total Load
W 250 Plf 150 Plf 6 PIf 406 Plf
Roof Beamf 97 Uniform Building Code (91 NDS)
I Ver: 6.00.4
By: Richard Berg. Richard Berg Architects, PC on: 02-02-2007: 11:09:50 AM
Project: BROCK - Location: V Entry header - Versalam
Summary:
3.51N x 5.51N x 8.0 FT / Versa -Lam 3080 Fb DF - Boise Cascade
Section Adequate By: 38.4% Controlling Factor: Moment of Inertia / Depth Required 4.94 In
Deflections:
Dead Load:
DLD=
0.15
IN
Live Load:
LLD=
0.24
IN = L/404
Total Load:
TLD=
0.39
IN = L/249
Reactions (Each End):
Live Load:
LL-Rxn=
1000
LB
Dead Load:
DL-Rxn=
624
LB
Total Load:
TL-Rxn=
1624
LB
Bearing Length Required (Beam only, support capacity not checked):
BL=
0.52
IN
Beam Data:
Span:
L=
8.0
FT
Maximum Unbraced Span:
Lu=
0.0
FT
Pitch Of Roof
RP=
0
:12
Live Load Deflect. Criteria:
L/
240
Total Load Deflect. Criteria:
L/
180
Roof Loading:
Roof Live Load -Side One:
LLI=
25.0
PSF
Roof Dead Load -Side One:
DLI =
15.0
PSF
Tributary Width -Side One:
TW1=
7.0
FT
Roof Live Load -Side Two:
LL2=
25.0
PSF
Roof Dead Load -Side Two:
DL2=
15.0
PSF
Tributary Width -Side Two:
TW2=
3.0
FT
Roof Duration Factor:
Cd=
1.15
Beam Self Weight:
SSW=
6
PLF
Slope/Pitch Adjusted Lengths, and Loads:
Adjusted Beam Length:
Ladi=
8.0
FT
Ream Uniform Live Load:
WL=
250
PLF
Beam Uniform Dead Load:
wD adi=
156
PLF
Total Uniform Load:
WT=
406
PLF
Properties For: Versa -Lam 3080 Fb DF- Boise Cascade
Bending Stress:
Fb--
3080
PSI
Shear Stress:
Fv=
285
PSI
Modulus of Elasticity:
E= 2000000
PSI
Stress Perpendicular to Grain:
Fc_perp=
900
PSI
Adjusted Properties
Fb' (Tension):
Fb'=
3863
PSI
Adjustment Factors: Cd --1.15 Cf--1.09
Fv':
Fv'=
328
PSI
Adjustment Factors: C&-1. 15
Design Requirements:
Contra ing Moment:
M=
3248
FT -LB
4.0 ft from left support
Critical moment created by combining all dead and rive loads.
Controlling Shear.
V=
1462
LB
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Sreq=
10.09
IN3
S=
17.65
IN3
Area (Shear):
Areq=
6.69
IN2
A=
19.25
IN2
Moment of Inertia (Deflection):
Ireq=
35.07
IN4
l=
48.53
IN4
. 0 • &
Mufti-Loaded Beam[ 97 Uniform Building Code (91 NDS) j Ver: 6.00.4e7
By: Richard Berg, Richard Berg Architects, PC on: 02-01-2007 ew
Project: BROCK - Location: Porch plates and ridge
Summary:
3.5 IN x 5.5 IN x 3.0 FT (2.3 + 0.7) / #2 - Douglas Fir-Larch - Dry Use
Section Adequate By: 508.7% Controlling Factor: Area 1 Depth Required 1.68 In
SHEAR, MOMENT, AND DEFLECTION DIAGRAMS
Load nomhinatinn shown_ Controllina Shear/Moment/Deflection Diaqrams _
400-
200
Shear
(Ibs) 0
-200
-400
200
100
Moment
(ft -Ib) 0
-100
-200
-0.002
-0.001
Deflection
(in) 0
0.001
0.002
261 lbs oft
-309 lbs @ 2 it
�— 156 ft -lbs @ 1 ft
-21 ft -lbs @ 2 ft
-0.001 in@3ft�
�0.001in@1.2ft
Center Span = 2.33 ft
ight Cantilever = 0.67 fi
Controlling Load Cases:
Shear: Critical shear created by combining all dead loads and live loads on span(s) 2, 3
Moment: Critical moment created by combining all dead loads and live loads on span(s) 2
Deflection: Critical deflection created by live loads only on span(s) 2
LOADING DIAGRAM
` Center Span = 2.33 ft I Right Cantilever = 0.67 ft
Reactions
Live Load Dead Load Total Load Uplift Load
A 175 Lb 101 Lb 276 Lb 0 Lb
B 290 Lb 183 Lb 473 Lb 0 Lb
Center Span
Uniform Loading
Lnr' a Load Dead Load Self Weight Total Load
W 150 Plf 90 Pff 5 Plf 245 Pif
0
Page 2
Center Span
Uniform Loading
Live Load Dead Load Self Weight Total Load
W 0 Pif 0 Plf 5 Plf 5 Plf
Point Loading
Live Load Dead Load Location
P1 290 Lb 183 Lb 5 Ft
Mufti -Loaded Beam( 97 Uniform Building Code (91 NDS)10er: 6.00.4
BV: Richard Berg, Richard Berg Architects, PC on: 02-01-2007: 3:46:42 PM
Proiect: BROCK - Location: Porch Header
Summary:
3.51N x 5.51N x 10.0 FT I #2 - Douglas Fir -Larch - Dry Use
Section Adequate By: 34.8% Controlling Factor: Section Modulus / Depth Required 4.74 In
Center Span Deflections:
Dead Load:
DLD-Center=
0.10
IN
Live Load:
LLD -Center=
0.13
IN = U893
Total Load:
TLD -Center-
0.23
1N = U515
Center Span Left End Reactions (Support A):
Live Load:
LL4bcn-A=
145
LB
Dead Load:
DL-Rxn-A=
115
LB
Total Load:
TL-Rxn-A=
260
LB
Bearing Length Required (Beam oniV, support capacity not checked):
BL -A=
0.12
IN
Center Span Right End Reactions (Support B):
Live Load:
LL-Rxn-B=
145
LB
Dead Load:
DL-Rxn-B=
115
LB
Total Load:
TL-Rxn-B=
260
LB
Bearing Length Required (Beam only, support capacity not checked):
BL -B=
0.12
1N
Beam Data:
Center Span Length:
L2=
10.0
FT
Center Span Unbraced Length -Top of Beam:
Lu2-Top=
0.0
FT
Center Span Unbraced Length -Bottom of Beam:
Lu2-Bottom=
10.0
FT
Live Load Duration Factor:
Cd=
1.00
Live Load Deflect. Criteria:
U
360
Total Load Deflect. Criteria:
U
240
Center Span Loading:
Uniform Load:
Live Load:
wL 2=
0
PLF
Dead Load:
wD-2=
0
PLF
Beam Self Weight-
BSW=
5
PLF
Total Load:
wT-2=
5
PLF
Point Load 1
Live Load:
PL1-2=
290
LB
Dead Load:
PDI -2=
183
LB
Location (From left end of span):
X1-2=
5.0
FT
Properties For. #2- Douglas Fir -Larch
Bending Stress:
FIS=
875
PSI
Shear Stress:
Fv=
95
PSI
Modulus of Elasticity:
E= 1600000
PSI
Stress Perpendicular to Grain:
Fc,_perp=
625
PSI
Adjusted Properties
FW (Tension):
Fb'=
1138
PSI
Adjustment Factors: Cd=1.00 Cf--1.30
FV:Fv'=
95
PSI
Adiustment Factors: Cd=1.00
Design Requirements:
Controlling Moment:
M=
1241
FT -LB
5.0 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controlling Shear.
V=
258
LB
At a distance d from right support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Comparisons With Required Sections:
Section Modulus (Moment):
Sreq=
13.09
IN3
S=
17.65
IN3
Area (Shear):
Am=
4.07
IN2
A=
19.25
IN2
Moment of Inertia (Deflection):
Ireq=
22.60
1N4
1=
48.53
WN4
Multi -Loaded Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 6.00.4 V�
By: Richard Berg, Richard Berg Architects, PC on: 02-01-2007
Project: BROCK - Location: Porch Header
Summary:
3.5 IN x 5.5 IN x 10.0 FT / #2 - Douglas Fir -Larch - Dry Use
Section Adequate By: 34.8% Controlling Factor: Section Modulus / Depth Required 4.74 In
SHEAR, MOMENT, AND DEFLECTION DIAGRAMS
300
150
Shear
(Ibs) 0
-150
-300
2000
1000
Moment
(ft4b) 0
-1000
-2000
-0.3
-0.15
Deflection
(in) 0
0.15
0.3
Controlling Load Cases:
Shear: Critical shear created by combining all dead loads and live loads on span(s) 2
Moment: Critical moment created by combining all dead loads and live loads on span(s) 2
Deflection: Critical deflection created by combininq all dead loads and live loads on span(s) 2
LOADING DIAGRAM
131
Center Span = 10 ft
Reactions
Live Load Dead Load Total Load Uplift Load
A 145 Lb 115 Lb 260 Lb 0 Lb
B 145 Lb 115 Lb 260 Lb 0 Lb
' • • Page 2
Right Cantilever
Uniform Loading
Live Load Dead Load Self Weight Total Load
W 150 Plf 90 Plf 5 Pif 245 Plf
Code NDS)f r. 6.00.4
Multi -L• d Beam( 97 Uniform Building (91
Bv: Richard Berg , Richard Berg Architects, PC on: 02-01-2007: 3:39:56 PM
Proiect: BROCK - Location: Porch plates and ridge
Summary:
3.5 IN x 5.5 IN x 3.0 FT (2.3 + 0.7 )1 #2 -Douglas Fir -Lerch - Dry Use
Section Adequate By: 508.7% Controlling Factor: Area / Depth Required 1.68 In
Center Span Deflections:
Dead Load:
OLD -Center=
0.00
IN
Live Load:
LLD -Center=
0.00
IN = L121828
Total Load:
TLD -Center=
0.00
IN = U14494
Right Cantilever Deflections:
OLD -Right--
0.00
IN
Dead Load:
Live Load:
LLD -Right=
0.00
IN = 21J13641
Total Load:
TLD -Right=
0.00
IN = 21-/9904
Center Span Left End Reactions (Support A):
LL-Rxn-A=
175
LB
Live Load:
Dead Load:
DL-Rxn-A=
101
LB
Total Load:
TL-Rxn-A=
276
LB
Bearing Length Required (Beam only, support capacity not checked):
BL -A=
0.13
IN
Center Span Right End Reactions (Support B):
LL Rxn-B=
290
LB
Live Load:
Dead Load:
DL-Rxn-B=
183
LB
Total Load:
TL-Rxn-B=
473
LB
Bearing Length Required (Beam only, support capacity not checked):
BL -B=
0.22
IN
Dead Load Uplift F.S.:
FS=
1.5
Beam Data:
Center Span Length:
L2=
2.33
FT
Center Span Unbraced Length -Top of Beam:
Lu2-Top=
0.0
FT
Center Span Unbraced Length -Bottom of Beam:
Lu2-Bottom=
2.33
FT
Right Cantilever Length:
Right Cantilever Unbraced Length Top of Beam:
L3=
Lu3-Top=
0.67
0.0
FT
FT
Right Cantilever Unbraced Length -Bottom of Beam:
Lu&Bottom=
0.67
FT
Live Load Duration Factor:
Cd=
1.00
Live Load Deflect. Criteria:
Lf
360
Total Load Deflect. Criteria:
U
240
Center Span Loading:
Uniform Load:
Live Load:
w1--2=
150
PLF
Dead Load:
wD-2=
90
PLF
Beam Self Weight:
BSW=
5
PLF
Total Load:
wT-2=
245
PLF
Right Cantilever Loading:
Uniform Load:
Live Load:
wL-3=
150
PLF
Dead Load:
wD-3=
90
PLF
Beam Self Weight:
SSW=
5
245
PLF
PLF
Total Load:
wT-3=
Properties For. #2- Douglas Fir -Larch
Fb=
875
PSI
Bending Stress:
Shear Stress:
Fv=
95
PSI
Modulus of Elasticity:
E=
1600000
PSI
Stress Perpendicular to Grain:
Fc_perp=
625
PSI
Adjusted Properties
FIV (Tension):
FW=
1138
PSI
Adjustment Factors: Cd=1.00 Cf---1.30Fv':
Fv'=
95
PSI
Adiustment Factors: Cd=1.00
Design Requirements:
Contrdtinq Moment:
M=
156
FT -LB
1.118 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controlling Shear:V=
200
1-B
At a distance d from right support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on span(s) 2, 3
Comparisons With Required Sections:
Sreq=
1.64
IN3
Section Modulus (Moment):
S=
17.65
IN3
Area (Shear):
Areq=
3.16
IN2
A=
19.25
IN2
Moment of Inertia (Deflection):
Ireq=
1=
1.28
48.53
IN4
IN4
. 0
Ft oaf
Flow Joist[ 97 Uniform Building Code (91 NDS) j Ver; 6.00.4 ^�
By: Richard Berg, Richard Berg Architects, PC on: 02-02-2007�-
Project BROCK - Location: Sunroom floor joists
Summary:
1.5 IN x 5.5 IN x 8.0 FT (6 + 2) @ 16 O.C. / #2 - Douglas Fir -Larch - Dry Use
Section Adequate By: 49.5% Controlling Factor: Area / Depth Requaed 4.18 In
SHEAR, MOMENT, AND DEFLECTION DIAGRAMS
400
200
Shear
(Ibs) 0
-200
-400
500
250
Moment
(ft4b) 0
-250
-500
-0.06
-0.03
Deflection
(in) 0
0.03
M
Controlling Load Cases:
Shear: Critical shear created by combining all dead loads and live loads on span(s) 2, 3
Moment. Critical moment created by combining all dead loads and live loads on span(s) 2
Deflection: Critical deflection created by combining all dead loads and live loads on span(s) 2
LOADING DIAGRAM
A B
Center Span = 6 ft
Reactions
Live Load Dead Load Total Load Uolift Load
A 160 Lb 178 Lb 338 Lb 0 Lb
B 284 Lb 356 Lb 640 Lb 0 Lb
Center Span
Uniform Loading
Live Load Dead Load Total Load
W 40 Psf 50 Psf 90 Psf
Right Cantilever = 2 ft
0
Riaht Cantilever
Uniform Loading
Live Load Dead Load Total Load
W 40 Psf 50 Psf 90 Psf
Page 2
Floor Joistf 97 Uniform Building Code (91 NOS)1 Ver: 6.00.4
By: Richard Berg , Richard Berg Architects, PC on: 02-02-2007: 11:25:14 AM
Project: BROCK - Location: Sunroom floor joists
Summary:
1.5 IN x 5.51N x 8.0 FT (6 + 2 ) 0 16 O.C. / #2 - Douglas Fir -Larch - Dry Use
Section Adequate By: 49.5°x6 Controlling Factor. Area / Depth Required 4.18 In
Center Span Deflections:
Dead Load:
DLC} -Center -
Live Load:
LLD -Center=
Total Load:
TLD-Center--
LD-Center=Right
RightCantilever Deflections:
Cd=
Dead Load:
DLD-Right=
Live Load:
LLD -Right=
Total Load:
TLD -Right=
Center Span Left End Reactions (Support A):
LB
Live Load:
LL-Fbm-A=
Dead Load:
DL-Rxn-A=
Total Load:
TL-Rxn-A=
Bearing Length Required (Beam only, support capacity not checked):
BL -A=
Center Span Right End Reactions (Support BY
LB
Live Load:
LL-Rxn-B=
Dead Load:
DL-Rxn-B=
Total Load:
TL-Rxn-B=
Bearing Length Required (Beam only, support capacity not checked):
BL46=
Dead Load Uplift F.S.:
FS=
Joist Data:
Center Span Length:
L2=
Right Cantilever Length:
L3=
Floor sheathing applied to top of joists -top of joists fully braced.
IN = U1411
Live Load Duration Factor_
Cd=
Live Load Defied. Criteria:
U
Total Load Deflect. Criteria:
U
Center Span Loading:
LB
Uniform Floor loading:
LB
Live Load:
LL -2=
Dead Load:
DL -2=
Total Load:
TL -2=
Total Load Adjusted for Joist Spacing:
WT -2=
Right Cantilever Loading:
LB
Uniform Floor loading:
IN
Live Load:
LL -3=
Dead Load:
DL -3=
Total Load:
TL -3=
Total Load Adjusted for Joist Spacing:
WT -3 --
Properties For. #2- Douglas Fir -Larch
Bending Stress:
Fb=
Shear Stress:
Fv=
Modulus of Elasticity:
E_
Stress Perpendicular to Grain:
Fc -perp=
Adjusted Properties
PLF
Fb' (Tension):
Fb'=
Adjustment Factors: Cd=1.00 Cf --1.30 Cr--1.15
PSF
Fv':
Fv'=
Adjustment Factors: Cd=1.00
PLF
Design Requirements:
PSI
Controlling Moment:
M=
2.82 Ft from left support of span 2 (Center Span)
PSI
Critical moment created by combining all dead loads and live loads on span(s)
Controlling Shear.
At a distance d from right support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on
Decking Information:
Plywood Thickness
Plywood is glued
Moment Of Inertia Calculations For Glued Floor.
Joist Area:
Plywood Area:
Section Centroid:
Moment Of Inertia:
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
span(s) 2, 3
V=
T=
0.02
IN
0.03
IN = L/2705
0.05
IN = U1411
-0.02
IN
-0.03
IN = 2L/1691
-0.04
IN = 2U1087
160
LB
178
LB
338
LB
0.36
IN
284
LB
356
LB
640
LB
0.68
IN
1.5
IN4
6.0
FT
2.0
FT
1.00
480
360
40.0
PSF
50.0
PSF
90.0
PSF
120
PLF
40.0
PSF
50.0
PSF
90.0
PSF
120
PLF
875
PSI
95
PSI
1600000
PSI
625
PSI
1308 PSI
95 PSI
475 FT -LB
350 LB
3/4 1N
A-ioist=
8.25
IN2
A -ply=
2.00
IN2
C=
3.36
IN ABOVE BASE
I -comb=
36.52
IN4
Sreq=
4.36
IN3
S=
7.56
IN3
Areq=
5.52
IN2
A=
8.25
IN2
Ireq=
12.09
iN4
1-cemb=
36.52
IN4
s
VAN- �^
x �
(a
=fr:
0 ,
i
1
vnc�s �
�10 OZ
•
City of Port Townsend
Development Services Department
250 Madison Street Suite 3
Port Townsend, WA 98368
111111111111 IN 11111111111111111111111111I III 521357
11 4!2007 02:24P
laffarcnn Cmrnty hurl R1+nQnFs TNC NTTT 'AA 0101
NOTICE TO TITLE
Grantors: QED Builders, LLC
)
Grantee: City of Port Townsend, a Washington municipal co tib.
Reference: City Permit Number BLD07-023 9
Legal description: The Grantor owns the following described ea a� :
Ebony Short Plat, Lot B
Assessor's Parcel Number 985-200-412
NOTICE IS HEREBY GIVEN to the Gi
to potential purchasers and future owners,
concerned person or entity:
1) An Accessory Dwelling
Street will be built on at
and shares utilitie"W
2) The Port Townsend
owner reside on 4re
ADU in order to (re(
may be gyagted t
3)
Page i of 2
niers of the above -referenced real property,
or representatives, and to any other
ti the address of 1509 Ebony
garage. The ADU is accessory to
v residence at 1505 V Street.
lunode (PTMC) requires that the property
ijec rty, in either the principal residence or
or 1 asthe other unit. A one-year hardship waiver
�incipal
accordance with PTMC 17.16.020.C.2.
nor accessory unit shall be used as a
n (PTMC 17.16.020.C.3). A transient
ed as a use less than 29 days (PTMC 17.08.060).
N
or modified only with approval by the City.
AWL
521357
liiiiiiiiiiiivliiiiiiillilliPage: 2 of 2
3/14/2007 02:24P
QED ADU Notice to Title
CITY OF PORT TOWNSEND
By: od�d wt,'
LeonzYd Yarberry, Director Date
Development Services Department
Duke des, QED Builders LLC
Property Owner
STATE OF WASHINGTON )
)ss.
COUNTY OF JEFFERSON )
I certify that I know or have satisfactory evi
is the person who appeared before me, and i
and voluntary act for the uses and purposes
Given under my hand and official se
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[Notary stamp inside Vmargin]
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his free
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NOTARY PUBLIC ih and for the State of
Washington, Residing at:
My appointment expires Z I 1