Plans I 2 L 1 3 5 5 c //-`'-r erg N"aC .
R E P ) ,BY: NICOLI ENGINEERING; 503 684 3636; AUG - 21 - 06 2:14PM; PAGE 2/3
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ENGINEERING, INC. Job No.: (7(/ - (,7 7 I i, Date: 174,r
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$ :kci F BY: NICOLI ENGINEERING; 503 684 3636; AUG -21 -06 2:15PM; PAGE 3/3
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COMPANY PRO JEC
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`�� (� ® PO Box 23784 EXISTING HEADER
� . :� �' ';* ' .1' .. Tigard, OH 97281 H-1R REVISED
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Aug. 21,200614:10 H =1 R.vtrwb
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Design Check Calculation Sheet
Slzer 2004a
LOADS ( Ibs psf, or ptf)
Load Type Distribution Magnitude Location (ft] Pat-
Start End Start End tern
Loadl Dead Point 2254 4.00 No
Load2 Snow Point, 7061 4.00 No
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
o
0 ' 8'
Dead 1127 1127
Live 3530 3530
Total 4657 4657
Hearing:
LC number 2 2
Length 1.35_ 1 -35
Timber -soft, D.Fir -L, No.2, 5- 112x17 -114"
Lateral support top= at supports, bottom= at supports; Load combinations: ICC -IBC:
WARNING: this CUSTOM SIZE Is not In the database. Refer to online help.
Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2001 :
Criterion Analysis Value Design Value Analysis/Design
Shear fv = 74 Fv' = 195 fv1Fv' = 0.38
Rending( +) fb = 820 Fb' = 955 fb /Fb' = 0.86
Live Defl'n 0 -04 • <L/999 0.27 = L/360 0.16
Total Defl'n 0.06 = <L/999 0.40 - L /240 0.16
ADDITIONAL DATA:
FACTORS: F co CM Ct. CL CF Cfu Cr Cfrt Ci Cn LC6
Fb'9. 875 1.15 1.00 1.00 0.988 0.960 1.00 1.00 1.00 1.00 - 2
Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
ts 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2
Custom duration factor for wind load = 1.33
Bending( +): LCII 2 . D +S, M = 18630 lbs -ft
Shear : LC# 2 = D +S, v = 4657, V design = 4657 lbs
Deflection: LC# 2 - D +6 EI= 3056eu6 lb -in2
Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection.
(D =dead L =live S =enow w =mind T.impaCt C= COnetruction CLd= concentrated)
(All LC'S are listed in the Analysis output)
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. _
7 ,
R D PRuFF
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One & Two - Family Dwelling
, . .. Plan Check Fees
City of Tigard
PERMIT INFORMATION:
Permit #: rn,1 - (9.0 t OOaan Plan #: Cam} -o,ry Date: • 1 • ((D
Site Address: 1',q5 al) ,� ? ri, 2 0 r" Parcel #:
Subdivision: Thof n � �cck ES�QS _ Lot #: Zoning:
Jurisdiction: -r in Setbacks: Front: Rear: Left: Right:
Class of Work: Stories: I First Floor: (0 `f
Type of Use: -- Height: Second Floor:
Construction: 5 Al Floor Load: . 45 Third Floor:
Occupancy Group: (Z3 Dwelling Units: 1 Bonus Room:
Valuation: L{ 1 you . RO _ Bedrooms: 95 Total Floors:
Bathrooms: Basement:
GC) ca x( °I a . L 0 -a 4, c Decks: Garage:
LI 14 Oy • %6 Porches: Other:
FEES: Description: Fee Amount: Amount Paid: Balance Due:
Plan Check: Building: D (s7. Oa- L -O f L S 11L .3
Extra Set: c 0
Permit: Building: u [ . ° 7 L4 l c) .W
Tax: ?ID.% lv - 1 • 3C) . On .:5(
Mechanical: 7 a.� (-) e - 1 a.6
Tax: 5. n 3 A d
Plumbing:
Tax:
Electrical:
Tax:
Low Voltage:
Tax:
SDC: CDC LRP Fee:
CDC Ping. Rev.:
Parks:
TIF Res.:
TIF MT: _
Erosion Permit:
Erosion CWS:
Erosion COT:
Water Quality:
Water Quantity: _
SUB - TOTAL: — 1 $A .°I`T _ ( . (>2,
Sewer: Permit:
Inspection:
SUB - TOTAL:
TOTAL:
i:\ Building \Forms\ResPlanCheckFees.doc 10/28/05 Page 1
v
PLUMBING FEES (for special information use checklist) MECHANICAL FEES (residential equipment/systems)
Description I Qty. I Fee(ea.) I Total Description Qty I Fee(ea.) Total ,
. ',..: New 1 2 family ,. dwellings '; H ,. :, , ; • Heating/Cooling : ... .
(includes 100 ff. for each utility connection) . .. Air conditioning or heat pump* 14.00
SFR (1) bath 249.20 Furnace 100,000 BTU (ducts/vents) 14.00
SFR (2) bath 350.00 Furnace 100,000+ BTU (ducts/vents) 17.90
SFR (3) bath 399.00 Gas heat pump 14.00
Each additional bath/kitchen 45.00 Duct work 14.00
Rain Drain, single famil dwelling 65.25 Hydronic hot water system 14.00
Fire sprinkler - sq. ft. 0 to 2,000 115.00 Residential boiler
Fire sprinkler - sq. ft. 2,001 to 3,600 160.00 (for radiator or hydronic system) 14.00
Fire sprinkler - sq. ft. 3,601 to 7,200 220.00 Unit heaters (fuel, not electric)
Fire sprinkler - sq. ft. 7,200 and greater 309.00 (in wall, in -duct, suspended, etc.) 14.00
Site Utilities Flue/vent (for any of above) 10.00
Catch basin/area drain 16.60 Repair units 12.15
Drywell/leach line/trench drain 16.60 Other Fuel Appliances
Footing drain - 1" 100' 55.00 Water heater 10.00
Footing drain - each additional 100' 46.40 Gas fireplace 10.00
Flue vent (water heater /gas fireplace) 10.00
Manufactured home utilities 110.00 Log lighter (gas) 10.00
Manholes 16.60 Wood/Pellet stove 10.00
Rain drain connector 16.60 Wood fireplaceinsert 10.00
Sanitary sewer - 1 100' 55.00 Chimney/liner /flue /vent 10.00
Sanitary sewer - each additional 100' 46.40 Other: 10.00
Storm sewer - 1 100' 55.00 Environmental Exhaust & Ventilation
Storm sewer - each additional 100' 46.40 Range hood/other kitchen equipment 10.00
Water service - 1 100' 55.00 Clothes dryer exhaust 10.00
Water service - each additional 100' 46.40
• . - Fixture or Item _ Single duct exhaust
Absorption valve 16.60 (bathrooms, toilet compartments,
Backflow preventer 27.55 utility rooms) 6.80
Backwater valve 16.60 Attic/crawl space fans 10.00
Clothes washer 16.60 10.00
Dishwasher 16.60 Fuel Piping
Drinking fountain 16.60 "(S5.40 for first 4, 51.00 each additional)
Furnace, etc. **
Ejectors/sump 16.60 Gas heat pump **
Expansion tank 16.60 Wall/suspended/unit heater * •
Fixture/sewer cap 16.60 Water heater **
Floor drain/floor sink/hub 16.60 Fireplace ••
Garbage disposal 16.60 Range **
Hose bib 16.60 BBQ **
Ice maker 16.60 Clothes dryer (gas) **
Interceptor /grease trap 16.60 Other: * *
Primer 16.60 Total:
Roof drain (commercial) 16.60 Mechanical Permit Fees
Sink/basin/lavatory 16.60 Subtotal: $
Tub /shower /shower pan - 16.60 Minimum Permit Fee $72.50 $
Urinal 16.60 Plan Review Fee (25% of Permit Fee) $
Water closet 16.60 State Surcharge (8% of Permit Fee) $
Water heater 16.60 TOTAL PERMIT FEE $
Other:
Other:
. Plumbing Permit Fees ELECTRICAL FEES (residential single- or multi - family)
Subtotal $ Description Qty. Fee Total Imp
Minimum Permit Fee $72.50 $ 1,000 sq. ft. or less 145.15 4
- Plan Review (25% of Permit Fee) $ Fa add'I 500 sq. ft. or portion 33.40 I
State Surcharge (8% of Permit Fee) $ Limited energy, residential 75.00 2
TOTAL PERMIT FEE $ Each manufactured or modular
dwelling, service and/or feeder 90.90 2
Electrical Permit Fees .
Subtotal: $
Plan review (25% of permit fee) $
State surcharge (8% of permit fee) $
TOTAL PERMIT FEE _ $
i:\ Building \Forms\ResPlanCheckFees.doc 1028/05 Page 2
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Nicoll Engineering, Inc.
wIlw PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636
STRUCTURAL DRAWINGS
PROJECT:
CHECK INSTALLATION OF FOUR EXISTING HEADERS
SINGLE FAMILY RESIDENCE
12438 SW ASPEN RIDGE DR.
TIGARD, OR. 97224
CLIENT:
GARY STONG
12438 SW ASPEN RIDGE DR.
TIGARD, OR. 97224
HR "Hu'
AUG 1 2006
( ROFF sj\ ‘Lait or
to TTQl
a
4 a,, Gf
N.6
kr3 t7.7 c71
Note: Nicoli Engineering's design responsibility is limited to only
those specific areas of the structure and /or project as presented
herein. The attached calculations and /or construction details
have been prepared for the above referenced project for the
one — time —use at the noted site.
JOB NO.: 06 -0713
PREPARED BY : ENK
CHECKED BY : JA
DATE : 8/14/06 PAGE 1 OF
•
ProjClient: ect: Page:
��ICO�1
S�C71`G L Br
ENGINEERING, INC. Job No.: p rp - d7 d'$j Date: ell 024,
IASkt P—) p 5 � 6 J 12u. L-r ; i, L. 4 4 1-\. 0
ua pe - cez. I.\r4! =n &Art FT )-T
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jq _ D
9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636
Project: Pa e:
By.
ENGINEERING, INC. Job No.: Date:
' elf ti V ‘S
5`1,1(/ tot ewv.itt ' < Cvk f e 140, t
we
1.1 5K 6 e0 -r 47x2 44' r
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(e).20)(-( 1 49. - &
1 ter '5 12 P-
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t 4 62 1
.0 5jo2
9025. SW Center Street -.PO Box 23784 Tigard, Oregon 97281 • Phone: (503).620 -2086 • Fax: (503) 684 -3636
COMPANY PROJECT
,1 ® Nicoli Engineering, Inc. STONG
II 00 � V \./ O r K C J PO Box 23784 EXISTING HEADERS
r
Tigard, OR 97281
.. ... .. .;
SOFTWARE
:. ...: ......... • OR WOOD DCS1f.N <
Aug. 10, 2006 17:21 H -1.wwb
Design Check Calculation Sheet
Sizer 2004a
LOADS ( Ibs, psf or plf) :
Load Type Distribution Magnitude Location (ft] Pat -
Start End Start End tern
Loadl Dead Full UDL 256.0 No
Load2 Live Full UDL 454.0 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
n o
0' 8'
Dead 1024 1024
Live 1816 1816
Total 2840 2840
Bearing:
LC number 2 2
Length 1.00 1.00
Timber -soft, D.Fir -L, No. 1, 6x14"
Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC;
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 :
Criterion Analysis Value Design Value Analysis/Design
Shear fv = 41 Fv' = 170 fv /Fv' = 0.24
Bending( +) fb = 408 Fb' = 1323 fb /Fb' = 0.31
Live Defl'n 0.02 = <L/999 0.27 = L/360 0.09
Total Defl'n 0.04 = <L/999 0.40 = L/240 0.11
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fb'+ 1350 1.00 1.00 1.00 0.990 0.990 1.00 1.00 1.00 1.00 - 2
Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2
Custom duration factor for Wind load = 1.33
Bending( +): LC# 2 = D +L, M = 5680 lbs -ft
Shear : LC# 2 = D+L, V = 2840, V design = 2041 lbs
Deflection: LC# 2 = D +L EI= 1804e06 lb -in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated)
(All LC's are listed in the Analysis output)
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.
. ,
• COMPANY PROJECT
,,,,;01110® . ®' Nicoli Engineering, Inc. STONG
I ! 00 wor POBox23784
Tigard, OR 97 EXISTING HEADERS
J
...: .:::. °.SOffARE,£OR WOOD DE- A
2
Aug. 10, 2006 17:22 H 2.wwb
Design Check Calculation Sheet
Sizer 2004a
LOADS ( lbs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pat -
Start End Start End tern
Loadl Dead Full UDL 156.0 No
Load2 Live Full UDL 54.0 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
n
.,
0' 6 ,
Dead 468
Live 162
468
Total 630
162
Bearing:
630
LC number 2
2
Length 1.00 1.00
Timber -soft, D.Fir -L, No. 1, 6x14"
Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC;
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 :
Criterion Analysis Value Design Value Analysis/Design
Shear fv = 8 Fv' = 170 fv /Fv' = 0.05
Bending( +) fb = 68 Fb' = 1327 fb /Fb' = 0.05
Live Defl'n 0.00 = <L/999 0.20 = L/360 0.00
Total Defl'n 0.00 = <L/999 0.30 = L/240 0.02
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fb'+ 1350 1.00 1.00 1.00 0.993 0.990 1.00 1.00 1.00 1.00 - 2
Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - 1.00 1.00 - 2
Custom duration factor for Wind load = 1.33
Bending(+): LC# 2 = D +L, M = 945 lbs -ft
Shear : LC# 2 = D +L, V = 630, V design = 394 lbs
Deflection: LC# 2 = D +L EI= 1804e06 lb -in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated)
(All LC's are listed in the Analysis output)
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.
COMPANY PROJECT
Nicoli Engineering, Inc. STONG
PO Box 23784 EXISTING HEADERS
1 Wrici lWo
Tigard, OR 97281 H -3
;'i: :; :,: . °::; "' .. ;: 5OIIWARE FOR WOOD DESIGN •'..
Aug. 10, 2006 17:24 H -3.wwb
Design Check Calculation Sheet
Sizer 2004a
LOADS ( lbs, psf, or pif )
Load Type Distribution Magnitude Location (ft] Pat -
Start End Start End tern
Loadl Dead Full UDL 562.0 No
Load2 Live Full UDL 1200.0 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
A a
0'
5' -7"
Dead 1568 1568
Live 3348 3348
Total 4916 4916
Bearing:
LC number 2 2
Length 1.43 1.43
Timber -soft, D.Fir -L, No. 1, 6x10"
Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC;
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 :
Criterion Analysis Value Design Value Analysis/Design
Shear fv = 101 Fv' = 170 fv /Fv' = 0.59
Bending( +) fb = 995 Fb' = 1350 fb /Fb' = 0.74
Live Defl'n 0.04 = <L/999 0.19 = L/360 0.22
Total Defl'n 0.07 = L/944 0.28 = L/240 0.25
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fb'+ 1350 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2
Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2
Custom duration factor for Wind load = 1.33
Bending( +): LC# 2 = D +L, M = 6858 lbs -ft
Shear : LC# 2 = D +L, V = 4916, V design = 3521 lbs
Deflection: LC# 2 = D +L EI= 629e06 lb -in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated)
(All LC's are listed in the Analysis output)
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.
ip
' : COMPANY PROJECT
.-
,. ..04 40 ',..... ,. ' . ." ,'
Nicoli Engineering, Inc. STONG
11 . , . • S
m :- . •
7; """'. . WoodWO r . ®. PO Box 23784
Tigard, OR 97281 EXISTING HEADERS
H-4
k
‘: " ''':":. . - .: Aug. 10, 2006 17:25 H-4.wwb
-,....m..„--
\ Design Check Calculation Sheet
.... ..
Sizer 2004a
/.LOADS ( lbs, psf, or plf ) :
4' Loadl
Type Distribution Magnitude Location [ft] Pat-
', Start End Start End tern
• boadl Dead Full UDL 562.0 No
k Load2 Live Full UDL 1200.0 No
_
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
r eN
a , ) 1
„,
.
N„,,,"
-,,.......
.1' .
i .
'k. g
A
0'
5-1"
Dead 1427
1427
4 .. .
Live 3048
3048
Total 4475
4475
• ring:
LC number 2
2
• " Length 1.30
1.30
Timber-soft, D.Fir-L, No. 1, 6x10"
Lateral support: top= at supports, bottom= at supports; Load combinations: ICC-IBC;
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 :
•
Criterion Analysis Value Design Value Analysis/Design
fv = 88 Fv' = 170 fv/Fv' = 0.52
Eending(+) fb = 824 Fb' = 1350 fb/Fb' = 0.61
,
Live Defl'n 0.03 = <L/999 0.17 = L/360 0.17
4 e Total Defl'n 0.05 = <L/999 0.25 = L/240 0.19
A D D I T I 0 N A L DATA:
FAbTORS: F CD CIA Ct CL CF Cfu Cr Cfrt Ci Cn LC#
v e
. F15 1350 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2
L Fv' 170 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2
N' Fdp' 625 - 1.00 1.00 - - - 1.00 1.00 - -
.,,, .„.e' 1.6 million 1.00 1.00 - - - 1.00 1.00 - 2
Custom duration factor for Wind load = 1.33
eBending(+): LC# 2 = D+L, M = 5684 lbs-ft
O FIN ':
Shear : LC# 2 = D+L, V = 4475, V design = 3081 lbs
t ' b
,,, tpeflection: LC# 2 = D+L EI= 629e06 lb-in2
'' Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
' (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
, (All LC's are listed in the Analysis output)
:e r4...
1. DESIGN NOTES:
"-- 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.
r'; .
4 .„...- .