16-102967I Z -T
C 1 -
5!-a2...7 MIN r ;
101-011- 6*x6nxO. 116" THK
V1. HSS STEEL TUBINGC 1`-fi"TY'
A�
; �,� #; "CLR P
)
41- RX �
FQUNDATIt N CONCF2E7E)
1
Tov�ct,c�- x i s -f �' K x 1 D `� y, o'
?901 o s tl> Soni L-ASELL
5 r2,1
NI:ZN
14 f+ (Ci3:41\1)
<--- --> N v M-0-4
D��-r��GE STda N 3n -S E
RESUBMITTED
JUL 12 2016
CITY OF FEDERAL WAY
CDS
V- /r-
ti
� nt !
T-0" Typ Z -NA -L Y
V
ie\ -rET> 5 r
ws`1 E 1 Ftttn P -u Sc -e - N
ii
MIN 3" CLR
►,
(2)
Vsi✓
(TYP)
5A 5t AL OP W" cover STr-?-bic—T--U�,�
t� --Vx CLR
y`t
WHTZAA �it�r�rous l 1
; �,� #; "CLR P
)
41- RX �
FQUNDATIt N CONCF2E7E)
1
Tov�ct,c�- x i s -f �' K x 1 D `� y, o'
?901 o s tl> Soni L-ASELL
5 r2,1
NI:ZN
14 f+ (Ci3:41\1)
<--- --> N v M-0-4
D��-r��GE STda N 3n -S E
RESUBMITTED
JUL 12 2016
CITY OF FEDERAL WAY
CDS
City of Federal Way
Community & Econ. Dev. Services
33325 8th Ave S
Federal Way, WA 98003
Ph: (253) 835-2607 Fax: (253) 835-2609
Project Name: CASCADE DRILLING LP
Project Address: 35100 PACIFIC HWY S
1, ' Sign
Permit #: 16 -102967 -00 -SG
Inspection Request Line: (253) 835-3050
Parcel Number: 202104 9148
. Project Description: Relocate (1) existing monument sign. Includes electrical connection to existing Xbox.
Owner
Applicant
Contractor
UNITED RENTALS INC
CONNIE GUFFEY
PLUMB SIGNS INC (ELECTRICAL 04)
13455 NOEL RD STE 1900
PLUMB SIGNS INC
PLUMBS1077QS (11/10/17)
DALLAS, TX 75240
909 S 28TH ST
909 S 28TH ST
TACOMA WA 98409
TACOMA WA 98409
Additional Permit Information
Comprehensive Plan Designation..........................Commercial Zoning Designation ................................................ CE
Enterprise
PERMIT EXPIRES Tuesday, February 28, 2017
Permit Issued on Thursday, September 1, 2016
I hereby certify that the above information is correct and that the construction on the above described property and
the occupancy and the use will be in accordance with the laws, rules and regulations of the State of Washington
and the City of Federal Way.% /
Owner or agent: - Date: D �1 b' f ` ,
CITY OF
Federal Way
THIS CARD IS TO REMAIN ON-SITE
Construction Inspection Record
INSPECTION REQUESTS: (253) 835-3050
PERMIT #: 16 -102967 -00 -SG Address: 35100 PACIFIC HWY S
Project: UNITED RENTALS INC FEDERAL WAY, WA 98003-8318
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.
Footings/Setback (4110) Final - Electrical (4055) E] Final - Sign (4085)
Approved to place concrete Approved Approved
By Date �' Z� j ( By Date .+o. i �. By Date
Attachment (4010)
Approved
By Date
Rough Electrical
Approved
Final Electrical
Approved
Right of Way
Approved
By
Date
By
Date
By
Date
CITY
Federal WayESUBMIWMN PERMIT
- APPLICATION
SITE ADDRESS ':5�xd 5 r ` /�-C/ /C/ [' h'��tJ 5� �7 O SUITE/UNIT #
ASSESSOR'S TAX/PARCEL # C32 Q y - _.d9 "7 ZONING DESIGNATION
PROJECT• •
TYPE OF PROJECT (Check all that apply): XNEW ❑ ALTERATION ❑ REFACE ❑ EXEMPT
ELECTRICAL (To attach to existing J -box - include on this permit)
❑ ELECTRICAL (New/altered circuit & J -box added - separate permit is required)
NUMBER OF SIGNS APPLIED FOR WITH THIS APPLICATION: Wall Mounted: Freestanding:
y vo
TOTAL ESTIMATED PROJECT COST: $ -$/, 30 s
DETAILED PROJECT DESCRIPTION:
A)1-4,) .4DG9 T/e X.) V" :Z)I!! A 7-0
Lv / n E.0 „v Ar -�olT &C 7 o N �� Com''/ C NL[/Y a el r' /
BUSINESS NAME ON SIGN: L' S�' 14 D,e D e / L.l 1.4.fZ-
PEOPLE INFORMATION
SIGN OWNER:
CONTRACTOR:
APPLICANT
NAME:
PRIMARY PHONE
PRIMARY PHONE
OFFICE PHONE
MAILING ADDRESS (STRE ADDRESS; CITY, STATE, ZIP):
FAX NUMBER
'f / 4C Gu 5,0
( -
CITY OF FEDERAL WAY BUSINESS LICENSE NUMBER:
E-MAIL ADDRESS
COMPANY NAME
All
APPLICANT NAME
PRIMARY PHONE
OFFICE PHONE
'e" 'd o.�iG-swS
azwx
V
62r3) -,/?S -
MAILING ADDRESS (STREET ADDRESS; CITY, STATE. ZIP):
RELATIONSHIP TO PROJECT
CELL PHONE
94-9 .3 • a7 &r mer 9
D 2(
) -
CITY OF FEDERAL WAY BUSINESS LICENSE NUMBER
EXPIRATION DATE:
FAX NUMBER
CONTRACTOR'S REGISTRATION NUMBER:
EXPIRATION DATE:
E-MAIL ADDRESS
6•
Ci n'1
COMPANY NAME
APPLICANT NAME
PRIMARY PHONE
S a
( ) -
MAILING ADDRESS
CITY, STATE, ZIP
FAX NUMBER
( )
RELATIONSHIP TO PROJECT
E-MAIL ADDRESS
❑ Contractor ❑ Tenant ❑ Other
PROJECTNAME
CONTACT w .
PRIMARY PHONE
6153 )'Y 73
E-MAIL ADDRESS:
GsDn/tiit
I certify under penalty of perjury that the information furnished by me is true and correct to the best of my knowledge, and
further, that I am authorized by the owner of the above premises to perform the work for which the permit application is made
SIGNATURE � j DATE: !D ' %• ��
COMMUNITY DEVELOPMENT SERVICES • 33325 Km AVENUE SOUTH • FEDERAL WAY, WA 98003-6325 • 253-835-2607 • FAX: 253-835-2609
P$RMANENT FREE STANDING: MONUMENT PEDESTAL POLE TENANT DIRECTORY OTHER
OTHER (Describe)
r PERMANENT BUILDING MOUNTED: —AWWING CABINET CHANNEL LETTERS TENANT DIRECTORY
OTHER (Describe)
■ DETAILED SIGN INFORIMATION
FREE STANDING SIGNS
MOUNTED SIGNS
SIGN TYPE
SIGN AREA (SQ. FT.)
ILLUMINATED?
REFACE?
TOTAL WEIGHT
BASE HEIGHT (FT)
EXPOSED BUILDING FACE
WIDTH x HEIGHT x # OF FACES
NO INT EXT
YES I NO
FT
. FT.
A
p
xxc,7-
AJ
STRUCTURAL APPROVAL BY: DATE:
REGISTRATION NUMBER:
B
x x -
REGISTRATION NUMBER:
REGISTRATION NUMBER:
B
x x -
x x -
C
C
x x M.;
x x -
STREET FRONTAGE (LINEAR FEET):
'w
D
BUILDING
MOUNTED SIGNS
BUILDING MOUNTED SIGNS
ST/ANDING SIGN(S)
SIGN TYPE
SIGN AREA (SQ. FT.)
ILLUMINATED?
BUILDING ELEVATION
EXPOSED BUILDING FACE
AREA PROPOSED:
WIDTH x HEIGHT x # OF FACES
HO INT EXT
NSE
. FT.
A
NUMBER OF SIGNS ALLOWED:
NUMBER OF SIGNS ALLOWED:
LAND USE APPROVAL BY: DATE:
STRUCTURAL APPROVAL BY: DATE:
REGISTRATION NUMBER:
REGISTRATION NUMBER:
REGISTRATION NUMBER:
x x -
REGISTRATION NUMBER:
REGISTRATION NUMBER:
B
x x -
C
x x -
D
x x -
E
x x -
LARGEST EXPOSED BUILDING FACE (SQUARE FEET):
ZONING DESIGNATION:
PROFILE: ❑ HIGH MEDIUM ❑ LOW ❑ FREEWAY
BUILDING MOUNTED SIGNS
ST/ANDING SIGN(S)
AREA PERMITTED:
'F/REE
AREA PERMITTED:
AREA PROPOSED:
AREA PROPOSED:
LARGEST BUILDING FACADE:
STREET FRONTAGE:
NUMBER OF SIGNS ALLOWED:
NUMBER OF SIGNS ALLOWED:
LAND USE APPROVAL BY: DATE:
STRUCTURAL APPROVAL BY: DATE:
REGISTRATION NUMBER:
REGISTRATION NUMBER:
REGISTRATION NUMBER:
REGISTRATION NUMBER:
REGISTRATION NUMBER:
REGISTRATION NUMBER:
Bulletin #102 — January 1, 2011 Page 2 of 4 k_/Handouts/Sign Permit Application
APCONSULTING ENGINEERS PLLC
C'l VrL ENGINEERING
SIGN FOUNDATION
ANALYSIS
JUN E 15, 2016
APCE llj?(,)IFCT #2016018
PP.U'-A)<'F',I) FOR:
CASCADE Dpii.TJNG SIGN ]FOUNDATION
35100 -PACIFIC HlGHWAYSOU TH
FDERAL WAY, WA 98003
,A:t--iHF, R msTor:
PLUMB Sic -,Ns, LNc.
909 Snurti 28T11 STRUT
,TACO -NIA, WA 9W9
1�
Auburrt, WA
Pa uY
XT lIP A n 1,1 F I it, imers.corn (253) 347-0887 PO Box 162, RESUBAb7ED
JUL 12 2016
CITY OF FEDERAL WAY
CDS
AF>CONSULTING
ENGINEEPSI'1..
ClVli— EENGINEFRIN'(l
,:f: 6xi �%.fii r..:�r{4= g i.;:an �ia's :iF!?es:• :a"PC,(SG'l.M.'I u +iA ltT-I
-0 0— F. '", >cam'`'i�,-A�..a,,, t..t a''7''( •,��,1,1 f �".�i.?:d:,.ira,t:� .•j.
{E S " 4•X7. _. _ __.............
_....._.
CALG'Vi_A',E d Ji._.._...._.._._.....__ s't7-� r -ATC _ +-i+.+rTi,r
SPECIAL DI PECTI0NS REQtARED
COMPONENT OF SIGN SUPPORT T R JUSTIFICATION
COW( RETE STRENGTH ND
CONCRETE REINFORCEMENT NO
BOLTS AND ANCHORS NO
FIELD WELDING NO
SPECIAL INSPECTIONS ARE NOT RE41AR M f
BY CONDI TIONS IN THE AMS014
IBC SECTIDN
> 2,500 PSI STRENGTH NOT REVD 1705.3, EXCEPTION 2,3
> 2,500 PS I STRENGTH NOT RECI'D 1705.3, EXCEPTION 2.3
NONE PROPOSED IN ENGINEERING
NONE PROPOSED IN ENGINEERING
R CONSTRUCTION OF A MINOR NATURE OR, AS WARRANTED
110N. AS APPROVED BY THE BUIL0,40 OFF VA L-
10 6' x6"x0.116" THK
HSS STEEL TUBING
1-6 TYP
VV 0
2'-0" TYP
11
!YUI_
MIN 3"CLR
�s
(2) #4'S (TYP)
3"CLR
5-2" MIN
L.T, CLR (TYP)
41-0"x4'-0"
F DUNDATIION
THIS SIGN FOUNDATION ANALYSIS IS BASED ON SOIL LATERAL BEARING PRESSURES TAKEN
FROM TABLE 18062 OF THE 2012 ISC AND SOIL TYPES BASED ON THE KING COUNTY SOIL
SURVEY. IF SITE CONDITIONS DIFFER FROM THESE ASSUMPTIONS, THE ENGINEER MUST BE
NOTIFIED SO THAT THE ANALYSIS MAY BE UPDATED TO REFLECT ACTUAL SITE CONDITIONS,
AP CONSULTING ENGINEERS PLLC
PO Box 162, Auburn, WA 98071
PROTECT NAME: CASCADE DRILLING SIGN FOUNDATION
35100 Pacific Highway South, Federal Way, WA 98003
SCOPE OF WORK:
Determine the column and footing requirements for the sign subject to static wind loading per the 2012 International
Building Code and ASCE 7-10.
All sign material and connections to column by others.
DESIGN CRITERIA:
Basic Wind Speed:
Nominal Height of
Atmospheric Boundary
laver:
Power Law Exponent:
Exposure Constant:
Turbulence Factor:
Integral Length Scale
Factor: 1=
Integral Length Scale
Exponent: e.-= 0.33
Mean Hourly Wind
Exponent: a_ = 0.25
Mean Hourly Wind Factor: b-= 0.45
Period Coefficient: C, = 0.02
Period Coefficient: x = 0.75
Approximate Fundamental
Period: I', = 0.13 SEC
V
=
zs =
a=
zmn =
c=
100 MPH
Exposure Category:
Total Height of Sign: 12 FT
B
2200 FT
7
30 FT
0.3
ASCE 7-10 FIGURE 26.5-1C
ASCE 7-10 SECTION 26.7.3
ASCE 7-10 TABLE 26.9-1
ASCE 7-10 TABLE 26.9-1
ASCE 7-10 TABLE 26.9-2
ASCE 7-10 TABLE 26.4-1
320 FT ASCE 7-10 TABLE 26.9-7
DESIGN LOADS:
Top Sign:
Height: 5 FT
Width: 10.00 FT
Point of Wind Load Application: 9.50 FT
Sign Area: Af_,aP =
50.0 FT'
Veltx ity Pressure: q,, = 0.00256Ki,K�,KdV2
Exposure Coefficient: Kt, = 0.57
K., = 1.0
Kd = 0.85
qt, = 125 LB/Fla
Gust Factor: G = 0.925(1+1.7gol,,Q)/ (1+1.7g„I�}
Intensity of Turbulence: 1� = 0.305
gQ = 3.40
g,. = 3.40
Equivalent height of
structure: 7-= 30.0
Background Response: Q = 0.945
LI.-= 310.0
Rigid Gust Factor: G = 0.893
Clearance Ratio: Heigh t,;r„/Height,,,,,,= 0.417
Aspect Ratio: Widths;„/Heights = 2.000
Net Force Coefficient: Cf = 1.74
Design Wind Force: F = q,,GCfAf = 972.2 LB
Overturning Moment: 9236 LB -FT
Bottom Sign.
Height: 1 FT
Width: 0.00 FT
Point of Wind Load Application: 0 FT
ASCE 7-10 TABLE 26.9-1
ASCE 7-10 TABLE 26.9-1
ASCE. 7-10 TABLE 26.9-1
ASCE 7-10 TABLE 12.8-2
ASCE 7-10 TBLE 12.8-2
ASCE 7-10 Eqn. 12.8-7
ASCF. 7-10 Eqn. 29.3-I
ASCE 7-10 TABLE 29.3-1
ASCE 7-10 SECTION 26.8 &FIG URE 26.8-1
ASCE 7-10 TABLF. 26.6-1
ASCE 7-10 Eqn. 26.9-6
ASCE 7-10 Eqn. 26.9-7
ASCE 7-10 SECTION 26.9.4
ASCF:7-70SECTION 26.9.4
ASCE 7-10 SECTION 26.9.4
ASCE 7-70 Eqn, 26.9-8
ASCE 7-10 Eqn. 26.9-9
ASCE 7-10 FIGURE 29.4-1
ASCE 7-10 FIGURE 29.4-1
ASCE 7-10 FIGURE 29.4-1
ASCE 7-10 Eqn. 29.4-1
ASCF. 7-10 FIGURE 29.4-1
Job No. 2016018
6j15/2016
V
=
zs =
a=
zmn =
c=
100 MPH
Exposure Category:
Total Height of Sign: 12 FT
B
2200 FT
7
30 FT
0.3
ASCE 7-10 FIGURE 26.5-1C
ASCE 7-10 SECTION 26.7.3
ASCE 7-10 TABLE 26.9-1
ASCE 7-10 TABLE 26.9-1
ASCE 7-10 TABLE 26.9-2
ASCE 7-10 TABLE 26.4-1
320 FT ASCE 7-10 TABLE 26.9-7
DESIGN LOADS:
Top Sign:
Height: 5 FT
Width: 10.00 FT
Point of Wind Load Application: 9.50 FT
Sign Area: Af_,aP =
50.0 FT'
Veltx ity Pressure: q,, = 0.00256Ki,K�,KdV2
Exposure Coefficient: Kt, = 0.57
K., = 1.0
Kd = 0.85
qt, = 125 LB/Fla
Gust Factor: G = 0.925(1+1.7gol,,Q)/ (1+1.7g„I�}
Intensity of Turbulence: 1� = 0.305
gQ = 3.40
g,. = 3.40
Equivalent height of
structure: 7-= 30.0
Background Response: Q = 0.945
LI.-= 310.0
Rigid Gust Factor: G = 0.893
Clearance Ratio: Heigh t,;r„/Height,,,,,,= 0.417
Aspect Ratio: Widths;„/Heights = 2.000
Net Force Coefficient: Cf = 1.74
Design Wind Force: F = q,,GCfAf = 972.2 LB
Overturning Moment: 9236 LB -FT
Bottom Sign.
Height: 1 FT
Width: 0.00 FT
Point of Wind Load Application: 0 FT
ASCE 7-10 TABLE 26.9-1
ASCE 7-10 TABLE 26.9-1
ASCE. 7-10 TABLE 26.9-1
ASCE 7-10 TABLE 12.8-2
ASCE 7-10 TBLE 12.8-2
ASCE 7-10 Eqn. 12.8-7
ASCF. 7-10 Eqn. 29.3-I
ASCE 7-10 TABLE 29.3-1
ASCE 7-10 SECTION 26.8 &FIG URE 26.8-1
ASCE 7-10 TABLF. 26.6-1
ASCE 7-10 Eqn. 26.9-6
ASCE 7-10 Eqn. 26.9-7
ASCE 7-10 SECTION 26.9.4
ASCF:7-70SECTION 26.9.4
ASCE 7-10 SECTION 26.9.4
ASCE 7-70 Eqn, 26.9-8
ASCE 7-10 Eqn. 26.9-9
ASCE 7-10 FIGURE 29.4-1
ASCE 7-10 FIGURE 29.4-1
ASCE 7-10 FIGURE 29.4-1
ASCE 7-10 Eqn. 29.4-1
ASCF. 7-10 FIGURE 29.4-1
Job No. 2016018
6j15/2016
Bottom Sign.
Height: 1 FT
Width: 0.00 FT
Point of Wind Load Application: 0 FT
ASCE 7-10 TABLE 26.9-1
ASCE 7-10 TABLE 26.9-1
ASCE. 7-10 TABLE 26.9-1
ASCE 7-10 TABLE 12.8-2
ASCE 7-10 TBLE 12.8-2
ASCE 7-10 Eqn. 12.8-7
ASCF. 7-10 Eqn. 29.3-I
ASCE 7-10 TABLE 29.3-1
ASCE 7-10 SECTION 26.8 &FIG URE 26.8-1
ASCE 7-10 TABLF. 26.6-1
ASCE 7-10 Eqn. 26.9-6
ASCE 7-10 Eqn. 26.9-7
ASCE 7-10 SECTION 26.9.4
ASCF:7-70SECTION 26.9.4
ASCE 7-10 SECTION 26.9.4
ASCE 7-70 Eqn, 26.9-8
ASCE 7-10 Eqn. 26.9-9
ASCE 7-10 FIGURE 29.4-1
ASCE 7-10 FIGURE 29.4-1
ASCE 7-10 FIGURE 29.4-1
ASCE 7-10 Eqn. 29.4-1
ASCF. 7-10 FIGURE 29.4-1
Job No. 2016018
6j15/2016
AP CONSULTING ENGINEERS PLLC
PO Box 162, Auburn, WA 98071
Ifeight of Top of Sign Above Grade:
1 FT
ASCE 7-10 SEG IION 26.9.4
Ar -carom =
0 FT'
yelodly Prmi urn:
qh = 0.00256KhKx (dV2
310.0
Exposure Coefficient:
K,, =
0.575
6"x6"x1/8"THK
K,. =
1
72.0 IN
Kd =
0.85
72.0 1N
qh =
12-5 LB/FT2
Crust Factor:
G = 0.925(3+1.7&kQ)/(1+1.7g„ ,,j
Intensity of Turbulence:
11 =
0.305
42.0 FTz
gQ =
3.40
15.5 IN`
9'..
3.40
Equivalent height of
Z.- =
30
Background Response:
Q -
0.995
L - =
310.0
Rigid Gust Factor.
G =
0.922
Clearance Ratio: Height„x„/Height,o,,, =
1.000
Aspect Ratio: Width,;s„/Height„s„=
0.000
Net Force Coefficient:
C, =
1.80
ASCE 7-10 Eqn. 29.3-1
ASCE 7-10 TABLE 29.3-1
ASCE 7-10 SECTION 26.8 & FIGURE 26.8-1
ASCF. 7-1.0 TABLE 26.6-1
ASCE 7-10 Eqn. 26.9-6
ASCE 7-10 Eqn. 26.9-7
ASCE 7-10 SECTION 26.9.4
ASCE. 7-10 SECTION 26.9.4
ASCE 7-10 SECTION 26.9.4
ASCE 7-10 Eqn. 26.9-8
ASCE 7-10 Eqn. 26.9-9
ASCE 7-10 FIGURE, 29.4-1
ASCE 7-10 FIGURE 29.4-1
ASCE 7-10 FIGURE 29.4-1
Design Wind Force: F = ghGCfAf = OQ LB ASCE 7-10 Eqn. 29.41
Overturning Moment: 0 LB -FC ASCE 7-10 FIGURE 29.4-1
Columns:
30
ASCE 7-10 SEG IION 26.9.4
Number of Columns
0.951
1
Column Type (I'S or Pipe):
310.0
Pipe
Section Size:
0.896
6"x6"x1/8"THK
Column/ Cladding Width:
1.000
72.0 IN
Horizontal Projection:
0.857
72.0 1N
Centroid of Column:
1.48
3.5 FT
Height of Column Above Grade:
7 FT
Total of Column Areas:
Overturning Moment:6800
42.0 FTz
1:
I =
15.5 IN`
Modulus of Elasticity:
E =
29000 KSI
Stiffness:
k=
780.38 K-IN'/F1'
Velocity Pr .: ure:
qh = 0.00256K,,K„KdVz
Exposure Coefficient:
Kh =
0.575
Kum
1
Kd =
0.85
q,, =
12.5 LB/FI'
t Factor:
G = 0.925(1+1.7gQI,Q)/(1+1.7&Q
Intensity of Turbulence:
i, =
0.305
go =
3.40
g„ =
3.40
Equivalent height of
ASCE 7-10 Eqn. 29.3-1
ASCE 7-10 TABLE 29.3-1
ASCE 7-10 SECTION 26.8 & FIGURE 26.8-1
ASCI.? 7-10 TABLE 26.6-1
ASCE 7-10 Fqm 26.9-6
ASCE 7-70 Eqn. 26.9-7
ASCE 7-10 SECTION 26.9.4
ASCE 7-10 SEC11ON 26.9.4
structure: z,,,e =
30
ASCE 7-10 SEG IION 26.9.4
Background Response: Q=
0.951
ASCE 7-10 Eqn, 26.9-8
L._ =
310.0
ASCE 7-10 Eqn. 26.9-9
Rigid Gust Factor: G -
0.896
Clearance Ratio: Height,;R„/Height,.,,, =
1.000
ASCE.. 7-10 FIGURE 29.4-1
Aspect Ratio: Width„s /Height ;s
0.857
ASCE 7-70 FIGURE 29.4=2
Net Force Coefficient: C, =
1.48
A,9 --F 7-10 FIGURE 29.4-1
Design Wind Force: F = ghGCFA, -
696.1 LBB
ASCE 7-10 Eqn. 29.4.1.
Overturning Moment:6800
LB FT.
ASCI.7-10 FIGURE 29.44
TOTAL OVERTURNING MOhIENT:
1121 L`B-FT
TOTAL WIND FORCE:
1668 LB
HEIGHTOF RESULTANT FORCE:
7.14 FT
Job No. 2016018
6/15/2016
AP CONSULTING ENGINEERS PLLC
PO Box 162, Auburn, WA 98071
STEEL COLUMN DESIGN:
AISC Section:
ASTM A 500, Grade B
Second Moment of Area
Fh = 0.66-r-,-4/3=
M(base)
Deflection at Top
Deflection Ratio = height/
Torsion Design:
Applied Torque =
Outside Diameter =
r,,,,wd
Torsion Constant=
Maximum Shear Stress =
tm,
FOUNDATION DESIGN:
Lateral Bearing Pressure:
Allowable Increase:
CONSTRAINED:
NONCONSTRAINED:
Combined Footing?
Shape of Footing:
Length:
Width:
Allowable Lateral Pressure:
A = 2.WF/(S,*b) _
Nonconstrained Depth of
Footing:
F,, = 46 KS1
I = 15.5 IN'
S = 5.15 IN;
F� = 40.48 KSI
11916 LB -FT, each column
fh = 27.77 KSI < 40.48 KSI OK
d = 1.25 IN
116 < 150 Excessive
ASCE 7-02, Figure 6-20, Note 3, Case B
T - 1944 LB -FI'
2.19 IN
j = 18.3 1N4
- 2.79 KSl < 40.48 KSI OK
1.00 PSF/FT IBC TABLE 1806.2
2.0 x IBC 1806.3.4
'`
d = 4.25(Ms/(S,b))
d = 0.5A('I + 11 + (4.36h/A)]1J21
No
,.Square
4.00 FT
4.00 F1'
t, = 5.66 Fr
= 340.7 PSF
= 1022.2 PSF
A = 2.03
a = 5.11 Fr (<5'2", therefore OK)
job No. 2016018
6AS/2016
47" 17 14` N
47° 17 r
3 Soil Map—King County Area, Washington
(Cascade Drilling Sign Foundation)
47° 17'11V N
N
A
R
551420 551440 551460 551480 551500 551520 551540
3 �
FY �'
Map Scale: 1:904 if printed on A portrait (8.5"x 11') sheet
-Meters R�
N 0 10 20 40 60
_gleet
0 40 80 160 240
Map projection: Web Mercator Corner coordinates: WGS84 Edge tl6: UTM Zone 1ON WGS84
USDA Natural Resources Web Soil Survey 6/15/2016
4" Conservation Service National Cooperative Soil Survey Page 1 of 3
47" 178'N
Soil Map—King County Area, Washington
Map Unit Legend
Cascade Drilling Sign Foundation
King County Area, Washington (WA633)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
EwC Everett-Alderwood gravelly 1.5 38.5%
sandy loams, 6 to 15 percent
slopes
KpB Kitsap silt loam, 2 to 8 percent 0.0 0.3%
slopes
_.__ __... __..............___._.____ _._._-------- ... _. _._.._....._.....
! Ur Urban land 2.3 61.2%
Totals for Area of Interest 3.8 100.0%
Therefore allowable lateral bearing pressure is 100 psf/ft
!,,i k-1 Natural Resources Web Soil Survey 6/15/2016
9"l" Conservation Service National Cooperative Soil Survey Page 3 of 3
Special inspections are required for the following work:
Earthwork:
During excavation, grading, and filling
Construction of drilled piles or caissons
Concrete:
Placement of reinforcing steel, concrete placement and taking of concrete
cylinders, where inspection is required by Section 03300
Placement of anchor bolts, where noted on plans
Installation of adhesive anchors
Field Welding:
Reinforcing steel
Structural and miscellaneous steel
Installation of high-strength bolts
Special inspectors and testing laboratories shall be PROVIDED BY THE OWNER. The
Contractor shall coordinate special inspections as well as standard building inspections
with the construction schedule and is responsible for facilitating access to areas to be
inspected. Special inspectors and testing laboratories shall be approved by the Building
Official, and shall be certified by the Washington Association of Building Officials
(WABO), if required by the Building Official.
The special inspector shall observe the work for conformance with the design drawings
and specifications. The special inspector shall furnish inspection reports to the Building
Official and the Engineer. All discrepancies shall be brought to the immediate attention
of the Contractor for correction and also to the Building Official and the Engineer. The
special inspector shall submit a final signed report stating whether the inspected work
was in conformance with the design drawings and specifications and the applicable
provisions of the building code.
Special inspections per IBC Section 1703.6 are required unless fabricator is approved per
Section 1704.2.
DIVISION 2 - SI'1~EWORK
02315 EXCAVATION AND FILL
All footings shall bear on undisturbed ground or structural fill and shall be a minimum
of 18 inches below grade unless noted otherwise on the drawings.
Foundation excavations shall be examined and approved by the Engineer - or a testing
laboratory approved by the owner - and the Building Official prior to the placement of
any reinforcing steel or concrete.
Material for filling and backfilling shall consist of the excavated material and/or
imported borrow and shall be free of organic material, construction debris, cobbles, or
other debris.
Fill and backfill shall be deposited in layers not to exceed 8 inches thick for heavy
equipment and 4" thick for hand operated equipment. The fill shall be properly
moistened to approximate optimum requirements and thoroughly rolled or compacted
with approved equipment in such a manner and extent as to produce a relative
compaction of 95% of maximum dry density for optimum moisture content as
determined by ASTM D 1557. Each lift shall be tested for compliance with compaction
requirements by an approved laboratory. See Section 01455.
Hand tampers shall weigh at least 50 lbs. each and shall have a face area not in excess of
64 square inches. Hand tamper may be operated either manually or mechanically and
shall be used only where larger power driven compaction equipment cannot be used.
DIVISION 3 - CONCRETE
03210 REINFORCING STEEL
Concrete reinforcing steel shall be deformed bars conforming to ASTM A 615, Grade 60
(or A 615M -96a, Grade 420), made from new billets. Reinforcing to be welded shall be
Grade 60 (Grade 420) with a Carbon Equivalent (CE) of 0.55 or less, or ASTM A 706 (or
A 706M -96b). Do not use epoxy -coated reinforcing unless noted.
Bars marked with metric sizes as shown below conforming to the metric specifications
and grades shown above may be substituted for the bars shown on the drawings. Bar
spacing, embedment and lap lengths, reinforcing cover, bends, and hooks remain the
same.
Fabrication and placement of reinforcing in concrete shall conform to IBC section 1907.
Lap all reinforcing bars at all splices, corners, and intersecting walls per table below
(unless noted otherwise):
Use "TOP" reinforcing values for horizontal bars with more than 12" of concrete below
them in the casting position. Lap lengths (in inches) are based on normal weight
concrete (in PSI) and a minimum 2 db spacing and 1 db cover (per ACI 318-05). The
sizes shown (#xx) are the corresponding metric bar sizes.
Minimum cover over reinforcement, unless noted otherwise:
Concrete placed on earth: 3 inches
Concrete exposed to earth or weather: 2 inches
Other conditions (UNO): 1-1/2 inches
Reinforcing steel welding shall be performed by WABO certified welders and shall
conform to IBC Sections 1901.2 and AWS Welding Code D1.4-98 with modifications.
Reinforcing shall be securely tied in position prior to concrete placement. Reinforcing
shall be supported on chairs or slab bolsters (with distribution plates if required) or
concrete dobies prior to concrete placement. Support spacing shall not exceed 10 feet in
each direction.
03300 CAST -IN-PLACE CONCRETE
All cast -in-place concrete shall meet the following requirements: Quality of concrete
shall be determined by IBC Section 19. Minimum 28 day compressive strength shall be
2,500 PSI unless noted otherwise on the drawings or these notes. Use 5-1/2 94 LB sacks
per yard of Type I cement with 6.6 gallons of water per sack of cement or submit mix
design to the Engineer for review. See Section 01330. Slump shall be 4 inches plus or
minus 1 inch. Use Type I -A cement where air entrainment is required. All methods
and materials per IBC Chapter 19.
Water -reducing admixtures conforming to ASTM C 150 may be incorporated in the
concrete design mixes and be used in strict accordance with the manufacturer's
recommendations, subject to Engineer's approval.
Concrete Strength (PSI)
2,000
3,000
4,000
5,000
6,000
Iop
Other
Top
Other
Tgp
Other
Top
Other
Tod
Other
#3(#10)
27
21
22
17
19
15
17
13
15
12
#4(#13)
35
27
29
22
25
19
22
17
20
16
#5(#16)
44
34
36
28
31
24
28
22
25
20
#6(#19)
53
41
43
33
37
29
34
26
31
24
#7(#22)
77
59
63
48
55
42
49
38
45
34
#8(#25)
87
67
72
55
63
48
56
43
55
43
#9(#29)
98
76
81
62
71
54
63
49
57
44
Use "TOP" reinforcing values for horizontal bars with more than 12" of concrete below
them in the casting position. Lap lengths (in inches) are based on normal weight
concrete (in PSI) and a minimum 2 db spacing and 1 db cover (per ACI 318-05). The
sizes shown (#xx) are the corresponding metric bar sizes.
Minimum cover over reinforcement, unless noted otherwise:
Concrete placed on earth: 3 inches
Concrete exposed to earth or weather: 2 inches
Other conditions (UNO): 1-1/2 inches
Reinforcing steel welding shall be performed by WABO certified welders and shall
conform to IBC Sections 1901.2 and AWS Welding Code D1.4-98 with modifications.
Reinforcing shall be securely tied in position prior to concrete placement. Reinforcing
shall be supported on chairs or slab bolsters (with distribution plates if required) or
concrete dobies prior to concrete placement. Support spacing shall not exceed 10 feet in
each direction.
03300 CAST -IN-PLACE CONCRETE
All cast -in-place concrete shall meet the following requirements: Quality of concrete
shall be determined by IBC Section 19. Minimum 28 day compressive strength shall be
2,500 PSI unless noted otherwise on the drawings or these notes. Use 5-1/2 94 LB sacks
per yard of Type I cement with 6.6 gallons of water per sack of cement or submit mix
design to the Engineer for review. See Section 01330. Slump shall be 4 inches plus or
minus 1 inch. Use Type I -A cement where air entrainment is required. All methods
and materials per IBC Chapter 19.
Water -reducing admixtures conforming to ASTM C 150 may be incorporated in the
concrete design mixes and be used in strict accordance with the manufacturer's
recommendations, subject to Engineer's approval.
An air -entraining agent conforming to ASTM C 150 shall be used in all concrete mixes
for slabs and other flatwork to be exposed to weather. The amount of entrained air
shall be 5% plus or minus 1% by volume.
Calcium chloride or other water-soluble chloride ion admixtures conforming to ASTM
C 1218/C may be used in concrete not exposed to the weather and in unreinforced
concrete. In any case the maximum chloride content of the concrete may not exceed the
limits specified in ASTM C 318. Other types of accelerating admixtures may also be
used. All admixtures shall conform to ASTM C 618 Type C or F.
Special inspection and testing is required for all reinforced concrete except for
foundation concrete with a designated compressive strength not exceeding 2500 PSI
and nonstructural slabs on grade.
For each class of concrete where testing is required, the special inspector shall take not
less than one set of three cylinders for each day of concrete placement, or for each pour,
or not less than one set for each 150 cubic yards of concrete, or not less than one set for
each 5,000 square feet of surface area for slabs or walls.
Anchor bolts, dowels, and other embedded items shall be securely tied in position prior
to concrete placement.
Do not add water at site. Maximum drop during placement is three feet. Consolidate
concrete with a mechanical vibrator as required.
All exposed surfaces shall receive a steel trowel finish unless noted otherwise. Do not
dust surfaces with dry cement to remove water.
Concrete shall be maintained in a moist condition for a minimum of five days after
placement or sealed with a curing compound applied in two coats at right angles.
Follow manufacturer's application instructions and do not exceed recommended
coverage.
Keyed construction joints shall be used in all cases except slabs on grade. All
construction joints shall be thoroughly cleaned and all laitance shall be removed. All
vertical joints shall be thoroughly wetted and slushed with a coat of neat cement
immediately before placing new concrete.
Pipes other than electrical conduits shall not be embedded in structural concrete except
where specifically approved. Do not embed aluminum conduits and sleeves in
concrete.
DIVISION 5 - METALS
05120 STRUCTURAL STEEL
Materials, fabrication and erection of structural steel shall conform to IBC Chapter 22
and the AISC 360-10 Specification for Structural Steel Buildings. Paint all structural
steel exposed to weather unless noted otherwise on drawings.
Material specifications, unless noted otherwise:
Structural shapes:
Bars and plates:
Pipe:
Structural tubing/HSS:
Bolts:
High -Strength Bolts:
Nuts:
Washers:
Filler metal:
ASTM A 36
ASTM A 36
ASTM A 500, Grade B, Standard Weight
ASTM A 500, Grade B
ASTM A 307
ASTM A 325, where noted
ASTM A 563
ASTM F 436
E70XX
Substitution of other materials requires approval of the Engineer.
Galvanizing of structural shapes and fabricated parts shall be done in accordance with
ASTM A 123, after fabrication. Galvanizing of threaded parts, bolts, nuts, and washers
shall be done in accordance with ASTM A 153.
Welding shall be performed only by WABO certified welders and shall conform to
AWS D1.1 and AISC specifications. E70T-4 weld material is not permitted. Minimum
fillet weld size shall be 3/16" unless noted otherwise. Field welds shall have special
inspection per IBC section 1705.2.
Reinforcing steel welding to structural steel shall conform to AWS Welding Code D1.4-
98 with modifications.
Provide 3/4" diameter air relief holes @ 12" OC each way in the horizontal surfaces of
all embedded bearing plates and angles over 6" in width, when they are above the
bottom of the concrete member in the casting position.
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CITY OF FEDERAL WAY
CDS
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CONSTRUCTION NOTES
OSEEDED LAWN TYP.
04 PERME=ABLE CONCRETE PAVER AREA,
SEE SHEET 5 FOR DETAILS.
PLAN
0 10 20 40 60
SCALE IN FEET
RESUBMI-17ED
JUL-12 2016
CITY OF FEDERAL WAY
CDS
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CONSTRUCTION NOTES
OSEEDED LAWN TYP.
04 PERME=ABLE CONCRETE PAVER AREA,
SEE SHEET 5 FOR DETAILS.
PLAN
0 10 20 40 60
SCALE IN FEET
RESUBMI-17ED
JUL-12 2016
CITY OF FEDERAL WAY
CDS
REMOVE EXISTING PYLON SIGN TO GRADE SAVE
SIGN CABINET AND POLE COVER FOR FUTURE
USE. NOTTO SCALE
r��a��C.��L����x��I�I�3 � :i�•n
CITY: 1
SCOPE:
REMOVE EXISTING PYLON SIGN TO GRADE SAVE SIGN CABINET AND POLE COVER FOR FUTURE USE,
RELOCATE SIGN TO NEW LOCATION AT EXISTING HEIGHT OF 12' USE 5" PIPE
SPECIFICATIONS:
Cabinets Retainers and Pole Cover: Aluminum construction.
Faces: White Lexan
Logo: Translucent Vinyl
Copy: Translucent Vinyl .
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OC --N
00 2 5
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1 1 �Qtitr SE��
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Po ter -bo b e_
J�,(- Code- coof)aKzc- "
pole will be primed to prevent
corrosion once in concrete
14"
APPROXI
r�
0
RESUBMITTED
AUG 2 5 201.3
CITY OF FEDERAL WAY
CDS
12'
existing
sign height
DESIGN T00JEQ INSTALLLOCATION jA1'I1RUVIII8Y/0ATE
!ALES
Cascade Drilling Relocate X nnAW,�2Y AS
SrOV DATE
PROPRIETARY AND CONFIDENTIAU THE INFORMAL ION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF PLUNK SIGNS, ANY REPRODUCTION IN PART OR AS A WHOLE WITHOUTTHE WRITTEN PERMISSION OF PLUMS SIGNS LS VRONIBITEO GOPYRIGHTQ 2014 PLUMB SIGNS, INC. Ito --- 10 Zillj (V f
%m*00 SCP
A;"i
1
%
4I-TX41.("
;.>Is Re
.f
-3" CLR
Po ter -bo b e_
J�,(- Code- coof)aKzc- "
pole will be primed to prevent
corrosion once in concrete
14"
APPROXI
r�
0
RESUBMITTED
AUG 2 5 201.3
CITY OF FEDERAL WAY
CDS
12'
existing
sign height
DESIGN T00JEQ INSTALLLOCATION jA1'I1RUVIII8Y/0ATE
!ALES
Cascade Drilling Relocate X nnAW,�2Y AS
SrOV DATE
PROPRIETARY AND CONFIDENTIAU THE INFORMAL ION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF PLUNK SIGNS, ANY REPRODUCTION IN PART OR AS A WHOLE WITHOUTTHE WRITTEN PERMISSION OF PLUMS SIGNS LS VRONIBITEO GOPYRIGHTQ 2014 PLUMB SIGNS, INC. Ito --- 10 Zillj (V f
%m*00 SCP
new pipe will be welded off and the cabinet will be bolted to the existing pole cover attachr-
Using 1/2" bolts:r
.p
o.
RESUBMITTED
AUG 2 5 2016
CITY OF FEDERAL WAY
CD5
' ar+ 7or Cb sl:z)
r
m
RESUBMITTED
AUG 2 5 2615
CITY OF FEDERAL WAY
CDS
(90 - i0eq