Plans /o83 5
AIST7 / q/
`' ANDREWS
DESIGN
ASSOCIATES
21835 S.W. 70th
TUALAIIN, ORE. 97062
Tigard, Oregon 97223
Phone: (503) 638 -4499
BEAM CALCULATIONS
FOR:
FITZGERALD ADDITION
10835 S.W. TIGARD STREET
TIGARD, OREGON 97223
CLIENT : BOB FITZGERALD
PREPARED BY : JDA
CHECKED BY : SET
DATE : 5 -7 -97 PAGE 1 OF (v
GARAGE DOOR- HEADER_
WOOdWOrks SIZER SOFTWARE FOR WOOD DESIGN
File Name: untitled WoodWorks SIZER 1.03 1 May,1997 17 :48
COMPANY I PROJECT
Andrews Design Associates I Fitzgerald Addition
Tualatin, Oregon 1 10835 SW Tigard Street
Phone: (503) 638 -4499 I
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type: Beam
database: Custom
material: Timber -soft
lateral support: Top= Full Bottom= @Supports
total length: 9.25 [ft]
INPUT LOADS: (force =kips, pressure =psf, udl =plf, location =ft)
Load I Distribute I Type I Magnitude I Location I Pattern
I I I Start End I Start End I Load
1 Full UDL Dead 150.00 No
2 Full UDL Snow 250.00 No
Self- weight of members has NOT been included.
DESIGN SECTION: D.Fir -L, No.2, 6x10 @ 0 plf
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
MAXIMUM REACTIONS and BEARING LENGTHS (force =kips, length =in)
I 9.3 ft I
^ i
Reaction I 1.85 1.85
B.Length I 1.0 1.0
SECTION vs. DESIGN CODE (stress =psi, deflection =in)
Criteria I Analysis Value I Design Value 1 Analysis /Design (
I I I 1
Shear fv @d = 44 Fv' = 98 fv /Fv' = 0.45
Bending( +) fb = 621 Fb' = 1006 fb /Fb' = 0.62
Live Defl'n 0.08 = <L/999 0.31 = L/360 0.26
Total Defl'n 0.15 = L/724 0.62 = L /180 0.25
Bending( +): Crit.LC#= 2 CD= 1.15 CL =1.000
Shear : Crit.LC#= 2 CD= 1.15 V @d= 1.53
Deflection: Crit.LC # = 2
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. Sawn lumber bending members shall be laterally supported according to
the provisions of NDS Clause 4.4.1.
ROOF BEkMS
4, WoodWorks SIZER SOFTWARE FOR WOOD DESIGN
File Name: untitled WoodWorks SIZER 1.03 1 May,1997 17 :34
COMPANY I PROJECT
Andrews Design Associates I Fitzgerald Addition
Tualatin, Oregon 1 10835 SW Tigard Street
Phone: (503) 638 -4499 I
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type: Beam
database: Custom
material: Glulam Simple
lateral support: Top = Full Bottom= @Supports
total length: 16.00 (ft]
INPUT LOADS: (force =kips, pressure =psf, udl =plf, location =ft)
Load I Distribute 1 Type I Magnitude I Location I Pattern
I I I Start End I Start End I Load
1 1 1 1 1
1 Full UDL Dead 180.00 No
2 Full UDL Snow 300.00 No
Self- weight of members has NOT been included.
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
DESIGN SECTION: VG West.DF, 24F -V4, 5.125x13.5 @ 0 plf
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
MAXIMUM REACTIONS and BEARING LENGTHS (force =kips, length =in)
1 16.0 ft I
I I
Reaction I 3.84 3.84
B.Length 1 1.2 1.2
SECTION vs. DESIGN CODE (stress =psi, deflection =in)
Criteria I Analysis Value I Design Value I Analysis /Design I
I I I I
Shear fv @d = 72 Fv' = 218 fv /Fv' = 0.33
Bending( +) fb = 1184 Fb' = 2760 fb /Fb' = 0.43
Live Defl'n 0.23 = L/820 0.53 = L/360 0.44
Total Defl'n 0.44 = L/432 0.80 = L/240 0.56
Bending( +): Crit.LC#= 2 CD= 1.15 CL =1.000 CV= 1.000(KL =1)
Shear : Crit.LC#= 2 CD= 1.15 V @d= 3.30
Deflection: Crit.LC # = 2
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. GLULAM: The loading coefficient KL used in the calculation of Cv
is assumed to be unity for all cases. This is conservative except
where point loads occur at 1/3 points of a span (NDS Table 5.3.2).
3. GLULAM: bxd = actual breadth x actual depth.
4. Glulam Beams shall be laterally supported according to the provisions
of NDS C L 'iiiSP 1.1.1.
• RIDGE BEAM
WoodWorks SIZER SOFTWARE FOR WOOD DESIGN
,`
File Name: untitled WoodWorks SIZER 1.03 1 May,1997 17:27
COMPANY I PROJECT
Andrews Design Associates I Fitzgerald Addition
Tualatin, Oregon 1 10835 SW Tigard Street
Phone: (503) 638 -4499
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type: Beam
database: Custom
material: Glulam Simple
lateral support: Top= Full Bottom= @Supports
total length: 20.00 [ft]
INPUT LOADS: (force =kips, pressure =psf, udl =plf, location =ft)
Load I Distribute I Type I Magnitude I Location I Pattern
I I I Start End I Start End I Load
t I I I t
1 Full UDL Dead 120.00 No
2 Full UDL Snow 200.00 No
Self- weight of members has NOT been included.
***************************************** * * * * * * * * * * * * * * * * * * * * * * *** * * * * **
DESIGN SECTION: VG West.DF, 24F -V4, 5.125x13.5 @ 0 plf
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
MAXIMUM REACTIONS and BEARING LENGTHS (force =kips, length =in)
I 20.0 ft 1
1 A A
Reaction I 3.20 3.20
B.Length I 1.0 1.0
SECTION vs. DESIGN CODE (stress =psi, deflection =in)
Criteria I Analysis Value 1 Design Value I Analysis /Design I
I I 1 1
Shear fv @d = 62 Fv' = 218 fv /Fv' = 0.28
Bending( +) fb = 1233 Fb' = 2741 fb /Fb' = 0.45
Live Defl'n 0.38 = L/630 0.67 = L/360 0.57
Total Defl'n 0.72 = L/331 1.00 = L/240 0.72
Bending( +): Crit.LC#= 2 CD= 1.15 CL =1.000 CV= 0.993(KL =1)
Shear : Crit.LC#= 2 CD= 1.15 V @d= 2.84
Deflection: Crit.LC # = 2
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. GLULAM: The loading coefficient KL used in the calculation of Cv
is assumed to be unity for all cases. This is conservative except
where point loads occur at 1/3 points of a span (NDS Table 5.3.2).
3. GLULAM: bxd = actual breadth x actual depth.
4. Glulam Beams shall be laterally supported according to the provisions
of NT)S
LOFT BEAMS
WoodWorks SIZER SOFTWARE FOR WOOD DESIGN
File Name: untitled WoodWorks SIZER 1.03 1 May,1997 17 :39
COMPANY I PROJECT
Andrews Design Associates I Fitzgerald Addition
Tualatin, Oregon 1 10835 SW Tigard Street
- Phone: (503) 638 -4499 I
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type: Beam
database: Custom
material: Glulam Simple
lateral support: Top= Full Bottom= @Supports
total length: 16.00 [ft]
INPUT LOADS: (force =kips, pressure =psf, udl =plf, location =ft)
Load I Distribute I Type I Magnitude 1 Location 1 Pattern
I I I Start End I Start End I Load
1 Full UDL Dead 120.00 No
2 Full UDL Live 320.00 No
Self - weight of members has NOT been included.
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
DESIGN SECTION: VG West.DF, 24F -V4, 3.125x15 @ 0 plf
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
MAXIMUM REACTIONS and BEARING LENGTHS (force =kips, length =in)
16.0 ft I
Reaction I 3.52 3.52
B.Length 1 1.7 1.7
SECTION vs. DESIGN CODE (stress =psi, deflection =in)
Criteria I Analysis Value I Design Value 1 Analysis /Design I
I I I I
Shear fv @d = 95 Fv' = 190 fv /Fv' = 0.50
Bending( +) fb = 1442 Fb' = 2400 fb /Fb' = 0.60
Live Defl'n 0.30 = L/643 0.40 = L/480 0.75
Total Defl'n 0.47 = L /411 0.80 = L/240 0.58
Bending( +): Crit.LC#= 2 CD= 1.00 CL =1.000 CV= 1.000(KL =1)
Shear : Crit.LC#= 2 CD= 1.00 V @d= 2.97
Deflection: Crit.LC # = 2
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. GLULAM: The loading coefficient KL used in the calculation of Cv
is assumed to be unity for all cases. This is conservative except
where point loads occur at 1/3 points of a span (NDS Table 5.3.2).
3. GLULAM: bxd = actual breadth x actual depth.
4. Glulam Beams shall be laterally supported according to the provisions
of Nnq Clansp 3.3 1.
WINDOW READER
WoodWorks SIZER SOFTWARE FOR WOOD DESIGN
a
File Name: untitled WoodWorks SIZER 1.0] 1 May,1997 17 :50
COMPANY 1 PROJECT
Andrews Design Associates I Fitzgerald Addition
Tualatin, Oregon 1 10835 SW Tigard Street
Phone: (503) 638 -4499 I
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type: RoofJoist
database: Custom
material: Lumber -soft
lateral support: Top = Full Bottom= @Supports
total length: 7.00 (ft]
INPUT LOADS: (force =kips, pressure =psf, udl =plf, location =ft)
Load I Distribute I Type I Magnitude I Location 1 Pattern
1 1 I Start End I Start End I Load
I 1 I 1 I
1 Full UDL Dead 150.00 No
2 Full UDL Snow 250.00 No
Self- weight of members has NOT been included.
DESIGN SECTION: D.Fir -L, No.2, 4x8 @ 0 plf
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
MAXIMUM REACTIONS and BEARING LENGTHS (force =kips, length =in)
1 7.0 ft I
1 I
1 1
Reaction I 1.40 1.40
B.Length I 1.0 1.0
SECTION vs. DESIGN CODE (stress =psi, deflection =in)
Criteria I Analysis Value 1 Design Value 1 Analysis /Design I
1 I I I
Shear fv @d = 68 Fv' = 109 fv /Fv' = 0.63
Bending( +) fb = 959 Fb' = 1308 fb /Fb' = 0.73
Live Defl'n 0.08 = <L/999 0.23 = L/360 0.33
Total Defl'n 0.14 = L/582 0.35 = L/240 0.41
Bending( +): Crit.LC#= 2 CD= 1.15 CL =1.000
Shear : Crit.LC#= 2 CD= 1.15 V @d= 1.16
Deflection: Crit.LC # = 2
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please'verify that the default deflection limits are appropriate
for your application.
2. Sawn lumber bending members shall be laterally supported according to
the provisions of NDS Clause 4.4.1.
45' End,Turning Radius and Tualatin �r.. Fire & Fire & life Safety
No Parking Sign Diagrams Rescue Statistics
Requirements
2 ' R
i., ,.1
45, Tualatin Valley Fire & Rescue
serves 310,200 citizens covering for Fire Department
216 square miles in unincorporated Access and
90'' areas of Clackamas County,
Washington County, Multnomah Water Supplies
r County and the following cities -
, 25' R • Aloha
• Beaverton This brochure is being provided as a
— 20 ` — — 2( • Charbonneau resource only The items listed inside
• Durham are the requirements most generally
• King City sited on plans for approval If these
• Rivergrove items are included on the plans, the
I� +I� ► I - ►I20i • Sherwood likelihood of a timely approval on the
initial review is greatly increased If
• Tigard questions arise with regard to any of
1 45' • Tualatin the provisions, please call the TVF&R
Fire Marshal's Office at (503) 526 2469
20 4--65' .
I • Wilsonville
? Tualatin Valley has 20 fire stations . �,�,- ,
25' R I located throughout the Fire - - - • ru4 ".4 A+. -• -y - t, - I - is
District �' 7
Total staffing is 461
234 Career Firefighters /Paramedics pT1N k4
4 — 12" v- . - .,.4 (
125 Volunteer Firefighters ti c ' �
45' R N O PARKING 40 Fire Prevention, Public _ ` l�� .• ,, I
FIRE LANE
TOW AWAY J ,,, Education, Training 1 v � .
ZONE 18" 47 Administrative Support \ )9F 1 4- 1 SGJ�' '
' � ORS 98 810 to 15 Explorer Scouts
25' R 98812
Tualatin Valley Fire & Rescue
Emergency Incidents in 1995 = 20,407 Fire Marshal's Office
--► 2 4 - Fire 1,090 Medical 13,474 P O Box 4755
Mutual Aid 384 Hazards 630 Beaverton, OR 97076
7ft Clear Pub Assists 4,829 (503) 526 -2469
I Space
08/26/97 12:56 e503 620 2086 - - ,.NICOLI ENG.,Inc. -►'» CITY OF TIGARD Z002
•ems . N,
CITY OF TIGARD
Approved .......
TO ALIGN ��J For oniN r'aIlY Acp ovon r
- LN�dEs PERM
as �s ��
/� Lett to —001
"OLD" GL -Lr_ 'Al �_ �\ t7 i��J,1 ,
1"i_ L®CATION �'�
1_:� o'J Address: ! b
�1 �c� g y ; : � _ $3� s .
i,�
r`- �T .i f Dat � �7 i Obi
000 01000 1° --- -
1
LINE
S1. L :TION
L Fr L k.--4-2x6 IN -
CF BAT1 04w
FOR RELOCA I .
F V1D -- CONTIN .0115 BEAM SUPPO _•+
A. BTWNL U ER
LO R COLLT INNS
LOOR JOIST-
Fil
:-.17-4- _.
-2xb IN WALL CONS - ii L TO PROTECT
/ CONCEAL • • LUM1ft
FAMILY Roori R RELOCATED
lEA1'•'I SUPPORT
G -E
1
i 3' 0° LONG- - x8 FOR COLUMN ' //// —AXIAL
TO BEAR uI�' • AND TRArISrr R
� � LOabt.
1 I I
C ok - '\ I NORTH / SOUTH SECTION
/ REFER TO SHEET 4.1 FOR FULL SECTION VIEW 1/4" = 1' -0"
DESCRIPTION. IN ORDER TO ALIC.s1 ROOF LINE OF
ADDITION W/ EXISTING. ROOF LINE TI-E RIDGE BEAM
WILL BE REQUI D TO BE MOvED APPROXIMATELY . N.- P •
2' -0" TO THE SOUTH. LOCATE A 4x8 ON EDGE FOR G I N F • /
THE NEW COLU`'N TO BEAR UPON
4....i' F . :
•
11135 , --°-, k'
PROJECT: ADDI110N TO THE FITZGERALD RESIDENCE - 10837 S.W. TIGARD ST. 11GARD, ORE. ' J -cor
A ✓- 0 - 17 . 1x" • `
ANDREWS JOB NO. ADD -1 DRN. BY: JDA DATE: 7 -25-97 �' Z s R. i .�ti
DEIGN
ASSOCIATES CLIENT: BOB FITZGERALD I EXPrRES. 1 2 -81 -98 I
te Cm= srt v` ii � I I �i� - I
MIME / TIM -rim 1 / 6
1 I