HomeMy WebLinkAboutBLD07-106BT]ILDING PERMIT
City of Port Townsend
Development Services Department
250 Madison Street, Suite 3, Port Townsend, WA 98368
(360)379-s09s
Project Information
Permit Type Residential - Addition/Remodel
Site Address 834 TAFT ST
Project Description
Add 40 sq. ft. kitchen addition on existing decVslab
Permit #
Project Name
Parcel #
BLD07-106
984600403
Names Associated with this Project
Type Name
Applicant Kenna E Michael
Owner Kenna E Michael
Contractor Kimball & Landis
Contractor Kimball & Landis
License
Contact Phone #Type License # Exp Date
Rick Landis
Rick Landis
0-CITY
STATE
4941 1213U2007
KIMBALL99 61 03 / 25 I 20080-
Fee Information Project Details
Dwellings - Remodel @ 50%
Dwellings - Type V Wood FrameProject Valuation
Building Permit Fee
Plan Review Fee
State Building Code Council Fee
Technology Fee for Building Permit
Record Retention Fee for Building
Permit
$54.584.93
97.25
63.21
4.50
5.00
5.00
987 SQFT
80 SQFT
Total tr'ees $t74.96
CaIl 385-2294 by 3:00pm for next day inspection.
Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180
days. Work is verified by obtaining a valid inspection.
The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certifo
that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certifo
that I am the owner
\Datelssued: 06/18/200'7
lssuedBy: PWESTERFIELD
Print Name
or of the owner
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CITY OF PORT TOWNSEND
PERVIIT ACTTVITY I,OG
PERMTT + .Fr_bn7- lob
SCOPE OF WORK:
DATERECETVED f"- 1'O 7
DATE ACTION INITIALS(-- l - b-7 ENTERED INTO CHET kl'ottP
CA - to Planning - No evidence I
CHECKED FOR COMPLETENESS
t {\/\/-)
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, / ^t Ilolblo-7 4-h t"t-t
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SUZO',,2!-lrq--
CITY OF PORT TOWNSEND
DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
For inspectionso call the Inspection Line at 360-385-2294 by 3 :00 PM the day before you want
the inspection. For Monday inspections, call by 3:00 PM Friday.
DArE oF'INSPECTIoN: // Z ?'/ 7 PERMIT NUMBBR: 6Zb I 7 /l/
SITB ADDRESS: A
PROJECT NAME:CONTRACTOR:
CONTACT PERSON:I PHONE:3at-e7
TYPE OF INSPECTION:'/a+L
-i
! APPROVED ! APPROVED WITH
CORRECTIONS
Ok to proceed. Corrections will be
checked at next inspection
! NOTAPPROVED
Call for re-inspection before
proceeding.
Inspector Date
Approved plans and permit card must be on-site and available at time of inspection. A re-inspection fee may
be assessed if work is not ready for inspection.
CITY OF PORT TOWNSENI)
DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want
the inspection. For Monday inspectionso call by 3:00 PM Friday.
Q- t4- o-7 PERMIT NUMBER:ts 1-DATE OF'INSPECTION:
SITE ADDRESS:
PROJECT NAME:
CONTACT PERSON:
TYPE OF INSPECTION:
CONTRACTOR:
PHONE:
! APPROVED ! APPROVED WITH
CORRECTIONS
Ok to proceed. Corrections will be
checked at next inspection
! NOTAPPROVED
Call for re-inspection before
Inspector Date
Approved plans and permit card must be on-site ond
be assessed if work is not ready for inspection.
avoilable at time of inspection. A re-inspection fee may
CITY OF PORT TOWNSEND
DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
For inspections, call the Inspection Line at 360-385-2294by 3:00 PM the day before you want
the inspection. For Monday inspections, cail by 3:00 pM Friday.
PERMIT NUMBER: .RI NN-I -t oL,DATE OF INSPECTION:
SITE ADDRESS:
PROJECT NAME:
CONTACT PERSON:
K nr)CONTRACTOR:
Kt il.
, l-'.
v_
PHoNE: 36|r ^4xq1
TYPB OF INSPBCTION:
,"+1 tl(\r--( ..)
! APPROVED ! APPROVED WITH
CORRECTIONS
Ok to proceed. Corrections will be
checked at next inspection
Inspector Date
Approved plans and permit card must be on-site and available at time of
be assessed if work is not readyfor inspection.
! NOTAPPROVED
Call for re-inspection before
t_
A re-inspectionfee may
CITY OF PORT TOWNSEND
DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want
the ection. For Monday inspections, call by 3:00 PM Friday.
o>^6DATB OF INSPECTION:
SITE ADDRESS:
PROJECT NAME:
CONTACT PERSON:
TYPE OF'INSPECTION:
A
PERMIT NUMBER:
CONTRACTOR:
PHONE:
LftS
(
N APPROVED
Inspector
tr APPROVED WTTH
CORRECTIONS
Ok to proceed. Corrections will be
checked at next inspection
Date
tI NOT APPROVEI)
Call for re-inspection before
proceeding.
Elzq/o2
Approved plans and permit card must be on-site and available at time of inspection. A re-inspectionfee may
be assessed if work is not ready for inspection.
7l9Taylor Street
Port Townsend, WA 98368
May 30, 2007
Mike & Pat Kenna
834 Taft Street
Port Townsend, WA 98368
Structural Recomrnendations for:
Kitchen Remodel @834 Taft Street
licharci@richard ber:garchitecrs. coin
Phone: (360) 379-8090
Fax: (360)379-8324
.lii;,i - ! ',:,.,,,1
i-;
fJ:,! ^
Tg+F
1. Lateral Loads: The kitchen addition is located in a re-entrant corner ofthe existing building,
extends no further than the existing building in either directio4 and therefiore adds no new sail area
to the building with respect to wind loads. It is-located underneath an existing porch roof, and
essentially replaces two exterior walls with 2 similar exterior walls in a different location. This will
result in an insignificant change in the weight to the building, and should result in no change in the
behavior of the building in a seismic event.
My only concern from a lateral load standpoint has to do with the main floor wall between the
kitchen and living room. Overall, approximately 5 linear feet ofthat wall are to be removed, and
approximately 3 linear feet will be added but at a different location. This will weaken the lateral
strength ofthe house in the north-south direction (Uptown PT "north": parallel to Taylor St.)
and should be compensated for by strengthening the wall. I recommend adding tnin"Yz" CDX
plywood sheathing on the kitchen side of the wall, in the kitchen only, nailed to existing or
new framing with 8d connmon nails at 4" oc at panel edges and at 12'oc field.
2. Gravity Loads: New header between kitchen and living room should be fully supported down to
the foundation at each end, and may be any ofthe following, or larger:
DF #1 6x10 or DF #2 6x12
24F-V4 Glulam 3-ll$" x10-112"
Versalarn 3100 Fb 3-112" x9-114"
New support beam under the kitchen addition shall be a minimum DF #1 6xl0
New steel pipe column under the end of the kitchen addition beam shall be a minimum
HSS 1.90 x 0.120 ASTM A500-GR B-42 steel tube. Any stronger tube that is easily available is
also fine. The steel tube shall have nninimum 4" x 4" N.r/l'bearing plate welded to the top and
bottom of the column, with holes for (a) %" bolts or lags, or as shown on drawings.
The footing under the new pipe column shall be minimum 20" x 2A" x 12" deep. No steel
reinforcing is required, but 2 #4 bars in each direction may be included at least 3" above the bottom
of the footing. Install (4) Yr" x 10" anchor bolts (max. embedment - 9") for attachment of the pipe
column base plate.
Combination Roof and Floor Beam[ 2003 lnternational Residential Code (01 NDS) ] Ver: 7.01.10
By: Richard Berg , Richard Berg Architects on: 0$30-2007
Project KENNA KITCHEN ADDITION - Location: kitchenJiving room header DF #1
Summary:
5.5 lN x 9.5 lN x 8.67 FT / #1 - Douglas-Fir-Larch - Dry Use
18.7olo I ired
LOADING
Span = 8.67 ft
ReactioFs
Live LoadA 2276LbB 2276Lb
Snan
Uniform Loading
W
Live Load
525 Ptf
Dead Load Total Load Uplift Load
1883 Lb 4159 Lb 0 Lb
1883 Lb 4159 Lb 0 Lb
Dead Load Self Weioht TotalLoad423Pfi 11 Ptf 959 Plf
'I
Combination Roof and Floor Beaml 2003 lnternational Residential Code {01 NDS) I Ver: 7.01.10
By: Richard Berg , Richard Bero Architects on: 05-30-2007 : 10:51:20 AM
Proioct KENNA KITCHEN ADDITION - Location: kitohenJiving room header DF #1
Summary:
5.5 lN x 9.5 lN x 8.67 FT / #1 - Douqlas-Fir-Larch - Dry Use
Section Adequate By 18.7o/o Controlling Factor: Section Modulus / Depth Required 8,721n
Deflections:
Dead Load: DLD=
Live Load: LLD=
Totat Load: TLD=
Reactions (Each End):
Live Load: LL-Rxn=
Dead Load: DL-Rxn=
TL-Rxn=Total Load:
Bearing Length Required (Beam only, support capacity not checked): BL=
Beam Data:
Span:
Maximum Unbraced Span:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Roof Loadinq:
Roof Live Load-Side One:
Roof Dead Load-Side One:
Roof Tributarv Width-Side One:
Roof Live Load-Side Two:
Roof Dead Load-Side Two:
Roof Tributary Width-Side Two:
Roof Duration Factor:
Floor Loading:
Floor Live Load-Side One:
Floor Dead Load-Side One:
Floor Tributary Width€ide One:
Floor Live Load-Side Two:
Floor Dead Load-Side Two:
Floor Tributary Width-Side Two:
Floor Duration Factor:
WallLoad:
Beam Loads:
Roof Uniform Live Load:
Roof Uniform Dead Load (Adjusted for roof pitch):
Floor Uniform Live Load:
Floor Uniform Dead Load:
Beam Self Weiqht:
Combined Uniform Live Load:
Cornbined Uniform Dead Load:
Gombined Uniform Total Load:
Controlling Total Design Load:
Properties For: #1- Douglas-Fir-Larch
Bendino Stress:
Shear Stress:
Modulus of Elasticitv:
Stress Perpendicular to Grain:
Adjusted Properties
Fb'(Tension):
Adjustment Factors: Cd=1. 1 5 CF=1.00
FV:
Adiustment Factors. Cd=1. 15
Design Requirements:
Controlling Moment:
4.335 ft from left support
Gritical moment created by combining all dead and live loads.
Controlling Shean
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 lnertia (Deflection):
wL-rooF
wD-rooF
wL-floor=
wD-floor=
BSW=
wL=
wD=
wT=
wT-cont=
Fb'=
Fv'=
Sre,q=
$=
Areq={=
lreq=
l=
2276
1883
4159
1.21
25.0
15.0
1.0
25.0
15.0
10.0
1.15
1350
170
1600000
625
1553
196
69.68
82.73
26.17
52.25
175.83
392.96
1N
lN = U980
lN = U535
LB
Lts
LB
IN
PSF
PSF
FT
PSF
PSF
FT
tN3
tN3
rN2
tN2
rN4
tN4
0.09
0.11
0.19
FT
FT
8.67
0.0
360
244
l=
Lu=
U
U
RLLI=
RDL1=
RTW1=
RLL2=
RDL2=
RTW2=
Cd-rooF
FLLl=
FDL1=
FTW1=
FLL2=
FDL2=
FTW2=
Cd-floor=
WALL=
4O.O PSF15.0 PSF6-25 FT40.0 PsF15.0 PSFO,O FT
1.0096 PLF
275 PLF233 PLF25O PLF94 PLF11 PLF525 PLF434 PLF959 PLF959 PLF
Fb=
Fv=
PSI
PSt
PSI
PSI
PSI
PSI
Fc_perp=
l,rl=9015 FT-LB
\/=3410 LB
Combination Roof and Floor Beam[ 2003 lnternational Residential Code (01 NDS) J Ver: 7.01.10
By: Richard Berg , Richard Berg Architects on: 05-3S.2007
Project Kenna kitehen addition - Location: kitchen-living room header
Summary:
5.5 lN x 11.5 lN x 8.67 FT I f2 - Douglas-Fir-Larch - Dry Use
Section AdequatqBy: l?Sorb Controlling Factor: Section Modulus / Depth Required 10.84 ln
LOADING DIAGRAM
B
Span = 8.67 ft
Reactions
Live Load
2276Lb
2276tb
Soan
Uniform Loading
W
Dead Load Total Load
1894 Lb 4109 Lb
1894 Lb 4169 Lb
A
B
Uplift Load
0Lb
0Lb
Live Lo?d Dead Load Self Weiqht Total Load
525 Prf 423 Ptf 14 Prf 962 Ptf
)
Combination Roof and Floor Beamf 2003 lnternational Residential Code (01 NDS) I Ver: 7.01.10
BV: Richard Berg , Richard Berq Architects on: 05-30-2007 : 10:15:50 AM
Proiect: Kenna kitchen addition - Location: kitchenJiving room header
Summary:
5.5 lN x 11.5 lN x 8.67 FT / #2 - Douglas-Fir-Larch - Dry Use_ Sestion Adequate By:12.5o/o Controlling Factor: Section Modulus / Depth Required 10.84 ln
Deflections:
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: l-=
Maximum Unbraced Span: Lu=
Live Load Deflect. Criteria: U
TotalLoad Deflect. Griteria: Ll
Roof Loading:
Roof Live Load-Side One: RLLI=
Roof Dead Load-Side One: RDLI=
Roof Tributary Width-Side One: RTWI=
Roof Live Load-Side Two: RLL2=
Roof Dead Load-Side Two: RDL2=
Roof Tributary Width-Side Two: RTW2=
Roof Duration Factor: Cd-rooF
Floor Loading:
Floor Live Load-Side One: FLLI=
Floor Dead Load-Side One: FDLI=
Floor Tributary Width-Side One: FTWI=
Floor Live Load-Side Two: FLL2=
Floor Dead Load-Side Two: FDl2=
Floor Tributary Width-Side Two: FTW2=
Floor Duration Factor: Cd-floor=Wallload: WALL=
Beam Loads:
Roof Uniform Live Load: wL-rooF
Roof Uniform Dead Load (Adjusted for roof pitch): wD-rooF
Floor Uniform Live Load: wl-floor=
Floor Uniform Dead Load: wD-floor=
Beam Self Weight BSW=
Combined Uniform Live Load: wL=
Combined Uniform Dead Load: wD=
Combined Uniform TotalLoad: wT=
Controlling TotalDesign Load: wT-cont=
Properties For: #2- Douglas-Fir-Larch
Bending Stress: Fb=
Shear Stress: Fv=
Modulus of Elasticitv: f=
Stress Perpendicular to Grain: Fc_perp=
Adjusted PropertiesFb'(Tension): Fb'=
Adjustment Factors: Cd=1. 1 5 CF=1.00Fv': Fv'=
Adiustment Factors: Cd=1. 1 5
Design Requirements:
Controlling Moment [/l=
4.335 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): *r"S:
Area (Shear), Or"l=
Moment of lnertia (Deflection): trell
2276
1894
4169
1.21
8.67
0.0
360
240
25.0
15.0
1.0
25.0
15.0
10.0
1.15
40.0
15.0
6.25
40.0
15.0
0.0
1.00
96
875
170
1300000
625
1006
196
0.06
0.07
0.13
107.77
121.23
24.95
63.25
216.94
697.07
IN
lN = U1413
lN = LIl71
PSF
PSF
FT
PSF
PSF
FT
PSF
PSF
FT
PSF
PSF
FT
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PSt
PSI
PSI
PSI
PSI
PSI
LB
LB
LB
IN
FT
FT
275
233
250
94
14
525
437
962
962
9037 FT.LB
3252 LB
tN3
tN3
rN2
tN2
rN4
rN4
Combination Roof and Floor Beam[ 2003 lnternational Residential Code (01 NDS) ] Ver: 7.01.10
By: Richard Berg , Richard Berg Architects on: 05-30-2007
Project: Kenna kitchen addition - Location: kitchen-living room header - glulam
Summary:
3.125 lN x 10.5 lN x 8.67 FT l24F-V4 - Visually Graded Western Species'Dry Use
Section Adequate Bv: 47.1o/o Controllins Factor: Section Modulus / Depth Required 8.66 ln
LOADING DIAGRAM
Span = 8.67 ft
Reactions
Live Load Dead Load Totalload Uplift Load
1865 Lb 4141 Lb 0 Lb
1865 Lb 4141Lb 0 Lb
A
B
Span
2276Lb
2276Lb
Uniform Loading
Live Load Dead Load Self Weioht TotalLoadw 525 Ptf 423 Pfi 7 Prf 955 Ptf
)l
Combination Roof and Floor Beaml 2003 lnternational Residential Code (01 NDS) I Ver: 7.01.10
BV: Richard Berg , Richard Berg Architects on: 05-30-2007 : 10:16:53 AM
Proiect: Kenna kitchen addition - Location: kitchenliving roorn header - glulam
Summary:
3.125 lN x 10.5 lN x 8.67 FT l24F-V4 - Visuallv Graded Western Species - Dry Use
Section Adequate By: 47.1o/o Controlling Factor: Seetion Modulus / Depth Required 8.66 ln
Deflections:
Dead Load: DLD= 0.10
Live Load: LLD= 0.12Totalload: TLD= 0.22
Reactions (Each End):
Live Load: LL-Rxn= 2276
Dead Load: DL-Rxn= 1865
Total Load: TL-Rxn= 414'l
Bearing Lenqth Required (Beam only, support capacity not checked): BL= 2.44
Camber Reqd.: Q= 0.15
t-L-
Lu=uu
CAF=
25.0
15.0
1.0
25.0
15.0
10.0
1.15
Beam Data:
Span:
Maximum Unbraced Span:
Live Load Deflect. Griteria:
Total Load Deflect. Criteria:
Camber Adjustment Factor:
Roof Loading:
Roof Live Load-Side One:
Roof Dead Load€ide One:
Roof Tributary Width-Side One:
Roof Live Load-Side Two:
Roof Dead Load-Side Two:
Roof Tributary Width-Side Two:
Roof Duration Factor:
Floor Loading:
Floor Live Load-Side One:
Floor Dead Load-Side One:
Floor Tributarv Width-Side One:
Floor Live Load-Side Two:
Floor Dead Load€ide Two:
Floor Tributary Width-Side Two:
Floor Duration Factor:
WallLoad:
Beam Loads:
Roof Uniform Live Load:
Roof Uniform Dead Load (Adjusted for roof pitch):
Floor tlniform Live Load:
Floor Uniform Dead Load:
Beam Self Weisht:
Combined Uniform Live Load:
Combined Uniform Dead Load:
Combined Uniform Total Load:
Controlling Total Design Load:
Properties For: 24F-V4- Visually Graded Western Species
Bending Stress:
Shear Stress:
Modulus of Elasticity:
Stress Perpendicular to Grain:
Bending Stress of Comp. Face in Tension:
Adjusted Properties
Fb'(Tension):
Adjustment Factors: Cd=1. 1 5
FV:
Adiustment Factors: Cd=1. 1 5
Design Requirements:
Controtling Moment:
4.335 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 lnertia {Deflection):
IN
lN = U846
lN = U465
PSF
PSF
FT
PSF
PSF
FT
PSF
PSF
FT
PSF
PSF
FT
PLF
40.0
15.0
6.25
40.0
15.0
0.0
1.00
96
2760
276
39.02
57.42
18.00
32.81
155.61
301.46
LB
LB
LB
IN
IN
FT
FT
8.67
0.0
360
240
1.5 X DLD
RLLI=
RDL1=
RTWI=
RLL2=
RDL2=
RTW2=
Cd-rooF
FLLl=
FDLl=
FTW1=
FLl2=
FD12=
FTW2=
Cd-floor=
WALL=
wL-rooF
wD-roof=
wL-floor=
wD-floor=
BSW=
wL=
wD=
wT=
wT-cont=
Fb=
Fv-
Fc perp=
Fb_cpr=
Fb'=
Areq=[=
lreq=
l=
2400
240
1800000
650
1 850
275
233
250
94
7
525
430
955
955
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
Fv'=PSI
ffi=8975 FT-LB
v--3313 LB
PSI
PSr
PSI
PSt
PSt
PSI
tN3
rN3
lN2
tN2
lN4
rN4
Sreq=
$=
Combination Roof and Floor Beam[ 2003 lnternational Residential Code (01 NDS) ] Ver: 7.01,10
By: Richard Berg , Richard Berg Architects on: 05-30-2007
Project: Kenna kitchen addition - Location: kitchen-living room header - Versalam
Summary:
3.5 lN x 9.25 lN x 8.67 FT / Versa-Lam 3100 Fb - Boise Cascade
64.4o/o Factor:
Total Load Uplift Load
4151 Lb 0 Lb
4151 Lb 0 Lb
DIAGRAM
Span = 8.67 ft
I uired 7
Reactions
Live Load De?d Load
1875 Lb
1875 Lb
A
B
Snan
2276Lb
2276Lb
Uniform Loading
Live Load Dead Loadw 525 Plf 423 Plf
Self WeiqhtI Ptf
Total Load
958 Plf
Combination Roof and Floor Beaml 2003 lnternational Residential Code (01 NDS) ] Ver: 7'01'10- '-- -gv:-Ric[arO gerg , nicn'arO Berg Architects on: 05-30-2007 : 10:17:54 AM
Proiect: Kenna kitchen addition - Location: kitchenJiving room header - Versalam
Summary:
S.S tl.l x 9.25 tN x 8.67 FT I Versa-Lam 3100 Fb - Boise Cascade
S'ectidn AOequitd ei: O+.+m Controtting Factor: Moment of lnertia / Depth Required 7.84 ln
Deflections:
Dead Load:
Live Load:
Total Load:
Reactions (Each End):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capaciiy not checked):
Beam Data:
Span:
Maximum Unbraced SPan:
Live Load Deflec'L Criteria:
Total Load Deflect. Criteria:
Roof Loading:
Roof Live Load-Side One:
Roof Dead Load-Side One:
Roof Tributary Width-Side One:
Roof Live Load-Side Two:
Roof Dead Load-Side Two:
Roof Tributary Width-Side Two:
Roof Duration Factor:
Floor Loading:
Floor Live Load€ide One:
Floor Dead Load€ide One:
Floor Tributary Width-Side One:
Floor Live Load-Side Two:
Floor Dead Load-Side Two:
Floor Tributary Width-Side Two:
Floor Duration Factor:
WallLoad:
Beam Loads:
Roof Uniform Live Load:
Roof Uniform Dead Load (Adjusted for roof pitch):
Floor Uniform Live Load:
Floor Uniform Dead Load:
Beam Self Weiqht:
Combined Uniform Live Load:
Combined Uniform Dead Load:
Combined Uniform Total Load:
Controlling Total Design Load:
Properties For: Versa-Lam 3100 Fb- Boise Cascade
Bendinq Stress:
Shear Stress:
Modulus of ElasticiW:
Stress Perpendicular to Grain:
Adjusted Properties
Fb'(Tension):
Adjustment Factors: Cd=1. 1 5 CF=1'03
FV:
Adiustment Factors: Cd=1. 1 5
Design Requirements:
Gontrolling Moment:
4.335 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear:
At a distance d from suppori.
Critical shear created bv combining all dead and live loads'
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of lnertia (Deflection):
DLD=
LLD=
TLD=
LL-Rxn=
DL-Rxn=
TL-Rxn=
BL=
RLLl=
RDL1=
RTWI=
RLL2=
RDL2=
RTW2=
Cd-rooF
0.12
0.14
0.26
2276 LB1875 LB4151 LB1.58 lN
8.67
0.0
360
240
25.0
15.0
1.0
25.0
15.0
10.0
1.15
IN
lN = Lll20
lN = U395
PSF
PSF
FT
PSF
PSF
FT
PSF
PSF
FT
PSF
PSF
FT
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PSI
PSI
PSI
PSI
PSI
PSI
tN3
tN3
tN2
tN2
tN4
rN4
FT
FT
l=
Lu=
Uu
FLLl=
FDL1=
FTW1=
FLL2=
FDL2=
FTW2=
Cd-floor=
WALL=
wL-rooF
wD-rooF
wl-floor=
wD-floor=
BSW=
wL=
wD=
wT=
wT-cont=
Fb'=
Ft'=
M=
\rl=
Sreq=
$=
Areq=[=
lreq=
l=
3100
285
2000000
750
40.0
15.0
6.25
40.0
15.0
0.0
1.00
96
3670
328
29.42
49.91
15.96
32.38
140.39
230.84
275
233
250
94I
525
433
958
958
Fb=
Fv=
Fc_perp=
8997 FT-LB
3487 LB
Combination Roof and Floor Beam[2003 lnternational Residential Code (01 NDS) ] Ver; 7.01.10
By: Richard Berg , Richard Berg Architects on: 05-30-2007
Project Kenna kitchen addition - Location: header under kitchen addition
Summary:
5.5 lN x 9.5 lN x 10.0 FT / #1 - Douglas-Fir-Larch - Dry Use
Section Adequate By: 2.3% Controllin
Span = 10 ft
Reacdions
Live Load Dead Lpad Total Load Uolift LoadA 2238 Lb 1110 Lb 3348 Lb 0 LbB 2238 Lb 1110 Lb 3348 Lb 0 Lb
Snan
Uniform Loading
Llvp Load Dead Load Self Weiohtw 448 Prf 211Ptf 11 Prf
Total Load
670 Ptf
-) ')
Combination Roof and Floor Beaml 2003 lnternational Residential Code (01 NDS) I Ver: 7'01.10
By: Richard Berg , Richard Berg Architects on: 05-30-2007 : 10:23:21 AM
Proiect Kenna kitchen addition - Location: header under kitchen addition
Summary:
5.5 lN x 9.5 lN x 10.0 FT /#1 - Douslas-Fir-Larch - Dry Use
Seciion A6-equate By: 2.3Y0 Controliing Factor: Section Modulus / Depth Required 9.39 ln
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:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Roof Loading:
Roof Live Load-Side One:
Roof Dead Load-Side One:
Roof Tributary Width-Side One:
Roof Live Load-Side Two:
Roof Dead Load-Side Two:
Roof Tributary Width€ide Two:
Roof Duration Factor:
Floor Loadinq:
Floor Live Load-Side One:
Floor Dead Load-Side One:
Floor Tributarv Width€ide One:
Floor Live Load-Side Two:
Floor Dead Load€ide Two:
Floor Tributary Width-Side Two:
Floor Duration Factor:
WallLoad:
Beam Loads:
Roof Uniform Live Load:
Roof Uniform Dead Load (Adjusted for roof pitch):
Floor Uniform Live Load:
Floor Uniform Dead Load:
Beam Self Weiqht:
Combined Uniform Live Load:
Combined Uniform Dead Load:
Combined Uniform Total Load:
Gontrollinq Total Design Load:
Properties For: #1- Douglas-Fir-Larch
Bending Stress:
Shear Stress:
Modulus of Elasticitv:
Stress Perpendicular to Grain:
Adjusted Properties
Fb'(Tension):' Adjustment Factors: Cd=1.'t5 CF=1.00 Ci=0.80
FV:
Adjustment Factors: Cd=1. 1 5
Fr.E.
Adiustment Factors: Cm=1.00 Ci=O'95
Design Requirements:
Controlling Moment:
5.0 ft from left suPport
Critical moment created by combining all dead and live loads.
Gontrollino 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 lnertia (Deflection):
LL-Rxn=
DL-Rxn=
TL-Rxn=
BL=
0.08
o.17
0.25
2238
1110
3348
0.97
25.0
15.0
1.5
25.0
15.0
2.0
1.15
IN
lN = l-fl12
lN = U476
PSF
PSF
FT
PSF
PSF
FT
PSF
PSF
FT
PSF
PSF
FT
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PSI
PSI
PSt
tN3
tN3
rN2
rN2
tN4
tN4
DLD=
LLD=
TLD=
LB
LB
LB
IN
FT
FT
10.0
0.0
360
240
Lu=
U
U
RLLI=
RDLI=
RTW1=
RLL2=
RDL2=
RTW2=
Cd-roots
FLL1=
FDLl=
FTW1=
FLL2=
FDll=
FTW2=
Cd-floor=
WALL=
wL-rooF
wD-rooF
wL-floor=
wD-floor=
BSW=
wL=
wD=
wT=
wT-cont=
Fb'=
Fv'=
Ft-E-
lll=
\,/=
Sreq=
$=
Areq=
fi=
lreq=
l=
40.0
15.0
1.5
60.0
10.0
5.0
1.00u
88
74
360
73
11
4482n
670
670
1350
170
1600000
625
1242
196
1520000
80.87
82.73
22.09
52.2s
198.69
392.96
8370 FT-LB
2879 LB
Fb=
Fv=
tr-
PSI
PSt
PSI
PSIFc_perp=
))
Columnf AISC 9th Ed ASD I Ver: 7.01'10
Bv: Richard Bers , Richird Bers Architects on: 05-30-2007 : 10:28:06 AM
Proiect KENNA KITCHEN ADDITION - Location:Addition support column
Summary:'HSS 1.900 x 0.120 x 8.0 FT /ASTM A500-GR'B-42
Section Adequate BY: 17.2o/o
Vertical Reactions:Live: Vert-LL-Rxn=
Dead: Vert-DL-Rxn=Total: Vert-TL-Rxn=
AxialLoads:
Live Loads: PL=
Dead Loads: PD=
Cotumn Self Weight: CSW=
Total Loads: - PT=
Eccentricitv (X-X Axis): ex=
Eccentricity (Y-Y Axis): eY=
t-L-
l-)F
Ly=(=
Cm=
Kl-:*/x=
KLY/ry=
Cc=
Fa=
fa=
Column Data:
Lenqth:
Maximum Unbraced Length (X-X Axis):
Maximum Unbraced Length (Y-Y Axis):
Column End Condition:
Column Bending Coefficient:
Properties for:HSS 1.900 x 0.120/A500-GR.B42
SteelYield Strenqth:
Modulus of Elasticity:
Column Nominal Diameter:
Column Outside Diameter:
Column WallThickness:
Area:
Moment of lnertia {X-X Axis):
Moment of lnertia {Y-Y Axis}:
Section Modulus (X-X Axis):
Section Modulus (Y-Y Axis):
Radius of Gyration fi-X Axis):
Radius of Gvration (Y-Y Axis):
Column Compression Calculations:
KUr Ratio (X-XAxis):
KUr Ratio (Y-Y Axis):
Controlling Direction for Compression Calculations:
Column Slenderness Ratio:
Allowable Compressive Stress:
Compressive Stress:
2238
1 110
17
3365
0.00
0.00
2238
1127
3365
LB
LB
LB
LB
LB
LB
LB
IN
IN
FT
FT
FT
KSI
KSI
IN
IN
IN
tN2
tN4
lN4
tN3
rN3
IN
IN
PSt
PSr
8.0
8.0
8.0
1.0
1.0
Fv=
E-
dia=
od=
{=
,{=
lx=
lY=
Sx=
sy=
D(=
ry=
42
29000
1.90
1.90
0.11 1
0.62
4.25
0.2s
0.26
0.26
0.63
0.63
151.4
151.4
(Y-Y Axis)
116.7
6513
5393
))
Footing Design [ 2003 lnternational Residential Code (01 NDS) !V-er: 7.01'10'
avi'FiJnaro Bbrs , Richard Bers Architects on: 05-3S2007 : 10:56:48 AM
Proiect KENNA KITCHEN ADDITION - Locatisn: pad under new pipe column
Summary:'Footins Size: 1 .67 FT x 1 .67 FT x 10.00 lN* Footing has been designed without reinforcement
Footing Loads:
Live Load:
Dead Load:
Total Load:
Ultimate Factored Load:
Footing Properties:- Allowable Soil Bearing Pressure:
Concrete Compressive Strength:
Footing Size:
width:
Length:
Depth:
PL=
PD=
PT=
Pu=
Qs=
F'c=
m=
n=
!gta/=
bsl=
Qu=
Qe=
Areq=
fi=
Bearing=
Bearing-Allow=
Vu1=
vc1=
Bo=
Vu2=
vc2=
Mu=
Mn=
2238 LB1127 LB336s LB4933 LB
!{=
l-=
Depth=
FT
FT
IN
INEffective Concrete DePth:
Column and Baseplate Size:
Column Type:
Column Width:
Column Depth:
Baseplate Width:
BasePlate Length:
Bearino Calculations:- Ultimate Bearing Pressure:
Effective Allowable Soil Bearing Pressure:
Required Footing Area:
Area Provided:
Baseplate Bearinq:' Bearinq Required:
Allowable Bearing:
Beam Shear Calculations (One Way Shear):
Beam Shear:
Allowable Beam Shear:
Punching Shear Calculations (Two way shear):
Critical Perimeter:
Punchinq Shear:
Allowable Punching Shear:
Bending Calculations:
Factored Moment:
Nominal Moment Strength:
d=
1500
2500
1.67
1.67
10.00
8.00
4.00
4.00
1207
1375
2.45
2.79
4933
44200
128
6947
44.00
3447
30430
8935
34736
PSF
PSI
IN
IN
IN
IN
PSF
PSF
SF
SF
IN-LB
IN-LB
Steel)
2.AO
2.40
LB
LB
LB
LB
IN
LB
LB
Receipt Nunber:
BLD07-106
BLDOT-106
BLD07-106
BLD07-106
BLD07-106
984600403
984600403
984600403
984600403
984600403
$63.21
$s.00
$4.s0
$97.2s
$5.00
Total:
$63.21
$5.00
$4.50
$97.2s
$5.00
Plan Review Fee
Technology Fee for Building Permit
State Building Code Council Fee
Building Permit Fee
Record Retention Fee for Building P
$0-00
$0.00
$0.00
$0.00
$0.00
$r74.96
CHECK 1882 $ 174.96
Total $174.96
genprntrreceipts Fbge 1 of 1
Development Servfces
Residential Building Permit Application
P Applications accepted by mail must include a check for initial plan review fee of $150) See the "Residential Building Permit Application Requirements" for details on
plan submittal requirements. !
Property
Name:
Owner:
Address:
City/SUZip lZ T larq tl Aib g
P 5.- ft. D 3 5-
Emai
e
Address: ,€(l,ttl€" n':E r*'tt t7'1,4.+^
City/SVZip:
Phone:_
Email:
c
rt // /-a'.n/rs' LLCN
Address /57 Ft zry't tr* S't'
City/SUZip , Q7. l;,r11 clft36?
Pnone: 3D/ - #Ef '7
Email:
State License #:p
City Business License #:),
Any known wetlands on the property? Y 6D
Any steep slopes (>15%)? Y O
5u^l
I hereby certify that the information provided is correct, that I am either the owner or authorized to act on behalf of the owner,
and that all activities associated with this permit will be in accordance with State Laws and the Port Townsend Municipal Code
Print Name ,'ri.l,' 'l i.:;i.i/
Project Address
EStl feff sh@f
Legal Descri (or Tax #)
Add
Lot(s)5g d,
Office Use Onlv
#-t0c
Associated Permits:Parcer# f 84mo{a z
Project3*"sn
pti o n
rVew "si)eefnax rndtne/s&tilf,t
Lender lnformation:
Lender information must be provided for projects
over $5,000 in valuation per RCW 19.27.095.
Name frant ef
ProjectValuation: S /5, On2\
Building lnformation (square feet)
1't floor 34sn Garage:_
2nd floor Deck(s)
3'd floor Porch(es)
Basement: ls it finished? Yes No
Carport:_ Other
Manufactured Home ! ADU n
New ! Additionp Remodel/ReparN
Total Lot Coverage (Building Footprint):
a,',)
()IC,T,+,u
d\/'P/sltIsquur" fuu1' lre,
Square feet
lmpervious Su /io,"t
%//
Signature
fu+ *mur*
Date 5- lb -0
'-) '-)
Prescriptive Approach - Simple Form
For the Washington State Energy Code (2001 Edition)
Climate Zone 1
Site lnformation
Lor Lor s 1O
City:Pwf fu^rV, se.w(
State: Wk ztp:qrc6 p
Building Department Use Only
Pernit #:
Notes:
Contac't:
Phone:
Pat
785* L0+9
Phone 2:3P5 - /2
Table6-l
PRESCnIPnVE REQIIREMEI\ITS qr FOR CnOUp R OCCUpAIyCy
CI,IIUATEZ)I\M 1
See the text references
This proiect complies with the following:{ tn" project is a single fanily residence or duplex.y' m. project is wood frame OR all of the insulalion is interior or extedor of the ftanf ng.{ AU building components meet the requirements listed in Table &1, Option lll.
{ tne project will meet all other provisions of the WSEC and VIAQ.
The pro[ect will take advantage of the followin-g exceptions to the prescriptive option:p OOZ.O Exception 1. One door, that is 24 ft.2 or less, that does not meet the standards is allowed
Location of the door taking this exception -E +A aw,ee- bn-
E 0OZ.O Exception 2. Doors with a tlfactor of 0.40 allowed without calculations, Option lll only.
Location of the door(s) taking this exception
Copyrigt{ 2002, V\ISUCEEPO2-ffi
Copkd by permission ftom the Wastrirqton State University Cooperative E<tension Energy Program
GlazingU-Factor
Option
Glazing
Arealo
%o ofFloor Vertical IOverheadl
Doof
U-
factor
Ceilingl Vaultd
Ceilind
Wall
Above
Grade
Wall
InC
Below
Grade
Wall
Ec4
Below
Grade
Floot'
Slab"
On
Grade
m Unlimit€d
GroupR-3
Occupancy
C)nlv
0.40 0.58 0.20 R-38 R-30 R-21 R-21 R-10 R-30 R-10
Frescriptive - Simde Fom - Climate Zone 1 5t31t262
WSEC Residential Construction Checklist
City of Port Townsend
Developrnent Selicq Department
250 Madison Street, Suite 3
Port Townsend, WA 98368
(360) 379-s095 Fax: Q60) 344-46t9
Washington State Energy Code (WSEC)
2001 Residential Construction Checklist
Complete this form in addition to WSEC forms. Please answer the following questions:
TYPE OF PROJECT:
I New construction, or addition over 750 square feet
Must meet whole house and spot ventilation requirements, and show full WSEC compliance as
a stand-olone project. A detached, habitable structure such as an Accessory Dwelling unit
regardless of size must also meet these requirements.
X House addition under 750 square feet
Possible trade-offs are allowed with the existing buildingfor WSEC compliance, such qs
increasing ceiling insulation. See WSEC component performance forms.
NOTE: A house addition less than 500 sq. ft. does not require whole house ventilation,
Spot ventilation is still required.
TYPE OF'HEATING -check all that annlv:
Electric
f, Watt Heater fr Baseboard tr Forced Air Furnace n Radiant Floor (Boiler) ! Other
Non-Electric:
Propane:l) Radiant Floor/Baseboard (Boiler)fr LPG Stove tr LPG Furnace n Other LPG
tr Heat Pump ! Oil Furnace tr Woodstove (can only be used as secondary heat source)
VAPOR RETARDERS
Vapor retarders shall be installed toward the warm surface as represented below. Select one
option for floors, walls, and appropriate ceilings:
e Floors:
(Plywood with exterior glue
! Poly plastic (greater than or equal to 4 millimeter thick)
! Backed batts
e Walls:
! Poly plastic (greater than or equal to 4 millimeter thick)
I Face-stapled, backed batts
Xl,ow-perm paint r ro Ceilings:
! Not required where ventilation space averages greater than or equal to 12 inches above
insulation
tr Face-stapled, backed batts
! Poly plastic (greater than or equal to 4 millimeter thick)
(Low-perm paint
SEE BACK
P:\DSD\Department Forms\Eluilding Forms\Application-Residential Energy Code Checkli$,doc
Page I of I
Land Use Checklist
Legal Description:
Location ogr f\e- d( T
Zoning
Recorded Plat Shows Lot Size as:
P u\^l qnxar
63? TqP+
9)tr u t+(
rt
(0.q H.
Assessor Shows:
ArcReader Shows:
Critical Area?
Other Permits?
Part of a Plat or BSP or PUD? (Conditions, Tree Conserv. ..)
Site Visit?a l/7 }a.t,Lo aL. L,/a 6+
dk"* T couU q" -
C
Building meets setbacks?
Building meets lot coverage?
Notice to Title needed?
Restrictive Covenant needed?
Lots of Record needed?
Comments:
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Mr. Jeff Randall
Ms. Judy Surber
04/19/01
Page 4 of 4
Response: The area is not subject to mass movement. It is noted that the site has been in it's present
condition for approximately 75 years lvithout mass movements.
4. Any area potentially unstable as a result of rapid stream incision, stream bank erosion or undercutting
by wave action;
Response: None of these criteria are present.
5. Any slope of40 percent or steeper;
Response: No portion of the site is 40 percent or steeper.
6. Areas subject to severe risk of damage as a result of earthquakes, slope failure, settlement, soil
liquefaction or faulting. These areas are identified by the presence of poorly drained soils (greater than
50 percent silt and less than 35 percent coarse material) loose sand or gravel, peat, artificial fill and
landslide materials, or soils with high organic content.
Response: The site is not at severe risk of damage from these events. While the site contains fills,
these fills have been stable for over 75 years without damage to adjacent properties. Settlements to the
foundation of the sfructure are being remedied with this repair work to eliminate the risk of further
d i fferential settlement.
The site, while within the range of the l5 to 40 percent,does not
those overlap with the
defined the requirements for
requirements for Geologically
Hazardous Areas as outlined under PTMC 19.05. Please do not hesitate to call if you have questions
concerning this letter.
Hazardous Area aldemonstrated above. However,
and many of
Sincerelv./
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