16-103144Oailding - Multi ,, amiiy
City & Federal Way Permit #: 16-103144-00-M F
CommunityEcon. Dev. Services
33325 8th Ave S
Federal Way, WA 98003 FILE
Inspection Request Line. 2
Ph: (253) 835-2607 Fax: (253) 835-2609 p q (53) 835-3050
Project Name: THE RIDGE & SHORES APARTMENT (AKA THE SHORES) -9 101
Project Address: 31815 3RD PL SW Parcel Number: 556060 0100
Project Description: REP - Framing repair to existing crawl space due to fire damage
Owner
Applicant
Contractor
Lender
SHORES AT FEDERAL WAY LLC
NAVI PACIFIC CONSTRUCTION
NAVI PACIFIC CONSTRUCTION
OWNER IS LENDER
9757 JUANITA DR NE STE 300
1335 120TH AVE NE
NAVIPI*991BP (1/10/17)
KIRKLAND WA
BELLEVUE WA 98005
1335 120TH AVE NE
98034
BELLEVUE WA 98005
Census Category: 434 - Residential alt/add - no change in number of units
Includes: 41 42 93 44
Occupancy Class:
Construction Type:
Occupancy Load:
Floor Areas . ft.) 0 0 0 0
Additional Permit Information
Mechanical to be Included?....................................No Number of Stories.................................................2
Permit for Building Shell Only? .............................No Plumbing to be Included? ....................................... No
Proposed Structure Valuation................................6000.00
No Fixtures Associated With This Permit!!
PERMIT EXPIRES Monday, December 26, 2016
Permit Issued on Wednesday, June 29, 2016
I hereby certify that the above information is co';ect and that the construction on the above described property and
the occupancy and the use will be_inaccor nce with-ttre laws, rules and regulations of the State of Washington
arJ City of Federal Way.
Owner or agent: Date:' -- /
THIS CARDIS TO MAIN ON-SITE
CITY vF Construction In ection Record y
Federal Way INSPECTION REQUE TS: (253) 835-3050
PERMIT #: 16 -103144 -00 -MF Address: 31815 3RD PL SW
Project: SHORES AT FEDERAL WAY L L C FEDERAL WAY, WA 98023-4805
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.
Initial Erosion Control (4365)
Footings/Setback (4110)
Final Electrical
Foundation Wall (4115)
Slab/Concrete Floor (4255)
To be done prior to breaking ground
Approved to backfill
Approved to place concrete
Approved to place concrete or grout
Approved to place concrete
By
Date
By
Date
By
Date
Drainage/Downspout (4040)Re-steel
(4215)
Final Electrical
Slab/Concrete Floor (4255)
Right of Way
Approved
Approved to backfill
Date
Approved to place concrete or grout
By
Date
Approved to place concrete
By
Date
By
Date
By
Date
Underfloor Framing (4285)
E]
Floor Sheathing (4105)
Shear Walls (4245)
Approved to sheath floor
Approved to install flooring
Approved to install siding
By
Date a -Ly— 4f
By
pf4-t Date J -2.q- I
By
Date
Roof Sheathing (4220)
E]
Fire/Draft Stops (4095)Interim
Erosion Control (4370)
Approved to install roofing
Approved
Approved
By
Date
By
Date
By
Date
Prior to scheduling a Framing inspection;
Framing (4120)
Insulation (4150)
Electrical,
Plumbing & Mechanical Rough -in and
Approved to insulate
Approved to install wallboard
Fire/Draft Stop inspections must be signed -off and
approved. IBC 109.3.4
By
Date
By
e14_ Date
E] Gypsum Wallboard Nailing (4130)
E]
Suspended Ceiling Grid (4265)El
Final - S K F & R (4060)
Approved to install mud & tape
Approved to drop tiled
Approved
By
Date
By
Date
By
Date
E]
Final Erosion Control (4375)
E]
Final - Building (4050)
Approved
Approved
By
Date
By
Date
Rough Electrical
Approved
1:1Approved
Final Electrical
❑
Right of Way
Approved
By
Date
By
Date
By
Date
Mr. Masnyy:
Per your request we visited the subject building on June 15, 2016
to review potential for structural damage to framing in a crawl
space in Unit l0A due to a tenant fire. We were told the tenant
had placed a bag of hot charcoals from a barbeque on the floor of
the exterior storage closet adjacent to the unit patio. The hot
charcoals burned thru the OSG floor sheathing and dropped into
the crawl space below. The framing of the crawl space became
inflamed locally near the point of fire entry prior to the fire
department extinguishing the fire.
Framing in the crawl space is summarized in our attached detail
#1. We provided a design check for the 2x10 joists, 6x8 beams,
and 4x6 posts. All the sizes of the existing framing members and
the spacing's shown in the detail were provided by you. Our
calculations are based on a 15psf dead load and a 40psf live load
per code for living areas. We did not have information that
indicated additional second floor bearing wall load was loading
any of the fire damaged beams
and therefore our design checks
the beams for the one level of
loading only. You should
confirm during the repair of the
unit if additional conditions of
loading need to be considered.
Our attached calculations
confirm that the 2x10 joist and
the 6x8 beams may be
acceptable within the limits of
fire charring indicated in the
detail.
In summary it appears that the
fire charring damaged some
joists to the point of replacement
and some to the point of
DHP-Engineering
Memo#1
El Memo
ILM
Structural Building Consultants
From
❑ Ph Log
❑ Confr.
32008 32"d Ave S, Suite B, Federal Way, WA 98001
Dean Peyton, PE
❑ info.
Phone (253) 220-0848
Distribution:
Date:
6-15-16
Time:
Project:
Crawl Space Fire Damage Review
Project No. 16.047
Person:
Andrey Masnyy
Phone No.
Company:
NAVI Pacific Construction, Inc.
Fax No.
1335 120'Ave NE
CITY OF
FEDERAL WAY
Bellevue, WA 98005
CDS
Subject:
Unit 10A 31815 3rd Place
Sent Via...... Fax ❑
E-Mail t]
Billing File ❑
Mr. Masnyy:
Per your request we visited the subject building on June 15, 2016
to review potential for structural damage to framing in a crawl
space in Unit l0A due to a tenant fire. We were told the tenant
had placed a bag of hot charcoals from a barbeque on the floor of
the exterior storage closet adjacent to the unit patio. The hot
charcoals burned thru the OSG floor sheathing and dropped into
the crawl space below. The framing of the crawl space became
inflamed locally near the point of fire entry prior to the fire
department extinguishing the fire.
Framing in the crawl space is summarized in our attached detail
#1. We provided a design check for the 2x10 joists, 6x8 beams,
and 4x6 posts. All the sizes of the existing framing members and
the spacing's shown in the detail were provided by you. Our
calculations are based on a 15psf dead load and a 40psf live load
per code for living areas. We did not have information that
indicated additional second floor bearing wall load was loading
any of the fire damaged beams
and therefore our design checks
the beams for the one level of
loading only. You should
confirm during the repair of the
unit if additional conditions of
loading need to be considered.
Our attached calculations
confirm that the 2x10 joist and
the 6x8 beams may be
acceptable within the limits of
fire charring indicated in the
detail.
In summary it appears that the
fire charring damaged some
joists to the point of replacement
and some to the point of
0
DHP Engineering, PS Memo #I -
continued use if an additional
sistered joist is added per our
repair details. The beams did
appear to be in good order but
may need an additional side
member if the charring is found
too excessive. A charring
assessment of each joist, beam,
and post will be the contractor's
responsibility to confirm
conformance with the limits of
these details.
If you have any questions on the
above items, feel free to contact
us at 253-220-0848.
DHP-Engineering, PS
Structural Building Consultants
Dean Peyton, PE
Principal
Enclosure:
Calculations and Detail Sketches
page 2 of -
{ s' -TV, �
LA2016U6.047 Ridges & Shores\Memo 1 DHP 6-15-16 Ridge & Shores Fire Damage Review.doc 6/16/2016
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Phone (253) 220-0848
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PROJECT
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DESIGNED DATE
CHECKED DATE
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DHP Engineering, PS Project Title: RiShore
Structntal Building Conus Engineer: 0 Project ID: 16.047
32008 32nd Ave South, Suite B Project Descr: Fire Damaged Crawl Space Framing
Federal Way, WA 98001
■ WWAa w=! tS d -N 2Qt&, ' 45PR4
FM=I.-O 61151CRF-5fRA2QF0-N.EC6
Wood Beam ENERCALC, INC. 1983-2016, Build:6.16.6.7, ver6.16.6.7
,.0t: DHP ENGINEERING
Description ; Floor Joist 200 Assumed #2 HF
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
850 psi
E: Modulus of Elastiafy
Section used for this span
Load Combination ASCE 7-10
Fb - Compr
850 psi
Ebend- xx
1300 ksi
Fv : Allowable
Fc - Pdl
1300 psi
Eminbend - xx
470ksi
Wood Species : Hem Fir Fc - Perp
Wood grade : No.2 Fv
Ft
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
405 psi
150 psi
525 psi
Density 26.83 pcf
Repetitive Member Stress Increase
Span # 1
D(0 01995) L(0.0532)
Maximum Deflection
+D+0.750Lr+0.750L+H
0.312
r i
r
1281 >=360
r
0.000 in Ratio =
34
Max Downward Total Deflection
0.133 in Ratio =
900>=240.
K
2x10
Span = 10.0 ft
Applied Loads Serviceloads entered. Load Factors will be applied for calculations
Beam self weight calculated and added to loads
uniform Load . D = 0,0150, L = 0 040 ksf, Tributary Width =1.330 ft, (Floor)
DESIGN SUMMARY •
Maximum Bending Stress Ratio =
0.4941 Maximum Shear Stress Ratio
Section used for this span
2x10
Section used for this span
fb : Actual =
531.09psi
fv : Actual
FS: Allowable =
1,075.25psi
Fv : Allowable
Load Combination
+D+L+H
Load Combination
Location of maximum on span =
5.000ft
Location of maximum on span
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
Maximum Deflection
+D+0.750Lr+0.750L+H
0.312
Max Downward Transient Deflection
0.094 in Ratio =
1281 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.133 in Ratio =
900>=240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240,0
Vertical Reactions Support notation : Far left is #1
Load Combination
Support 1
Support 2
0verall MAXimum
0.379
0.379
Overall MINimum
0.068
0.068
+D+H
0.113
0.113
+D+L+H
0.379
0.379
+O+Lr+H
0.113
0.113
+D+S+H
0.113
0.113
+D+0.750Lr+0.750L+H
0.312
0.312
+D+0.750L+0.750S+H
0.312
0.312
+D+0.60W++i
0.113
0.113
+D+0.70E+H
0.113
0.113
+D+0.750Lr+0.750L+0.450W+H
0.312
0.312
+D+07501-+0.7505+0.450W+H
0.312
0.312
0.231 : 1
2x10
34.66 psi
1%00 psi
+{3+L+H
0.000 ft
= Span # 1
Values in KIPS
a�� I DHP Engineering, PS
WE a Structrual Building Consu4k
�� pill! 32008 32nd Ave South, Suite B
Federal Way, WA 98001
'A:
pi
Wood Beam
KW-06004293
Description : Floor Joist 200 Assumed #2 HIP
Vertical Reactions
Load Combination
40.60D+0.60W40.60H
+0 . 60D+0.70E+0.60H
0 Only
Lr Only
L Only
S Only
W Only
E Only
H Only
Project Title: RiIShore
Engineer: * Project ID: ,16.047
Project Descr Fire Damaged Crawl Space Framing
File = h20161151CRF-51RA2QF0-N.EC6
ENERCALC, INC. 19n2016, Build:6. 16.6.7, Ver:6. 16.6.7
DHP Engineering, PS Aft
�..�� Structrual Building ConsuW
32008 32nd Ave South, Suite B
�i Federal Way, WA 98001
Wood Beam
Project Title: RiShore
Engineer: 0 Project ID: 46.047
Protect Descr. Fire Damaged Crawl Space Framing
Description : Floor Joist 2x10 Assumed #2 HF Fire reduced 114" each side and 117 on bottom
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
PnIW 15 JUN 2016, _2.44
File=1:120161151CRf-5UiA2QF0-N.EC6
ENERCALC, INC. 1983-2016, Built:6.16.6.7, Ver.6.16.6.7
Analysis Method: Allowable Stress Design
Fb - Tension
850.0 psi
E: Modulus ofElasfidy
Load Combination ASCE 7-10
Fb - Compr
850.0 psi
Ebend- xx 1,300.Oksi
FB: Allowable =
Fc - PHI
1,300.0 psi
Eminbend - xx 470.0ksi
Wood Species : Hem Fir Fc - Perp
Wood Grade : No.2 Fv
Ft
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
405.0 psi
150.0 psi
525.0 psi
Density 26.830 pcf
Repetitive Member Stress Increase
5.000ft
D(0.01995) Q0.0532)
Span # where maximum occurs =
Span # 1
♦ ♦
♦
+D+0.750Lr+0.750L+H
♦
Max Downward Transient Deffection
0.166 in Ratio =
723>=360
Max Upward Transient Deflection
f IM -A&M
sp, = 10.0 n
Applied Loads
Beam self weight calculated and added to loads
Uniform Load: D = 0.0150. L = 0.040 ksf, T€ibutary Width = 1.330 fl, (Floor)
DESIGN SUMMARY
Service loads entered Load Factors will be applied for calculations
Maximum Bending Stress Ratio =
0.81a 1 Maximum Shear Stress Ratio
Section used for this span
1.0 X 8.750
Section used for this span
fb : Actual =
879.05psi
N : Actual
FB: Allowable =
1,075.25psi
Fv : Allowable
Load Combination
+D+L+H
Load Combination
Location of maximum on span =
5.000ft
Location of maximum on span
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
Maximum Deflection
+D+0.750Lr+0.750L+H
0.307
Max Downward Transient Deffection
0.166 in Ratio =
723>=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.233 in Ratio =
514 >=240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Vertical Reactions Support notation : Far left is #1
Load Combination
Support 1
Support 2
Overall MAXimum - - -
0.374
0.374
Overall MINimum
0.065
0.065
+D+H
0.108
0.108
+D+L+H
0.374
0.374
+D+Lr+H
0.108
0.108
+D+S++i
0.108
0.108
+D+0.750Lr+0.750L+H
0.307
0.307
+D+0.7501-4750S+H
0.307
0.307
+0+0.60W+H
0.108
0.108
+D+0.70E+H
0.108
0.108
+D+0,750Lr+0.750L+0.450W+H
0307
0.307
+D+0.750L+0.750S+0.450W+H
0307
0.307
Design C
0.368: 1
1.0 X 8.750
55.21 psi
150.00 psi
+D+L+H
= 0.000 ft
Span # 1
Values in KIPS
DHP Engineering, PS Ah
Mai I Structrual Building Consul
ow 1101 32008 32nd Ave South, Suite B
NlFederal Way, WA M1
t -0
o# oi
Wood Beam
Project Title: Rid
Shore 4
Engineer: 0 Proiect ID: '16.047
Project Descr: Fire Damaged Crawl Space Framing
Description : Floor Joist 200 Assumed #2 HF Fire reduced 114* each side and IT on bottom
Vertical Reactions Support notation Far left is #1
Load Combination Support 1 Support 2
404.150L40,7505+0.525 +H
0.307
0,307
+0.60D40.60*460H
0,065
0,065
+0,60D+070E+0.60H
0.065
0.065
D Only
0,108
0.108
Lr Only
L Only
0.266
0,266
S Only
IN Only
E Only
H Only
File= I-.1201S151CRF-MA24F0-N.EC6
ENERGALC, INC. 1%3-2016, &M:6.16.6.7, Ver.6.16.6.7
Values in KIPS
1; wl I DHP Engineering, PS Alk Project Title: Rid ift Shore Project ID: 1 1&047
4 Structrual Building Consulw Engineer: \W
fill Project Descr: Fire Damaged Crawl Space Framing
32008 32nd Ave South, Suite B
Federal Way, WA 98001
0am mwd1 1 pill JUN 2,016 "1 _Pl�
10101111111 IMIN "
File = I:016k151CRF-fFA20F0-N.EC6
Wood Beam ENERCALC, INC. 19812016, Build.t.16.6.7.Ver.6.16.6.7
Description : Floor Beam 6x8 Assumed #2 DF
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
900 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb - Compr
900 psi
Ebend-xx 1600 ksi
0.569 1
Fc - Pdl
1350 psi
Eminbend - xx 580ksi
Wood Species Douglas Fir - Larch
Fc - Perp
625 psi
Load Combination
Wood Grade No.2
Fv
180 psi
Span # where maximum occurs =
Span # I
Ft
575 psi
Density 312 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
1.377
Repetitive Member Stress Increase
DO 15) L04
fixe
SW = 6,0 ft
Applied Loads
0.038 in Ratio=
Beam self weight calculated and added to loads
Max Upward Transient Deflection
Uniform Load . D = Hl% L = 0.040 kst, Tributary Width =10.0 ft, (Floor)
DESIGN SUMMARY
Max Downward Total Deflection
Maximum Sending Stress Ratio =
0.569 1
Section used for this span
6x8
fb : Actual
585.36psi
F13 -. Allowable =
1,035.00psi
Load Combination
+D+L+H
Location of maximum on span =
1000ft
Span # where maximum occurs =
Span # I
Maximum Deflection
1,377
Service loads entered. Load Factors will be applied for calculations.
Maximum Shear Stress Ratio
Section used for this span
tv: Actual
Fv: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Max Downward Transient Deflection
0.038 in Ratio=
1898>=360
Max Upward Transient Deflection
0,000 in Ratio=
0 <360
Max Downward Total Deflection
0.053 in Ratio=
1358>=240.
Max Upward Total Deflection
0.000 in Ratio=
0 <240.0
Vertical Reactions Support notation : Far Loft is #1
Load Combination
Support l
Support 2
Over-all --- MAX -mum
1.677
1.677
Overall MINimum
0,286
0.286
+D+H
0.477
0.477
+D+L+H
1.677
1.677
+D+Lr+H
0.477
0.477
+D+S+H
0.477
0.477
-++ .750Lr+0750L+H
1,377
1.377
+D+0.750L+0,750S+H
1.377
1.3777
+D+0.60W+H
0.477
0.477
+D+0.70E+H
0,477
0.477
-0+4750Lr+0,750L+0A50vv+H
1.377
1.377
+D+0150L+0,750S+0.450W+H
1.377
1.377
Values in KIPS
0.270 :1
6X8
4&51 psi
180.00 psi
+D+L+H
0.000 ft
Span # I
fps DHP Engineering, PS
Project Title: Ri Shote
Engineer: Proiect ID, 16.047
Stnxxrual Building Consul
Project Descr: Fire Damaged Crawl Space Framing
3208 32nd Ave South, Suite B
rrE��
M
� Federal Way, WA 98001
rr�=i •�l
armed ; urs2016 4 PIM
VVOOCI BeahlElie=1:1201611510
- -- 51RA2QF6 N.EG6
ENERCALC, ING.1983-2016, Budd:6.1&6J, Ver:6.16.6.7
KW -06004293
Description: Floor Beam 6x8 Assumed #2 DF
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
+0+0 750L+0.750St0.5250E+H - - -
— - 1.377
—1.377
+0.60D+0.60W+0.60H
0.286
0.286
-460D+0.70E+0.60H
0.286
0.286
D Only
0.477
0.477
Lr Only
L Only
1.200
1.200
S Only
W 0"
E Only
H Only
!� DHP Engineering, PS Project Title: Ri Shore t!
It, Imo. ■ Structrual Building ConsulW Engineer. Project @: 6.047
a ; 1 32008 32nd Ave South, Suite B Project Descr: Fire Damaged Crawl Space Framing
100,201 Federal Way, WA 98001
Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi
Wood Grade : No.2 Fv 180.0 Ft 575.0 pi
psi Density 31.20 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
DO,15)L(0 41
T T ► T
X PC
5.0X70
t
Wood Beam
Fid=i:as„5,cF-s,RaxaFa N.Ec6
Applied Loads
ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7
Lic#; 0600
DHP ENGINEERING'!
Description: Floor Beam 6x8 Assumed #2 OF Fire Reduced 114" each side and 1 P2" at bottom
CODE REFERENCES
Uniform Load, D = 0.0150, L = 0.040 ksf, Tributary Width =10.0 ft, (Floor)
Calculations per NDS 2012, IBC 2012, CSC 2013, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties -
`
Analysis Method: Allowable Stress Design Fb - Tension
900.0 psi E: Modulus of Elasticity
Load Combination ASCE 7-10 Fb - Compr
900.0 psi Ebend- xx 1,600.0 ksi
Fc - PHI
1,350.0 psi Eminbend - xx 580.0 ksi
Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi
Wood Grade : No.2 Fv 180.0 Ft 575.0 pi
psi Density 31.20 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
DO,15)L(0 41
T T ► T
X PC
5.0X70
Vertical Reactions
Load Combination
Overall WAMUm
Overall MINimum
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr+0.750L+H
+D+0.750L+0.750S+H
+D+0,60W+H
+D+0.70E+H
+D+0.750Lr+0.750L+0.450W+H
+D+0.750L+0.750S+0.450W+H
Support rotation: Far left is #1 Values in KIPS
Support 1 Support 2
1.673 - 1.673 - ----
0.284 0.284
0.473 0.473
1.673 1.673
0.473 0.473
0.473 0.473
1.373 1.373
1.373 1.373
0.473 0.473
0.473 0.473
1.373 1.373
1.373 1.373
BPert = 8-0 ft
Applied Loads
Service loads entered Load Factors will be applied for calculations
Beam self weight calculated and added to loads
Uniform Load, D = 0.0150, L = 0.040 ksf, Tributary Width =10.0 ft, (Floor)
DESIGN SUMMARY
`
Maximum Bending Stress Ratio =
0.8151 1 Maximum Shear Stress Ratio =
0.323 :1
Section used for this span
5.0 X 7.0
Section used for this span
5.0 X 7.0
tb : Actual _
737-38psi
tv : Actual
5&08 psi
FB: Allowable =
900.00psi
Fv Allowable
180.00 psi
Load Combination
+D+L+-H
Load Combination
+D+l_
Location of maximum on span =
3.000ft
Location of maximum on span =
0.000 It
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.051 in Ratio=
1403>=360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.072 in Ratio=
1006>=240
Max Upward Total Deflection
0.000 in Ratio =
04240.0
Vertical Reactions
Load Combination
Overall WAMUm
Overall MINimum
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr+0.750L+H
+D+0.750L+0.750S+H
+D+0,60W+H
+D+0.70E+H
+D+0.750Lr+0.750L+0.450W+H
+D+0.750L+0.750S+0.450W+H
Support rotation: Far left is #1 Values in KIPS
Support 1 Support 2
1.673 - 1.673 - ----
0.284 0.284
0.473 0.473
1.673 1.673
0.473 0.473
0.473 0.473
1.373 1.373
1.373 1.373
0.473 0.473
0.473 0.473
1.373 1.373
1.373 1.373
! DHP Engineering, PS
Structrual Building Consul
a' - 32008 32nd Ave South, Suite B
P �1 Federal Way, WA 98001
Wood Beam
Project Title: Ri Shore
Engineer. Project ID; ,16.047
Project Descr Fire amaged Crawl Space Framing
;.,fev 15 JUN 20,.,, 2 at,rp<
File = 1:0115\1 51 CRF-51RW0-N.EC6
ENERCALC, INC. 1983-2016, Buiid:6.16.6.7, Ver..6.16.6.7
Values in KIPS
Description ; Floor Beam 66 Assumed #2
OF Fire Reduced 1/4" each side and 112' at bottom
Vertical Reactions
Support notation : Far left is #1
-------._..._---
Load Combination
Support 1
Support 2
+O+0.7501-+O7508+0.5250E+H _ ___
---- --- 1.373
- 1.373
+0.60D+0.60W+0.60H
0.284
0.284
+0.60D+0.70E+0.60H
0.284
0.284
D Only
0.473
0.473
Lr Only
L Only
1.200
1,200
S Only
W Only
E Only
H Only
;.,fev 15 JUN 20,.,, 2 at,rp<
File = 1:0115\1 51 CRF-51RW0-N.EC6
ENERCALC, INC. 1983-2016, Buiid:6.16.6.7, Ver..6.16.6.7
Values in KIPS
�M.
CITY OF >.
Federal Way
� PERMIT*APPLkq�� EpN
PERMIT NUMBER 1(o _ /o 3;(44 _ MF
JUN 29 2016
TARGET DATE CITY OF FEDFRAI . WAY
LDS
SITE ADDRESS
SUITE/UNIT #
g /
i .. i S d Pl S Lu F de l u-.1 � �r 1 c�r c.e/ S Act
d
� f R
um � C1
PROJECT VALUATION
ZONING
AS SOR'S TAX/PAR EL #
-5 0
®
6
(-;