17-102600Ir if
a 0 A
City or Federal Way
Community Development Dept.
33325 8th Ave S
Federal Way, WA 98003
Ph: (253) 835-2607 Fax: (253) 835-2609
Project Name: BURLAKOV
Project Address: 31811 6TH PL SW
w .,Vb
t
Building - Single Family
F�ILE Permit #:17 -102600 -00 -SF
Inspection Request Line: (253) 835-3050
Parcel Number: 072104 9093
Project Description: NEW - Construction of a 6792 square foot, 2 -story, single-family residence with a 120 square
foot covered entry, 1538 square foot attached garage and 368 square foot deck. Includes
plumbing and mechanical. ***5 bedrooms; Estimated selling price $500000.**
Owner
Applicant
Contractor
Lender
NIKOLAY BURLAKOV
SARAH WEIGHTARCHITECTS
OWNER IS CONTRACTOR
OWNER IS LENDER
5115 NE 5TH CIR
NORTHWEST
Type V - B
New / Additional Sq. Feet - Deck ...........................
RENTON WA 98059
18915 142ND AVE NE SUITE 100
1538
Mechanical to be Included? .....................................
USA
WOODINVILLE WA 98072
10000
Mechanical Work Valuation? ..................................
Census Category: 101 - New Single Family House
Includes: #1 #2 #3 #4
Occupancy Class: R-3
Construction Type: Type V - B
Occupancy Load:
Floor Area (sq. ft.)
Additional Permit Information
New / Additional Sq. Feet - I st Floor ..................... 2836
New / Additional Sq. Feet - 2nd Floor....................
2078
New / Additional Sq. Feet - 3rd Floor
..................... 0
New / Additional Sq. Feet - Basement....................
1878
Basic Plan?...........................................................
No
Occupancy #1 - Construction Type.........................
Type V - B
New / Additional Sq. Feet - Deck ...........................
368
New / Additional Sq. Feet - Garage........................
1538
Mechanical to be Included? .....................................
Yes
Plumbing Work Valuation?.....................................
10000
Mechanical Work Valuation? ..................................
10000
Number of Stories...................................................
2
New / Additional Sq. Feet - Other ...........................
120
Plumbing to be Included? ........................................
Yes
New / Additional Sq. Feet - Total ...........................
8818
Will Certificate of Occupancy be Issued?...............
Yes
Occupancy #I -Use ................................................
Residence (1 or 2
Comprehensive Plan Designation...........................
SF - High -Density
family)
Residential
Zoning Designation .................................................
RS 9.6
Total Valuation: 852,109.22
Air Conditioners - Stand Alon(
1 Ducting
1 Fireplace Inserts
2
Furnaces
1 Hot Water Tanks
1
Bathtubs 2 Dishwashers 1 Laundry Washer Outlets 1
Lavatories 7 Showers 3 Sinks 2
Water Closets 5 Hose Bibbs 3
CONDITIONS:
PER FWRC 13.31.050 NFPA 13D SPRINKLER SYSTEM IS REQUIRED. NO FRAMING
INSPECTION UNTIL SPRINKLER SYSTEM APPROVED FOR COVER BY SKFR
24 Tree units are required to be plapted before final inspection. Planning Final required for tree
insnection. Second sheet site elan AWshows 24 renlacement tree units. Jim Harris
1 ✓t.a lel
. I . . IV•7 s .y _-.i _.
At
•
A City Right of Way Permit is require for the driveway connection to 6th Ave SW. Contact Kathleen
Mathena at (253) 835-2625 for the permit materials. The Right of Way permit mast be finalled, prior to
Building Final
PERMIT EXPIRES Sunday, 28 January, 2018
Permit Issued on Tuesdav, August 1, 2017
I hereby certify that the above information is correct and that the construction on the above described property
and the occupancy anJ the 9s6 will be in a rda a with the laws, rules and regulations of the State of
W o he City of Federal Way. / ?
Owner or agent: — Date:
City of Federal Way
Certificate of Occupancy
This Certificate issued pursuant to the requirements of Section 111 of the International Building Code or Section
R110 of the International Residential Code is certifying that at the time of issuance, this structure was in
compliance with the various ordinances of the City regulating building construction or use. This certificate is valid
ONLY when endorsed by City staff.
Tenant Name: BURLAKOV
Address: 31811 6TH PL SW
Permit # 17 -102600 -00 -SF
Includes: #1 #2 #3 #4
Occupancy Class: R-3
Construction Type: Type V - B
Occupancy Load:
Floor Area (sq. ft.)
Owner Name: NIKOLAY BURLAKOV
Owner Address: 5115 NE 5TH CIR
RENTON WA 98059
USA
Building Official
�z
ate
The priority focus in the review and inspection made by the City prior to issuance of this Certificate was on those matters which
experience has shown most severely affect the health and safety of the general public. Although the City has made as complete
a review and inspection as is reasonably possible (within budgetary time and personnel limitations), the City neither guarantees
nor warrants to the owner/ occupant or to any other person that this Certificate evidences strict compliance with each and every
ordinance or regulation of the City or the State of Washington affecting the construction or use of said structure or the land upon
which it is situated. Such compliance is the responsibility of the owner and / or occupant of the premises.
THIS CARD IS TO REMAIN ON-SITE' •
cwv OF Construction Inspection Record
FWeral Way INSPECTION REQUESTS: (253) 835-3050
PERMIT #: 17102600 00 Address: 318116TH PL SW
Project: YELENA BURLAKOV FEDERAL WAY WA 98023
Scheduled inspections may be failed if this card is not on-site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible
(read left to right, top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if
you are unsure about any of the inspections or the inspection sequence. On-going inspections are logged on the back of this card.
Foundation Wall (4115) Q Drainage/Downspout (4040) ® Plumbing Groundwork (4190)
Approved to place concrete Approved to backfill �� ApPpPr{o�v�ed to cover,
By Arri Date �2, i By Date By Date S
0
SWM Precon Site Mtg (4400)
0
Initial Erosion Control (4365)113Y
3❑
Footings/Setback (4110)
Approved
To be done PRIOR to breaking ground
Approved to place concrete
Ely
Date
By
Date
By
Date 'T
I!51
Foundation Wall (4115) Q Drainage/Downspout (4040) ® Plumbing Groundwork (4190)
Approved to place concrete Approved to backfill �� ApPpPr{o�v�ed to cover,
By Arri Date �2, i By Date By Date S
0
Slab/Concrete Floor (4255)
®
Underfloor Framing (4285)
®
Floor SheathingL(41(015)Approved
to place concrete
Approved to sheath floor
Approved to install floBy
Approved
�) Date 'O{tS1
By
A0 Date 0 -7
By
19d Date
By
Date
By
Date
Shear Walls (4245) PP
0
Roof Sheathing (4220)
Rough Plumbing (4230) QP
Approved to install siding
Approved to install roofmg
Approved
By
Date 5 tj
Date
By
L
Date 2
H
Mechanical Rough -in (4165)
®
Gas Piping (4125);JE
FirelDrafti Stops (4095)
Approved
Approved to release test
Approved
By
dd __
/d Date
By
� Date y
Date
®
Interim Erosion Control (4370)
Prier b scheduling a Framieg �pect�;
�
Framing (4120)
Approved
Electrical, Plumbing do Mechanical Rough -in
Approved to insulate
and VhaM aft Stop inspections must be sig•ed-
By
Date
off and approved. IBC 109.3.4
B
rf Date
gik
1ti
Insulation (4150)
0L7Approved
allboard Nailing (4130)
®
Final Erosion Control (4375)
Approved to install wall
to install mud & tape
Approved
By
ld L
Date v/ %
Date jo --�--�
By
Date
91
Final - Mechanical (4065)
Final - Plumbing (4075)
90
Final - Building (4050)
By
Approved
AJ Date ?-/"?,6/1j�
By
Approved
rQ�J Date 11-161 "
By
Approved
/� Date
Rough Electrical
Final Electrical
Right of Way
Approved
Approved
Approved
By
Date
By
Date
By
Date
is
1�W OF
Federal Way
Building Division
3332406ghth Avenue South
Federal Way, WA 98003-6325
Phone 253-835-2607 Fax 253-835-2609
CORRECTION NOTICE
ADDRESS: �5 1-�; l, i L. jt�' V N 5L." PERMIT#:
IF YOU HAVE QUESTIONS CALL
(253) 835- 9- In 2
WHEN CORRECTIONS HAVE BEEN MADE, CALL (253) 835-3050 FOR RE -INSPECTION. SEE BACK OF CARD
FOR DETAILS. NOTE: ELECTRICAL CORRECTIONS ARE REQUIRED TO BE MADE WITHIN 15 DAYS.
DATE INSPECTOR
DO NOT REMOVE THIS NOTICE
Page of
PITZER & ASSOCIATES, PLLC
S R U C T U R A L E N G I N E E R S
2722 Colby Avenue, Suite 632,
Everett, WA 98201
Office: (425)322-3940
email: tommyt42k@hotmail.com
May 8, 2018
Sarah Weight
Architects NW
18915 142°d Ave NE
Suite 100
Woodinville, WA 98072
SUBJ: Plan Revisions for 3181161 Place SW, Federal Way, WA
Sarah:
The purpose of this letter is to document revisions to the approved set of plans.
Item (1). The approved set of plans call for a PSL 2.0 beams at the locations shown in
enclosure (1). RidgeLam LVL beams were inadvertently used. The RidgeLam beams
are structurally adequate for the anticipated loads.
Item (2). The approved set of plans call for balloon framed walls at the location shown
on enclosure (2). The wall was framed with a double top plate at mid -height. Strap the
upper studs to the lower studs with a 4'-0" section of CS 16 strapping on both the inside
and the outside narrow faces.
Item (3). 3 — 5/8" diameter holes were drilled in beam 32 to allow for radiant floor
heating. The beam is supported by a 2x6 framed wall at this location: Therefore, the
holes are satisfactory.
Item (4).
a. The approved set of plans call for beam 09 to be a GLB 3.5x9 24F -V4. A 4x10
DF# 1 was used instead. The capacity of the 4x 10 does not meet the anticipated
demand. However, a 6x10 DF#1 exceeds the anticipated demand, therefore, the
6x10 is structurally inadequate for the anticipated loads.
b. The approved set of plans call for beam 18 to be a PSL 5.25x11.875 2.OE. A
6x12 DF#1 was used instead. The capacity of the 6x12 exceeds the anticipated
demand, therefore, the 6x12 is structurally adequate for the anticipated loads.
c. The approved set of plans call for beam 18A to be a PSL 5.25x11.875 2.OE. A
6x 12 DF# 1 was used instead. The capacity of the 6x 12 exceeds the anticipated
demand, therefore, the 6x12 is structurally adequate for the anticipated loads.
d. The approved set of plans call for beam 40 to be a GLB 3.5x9; 24F -V4. A 4x10
DF#1 was used instead. The capacity of the 4x10 exceeds the anticipated
demand, therefore, the 4x10 is structurally adequate for the anticipated loads.
17-130-2 Plan Revisions.docx
If there are any questions about this report or if I can be of any further assistance, please
feel free to call me at the above number between 8 AM and 5 PM Monday - Friday. I
look forward to working with you in the future. See enclosure (1).
Sincerely,
Thomas J. Pitzer, PE
cc: �P OF WAS
1 - File 17-130
1 �Q Ob Cp A
-o
40881
�O�FSEG IST�RF'01��
�AL
EXPIRES 12-02-18
Page 2 of 2
JOB NAME : Ruffhouse -Mikolay, Burlakov Residence
ADDRESS: 5115 NE 5th Circle, Renton, WA 98059
JOB Number: CC8506
i7 -(so
Compession
Compession
Tension
Bending Horizontal
Perp To Grain
Parallel To
Parallel to
Product MOE
(Fe) Shear (F„)
(Fe)
Grain (Fj
Grain (F,j
Parallam PSL 2.0 x 106
2,900 290
750
2,900
2,025
RigidLam LVL 2.0 x 106
3,100 290
750
3,000
2,100
i7 -(so
ITL --M 1 .
-= LTt `2
Ir
E-
0 33
Z03,
(OX6 P057'
32
4
Pitzer & Associates, PLLC Project Title:
2722 Coby Ave Engineer: Project ID:
Suite 632 Project Descr:
Everett, WA 98201
NMI 8 MAY 2018, 4:35PM
Description : BM 18
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
0.9741 Maximum Shear Stress Ratio -
0.551 : 1
Load Combination Set: IBC 2015
Section used for this span
6x12
D(0.48) r(0.79)
Material Properties
D 0 2925 Lr 0 4875
124.02 psi
FB : Allowable
Analysis Method: Allowable Stress Design
Fb +
1,000.0 psi
E: Modulus of Elasticity
Load Combination IBC 2015
Fb-
1,000.0 psi
Ebend-xx 1,700.Oksi
Span # 1
Fc - Prll
1, 500.0 psi
Eminbend - xx 620.0 ksi
Wood Species : Douglas Fir - Larch
Fc - Perp
625.0 psi
Max Downward Transient Deflection
Wood Grade : No.1
Fv
180.0 psi
Max Upward Transient Deflection
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Ft
675.0 psi
Density 31.20pcf
D(0.64lLr(1.4)
0.9741 Maximum Shear Stress Ratio -
0.551 : 1
6x12
Section used for this span
6x12
D(0.48) r(0.79)
1,218.04psi
D 0 2925 Lr 0 4875
124.02 psi
FB : Allowable
1,250.00psi
Fv : Allowable
225.00 psi
D O 06 0 (O. 1,0)
21
Load Combination
Location of maximum on span =
-Lr
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
M
Yd h'Zy #�� r �M1y�i✓ ZF.`��kt� ::; �1 ,,I^"..
i
6x12
6x12
Max Downward Transient Deflection
Span = 12.0 ft
1233 >=360.
Span = 8.0 ft
Max Upward Transient Deflection
0.000 in Ratio=
0 <360.0
= t£�-r -c �� , �� � n Service loads entered Load Factors will be applied for calculations
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load : D = 0.0150, Lr = 0.0250 ksf, Tributary Width =19.50 ft
Point Load : D = 0.840, Lr =1.40 k @ I D ft
Load for Span Number 2
Varying Uniform Load: D= 0.0150->0.0, Lr= 0.0250->0.0 ksf, Extent = 0.0 —>> 8.0 ft, Trib Width = 4.0 ft
Point Load : D = 0.480, Lr = 0.790 k @ 8.0 ft
aximum Bending Stress Ratio =
Section used for this span
0.9741 Maximum Shear Stress Ratio -
0.551 : 1
6x12
Section used for this span
6x12
fb : Actual =
1,218.04psi
fv : Actual =
124.02 psi
FB : Allowable
1,250.00psi
Fv : Allowable
225.00 psi
Load Combination
Locat on of maximum on span =
+D+Lr
12.000ft
Load Combination
Location of maximum on span =
+D+Lr
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
11.061 ft
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.117 in Ratio=
1233 >=360.
Max Upward Transient Deflection
0.000 in Ratio=
0 <360.0
Max Downward Total Deflection
0.186 in Ratio=
773>=180.
Max Upward Total Deflection
0.000 in Ratio=
0<180.0
Maririnum forces & 5tes-€ar.oad+ifia`r�ttr
Pitzer & Associates, PLLC Project Title:
2722 Coby Ave Engineer: Project ID:
Suite 632 Project Descr.
Everett, WA 98201
Pond: 8 MAY 2018, U6W
Description: BM 18
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length
Span #
M
V
Cd
C FN
C i
Cr
C m
C t
C L
M
fb
F'b
V
D Only
fv
F'v
Length = 12.0 It
1
0.541
0.297
0.90
1.000
1.00
1.00
1.00
1.00
1.00
4.92
486.87
0.00
900.00
0.00
2.03
0.00
48.14
0.00
162.00
Length = 8.0 It
2
0.541
0.297
0.90
1.000
1.00
1.00
1.00
1.00
1.00
4.92
486.87
900.00
0.76
48.14
162.00
+D+Lr
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =12.0 ft
1
0.974
0.551
1.25
1.000
1.00
1.00
1.00
1.00
1.00
12.31
1,218.04
1250.00
5.23
124.02
225.00
Length = 8.0 ft
2
0.974
0.551
1.25
1.000
1.00
1.00
1.00
1.00
1.00
12.31
1,218.04
1250.00
1.87
124.02
225.00
+D+0.750Lr
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =12.0 ft
1
0.828
0.467
1.25
1.000
1.00
1.00
1.00
1.00
1.00
10.46
1,035.25
1250.00
4.43
105.05
225.00
Length = 8.0 It
2
0.828
0.467
1.25
1.000
1.00
1.00
1.00
1.00
1.00
10.46
1,035.25
1250.00
1.59
105.05
225.00
+0.60D
1.000
1.00
1.00
1A0
1.00
1.00
0.00
0.00
0.00
0.00
Length = 12.0 It
1
0.183
0.100
1.60
1.000
1.00
1.00
1.00
1.00
1.00
2.95
292.12
1600.00
1.22
28.88
288.00
Length = 8.0 It
2
0.183
0.100
1.60
1.000
1.00
1.00
1.00
1.00
1.00
2.95
292.12
1600.00
0.46
28.88
288.00
"`.
Support notation : Far
left 1s #1
Load Combination
Support 1
Support 2
Support 3
Values in KIPS
Overall MAXimum
5.790
7.99
Overall MINimum
3.593
4.847
D Only
2.197
3.147
+D+Lr
5.790
7.994
+D+0.750Lr
4,892
6.782
+0.60D
1.318
1.888
Lr Only
3.593
4.847
Pitzer & Associates, PLLC
2722 Coby Ave
Suite 632
Everett, WA 98201
Project Tide:
Engineer. Project ID:
Project Descr:
M!M!"V"MMftCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb+
1,000.0 psi
E: Modulus ofElasfiaty
Load Combination iBC 2015
Fb -
1,000.0 psi
Ebend- xx 1,700.Oksi
273.17psi
Fc - Pill
1,500.0 psi
Eminbend - xx 620.Oksi
Wood Species : Douglas Fir - Larch
Fc - Perp
625.0 psi
Load Combination
Location of maximum on span =
Wood Grade : No.1
Fv
180.0 psi
Span # where maximum occurs =
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
675.0 psi
Density 31.20pcf
tIeA Service loads entered Load Factors will be applied for calculations
Beam self weight calculated and added to loads
Uniform Load : D=0.0150, Lr = 0.0250 ksf, Tributary Width = 7.0 it
aximum Bending Stress Ratio =
0.2191 Maximum Shear Stress Ratio =
0.105 :1
Section used for this span
6x12
Section used for this span
6x12
fb : Actual _
273.17psi
fv : Actual =
23.58 psi
FB : Allowable =
1,250.00psi
Fv : Allowable =
225.00 psi
Load Combination
Location of maximum on span =
+D+Lr+H
4.335ft
Load Combination
Location of maximum on span' =
+D+Lr+H
0,000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0,019 in Ratio =
5509>=240
Max Upward Transient Deflection
0.000 in Ratio =
0 <240
Max Downward Total Deflection
0.032 in Ratio =
3282>=180.
Moment Values
Max Upward Total Deflection
0.000 in Ratio =
0<180.0
Segment Leith
--------------------------------------------
Load Comt>inatbn
Max Stns Ratios
Moment Values
Shear Values
Segment Leith
Span #
M
V
C d
C FN
C i
0 r
C m
t
0 L
M
fb
Pb
V
fv
+D+H
F'v
Length = 8.670 it
1
0.123
0.059
0.90
1.000
1.00
1.00
1.00
1.00
1.00
1.12
110.40
0.00
900.00
0.00
0.40
0.00
9.53
0.00
162.00
+D+L+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.670 ft
+D+Lr+H
1
0.110
0.053
1.00
1.000
1.00
1.00
1.00
1.00
1.00
1.12
110.40
1000.00
0.40
9.53
180.00
Length = 8.670 it
1
0.219
0.105
1.25
1.000
1.000
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
z
0.00
0.00
0.00
0.00
+D+S+H
1.000
1.00
1.00
1.00
1.00
1.00
2.76
273.17
1250.00
0.99
23.58
225.00
Length = 8.670 ft
1
0.096
0.046
1.15
1.000
1.00
1.00
1.00
1.00
1.00
1.12
110.40
0.�
1150.00
4.00
0.40
0.00
9.53
0.00
207.00
+D+0.756Lr+0.750L+H
1.004
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Pitzer & Associates, PLLC Project Title:
2722 Coby Aveineer..
Suite 632 Project Descr: Project ID:
Everett, WA 98201
PnnWd 7 MY 2078, 8.05PM
Description : BM 18A
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length Span #
M
V
C d
C FN
C i
Cr
C m
C t
CIL
M
th
Fb
V
fv
Fv
Length = 8.670 It 1
+D+0.750L+0.750S+H
0.186
0.089
1.25
1.000
1.00
1.00
1.00
1.00
1.00
2.35
232.48
1250.00
0.85
20.07
225.00
Length = 8.670 ft 1
0.096
0.046
1.15
1.000
1.000
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.12
110.40
0.00
1150.00
0.00
0.40
0.00
9.53
0.00
+0+0.60W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
207.00
0.00
Length = 8.670 ft 1
0.069
0.033
1.60
1.000
1.00
1.00
1.00
1.00
1.00
1.12
1110.40
1600.00
0.40
9.53
288.00
+D+0.70E,+i
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.670 ft 1
+D+0.750Lr+0.750L+0.450W+H
0.069
0.033
1.60
1.000
1.00
1.00
1.00
1.00
1.00
1.12
110.40
1600.00
0.40
9.53
288.00
Length = 8.670 It 1
0.145
0.070
1.60
1.000
1.000
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
2.35
0.00
0.00
0.00
0.00
+D+0.750L+0.750S+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
232.48
1600.00
0.85
20.07
288.00
Length = 8.670 It 1
0.069
0.033
1.60
1.000
1.00
1.00
1.00
1.00
1.00
1.12
110.40
0.00
1600,00
0.00
0.40
0.00
9.53
0.00
288.00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.670 It 1
0.069
0.033
1.60
1.000
1.00
1.00
1.00
1.00
1.00
1.12
110.40
1600.00
0.40
9.53
288.00
40.60D+0.60W+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Lergth = 8.670 It 1
0.041
0.020
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.67
66.24
1600.00
0.24
5.72
288.00
40.60D+0,70E+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.670 ft 1
0.041
0.020
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.67
66.24
1600.00
0.24
5.72
288.00
now=
Ems
Support notation: Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall imum1.273
1.271
Overall MINimum
0.759
0.759
40+H
0.515
0.515
+D+L+H
0.515
0.515
+D+Lr+H
1.273
1.273
4D+S+H
0.515
0.515
+D+0.750Lr+0.750L+H
1.064
1.084
+D+0.750L+0.750S+H
0.515
0.515
+D+0.60W+H
0.515
0.515
+0+0.70E+H
0.515
0.515
+0+0.7501-r+0.750L+0.450W+H
1.084
1.084
+0+0.750L40.750S+0.450W+H
0.515
0.515
+0+0.750L+0.750S40.5250E+H
0.515
0.515
+0.60D+0.60W+0.60H
0.309
0.309
+0.60D+0.70E+0.60H
0.309
0.309
D Only
0.515
0.515
Lr Only
0.759
0.759
L Only
S Only
W Only
E Only
H Only
Pitzer & Associates, PLLC Project Title:
2722 Coby Ave Engineer.
Suite 632 Project Descr:
Everett, WA 98201
Proiect ID:
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design Fb +
Load Combination OC 2015
1000 psi
E: Modulus of Elasfiafy
Fb -
1000 psi
Ebend- xx 1700ksi
Fc - PrIl
Wood Species : Douglas Fir - Larch Fc - Perp
1500 psi
625 psi
Eminbend - xx 620 ksi
Wood Grade : No.1 Fv
180 psi
=
FB : Allowable =
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
675 psi
Density 31.2pcf
L Span=:65t3'tE'
r t Service loads entered Load Factors will be applied for calculations
Beam self weight calculated and added to loads
Uniform Load : D=0.0150, Lr = 0.0250 ksf, Tributary Width= 21.0 ft
Point Load : D=0.730, Lr =1.20 k o 6.0 ft
Maximum Bending Stress Ratio _
Section used for this span
_
0.7961 Maximum Shear Stress Ratio
-
0.465: 1
fb : Actual
4x10
Section used for this span
4x10
=
FB : Allowable =
1,194.62psi
1,500.00psi
fv : Actual
Fv : Allowable
-
104.63 psi
Load Combination
+D+Lr+H
Load Combination
-
-
225.00 psi
Location of maximum on span =
3.416ft
Location of maximum on span;
=
+p +H
O r}f
Span #where maximum occurs -
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.061 in Ratio
= 1278>=240
Max Upward Transient Deflection
0.000 in Ratio
= p <240
Max Downward Total Deflection
0.098 in Ratio
= 792>=160
Max Upward Total Deflection
0.000 in Ratio = 0<180.6
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
Cd
C Fly C r
C m C t C L M tb
Fb
+D�+1
.1r,
V fv F v
Length = 6.50 ft 1 0.420 0.245
0.90
1.200 1.00 1.00
1.00 1.00 1.00 1.89 453.93
0.00
1080.00
0.00 0.00 0.00
0.86 39.76 162.00
Length = 6.50 ft 1 0.376 0.221
1.00
1.200 1.00 1.00
1.200 1.00 1.00
1.00 1.00 1.00
1.00 1.00 1.00 453.93
0.00
0.00 0.00 0.00
+D+Lr+H
1.200 1.00 1.00
1.89
1.00 1.00 1.00
1200.00
0.86 39.76 180.00
Length = 6.50 ft 1 0.796 0.465
1.25
1.200 1.00 1.00
1.00 1.00 1.00 4.97 1,194.62
0.00
1500.00
0.00 0.00 0.00
2.26 104.63 225.00
Pitzer & Associates, PLLC Project 7itie:
2722 Coby Ave Engineer. Proiect ID:
Suite 632 Project Descr:
Everett, WA 98201
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span #
M
V
C d
C FN
C I
Cr
C In
C t
C L
M
fb
Pb
V
tv
Pv
+D+S+H
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 6.50 It 1
0.329
0.192
1.15
1.200
1.00
1.00
1.00
1.00
1.00
1.89
453.93
1380.00
0.86
39.76
207.00
+D+0.75OLr+0.750L+H
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 6.50 ft 1
0.673
0.393
1.25
1.200
1.00
1.00
1.00
1.00
1.00
4.20
1,009.45
1500.00
1.91
88.41
225.00
+D+0.750L+0.750S+H
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 6.50 ft 1
0.329
0.192
1.15
1.200
1.00
1.00
1.00
1.00
1.00
1.89
453.93
1380.00
0.86
39.76
207.00
+D+0.60W+H
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 6.50 ft 1
0.236
0.138
1.60
1.200
1.00
1.00
1.00
1.00
1.00
1.89
453.93
1920.00
0.86
39.76
288.00
+0+0.70E aH
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 6.50 ft 1
0.236
0.138
1.60
1.200
1.00
1.00
1.00
1.00
1.00
1.89
453.93
1920.00
0.86
39.76
288.00
+D+0.750Lr+0.750L+0.450W+H
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 6.50 ft 1
0.526
0.307
1:60
1.200
1.00
1.00
1.00
1.00
1.00
4.20
1,009.45
1920.00
1.91
88.41
288.00
+D+0.750L.0.750S+0.450W+H
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 6.50 ft 1
0.236
0.138
1.60
1.200
1.00
1.00
1.00
1.00
1.00
1.89
453.93
1920.00
0.86
39.76
288.00
+0+0.750L+0.750S+0.5250E+H
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 6.50 It 1
0.236
0.138
1.60
1.200
1.00
1.00
1.00
1.00
1.00
1.89
453.93
1920.00
0.86
39.76
288.00
+0.60D+0.60WA,60H
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 6.50 ft 1
0.142
0.083
1.60
1.200
1.00
1.00
1.00
1.00
1.00
1.13
272.36
1920.00
0.51
23.86
288.00
+0.60D+0.70EA.60H
1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 6.50 ft 1
0.142
0.083
1.60
1.200
1.00
1.00
1.00
1.00
1.00
1.13
272.36
1920.00
0.51
23.86
288.00
Support notation: Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimurn
2.901
4.534
Overall MINimum
1.799
2.814
+D+H
1.103
1.720
+D -+L41
1.103
1.720
+D+Lr+H
2.901
4.534
40+S.+H
1.103
1.720
+D+0.750Lr+0.750L+H
2.452
3.831
+D+0.750L+0.750S+fi
1.103
1.720
+0+0.60W+H
1.103
1.720
+D+0.70E+4
1.103
1.720
+D+0.750Lr+0.750L+0.450W+H
2.452
3.831
+D+0.750L+0.750S+0.450W+H
1.103
1.720
+D+0.750L+0.750S+0.5250E+H
1.103
1.720
+0.60D+0.60W40.60H
0.662
1.032
+0.60N0.70114601-1
0.662
1.032
D Only
1.103
1.720
Lr Only
1.799
2.814
L Only
S Only
W Only
E Only
H Only
Pitzer & Associates, PLLC Project Title:
2722 Coby Ave Engineer. Project ID:
Suite 632 Project Descr
Everett, WA 98201
Description
BM 09
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Section used for this span
847.86psi
fv : Actual
1,250.00psi
Fv : Allowable
+D+Lr+H
Load Combination Set: IBC 2015
1.993ft
Location of maximum on span
Span # 1
Material. Properties
0.035 in Ratio =
2048 >=240
0.000 in Ratio =
Analysis Method: Allowable Stress Design
Load Combination IBC 2015
Fb +
1,000.0 psi
E: Modulus of Elasticity
0 <180.0
Fb-
1,000.0 psi
Ebend-xx 1,700.Oksi
Fc - Pdl
1,500.0 psi
Eminbend - xx 620.Oksi
Wood Species :Douglas Fir- Larch
Fc - Perp
625.0 psi
1.000
1 0.678 0.672 1.25 1.000
Wood Grade : No.1
Fv
180.0 psi
1.00
1.00
Ft
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
675.0 psi
Density 31.20pcf
Sparc = 64 ft
Service loads entered Load Factors will be applied for calculations
Beam self weight calculated and added to loads
Uniform Load : D = 0.0150, Lr = 0.0250 ksf, Tributary Width =18.0 ft
Point Load: D =1.680, Lr = 2.70 k @ 1.0 ft
aAmum Bending Stress Ratio =
Section used for this span
fb : Actual =
FB: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
i
0.6781 Maximum Shear Stress Ratio
6x10
Section used for this span
847.86psi
fv : Actual
1,250.00psi
Fv : Allowable
+D+Lr+H
Load Combination
1.993ft
Location of maximum on span
Span # 1
Span # where maximum occurs
0.035 in Ratio =
2048 >=240
0.000 in Ratio =
0 <240
0.057 in Ratio =
1261 >=180.
0.000 in Ratio =
0 <180.0
0.672: 1
6x10
151.22 psi
225.00 psi
+D+Lr+H
0.000 ft
Span # 1
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V Cd C FN C i Cr Cm C r CI M f6 Fah v a.
+D+H
Length _ 6.0 ft
+D+L+H
Length = 6.0 It
+D+Lr+H
Length = 6.0 It
1 0.362 0.358 0.90 1.000
1.00
1.00
1.00
1.00
1.00 2.25
325.68 900.00
2.02
58.05
162.00
1.000
1 0.326 0.323 1.00 1.000
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
2.25
325.68 1000.00
2.02
58.05
180.00
1.000
1 0.678 0.672 1.25 1.000
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
r 0.00
0.00
0.00
0.00
5.85
847.86 1250.00
5.27
151.22
225.00
Pitzer & Associates, PLLC Project True.
2722 Coby Ave Engineer:� DProtect ID:
Suite 632
Everett, WA 98201
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length Span #
M
V
C d
C FN
C I
C,
Cm
C t
CL
M
ib
Fb
V
fv
Fv
+D+S+H
Length = 6.0 It 1
0.283
0.280
1.15
1.000
1.000
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.000.00
1.00
0.00
0.00
0.00
+D+0.750i_r+0.750L+H
1.000
1.00
1.00
1.00
1.00
1.00
2.25
325.68
1150.00
2.02
58.05
207.00
Length = 6.0 It 1
0.574
0.569
1.25
1.000
1.00
1.00
1.00
1.00
_
1.00
4.95
717.32
0.00
1250.00
0.00
4.46
0.00
127.93
0.00
225.00
+0+0.750L+0.75pS+Hl
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 6.0 ft 1
+D+0.60W+H
0.283
0.280
1.15
1.000
1.00
1.00
1.00
1.00
1.00
2.25
325.68
1150.00
2.02
58.05
207.00
Length = 6.0 ft 1
0.204
0.202
1.60
1.000
1.000
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
+0+0.70E+Hi
1.000
1.00
1.00
1.00
1.00
1.00
2.25
325.68
1600.00
2.02
58.05
288.00
Length = 6.0 It 1
0.204
0.202
1.60
1.000
1.00
1.00
1.00
1.00
1.00
2.25
325.68
0.00
1600.00
0.00
2.02
0.00
58.05
0.00
288.00
+D+0.7501f+0.750L+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 6.0 ft 1
+0+0.750L+0.750S+0.450W+H
0.448
0.444
1.60
1.000
1.00
1.00
1.00
1.00
1.00
4.95
717.32
1600.00
4.46
127.93
288.00
Length = 6.0 It 1
0.204
0.202
1.60
1.000
1.000
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
2.25
325.68
0.00
1600.00
0.00
2.02
0.00
58.05
0.00
288.00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 6.0 ft 1
0.204
0.202
1.60
1.000
1.00
1.00
1.00
1.00
1.00
2.25
325.68
1600.00
2.02
58.05
288.00
+0.60D+0.60W+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 6.0 ft 1
+0.60D+0.70E+0.60H
0.122
0.121
1.60
1.000
1.00
1.00
1.00
1.00
1.00
1.35
195.41
1600.00
1.21
34.83
288.00
Length = 6.0 ft 1
0.122
0.121
1.60
1.000
1.000
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.35
195.41
0.00
1600.00
0.00
1.21
0.00
34.83
0.00
288.00
Support notation : Far left Is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
5.844
2.924
Overall MINimum
3,600
1.800
+D+H
2.244
1.124
+D+L+H
2.244
1.124
+D+Lr+H
5.844
2.924
+D+S+H
2.244
1.124
_
+D+0.750Lr+0.750L+H
4.944
2.474
+D+0.750L+0.750S+H
2.244
1.124
+D+0.60W+4
2.244
1.124
+D+0.70E+H
2.244
1.124
+0+0.750Lr+0.750L+0.450W+H
4.944
2.474
+0+0.750L+0.750S+0.450W+H
2.244
1.124
+D+0.750L+0.750S+0.5250E+H
2.244
1.124
+0.60D+0.60W+0.60H
1.346
0.674
+0.60D+0.70E+0.60H
1.346
0.674
D Only
2.244
1.124
Lr Only
3.600
1.800
L Only
S Only
W Only
E Only
H Only
5/9/2018
Engineering revision
2 messages
Gmail - Engineering revision
Nikolay Burlakov <bdesignmg@gmail.com>
Sarah Weight <sarah@architectsnw.com> Wed, May 9, 2018 at 10:54 AM
To: Nikolay Budakov <bdesignmg@gmail.com>
Nikolay,
Tom Pitzer's response to the items I listed below are attached for you. Let me or Tom know if you have any questions. I'll find out what Tom's fee is for
the changes.
1. Chinook lumber replaced 4 PSL beams with the same size Ridge -lam beams. These beams are circled in the attached photo. A chart shows the
beam property comparison. The inspector would like your OK for the replacements.
2. In the corner of the great room we have full height studs called out. The framers did not balloon frame this — there's a double plate interrupting the
studs. The inspector would like your OK for this.
3. There are 4 new holes in the 5.5x18 GLB over the basement— Beam #29. The holes are 5/8" diameter and are shown in the attached photo
4. Solid sawn DF #1 beams were used in place of PSL and GLBs at 4 locations supporting roof framing: Beam #09 (Master window header, 4x10 used),
Beam #40 (Bedroom 4 window header, 4x10 used), and beams 18 and 18-A at the curved stair comer (6x12 used). Nikolay would like to know if there's
something he can add to the beams to make them adequate, or if they simply need to be replaced. I'm attaching the beam caics as well so you can take
a look.
Thanks,
Sarah Weight
Project Manager
Architects Northwest, Inc.
Office: 425-485-4900 (M -Th)
Office Fax: 425-487-6585
Toll Free: 1 -888 -ARCH -100
Home Office: 425-745-5471 (Fri)
www.architectsnw.com
sarah@architectsnw.com
17-130 Plan Revisions.pdf
4685K
Nikolay Buriakov <bdesignmg@gmail.com> Wed, May 9, 2018 at 11:00 AM
To: Sarah Weight <sarah@architectsnw.com>
Sarah you are amazing!!! Thank you and let me know how much I own you
[Quoted text hidden[
https://mail.google.com/mail/u/1/?ui=2&ik=52d215cfd5&jsver—awrWbfDFcFs.en.&cbl=gmail—fe-180429.15—p3&view=pt&search=inbox&th=16346467b59f4c5c&sim
,� CITY
Way
Building Division
33325 Eighth Avenue South
Federal Way, WA 98003-6325
Phone 253-835-2607 Fax 253-835-2609
CORRECTION NOTICE
ADDRESS: 31811 6th PL SW PERMIT#: 17-102600
IRC 106.4 - Work done onsite shall match the approved plans:
3 1/2"x 9" GLB missing in master bedroom and bonus room
OPP—tail 12/A3 not complete
/4" x 11 7/8" PSL m
16 straps missina sc
height wall
eer.
all deck I
stalled within 12"
Aj
0100
ill plat
X. Studs overnotched in garacie throughout. Add stud next to all affected ones
6x6 Dost missina at bottom of stairs in basement
413edroom windows in basement taller than 44" sill height maximum foregress
Provide en ineer a)nroval for holes drilled in alu-lam beams in basement area
VX 3"1 2"x x 6" GLB ost missing in basement. Dimensional post installed currently
More corrections may potentiall follow on next inspection
Lower deck not inspected at this time. Do now cover until after next inspection
c�1w�tC e� n CA C0"r'p144_-
IF YOU HAVE QUESTIONS CALL Andy (253) 835 2639
WHEN CORRECTIONS HAVE BEEN MADE, CALL (253) 835-3050 FOR RE -INSPECTION. SEE BACK OF CARD
FOR DETAILS. NOTE: ELECTRICAL CORRECTIONS ARE REQUIRED TO BE MADE WITHIN 15 DAYS.
i/1/18 AN
Date Inspector
DO NOT REMOVE THIS NOTICE
(� tl,n s LAOCkg_ '- A �j — � 1(0
Page 1 of 3
Wessel, Jonas & Assoc., Inc.
PO BOX 99681 Tel: 253-581-6107
Lakewood, Washington 98496 E-mail: ionas.nete(d2nhooxom
LAND USE PLANNING * SURVEYING * SUBDIVISIONS
Date: March 13, 2018
To:
Nikolay Burlakov
5115 NE 5' Circle
Renton, WA 98059
425-941-9953
On March 12, 2018 we verified a roof peak elevation and calculated middle paint of roof at the
new house residence at 318116' Place in Federal Way. Lower floor elevation is 95.30 feet, main
floor elevation is 105.06 feet and middle point elevation of the roof is 128.96 feet which is
lower than maximum allowed elevation 129.50 feet by the City of Federal Way.
1f you have any question, please do not hesitate to call
Sincerely,
Peter Jonas P.L.S.
President
PITZER & ASSOCIATES, PLLC
S RUC TURAL ENGINEERS
2722 Colby Avenue, Suite 632,
Everett, WA 98201
Office: (425)322-3940
email: tommyt42k@hotmail.com
April 25, 2018
Sarah Weight
Architects NW
18915 142nd Ave NE
Suite 100
Woodinville, WA 98072
SUBJ: Plan Revisions for 31811 6"' Place SW, Federal Way, WA
Sarah:
The purpose of this letter is to document revisions to the approved set of plans.
Item (1). Beam 28, a GLB 5.5x18, has two 1.5" holes drilled at the center line 69" from
one end and a second hole that is 52" from the end. The capacity of the beam is still
great then the anticipated demand, therefore the beam is structurally adequate for the
anticipated loads. See enclosure (1).
Item (2). Beam 03, a PSL 5.25x11.875, has a 1.5" hole drilled at the center line 63" from
the end. The capacity of the beam is still great then the anticipated demand, therefore the
beam is structurally adequate for the anticipated loads.
If there are any questions about this report or if I can be of any further assistance, please
feel free to call me at the above number between 8 AM and 5 PM Monday — Friday. I
look forward to working with you in the future. See enclosure (1).
Sincerely,
Thomas J. Pitzer, PE
cc:
1 — File 17-130
PrD L 54 X It 7/9
(12
417 4
FjM 29
C-, LE, 752 X 12-
24.
-7Z'
5-z4-7 5e�
77K
V-: MC L �-'- t)
SOLID SAWN FLOOR JOISTS WITH HOLE Zkt 2B
P&A No: 17-130
Date: 4/26/18
SECTION PROPERTIES
Al
45.375
A2
45.375
Ix"
257.361
Ix2
257.361
x1 c
2.750
x2c
2.750
y1 c
4.125
y2c
13.875
YC
9.000
Area
1 45.375 4.125 187.172
2 45.375 13.875 1 629.578
Eayc
DESIGN CRITERIA
DL
40
LL
10
50 PSF
Trib Area
17 FT
FLOOR JOIST DATA
Total
Length
MOM FT
Length to
ALLOWABLE BENDING STRESS
Fb 2400 psi
Fv para 265
SOLID SAWN FLOOR JOISTS WITH HOLE 2S
P&A No: 17-130
Date: 4/26/18
PARALLEL AXIS
ix1 257.361
Ix2 257.361
Ixc= 2671.453 in4
Sxavail= in3
MOMENT
M= w12 = 14051.5625 ft*lb
8 in*Ib
SHEAR
V= wi = LB
2
SHEAR A HOLE
70.833 pli
V= 1207 LB
Fv para= 24048.75 LB
LB
Therefore. OK
MOMENT
Mx= 1583351N*LB
Sx Act < IN3
Therefore OK
Project: M4750A3F-1DBR
Location., BM BETWEEN KITCHEN & NOOK n MO 72
Uniformly Loaded Floor Beam
[2015 International Building Code(2015 NDS)]
5.251N x 11.875 IN x 12.0 FT
2.0E Parallam - iLevel Trus Joist
Section Adequate By: 38.6%
Controlling Factor. Deflection
StruCalc Version 10.0.1.4
5/26/2017 7:53:43 PM
DEFLECTIONS Center
64.77 in3
LOADING DIAGRAM
Area (Shear):
26.98 in2
62.34 int
Live Load 0.22 IN L/665
528.68 in4
732.62 1n4
Moment:
15651 ft -lb
29815 ft4b
Dead Load 0.06 in
-5217 lb
12053 lb
Total Load 0.28 IN U520
Live Load Deflection Criteria: 0480 Total Load Deflection Criteria: L/360
REACTIONS A B
Live Load 4080 Ib 4080 lb
Dead Load 1137 Ib 1137 Ib
Total Load 5217 Ib 5217 lb
Bearing Length 1.32 in 1.32 in
BEAM DATA Center
Span Length 12 ft
Unbraced Length -Top 1 ft
12 ft
Floor Duration Factor 1.00
-Notch Depth - - - - 0.00-- --- --
— ---- — --
-- - - ---
---
-
MATERIAL
MATERIAL PROPERTIES
FLOOR LOADING
2.0E Parallam - iLevel Trus Joist
Side 1
Side 2
Base Values
6diusted
Floor Live Load
FLL =
40 psf
40 psf
Bending Stress: Fb = 2900 psi
Fb' = 2900 psi
Floor Dead Load
FDL =
10 psf
10 psf
Cd --1-00 CI=1.00 CF=1.00
Floor Tributary Width
FTW =
10 ft
7 ft
Shear Stress: Fv = 290 psi
FV = 290 psi
Cd=1.00
Wall Load
WALL =
0 plf
Modulus of Elasticity: E = 2000 ksi
E'= 2000 ksi
BEAM LOADING
Comp. -L to Grain: Fc - J- = 750 psi Fc - -L' = 750 psi
Beam Total Live Load:
wL =
680 plf
Controlling Moment: 15651 ft4b
Beam Total Dead Load:
wD =
170 plf
6.0 ft from left support
Beam Self Weight:
BSW =
19 plf
Created by combining all dead and live loads.
Total Maximum Load:
WT =
869 pif
Controlling Shear -5217 Ib
At support.
Created by combining all dead and live loads.
Comparisons with required sections: Read
Section Modulus:
64.77 in3
123.39 in3
Area (Shear):
26.98 in2
62.34 int
Moment of Inertia (deflection):
528.68 in4
732.62 1n4
Moment:
15651 ft -lb
29815 ft4b
Shear:
-5217 lb
12053 lb
SOLID SAWN FLOOR JOISTS WITH HOLE IbK4 03
P&A No: 17-130
Date: 4/26/18
SECTION PROPERTIES
Al
27.234
A2
27.234
Ix1
61.073
Ix2
61.073
x1 c
2.625
x2c
2.625
y1 c
2.594
y2c
9.28125
yc
5.938
Area
1 1 1 27.234 1 2.594 1 70.639 1
2 1 27.234 1 9.281252527-6--9-1�
Eayc=
DESIGN CRITERIA
DL
40
LL
10
50 PSF
Trib Area
17 FT
FLOOR JOIST DATA
Total
Length , '_
FT
Length to
Hole fiA FT
ALLOWABLE BENDING STRESS
Fb 2900 psi
Fv para 290
SOLID SAWN FLOOR JOISTS WITH HOLE PON 03
P&A No: 17-130
Date: 4/26118
PARALLEL AXIS
Ix"
61.073
Ix2
61.073
Ixc
731.144 in4
Sxavail=
in3
SHEAR (a) HOLE
70.833 pli
V= 638 LB
Fv para= 15795.94 LB
> LB
Therefore OK
MOMENT
Mx= 180731 IN`LB
Sx Act < IN3
Therefore OK
Protect: M4750A3F-1DBR
Location: iBASEMENT BEAM F�) fq 'Z$
Mufti -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
5.5 IN x 12.0 IN x 11.5 FT
24F -V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 53.2%
Controlling Factor: Deflection
Live Load
0.19 IN 0735
Dead Load
0.05 in
Total Load
0.24 IN U579
Live Load Deflection Criteria: U480 Total Load Deflection Criteria: 0360
HgACTIONS
A B
Live Load
3910 Ib 3910 lb
Dead Load
1060 lb 1060 lb
Total Load
4970 Ib 4970 lb
Bearing Length
1.39 in 1.39 in
Span Length
11.5 ft
Unbraced Length -Top
0 ft
Unbraced Length -Bottom
11.5 ft
Live Load Duration Factor ---1.00
--------
------Camber
CamberAdj. Factor
0
Camber Required
0
Notch Depth
0.00
MATERIAL PROPERTIES
Cente
Uniform Live Load
24F -V4 - Visually Graded Western Species
Uniform Dead Load
170 pff
Base Values
Rdiusted
Bending Stress:
Fb = 2400 psi
ConW/ed b)r
Fb cmpr = 1850 psi
Fb' = 2400 psi
Cd=1.00
Shear Stress:
Fv = 265 psi
FV = 265 psi
Cd --1.00
Modulus of Elasticity:
E = 1800 ksi
E'= 1800 ksi
Comp. -L to Grain:
Fc -1 = 650 psi
Fc -1' = 650 psi
Controlling"Moment: 14288 ft -Ib
5.75 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear. -4970 lb
12.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live bads on span(s) 2
Comparisons with required sections: Read Provided
Section Modulus: 71.44 in3 132 ih3
Area (Shear): 28.13 int 66 int
Moment of Inertia (deflection): 517.02 in4 792 in4
Moment: 14288 ft -Ib 26400 ft -ftp
Shear: -4970 lb 11660 lb
StruCalc Version 10.0.1.4
11.5 ft
5/26/2017 7:53:52 PM
UNIFORM LOADS
Cente
Uniform Live Load
680 pff
Uniform Dead Load
170 pff
Beam Self Weight
14 pff
Total Uniform Load
864 pff
RECEIVED
► PERMIT APPLICATION
CITY OF �� MAY 31 2017
PERMIT CENTER + 33325 81k, Avenue South + Federal Way, WA 98003-6325
Federal Way CITY OF FEDERAL WAY 253-835-2607 + FAX 253-835-2609 + permitcenter@cityoffederalway.com
r COMMUNITY DEVELOPMENT /�
PERMIT NUMBER ) _ _ ` Q lQ O �/ _ s — (.o
TARGET DATE 1
SITE AD / �% �v - �
SUITE/UNIT #
PROJECT VALUATION
$
ZONING
ASSESSOR'S TAX/PARCEL #
�7
TYPE OF PERMIT
YBUILDING ❑ PLUMBING ❑ MECHANICAL ❑ DEMMOLITION 11ENGINEERING ElFIRE PREVENTION
NAME OF PROJECT
B UR L A 90 V a S) U C/"E
PROJECT DESCRIPTION��
t�2�/
Detailed description of work to
be included on this permit only
NAME
PRIMARY PHONE
PROPERTY OWNER
MAILING ADDRESS
S! C
E -MAI
CITY
/nn�'�,tO/�'
v
STATE
ZIP �O�
��'`l'
NAME � Yn '
, �C, v 1 / V ✓L f� V
HONE /!
Pd��
MAIILIINGNNG/ADDRESS
S /
`� /l N C `
..
CONTRACTOR
CITY
)QW�Y I
STATE
ZIP
jr
FAX
WA STATE CONTRACTOR'S LICENSE #
EXPIRATION DATE
FEDERAL WAY BUSINESS LICENSE #
�cr�aasPHN�
PRJN
MoD
APPLICANT-
MAI DRESS
E-MAIL
a'r, Guypelslva
CITY- iJ �
STAT
ZIP 9C
— _,- ?' �,�L
NAMNh E
—
&tl
PRIr�Y�H��/�'
PROJECT CONTACT
` lel
� G ADDRESS
E
(The individual to receive and
respond to all correspondence
CITY STATE
ZIP
FAX
concerning this application)
PROJECT FINANCING
NAME
OWNER -FINANCED
When value is $5,000 or more
(RCW 19.27.095)
MAILING ADDRESS, CITY, STATE, ZIP
PHONE
I cert(& under penalty of perjury that I am the property owner or authorized agent of the property owner. I certify that to the best
of my knowledge, the information submitted in support of this permit application is true and correct. I certify that I will comply with
all applicable City of Federal Way regulations pertaining to the work authorized by the issuance of a permit. I understand that the
issuance of this permit does not remove the owner's responsibility for compliance with local, state, or federal laws regulating
construction or environmental laws.
I further agree to hold harmless the City of Federal Way as to any claim (including costs, expenses, and attorneys' fees incurred in
the investigation and defense of such claim), which may be made by any person, including the undersigned, and filed against the city,
but only where such claim arises out of the reliance of the city, including its officers and employees, upon the accuracy of the
information supplied to the city as apart of this application.
/ `� Q
SIGNATURE: DATE �/!/ /2
PRINT NAME: E GA6� Al//
Bulletin #100 — January 29, 2016 Page 1 of 2 k:\Handouts\Permit Application
N
/n
(tol
MECHANICAL PERMIT
Indicate how many of each typ
AIR HANDLING UNITS
AIR CONDITIONER
BOILERS
COMPRESSORS
DUCTING
GENERAL INFORMATION
CRITICAL AREAS ON PROPERTY?
WATER PURVEYOR -
VALUE OF PLUMBING WORK
PLUMBING PERMIT
FOR OFFICE USE
BAST+yi1v� .. a x ...,
F
�;�
F
F .
. _..__._...... ............... --`-----..—.---.................. .._- .........._
$
Indicate how many o each type offixture
to be installed or relocated as art
o this project. Do not include existing res to remain.
BATHTUBS (or Tub/Shower combo)
7 LAVS (Hand Sinks)
TOILETS
WATER PIPING
F—DISHWASHERS
RAINWATER SYSTEMS
URINALS
OTHER (Describe)
COVERED ENTRY
DRAINS
SHOWERS
VACUUM BREAKERS
Construction
DRINKING FOUNTAINS
SINKS (Kitchen/utiity)
WATER HEATERS (electric)
S care Feet
HOSE BIBBS
SUMPS
WASHING MACHINES
TOTAL FIXTURES
GENERAL INFORMATION
CRITICAL AREAS ON PROPERTY?
WATER PURVEYOR -
SEWER PURVEYOR
VALUE OF EXISTING IMPROVEMENTS
FOR OFFICE USE
BAST+yi1v� .. a x ...,
F
�;�
F
F .
. _..__._...... ............... --`-----..—.---.................. .._- .........._
FIRST FLOOR (or Mobile Home)
EXISTING/PREVIOUS USE
LOT SIZE (In Square Feet)
EXISTING FIRE SPRINKLER SYSTEM?
PROPOSED FIRE SUPPRESSION SYSTEM?
j /,nad-4c"
`-�7
❑ Yes eNo
❑ Yes ❑ No
RESIDENTIAL —NEW OR ADDITION
AREA DESCRIPTION (in square feet)
EXISTING
PROPOSED
TOTAL
FOR OFFICE USE
BAST+yi1v� .. a x ...,
F
�;�
F
F .
. _..__._...... ............... --`-----..—.---.................. .._- .........._
FIRST FLOOR (or Mobile Home)
�g p
29_
�t!
rYf�
�+
F
- -._..._....._.__._..._....._.._....................................__..... ...........................
ADDITION
COVERED ENTRY
AREA DESCRIPTION
120
C 2 CU
Construction
r .. Y 77
4
Additional Information
S care Feet
_...._....-.._ . ............................... _............... ............... --..... _... _........ _............ _........ ---..._.. ----
e�
Stories
n,.?
TOEAUILAINl3
F " r
GARAGE ❑ CARPORT ❑
a
.__.._._._ ..... __.- ....... _._......... ___.
ribe .. ,
�r1
-,
,r y)
„
. f.
Area Totals
Eaasruia
pROr�s °
g g
f,t
QQ�
ESTIMATED SELLING PRICE $ /
# OF BEDROOMS
COMMERCIAL —NEW/ADDITION
Area in
AREA DESCRIPTI
Occupancy Group(s)
Construction
#
Additional Information
Feet
Square F
TypeStoriri
es
RI
`+£,.,
ADDITION
COMMERCIAL — REMODEL/TE T IMPROVEMENTS
AREA DESCRIPTION
Area in
Occupancy Group(s)
Construction
# of
Additional Information
S care Feet
e�
Stories
n,.?
TOEAUILAINl3
F " r
x
a
"
„ r'. Y..,
-,
TENANT AREA ONLY
PROJE T ' ' O�IQL
'
3
f,t
Bulletin #100 -January 29, 2016 Page 2 of 2 k:\Handouts\Permit Application
44kRESUBMITTED
DEPARTMENT OF COMMUNITY DEVELOPMENT
CITY OF JUL 13 2017 33325 8`h Avenue South
Federal Way, WA 98003
Federal Way C17Y OF FEDERAL WAY 253-835-2607; Fax 253-835-2609
C 0CY UNITY DEVELOPMEik4T www.citvoffederalway.com
CALCULATING TREE UNITS
This form can be used to demonstrate how you will meet the minimum tree unit requirement for
your site and should accompany your submittal. Trees to be retained or planted must also be
shown on your submitted site plan, or a separate tree plan.
i✓ - 43,560 (sf/acre) _ 3 1 x 25 (units/acre)
(lot size in square feet) (lot size in acres) (minimum tree units)
Existing Trees
Includes all trees except invasive species and hazard trees
Tree Size (diameter at breast height /4.5')
# of Trees
to Remain
Tree Units
Total Units
1" to 6" dbh
Cxoee
x 1.0
=
> 6" to 12" dbh
x 1.5
=
> 12" to 18" dbh
x 2.0
=
> 18" to 24" dbh
x 2.5
=
�l�werl'
> 24" dbh
x 3.0
=
Total Existing Tree Units to Remain
Replacement/Additional Trees
Evergreen Trees — minimum 6' in height at planting
Deciduous Trees — minimum 2" caliper at planting
Large Canopy= 1.5 Tree Units Medium Canopy= 1 Tree Unit Small Canopy =.5 Tree Units
Tree Species
Canopy
(Sm/Med/Lg)
Tree
Units
# of Trees
Total Units
Cxoee
Ma
�4C4-tj
3„zo
�l�werl'
a r� IkeE=
1
Total Proposed Tree Units to be Added
Total Existing and Proposed Tree Units jq_
Bulletin #073 — June 8, 2016 Page 1 of 1 k:\Handouts\Calculating Tree Units
e
to k ` Z T )
0 —
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(i / lea 6'`' 7,4�Q
/
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SS o0 04 O bc> oFpAo .=�� O� - 1(
�' � � % usF��°off �e �( ��,
X301X I9a D&ATAI ;iFLD
50' MIN.
PUBLIC RIGHT OF
WAY
2x4 D.F. a 4'-0" O.G. NO. GRADE OR EQIV.
2 x2 xl4 GA.
MIN. FILTER FABRIC YELDED WIRE
MATERIAL MIRAFI FABRIC OR EQUAL
Cz 140 BIDIM OR EQUAL.
n .�
u
SECTION
DRIVEWAY
RAMP
EXISTING
GROUND
4"-h" QUARRY
5PALL5 PLAN
PERIODIC TOP DRE551NG TO RESTORE ORIGINAL
CONDITION SHALL BE DONE A5 DIRECTED BY CITY.
',� TEMP. CONSTRUCTION ENTRANCE
50ALE: NOT TO 50ALE
1 �
BURY BOTTOM OF
FILTER FABRIC
MATERIAL ONN
8 x8 TRENCH
SILT fENCE CRO55 ELE\/ATION
SCALE: NOT TO 50ALE
NEWLY GRADED
OR DISTRIBUTED
SIDE SLOPE
2"x2"
STAKE
FILTER FA
MATERIAL
20 GUAGE WIRE
TIEBACK
BURY BOTTOM OF
"ILTER FABRIC
MATERIAL
N.T.5.
SILT �ENGE CRO55 SECTION
SCALE: NOT TO SCALE
uF
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6" ZONE OF QUARRY SPALL5
I' IMPERMEABLE SOIL
I OR FLATTER 2
'
II
"':'``•r':
•;
DENSE NATURAL SOILS
---SLOPE
AS NECESSARY
FOR STABILITY DURING
H
CONSTRUCTION
FILTER FABRIC IF ONLY
5PALL5 ARE USED AS DRAINAGE
24" MIN'
BAGKFILL
FINISH
GRAVEL
S MLLARRTO
GRADE
.',!
II'
84AND WSDOTDS
SPECIFICATION 9-03.12 (2)
12 MIN
GRAVEL BAGKF. FOR WALLS
MINIMUN 6" DIA_ NULL
ETFR
"
PERFORATED DRAIN PIPE WITH
SUITABLE OUTLET
ROCKERY MINIMUM PLACE ROCK ON FIRM UNDISTURBED
HEIGHT (H) ROCK WIDTH (B) SOILS OR COMPACTED FILL
IN FEET IN FEET
< 5 1-1/2 _
5-i 2
7-10 3
ROCKERY _
SCALE: NOT TO SCALE
I\ i' i ____ __________
I \----------
SAN. SEt\ ____ _---__-_WER MANHOLE RIM=41.46 r \) 38'-O" \'''--------------_----- -
IE=55.46 (8"GONG W) LADDER NW ����l��\` o \\_ --- ____ _____________ -
N 8a 23 40' _. 4.78 ._ > 72 ______ ____
rr.
.. .: - . w..:,...
ROCKERY — _. ___
1
X.
Exl r _ STING / ---
p:....NEW CONCRETE .: - ..: \X - , ' DRIVE WA / --------------- - _----- \
II'-6,1411 ♦t `:. ,PARKING PAD Y �� ----------- -- ,
ROCKERY
/ .v 4'W WALKWAY
HT. CALC
/ r� \ wao`' — \♦ BOx \I---------
ARMORED-108'' Y / ' \ ,
/ l A I ♦ 5, O — . V i . — /-GON5TRUGTION
i ♦ 4 1-6'6 2 A O O loam ,r� li ,' ENTRANCE /
GARAGE
(n i l% . LOW SLAB: 104.33
\p I HIGH SLAB_104.6 f
\ \\! % ,, x "'F J L- ♦ I\\ -- ,.._-----------
\
\
0 ( `\
\ o y,\
N .I . te
100 RESIDENCE
�`� I LWR FLR: 95.41
98 MAIN LR: 105.5
96,
I
I
' -
I
m.
i
c14 44w
' TI&HTLINE DOWNSPOUTS
6 FOOTING DRAINS TO
DRAIN FIELD r
411
10'x5O'xI5"d DRAIN FIELD/7/8 WASHED GRAVEL
(5-4" Clio. PERF. PIPE WRAPED WITH GONST. FABRIC)
\ I I -,1 �k
w
\\------------'
----------- 1�� /
_-----
x------- // //
---- / //
/11/
-----------------
----��-c-- ------=------------- ` "
N 5q023'40" E ----------------330' �=-
---
,
a
pc /
i / pc i l
r
'APPROVED
CITY OF FEDERAL WAY
PLIBLt WORKS' E ARTMENT
BY
DATE l
SITE PLAN
0 20
40
V
OWN
I MFERV I OUS
AREA
NIKOLAY $ YELENA BURLAKOV LOT AREA:
66,0(00 5.F.
CD
5II5 NE 5TH CIRCLE
ROOF OVERHANG AREA:
6,254 5.F.
tU
RENTON, WA 1505q
DRIVEWA`I'/WALKWAY AREA: 8,244 5.F.
o�
PHONE: (425)a4I-1153
TOTAL AREA:
14,4418
EMAIL: BDE5IGNMG@)GMAIL.COM
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FEDERAL WAY, WA g8025
PERMIT #: 17-102600-00-SF
JUL 13 20i7
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ADDRESS: 31811 6th Place SW
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DATE: 5/31 / 1 7
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DESIGNED BY: DATE
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DRAWN BY: DATE
JRA 10/24/06
PROJECT MANAGER:
5ARAH WEIGHT
REVISED BY: DATE:
AG 5/50/1'1
LATERAL BY: DATE:
PITZER 5/15/1,7
LATERAL JOB NUMBER:
1'7-150
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ANW WOODINVILLE OFFICE
JOB NUMBER:
170068�