21401 72ND AVE W (2).PDF11111111111111
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21401 72ND AVE W
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CITY OF EDMONDS
121 5TH AVENUE NORTH 9 EDMONDS, WA 98020 - 425-771-0220 - FAX 425-771-0221
Website: wvvvv.ci.edmonds.vva.us
PUBLIC WORKS DEPARTMENT
Engineering Division
March 18, 2010
Lynnwood Way LLC
PO Box 27165
Seattle, WA 98125
RE: Sidewalk obstruction aloni! 2 "d Avenue W
To whom it may concern:
GARY HAAKENSON
MAYOR
^-TREET FILE
Our records indicate that you are the owner of the property at 2140172 d Av. W. We have
nd
noticed that the vegetation on your property abutting 72 Av. W. is obstructing the sidewalk.
This is in violation of City code, from which the following is excerpted:
9.25.010 Violations.
A. It is unlawful for any person who either owns or has the right to possession, or both, of abutting real
property to permit the erection or maintenance of any sign, device, structure or vegetation in the following
circumstances herein set forth, and in the event of circumstances presently existing which by reason of
this section are now in violation of the Edmonds City Code, said person shall immediately remove the
same:
1. In such manner that it obscures or conceals any traffic control sign, signals or other device as
to interfere with the full and effective use and visibility of the same to the motoring or pedestrian public;
In order to reduce the hazard and enhance public safety, the City of Edmonds directs you to
remove or cut back your vegetation to allow full access to the sidewalk.
Please complete the modification and trimming by April 5, 2010. Your cooperation in bringing
your vegetation into compliance is appreciated. Please feel free to call me with any questions at
425-771-0220.
Sincerely,
BERTRAND HAUSS
Transportation Engineer
1890
SAENG11\13ertranc[Tublic ConcemsWegetation Removal lne.�q.R%821.r O�WQ 1U
'jdUAS,.'W4d!'
Sister City - He inan, Japan
PLANNING DATA
sivn5
Name.
P6,prr�Ae-r
Date:
Site Address;
Plan Check 9:
Project Description-
J
n CA&3
C-40-4-mft 4-e
Reduced Site Plan Provided: (YES /(z)
Zoning:
Comprehensive Plan Designation:
d
4
0
Map Page:
Corner Lot: (YES 149)
Flag Lot: (YES /J9W
ADB File ff (or date waived):
NIA Qc- IPL-N
aQ1000O3 CDC- 16VAJ
TOTA&6e-a per 7-ype of
Type of Sign
Allowed in
Matrix .
conditions
Allowed
area per
Unit
TOTAL sign
area ,
Proposed
zone?
met?
unit
allowed for
sign area
this sign
Example
WdIl wlintemal
Illumination
Ye5, with
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41 ft. attdched
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41 square feet
20 square feet
wall
Sign #I
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TOTAL Sign Area for Tei7antl5tte
Max Permitted - Lis Total: (11 e13
-opos
Proposed Total c, S. *Sq
SigI7 Height
Sign Type: W N
Max Per I m itted: Yf " 01-
ta%x�-R-- a 44%A0,
Actual Height-'e'XIC w,
Sign Type:
Max Permitted:
c�' \'--)Actual
Height: \* c�-
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Actual Height:
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Allowed in Zone:
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Proposed:
Allowed. in Zone:
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-PLANNING DATA STREET FILE
signs
St�rn Colors
Proposed:
_;�uires ADS Ap'proval?
Acceptable?
Sign Location
If freestanding and 3-feet or over (unle.ss a fence) meets. setbacks?
R _.ed S;etti3ck-s
Street: Side: Side: Rear:
-k5
Actua[Setbac,
Street: Side: �e Rea,r:.
Land-scaping for-FirieeStan,'. -$i7
S Fi,—. Location:
Critical Areas Determination
Study Required
waiver
Plan Review B y:
-DIAN - 12�� Pq�\� VV
Helping Contractors Win... 7-6
TRE
Fire Protection Systems Group I
Firest
Project Name:
Location:
Submitted by:
Submittal assembled by: Mi
SIA C-611e, �y
- I-- — — — vQ69MATTAL REVIEW
This review is for general conformance with the plans and specifications only.
Approvals are subject to subcontractor's performance within the confines of the
contract documents. Review of dimensions will not serve to relieve the subcontractor
of contractual responsibility for any deviations from 9w contract requirements.
Reviewed Without Comment I V Reviewed as Noted
Field Measurements or Rejected - Revised &
Templates required prior to Resubmit
fabrication
PCCI Project Submittal# d5f-c- 04 1
Reviewed By: Date:
5303 First Avenue South
PENNON Suite 100
CONSTRUCTION COMPAMI. INC. Seattle, WA 98108
P: 206-418-0235 - F: 206-418-0237
DIstributed In Orgoon. WaslyngLon. Idaho. b fiRCERYIE. D_
JUN 14 2012
DEVEWFMENI SERVICES CTR-
CITY OF EDMONDS
SPEARS C0146167RUCT701V SUPPLY INC.
Portland 503.351.2098
Seattle 206.948.7075
www.spearsonline.com
SHOP DRAWINGS ACCEPTED BY:
Dite'
City of Edmonds Buildinp_ Division
0 CONFORMS TO DES:GN CONCEPT E3 NOTE MARKINGS
[3 CONFORMS TO DES GN CONCEPT W/ REVISIONS AS SHOWN
[3 NON -CONFORMING - REVISE & RESUBMIT
THIS DOCUMENT HAS BEEN REVIEWED FOR
GENERAL COMPLIANCE WITH THE DESIGN CONCEPT
ONLY AND DOES NOT RELIEVE THE CONTRACTOR,
FABRICATOR OF VENDOR OF RESPONSIBILITY FOR
COMFORMANCE WITH DESIGN DOCUMENTS AND
SPECIFICATIONS ALL OF WHICH HAVE PRIORITY OVER
THIS DOCUMENT.
By. '+ DATE: 06.14.12
DDG AR HITECTS, LLC
CITY Copy
Adlhw� ANWmMada Amw"dak
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System No. HW-D-0256-,-'
September 13, 2006
Assembly Ratings - 1 and 2 hr (See Items 2 and 3)
Nominal Joint Width - 1/2 in.
Class 11 and III movement capabilities 7 25 % compression or extension (See Items 2 and 3)
(ULIcUL)
I . Floor Assembly — The fire rated fluted steel deck / concrete floor assembly shall be constructed of the materials and in the manner
described in the individual Floor -Ceiling Design in the UL Fire Resistance Directory and shall include the following construction features
A. Steel Floor And Form Units* — Max 3 in. deep gatv steel fluted floor units.
B. Concrete — Min 2-1/2 in. thick reinforced lightweight or normal weight concrete, as measured from the top plane of the floor
units.
C. Spray -Applied Fire Resistive Material* — (Optional / Not Shown) — After installation of the ceiling runner (item ZA), steel floor
units to be sprayed with the thickness of material specified in the individual D700 Series Design.
W R GRACE It CO - CONN — Type MK-6/W
1A. Roof Assembly —(Not Shown) —As an alternate to the floor assembly, a fire -rated fluted steel deck roof assembly maybe used. The roof
assembly shall be constructed of the materials and In the manner described in the individual P900 or P700 Series Roof -Ceiling Design in the
�eL Fire Resistance Directory. The hourly rating of the roof assembly shall be equal to or greater than the hourly rating of the wait
. e
, ,,4L�ssembly. The roof assembly shall include the following construction features:
(V4 Asit oMC5 A. Steel Roof Deck — Max 3 in. deep gaiv steel fluted roof deck.
�44r' C&M B. Roof Insulation —Min 2-1/4 in. thick poured Insulating concrete, as measured from the top plane of the roof deck.
joitk jrotWVI� C. Spray -Applied Fire Resistive Material* — (Optional / Not Shown) — After installation of the ceiling runner (Item ZA), steel deck
to be sprayed with the thickness of material specified in the individual P700 Series Roof -Ceiling Design.
W R GRACE ft CO - CONN — Type MK-6/HY
2. Wall Assembly — The I or 2 hr fire -rated gypsum board/stud wall assembly shall be constructed of the materials and in the manner
described in the individual U400 and V400 Series Wait and Partition Design in the UL Fire Resistance Directory and shall include the
following construction features:
A. Steel Floor And Ceiling Runners —Floor and ceiling runners of wait assembly shall consist of gatv steel channels sized to
accommodate steel studs. Ceiling runner to be provided with min 1-1 /4 in. flanges. Ceiling runner secured to steel floor units or
roof deck with steel fasteners or welds spaced max 12 in. OC.
wvvw.trerncosealants.com
TRENCOO
Al. Light Gauge Framing* — Slotted Ceiling Runner — As an alternate to the ceiling runner in Item 2A, slotted ceiling runner to
consist of gaiv steel channel with slotted flanges sized to accommodate steel studs (Item 2B). Slotted ceiling runner is secured to
bottom of steel floor units or roof deck with steel fasteners or by welds spaced max 24 in. OC.
SLIPTRACK SYSTEMS INC — SLP-TRK
A2. Light Gauge Framing* — Vertical Deflection Ceiling Runner — As an alternate to the ceiling runners in Items ZA and 2A1,
vertical deflection ceiling runner to consist of gatv steel channel with slotted vertical deflection clips mechanically fastened
within runner. Slotted clips provided with step bushings for permanent fastening of steel studs. Flanges sized to accommodate
steel studs (Item 2B). Vertical deflection ceiling runner secured to bottom of steel floor units or roof deck with steel fasteners or
by welds spaced max 24 In. OC.
THE STEEL NETWORK INC — VertiTrack VTD250, VTD358, VTD400, VTD600 and VTD800
A3. Light Gauge Framing* —Vertical Deflection Clip — (Optional) Steel clips can be used In conjunction with steel studs (Item 2B) or
ceiling runner (Item ZA). Clips installed over the top of studs and inserted within the ceiling runner. Clip shalt be secured to the
ceiling runner with No. 8 self drilling, self tapping steel fasteners through holes provided within the clip. Clip may be secured to
the stud with No. 6 pan head steel screw through holes provided within the clip. As an alternate, the tegs of the clip may be
Installed over the top of the stud without attachment in accordance with manufacturer's installation instructions.
FLEX -ABILITY CONCEPTS L L C — Three Legged Dog Deflection Clip
B. Studs — Steel studs to be min 3-5/8 in. wide. Studs cut 1/2 in. to 3/4 in. less in length than assembly height with the bottom
nesting in and resting on floor runner and with the top nesting in ceiling runner without attachment. When slotted ceiling runner
(Item 2Al) is used, steel studs secured to slotted ceiling runner with No. 8 by 1/2 in. long wafer head steel screws at midheight
of stot on each side of wait. When vertical deflection ceiling runner (Item 2A2) is used, steel studs secured to slotted vertical
deflection clips, through the bushings, with steel screws at midheight of each stot. Stud spacing not to exceed 24 In. OC.
C. Gypsum Board* — Gypsum board sheets installed to a min total thickness of 5/8 in. and 11- 1 /4 in. on each side of watt for I and 2
hr fire rated assemblies, respectively. Wall to be constructed as specified in the individual Watt and Partition Design in the UL
Fire Resistance Directory, except that the gypsum board is cut to follow the contour of the steel floor units or roof deck with a
nom 1/2 in. gap maintained between the gypsum board and the steel floor units or roof deck or spray applied fire resistive
material (Item I C). In addition, the top row of screws shalt be installed into the steel studs 1/2 to 1 in. below the bottom edge of
the ceiling runner Range.
The hourly fire rating of the joint system is dependent on the hourly rating of the wall assembly In which It is Installed. The movement
capability of the joint system Is Class 11 and III except that when the vertical deflection clip (Item 2A3) Is used, the movement capability is
Class It only. The movement capability of the joint system Is limited to compression only when spray applied fire resistive material (Item
I Q is used on the steel floor unit or deck.
3. Joint System — Max separation between bottom of steel floor units or roof deck or spray applied fire resistive material and top of wall is
1/2 in. The joint system is designed to accommodate a max 25 percent compression or extension from its installed width, except that
when spray applied fire resistive material (Item I Q is used on the steel floor unit or deck, the joint system Is designed to accommodate
max 25 percent compression only.
The joint system consists of the following:
A. Forming Material* — (Optional) — (Not shown) — Nom 3 In. thick, min 4 pcf density mineral wool batt insulation cut into strips to
fill the gap between the top of the ceiling runner and bottom of the steel floor units or roof deck or spray applied fire resistive
material (Item 1C). Mineral wool cut into strips having a width equal to ceiling runner and length approximately 2-1/2 in. longer
than flute bottom length, then compressed into flute cavity.
B. Forming Material — (Optional) — (Not shown) — In 2 Hr fire rated watt assemblies, foam backer rod friction fit into joint opening
and recessed a min 5/8 in. from each surface of wall.
C. Fill, Vold or Cavity Material* — Sealant —Min 5 /8 in. thickness of fill material applied within joint opening on both sides of watt,
flush with each surface of gypsum board. For 1 hr systems or in 2 hr systems where forming material (Item 3B) is not used,
optional bond breaker tape may be applied to ceiling runner on each side of wall.
TREMCO INC — TREMstop Acrylic
*Bearing the UL Classification Mark
Reprinted from the Online Certifications Directory with permission from Underwriters Laboratories Inc.
C(Ull 1US Copyright 0 2008 Underwriters Laboratories Inc. 0
Tremco, Commercial Sealants & Waterproofing
3735 Green Road, Beachwood, OH 44122 11 Phone: 216.292.50001/ 800.321.7906
220Wicksteed Avenue, Toronto, ON M4H IG7 11 Phone. 416.421.3300 /1800.363.3213
1451 )acobson Avenue, Ashland OH 44805 /1 Phone: 419.289.2050 // 800.321.6357
An 11F01 I I Company
12� www.tremcosealants.com
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System No. BW-S-0006
August 2008
Assembly Ratings — 1 and 2 Hr (See Item 2)
Joint Width — I In. (25 mm) Max
(ULIcUL)
1. Floor Assembly —Min 4-1/2 in. (114mm) thick reinforced lightweight or normal weight (100-150pcf (1600-2400kg/cu meter))
structural concrete. Floor may also be constructed of any 6 in. (152 min) thick UL Classified hollow -core Precast Concrete Units*.
See Precast Concrete Units category in the Fire Resistance Directory for names of manufactures.
2. Wall Assembly — The 1 or 2 h fire -rated gypsum board/steel stud wall assembly shalt be constructed of the materials and in the
manner specified in the individual U400 or V400 Series Wall or Partition Design in the UL Fire Resistance Directory. In addition, the
wall may incorporate a head-of-walt joint system constructed as specified in the HW Series Joint Systems in the UL Fire Resistance
Directory. The wall shalt include the following construction features:
a. Steel Floor Runner — Floor runners of wall assembly shalt consist of min No. 25 gauge gatv steel channels sized to
accommodate steel studs (Item 2B). Floor runners to be provided with min 1-1 /4 in. (32 mm) flanges. Runners secured with
steel fasteners spaced 12 In. (305 min) OC.
b. Studs — Steel studs to be min 2-1 /Z in. (64 mm) wide. Studs cut 112 to 3/4 in. (13 to 19 mm) less in length than assembly
height with bottom nesting in, resting on and fastened to floor runner with sheet metal screws. Stud spacing not to exceed
24 in. (610 min) OC.
c. Gypsum Board* — Gypsum board installed to a min total. thickness of 5/8 in. (16 min) or 1-1 /4 in. (32 min) on each side of
wait for a I or 2 hr rated wait, respectively. Watt to be constructed as specified in the individual U400 or V400 Series
Design In the UL Fire Resistance Directory except that a max I in. (25 min) gap shalt be maintained between the bottom of
the gypsum board and the top of the concrete floor.
The hourly fire rating of the joint system is equal to the hourly fire rating of the wall.
3. Joint System — Max separation between top of floor and bottom of gypsum board is I in. (25 mm). The joint system consists of a
packing material and a fill material, as follows:
a. Packing Material — (Optional, Not Shown) - Foam backer rod firmly packed into the gap between the bottom of the gypsum
board and the top of the concrete floor and recessed from each surface of the wall to accommodate the required thickness
of fill material.
b. Fill, Void or Cavity Material* -Sealant — Min 1/2 in. (13 min) thickness of fill material installed on each side of the wall
between the bottom of the gypsum board and the top of the concrete floor, flush with each surface of the wail.
TREMCO INC — TREMstop Acrylic, TREMstop Inturnescent Acrylic (IA), TREMstop Silicone (Fyre-Sit), TREMstop IA+, or
FyreCaulk
*Bearing the UL Classification Mark
Sit,,
Reprinted from the Online Certifications Directory with permission from Underwriters Laboratories Inc.
' " ok C"')UL 1n Copyright 0 2008 Underwriters Laboratories Inc. 0
Tremco Commercial Sealants & Waterproofing
3735 Green Road, Beachwood, OH 44122 Phone: 216.292.5000 /1800.321.7906
220 Wicksteed Avenue, Toronto, ON M4H lG7 Phone: 416.421.3300 /1800.363.3213
An rjPM Company 1451 Jacobson Avenue, Ashland CH 44805 /1 Phone: 419.289.2050 /1800.321.6357
14� www.tremcosealants.com
System No. HW-D-0017
March 12, 2004
Assembly Rating — 2 Hr
Nominal Joint Width — I In.
Class 11 and III Movement Capabilities — 25% Compression
(ULIcUL)
1. Floor Assembly —Min 4-1/2 in. (114 mm) thick reinforced lightweight or normal weight (100-150 pcf (1600-2400kg/cu meter))
structural concrete.
2. Wall Assembly — Min 5 in. (127 mm) thick reinforced lightweight or normal weight (100-150 pcf (1600-2400 kg/cu meter)) structural
concrete. Watt may also be contructed of any UL Classified Concrete Blocks*.
See Concrete Blocks (CAZT) category in the Fire Resistance Directory for names of manufacturers.
3. Joint System — Max separation between bottom of floor and top of wall (at time of Installation of joint system) Is I In. (25 mm).
The joint system is designed to accommodate a max 25 percent compression from its Installed width. The joint system consists of a
packing or forming material and a fill material between the top of the wall and the bottom of the floor, as follows:
A. Packing Material — (Optional - Not Shown) — Polyurethane foam backer rod firmly packed into joint opening as a
permanent form and recessed from each surface of watt to accommodate the required thickness of fill material.
Al. Forming Material* — (Optional - Not Shown) —Min 3/4 in. (19 mm) width of 4 pcf (64 kg/cu meter) mineral wool batt
insulation compressed 50 percent and packed into the gap between the top of the wail and bottom of the floor on both
sides of the watt.
FIBREX INSULATION$ INC — FBX Safing Insulation
IIG MINWOOL L L C —MinWool-1200 Safing
ROCK WOOL MANUFACTURING CO — Delta Board or Delta-8
ROXUL INC — Type Safe
THERMAFIBER INC — Type SAF
B. Fill, Vold or Cavity Material* — A min 1/2 in. (13 mm) thickness of fill material installed on each side of the wall between
the top of the watt and bottom of the concrete floor.
TREMCO INC — TREMstop Acrylic or Fyre-Sil
*Bearing the UL Classification Mark
Reprinted from the Online Certifications Directory with permission from Underwriters Laboratories Inc.
C YL us Copyright 0 2008 Underwriters Laboratories Inc. 0
Tremco Commercial Sealants & Waterproofing
3735 Green Road, Beachwood, OH 44122 Phone: 216.292.5000 800.321.7906
220 Wicksteed Avenue� Toronto, ON IV14H 1 G7 Phone: 416,421.3300 800.363.3213
An rJPM Company 1451 Jacobson Avenue, Ashland OH 44805 11 Phone: 419.289.2050 800,321.6357
ffft� www.tremcosealants.com
t 'd
Tremco Incorporated
2628 Pearl Road — Medina, Ohio 44256 Toll Free: 866.209.2404
Sealant/Weatherproofing Division
Fire Protection Systems Group
nq I fmc
0.
GENERAL CERTIFICATE OF CONFORMANCE
DESCRIPTION: TREMCO' FIRE STOP PRODUCTS
TREMsiop JA
TREMstop Silicone (Fyre-Sil)
TREMstop Silicone SIL (Fyre-SiI SIL)
TREMstop D
TREMstop Strap
TREMstop PSI & PS2
Fyre-Can / Fyre-Can TM
Fyre-Can Sleeve
TREMstop Composite Sheet
TREMstop MP
TREMstop FS Blanket
DyMoniclDyMonic FC
Vulkem 45SSL
TREMstop Acrylic (GG)
TREMstop Acrylic SP
TREMstop WS
TREMstop MCR
TREMstop Anchor
TREMstop Coupling
TREMstop UniCollar
TREMstop Electrical Box Insert
TREMstop Patty
TREMstop Fire Mortar
Dyineric 240ILtyineric 240FC
THC-900
THESE PRODUCTS ARE TESTED TO ONE OR MORE OF THE FOLLOWING STANDARDS:
• A STM F, 119 (UL 263) Fire Tests of Building Construction and Materials Time -Temperature Curve
• ASTM E-814 (UL 1479) Fire Tests of Through -Penetration Fire Stops (under positive furnace pressure of
minimum .0 1 inches of water column - 2.5+ Pascal)
• ASTM &84 (UL 723) Surface Burning Characteristics of Building Materials
• UL 2079 Test for Hic Resistance of Building Joint Systems
No asbestos or PCB's are used or contained in these products.
3/14/05
Senior Technical Engineer Date:
AnRPMc.,,,�,r,,
Helping Contractors Win...
Tremco Fire Protection Systems Group REM40,p.
Technical Bulletin Fire Protection Syste s G up
Topic: Mold and Mildew Resistance of TRJEMstop Firestopping Sealants
Release Date: March 30, 2005
For more information, contact the Technical Service Department at 866-209-2404.
By now, we are all familiar with the potential dangers and health risks associated with the growth and spread of
mildew and fungi (such as mold) in commercial and residential construction. As a result, many new building
and renovation projects are taking steps to limit and/or eliminate the spread of these organisms, and Tremco
Inc.'s TREMstop firestopping sealants are the perfect choice for both contractors and designers who must take
action to protect their projects from this potential threat.
Mold, which is a group of microscopic fungi, are just one type of organism found in the indoor environment,
where conditions can be conducive to their growth. Environmental conditions including the temperature range,
the presence of moisture, and a source of nutrients for the mold can make human structures a happy home for
these unwelcome guests. This can be especially true in concealed areas, such as wall cavities or plenums that
are not likely to be cleaned regularly and, coincidentally, where firestopping systems are often installed.
Drawing on Tremco Inc.'s long experience as a leading manufacturer and innovation leader in the sealant
industry, our TREMstop firestopping sealants have been specially designed to help combat the spread of mold
and mildew. Following is a summary of the features we have engineered into our firestopping sealants to help
protect the health and wellbeing of building occupants:
TREMstop IA (Intumescent Acrylic) TRENIstop Silicone (Fyre-Sil)
TREMstop Acrylic ' (GG) TRENIstop Silicone S.L. (Fyre-Sil S.L)
TRENIstop Acrylic SP
Contain Fungicide and Mildewcide: Nahtrallyfingal resistant:
Formulated with zinc oxide, a fungicide and 9 Inorganic Chemistry: Will not contribute nutrients to
mildewcide agent. fungal growth.
• Water Resistant: Will not hold water that can support
growth of mold and mildew.
• Water -tight: Can prevent moisture from reaching
potential areas of mold and mildew growth.
Firestopping sealants that help prevent the growth and spread of mold and mildew:
One More Way Tremco Fire Protection Systems Group is Helping Contactors Win...
Tremco Fire Protection Systems Group
An IfM c..v.,,y 2628 Pearl Road I VANEINCO.
Medina, OH 44256
MildewResistance.doc 866-209-2404 (phone) 330-220-7075 (fax) rIBO 105132004
www.tremcofirestop.com
PA, r, - 10
7?FX_C06
TRENstepAcrylic
An Acrylic Latex Sealant
Product Description
TREMstop Acrylic is a gunnable acrylic latex sealant designed
for use in firestop applications, including both joints and
through -penetrations.
Basic Uses
TREMstop Acrylic is for use on metal pipe, plastic pipe,
insulated pipe, cables, cable trays, ducts, static joints and
dynamic joints in fire -rated concrete, wood floor/ceiling and
gypsum wall assemblies. TREMstop Acry�lic can also be used on
sound rated assemblies.
Features and Benefits
TREMstop Acrylic is an easy to apply, all-purpose sealant that
accepts paint once fully cured. it features excellent movement
and superb unprimed adhesion to a wide range of substrates.
When installed in accordance with a tested firestop system,
it affords code compliance for both through -penetrations and
fire -rated joints.
Applicable Standards
UL 1479 (ASTM E-814)
UL 263 (ASTM E-1 19)
UL 723 (ASTM E-84)
U L 2079 (ASTM E-1 966)
ASTM E-1 399
CAN4-S1 1 5M
CAN/ULC-S101M
Packaging
10.1 oz (300 ml.) cartridge, 20 oz (600 mQ sausage, 28.7 oz
(850 mL) quart cartridge, 5 gal (11 9L) pail
Color
Rust Red, White, Limestone. Custom colors available upon
request.
Availability
TREMstop Acrylic is readily available from your local Tremco
Distributor or Sales Representative throughout the United
States and Canada.
DryTime
At 770F (250C), 50% RH, TREMstop Acrylic is tack free in 30
— 60 minutes and dries at a rate of about 1/8" per day. As the
temperatures decrease, the dry time of TREMstop Acrylic will
increase, generally one additional day for every 1 OOF decrease
in temperature.
Surface Preparations
For good adhesion, the substrate must be sound, clean and
dry. Any surface damage, dirt, dust, loose particles or other
contaminants that may inhibit adhesion must be removed from
the surfaces prior to application of the sealant.
Tremco recommends that surface temperatures be 40'F (5*C)
or above at the time the sealant is applied. If sealant must be
applied in temperatures below 41A please refer to the Tremco
Guide for Applying Sealants in Cold Weather that can be found
on our web site at www.tremcosealants.com.
Priming
Priming is not required.
Joint Design
TREMstop Acrylic has been successfully tested in one, two,
three, and four hour fire -rated joints when applied at a
thickness of 1/4" (6.3 mm) over proper backing materials.
Please refer to the appropriate firestop system for proper
installation. For a list of Tremco systems, please visit www.
tremcosealants.com/Commercialffirestop.
Joint Backing
Mineral wool, closed cell, or reticulated polyethylene backer
rod is recommended as joint backing to control sealant depth
and insure intimate contact of sealant with cavity wall when
tooling. Certain types of backing material may be required
by system. For additional information on firestop system
components, please visit www.tremcosealants.com/Commercial/
firestop.
Application/installation
TREMstop Acrylic is used in firestop systems and in sound rated
assemblies. It is easy to apply using conventional caulking
equipment.
Clean Up
Excess sealant and smears can be cleaned up or removed with
soapy water before sealant skins. Any utensils used for tooling
can also be cleaned with soapy water.
Limitations
a Not recommended for use with passive fire containment
systems not listed or approved by Tremco.
Warranty
Tremcc, warrants its Firestop Materials to be free of defects,
but makes no warranty as to appearance or color. Since
methods of application and on -site conditions are beyond
our control and can affect performance, Tremco makes no
other warranty, expressed or implied, including warranties of
MERCHANTABILITY and FITNESS FOR A PARTICULAR PURPOSE
with respect to Firestop Materials. Tremco's sole obligation
shall be, at its option, to replace or to refund the purchase price
of the quantity of the Firestop Materials proved to be defective
and Tremco shall not be liable for any loss or damage.
www.tremcosealants.com Page 1 of 3
1 0
PAI -"thwAn
TYPICAL PHYSICAL PROPERTIES
Property
Test Method
Results
Flame Spread
ASTM E-84
is
Smoke Develop
ASTM E-84
0
STC Rating
ASTM E-90
Restored to 56 in a U411 Wall
Movement Capability
UL 2079; class 1, 11, 111
+/-33%
pH
7-9
VOC Content
EPA Method 310
35 g/L
Shelf Life
Min. I year when stored at 40'-1 00T (5*-43*C)
Hardness; Shore A
ASTM C-2240
15-20
Peel Strength, pli
ASTM C794
15-25 substrate dependent
Antifungal
Contains antifungal additive
Commonly Used Tremco Systems
System No. FF-D-1085
0"
System No. FW-D-1069
/
August 19, 2008
August 19, 2008
tn 20
r
Assembly Rating — 2 Hr
I
Assembly Rating — 2 H r
2- H
L Rating at Ambient — Less than I CFM/Un. Ft.
LI
L Rating at Ambient — Less than CFM/Lin. Ft.
an CIF in. Ft.
M/L
L Rating at 400' F — Less than I CIF 'MAI Lin. /.
L Rating at 400* F — Less tha I CFM/Lin. Ft.
;3Compression
Nominal Joint Width — 3 In.
Nominal Joint Wid — 3 In.
Class 11 Movement Capabilities — 33% Compressi and Extensloon
Class 11 t4ovement Capabilities — . n and Extension
(ULIcUL)
(UL I L)
4
4
III lit A
11 1, 1. 1111 it
It I
.7 A
32A 4'
2A
Svstem No./W-D-1077
Avg 19,2008
Asse y Rating — 2 Hr
nt —
L Rating at Am nt — Less than I CFM/Lin. Ft.
'at
L RaVnq at 4 F — Less than I CIFMI Lin. Ft.
Ina in
t ap ijit�
es
r/
inat Joint Width — 3 In.
Class 11 Movement apabilities — 33% Compression and Extension
( (UL
UL / c UL)
I till
I; V� !111 10, -1 - � I V, - I
Page 2 of 3
4 i
System No. HW-D-001,7
March 12 004
1 21
Assembly Rating — 2
Nominal Joint V'i th 1 In.
Class 11 and III Movement Capab Ii i s — 25% Compression
(ULIcUL
44_,
4 4
0
4
Svstem No. HW-D-1072
August 19 ! 2008
"uuo
Assembly Rating /-2
L Rating at Ambient — Less tha 1 CFM/Lin. Ft.
L Rating at 400' F — Less th I CFM/Lin. Ft.
Vi
Nominal Joint Wi — 3 In.
Class 11 Movement Capabilities — 3 Compression and Extension
. A
A E====
w
'A
"i"7Z ." '
�ssembly Ratings - I and 2 hr (See Items 2 and 3�
Nominal Joint Width - 1/2 in.
Class 11 and III movement capabilities -
/'25 % compression or extension (See Items 2 and 3)
II)LIcUL)
Assembly Ratings — I and 2,W (See Item 2)
Nominal Joint Wio — 1 In.
Class It and III Movement CapabilitieX— 25% Compression (See Item 2)
(ULJfUL)
Nlt-
Out/
FO FILL, VOID OR CAVITY MATERIAL FOR USE IN THROUGH-
% PENETRATION FIRESTOP SYSTEMS AND/OR JOINT
U
L U'L US SYSTEMS SEE UL FIRE RESISTANCE DIRECTORY
4 59S2
Tremco Commercial Sealants &Waterproofin;
3735 Green Road, Beachwood, OH 44122 // Phone: 216.292.50001/ 800.321.79(
220 Wicksteed Avenue, Toronto, ON M4H 1G71/ Phone: 416.421.3300//800.363.3213
1451 Jacobson Avenue, Ashland OH 44805 // Phone: 419.289.2050 // 800,321.6357
An 9P.M Company www.tremcosealants.com 0309/TSAPDS Page 3 of 3
Material Safety Data She et A!1111111111110'� A11111WA111dhd& AIIIIIIIIWA�
T1f&ffAfUU.
TREMSTOP ACRYLIC RUST RED 17L PAIL
Version 1.4 Print Date 05102/2008
REVISION DATE: 12/21/2007
SECTION 1 - PRODUCT IDENTIFICATION
Trade name TREMSTOP ACRYLIC RUST RED 17L PAIL
Product code 901874805
COMPANY Tremco Incorporated
3735 Green Road
Cleveland, OH 44122
Telephone (216) 292-5000 8:30 - 5:00 EST
Emergency Phone: (216) 765-6727 8:30 - 5:00 EST
After Hours: Chemtrec 1-800-424-9300
Product use Sealant
SECTION 2 - HAZARDS IDENTIFICATION
Emengency Overview
Rust Red. Non -sag gunnable paste. May cause slight irritation to the respiratory system. Leave area to breathe
fresh air. Avoid further overexposure. If symptoms persist, get medical attention.
Acute Potential Health Effects/ Routes of Entry
Inhalation May cause slight irritation to the respiratory system.
Eyes Slightly irritating.
Ingestion May cause irritation to the mouth, throat and stomach.
Skin Irritant effect may be delayed.
Anaravated Medical Conditions
Pre-existing eye, skin and respiratory disorders may be aggravated by exposure.
Chronic Health Effects
Long term overexposure to propylene glycol caused liver abnormalities, kidney damage in laboratory animals.
Repeated excessive ingestion may cause central nervous system effects. Fillers are encapsulated and not
expected to be released from product under normal conditions of use.
SECTION 3 - PRODUCT COMPOSITION
Chemical Name CAS -No. Weight %
Acrylic polymer NJ TSRN# 51721300-5277P 40.0-70.0
Water 7732-18-5 30.0-60.0
White mineral oil 8042-47-5 7.0-13.0
Amorphous silica 7631-86-9 1.0-5.0
Propylene glycol 57-55-6 1.0-5.0
Ammonium hydroxide 1336-21-6 - <11.0
Zinc oxide 1314-13-2 - <1.0
Chlorothalonil 1897-45-6 - <11.0
Formaldehyde 50-00-0 - <0.1
I A.FMcmv 1/6 901874805
Material Safety Data Sheet A!11111111111d�
TAKEffAluu. I
TREMSTOP ACRYLIC RUST RED 17L PAIL
Version 1.4 Print Date 05/02/2008
REVISION DATE: 12/21/2007
SECTION 4 - FIRST AID MEASURES
Get immediate medical attention for any significant overexposure.
Inhalation Leave area to breathe fresh air. Avoid further overexposure. If symptoms persist, get
medical attention.
Eye contact Flush with water for 15 minutes. If irritation persists, get medical attention.
Skin contact Wash with water. If irritation, rash or other disorders develop, get medical attention
immediately.
Ingestion Do not induce vomiting unless advised by a physician. Call nearest Poison Control
Center or Physician immediately.
SECTION 5 - FIRE FIGHTING MEASURES
Flash point Not available.
Method Not available.
Burning rate Non-flammable solid
Lower explosion limit Not available.
Upper explosion limit Not available.
Autoignition temperature Not available.
Extinguishing media This product is not expected to burn under normal conditions of use.Use
that which is appropriate to the surroundings.
Hazardous combustion Smoke, fumes.
products
Protective equipment for Not applicable. Product is not expected to burn.
firefighters
Fire and explosion conditions This product not expected to Ignite under normal conditions of use.
SECTION 6 - ACCIDENTAL RELEASE MEASURES
Use appropriate protective equipment. Avoid contact with material. Scrape up and transfer to appropriate
container for disposal. Keep out of water courses.
SECTION 7 - HANDLING AND STORAGE
Prevent inhalation of vapor, ingestion, and contact with skin eyes and clothing. Keep container closed when
not in use. Precautions also apply to emptied containers. Do not use in confined or poorly ventilated areas.
Store in sealed containers in a dry, ventilated warehouse location above freezing.
SECTION 8 - EXPOSURE CONTROLS / PERSONAL PROTECTION
Personal protection equipment
jAnFMc.,,wv 2/6 901874805
Material Safety Data Sheet
TREMSTOP ACRYLIC RUST RED 17L PAIL
Version 1.4
REVISION DATE: 12/21/2007
Respiratory protection
Hand protection
Eye protection
Protective measures
Engineering measures
Exposure Limits
Ammudd
rR&effico.
Print Date
Not required under normal conditions of use.
Protect hands with impervious gloves.
Use safety glasses if eye contact is likely.
Use professional judgment in the selection, care, and use.Other equipment
not normally required.
General ventilation is sufficient.Use local exhaust when the general
ventilation is inadequate.
Chemical Name
CAS Number
Reaulation
Limit
Form
Amorphous silica
7631-86-9
ACGIH TWA:
3 mg/m3
Respirable particles.
ACGIH TWA:
10 mg/m3
Inhalable particles.
OSHA PEL:
15 mg/m3
Total dust.
OSHA PEL:
5 mg/m3
Respirable fraction.
OSHA TWA:
0.8 mg/m3
Ammonium hydroxide
1336-21-6
ACGIH TWA:
25 ppm
ACGIH STEL:
35 ppm
OSHA PEL:
35 mg/m3
Zinc oxide
1314-13-2
ACGIH TWA:
2 mg/m3
Respirable fraction.
ACGIH STEL:
10 mg1m3
Respirable fraction.
OSHA PEL:
5 mg/m3
Fume.
OSHA PEL:
5 mg/m3
Respirable fraction.
OSHA PEL:
15 mg/m3
Total dust,
OSHA TWA:
15 mg/m3
Total dust.
OSHA TWA:
5 mg/m3
Respirable fraction.
ISECTION 9 - PHYSICAL AND CHEMICAL PROPERTIES I
Forrn
Non -sag gunnable paste
Color
Rust Red
Odor
MildGlycolAcrylate
pH
Not available.
Vapour pressure
Not available.
Vapor density
Heavier than air
Melting point/range
< 32 r-, < 907
Freezing point
Not available.
Boiling point/range
Not available.
Water solubility
Miscible
Specific Gravity
1.04
% Volatile Weight
35%
ImWcam.,V 3/6
901874805
Material Safety Data Sheet AE111111111111d� MOWMIdEAft ANEWAdillik
TREMSTOP ACRYLIC RUST RED 17L PAIL
Version 1.4 Print Date 05/02/2008
REVISION DATE: 12/21/2007
SECTION 10 -REACTIVITY/ STABILITY
Substances to avoid : Oxidizing agents.Strong acids.Strong bases.
SECTION 11 - TOXICOLOGICAL INFORMATION
Amorphous silica, CAS -No.: 7631-86-9
Acute oral toxicity (LD-50 oral) 22,500mg/kg (Rat)22,500mg/kg (Rat)15,000mg/kg
Mouse) 15,000mg/kg (Mouse)
Propylene glycol, CAS -No.: 57-55-6
Acute oral toxicity (LD-50 oral) 30,000mg/kg (Rat)18,000mgtkg (Rabbit) 19,000mg/kg
(Dog)23,900-31,800mg/kg (Mouse) 18,400-196,000
mg/kg (Guinea pig)
Ammonium hydroxide, CAS -No.: 1336-21-6
Acute oral toxicity (LD-50 oral) 350 mg/kg ( Rat)
Zinc oxide, CAS -No.: 1314-13-2
Acute oral toxicity (LD-50 oral) 7,950mg/kg (Mouse) 7,950mg/kg (Mouse)
Chlorothalonil, CAS -No.: 1897-45-6
Acute oral toxicity (LD-50 oral) 10,000 mg/kg ( Rat)
Acute dermal toxicity (LD-50 dermal) 10,000mg/kg (Albinorat)
Formaldehyde, CAS -No.: 50-00-0
Acute oral toxicity (LD-50 oral) 800mg/kg (Rat)260mg/kg (Guinea pig) 100 mg/kg (Rat
) 42 mg/kg ( Mouse )
Acute inhalation toxicity (I-C-50) 0.82mg/Ifor30min (Rat)0.48mg/ifor4h (Rat)0.414
mgAfor4h (Mouse )0.4mg/ifor2h (Mouse)
SECTION 12 - ECOLOGICAL INFORMATION
No Data Available
SECTION 13 - DISPOSAL CONSIDERATIONS
Disposal Method Waste not regulated under RCRA. Incinerate at EPA approved facility or dispose of
waste in compliance with state and local regulations.
SECTION 14 - TRANSPORTATION / SHIPPING DATA
TDG I DOT Shipping Description:
NOT REGULATED
SECTION 15 - REGULATORY INFORMATION
North American Inventories:
mFMc.ww 4/6 901874805
Material Safety Data Sheet
TREMSTOP ACRYLIC RUST RED 17L PAIL
Version 1.4
REVISION DATE: 12/21/2007
AEIIIW� ANN(ANdMO
Tif&INUU.
Print Date
All components are listed or exempt from the TSCA inventory.
This product or its components are listed on, or exempt from the Canadian Domestic Substances List.
U.S. Federal Regulations:
SARA 313 Components Chlorothalonll 1897-45-6
SARA 311/312 Hazards Acute Health Hazard
OSHA Hazardous Components:
Amorphous silica
7631-86-9
Ammonium hydroxide
1336-21-6
Zinc oxide
1314-13-2
Chlorothalonil
1897-45-6
Formaldehyde
50-00-0
OSHA Status: Considered
Irritant
hazardous based on the
following criteria:
OSHA Flammability
Not Regulated
Regulatory VOC (less water and
35 g/I
exempt solvent)
VOC Method 310
1 %
U.S. State Regulations:
MASS RTK Components
Amorphous silica
7631-86-9
Formaldehyde
50-00-0
Penn RTK Components
Acrylic polymer
NJ TSRN# 51721300-5277P
Water
7732-18-5
White mineral oil
8042-47-5
Amorphous silica
7631-86-9
Propylene glycol
57-55-6
NJ RTK Components
Acrylic polymer
NJ TSRN# 51721300-5277P
Water
7732-18-5
White mineral oil
8042-47-5
Amorphous silica
7631-86-9
Propylene glycol
57-55-6
WARNING Contains chemicals
known to the State of California
to cause cancer, birth defects and/or other
reproductive harm:
1897-45-6
Chlorothalonil
140-88-5
Ethyl Acrylate
50-00-0
Formaldehyde
5/6
901874805
Material Safety Data Sheet
TREMSTOP ACRYLIC RUST RED 17L PAIL
Version 1.4
REVISION DATE: 12/2112007
AMMbd'� AMMOANdRAS dMld
Print Date
ISECTION 16 - OTHER INFORMATION I
HMIS Rating:
Health
1
Flammability
0
Reactivity
0
PPE
Further information:
0 = Minimum
1 = Slight
2 = Moderate
3= Serious
4 = Severe
For Industrial Use Only. Keep out of Reach of Children. The hazard information herein is offered solely for the
consideration of the user, subject to their own investigation of compliance with applicable regulations, including
the safe use of the product under every foreseeable condition.
Prepared by: Rich Mikoll
Legend
ACGIH - American Conference of Governmental Hygienists
CERCLA - Comprehensive Environmental Response, Compensation, and
Liability Act
DOT - Department of Transportation
DSL - Domestic Substance List
EPA - Environmental Protection Agency
HMIS - Hazardous Materials Information System
IARC - International Agency for Research on Cancer
MSHA - Mine Safety Health Administration
NDSL - Non -Domestic Substance List
NIOSH - National Institute for Occupational Safety and Health
NTP - National Toxicology Program
OSHA - Occupational Safety and Health Administration
An FM cwy
6/6
PEL - Permissible Exposure Limit
RCRA - Resource Conservation and Recovery Act
RTK - Right To Know
SARA - Superfund Amendments and Reauthorization Act
STEL - Short Term Exposure Limit
TLV - Threshold Limit Value
TSCA - Toxic Substances Control Act
TWA - Time Weighted Average
V - Volume
VOC - Volatile Organic Compound
WHMIS - Workplace Hazardous Materials Information
System
901874805
Trernco Incorporated
3735 Green Road * Beachwood, Ohio 44122 * 216-292-5000 rRieffmco.
Global Sealants Division
Date: December 2, 2007
Subject: TREMstop Acrylic -SP - LEEDTM Product Information
To: Whom It May Concern
(J
Z
UN
—E
*LEED' is a trademark of the
U.S. Green Building Council
Tremco, as an organization, is committed to quality, responsive to internal and external customers, our
employees, our community and environment, and we will treat all with respect and good stewardship.
TREMstop Acrylic -SP Is manufactured in Toronto, Ontario Canada. If Toronto falls within a 500-mile radius of the
project site, the product is considered to be a locally produced material and can help contribute to earning
Materials & Resources Credit.
No single extracted material is used to produce the majority of this product. Additionally, all raw materials come
from one of several sources which In -turn come from one of several raw material feed stocks. As such, point
source for the raw materials cannot be determined.
The following Information regarding the recycled content of TREMstop Acrylic -SP is provided to assist in the LEED
submittal process:
I x 5 gal. pail :::�O%
36 x 5 gal. pail (:I Pallet) 12.15% (All Post Industrial)
TREMstop Acrylic -SP contains 65 g/L volatile organic content (VOC) and therefore satisfies the LEEDTFfi criteria for
Indoor Environmental Quality.
If you have any further questions, please contact Tremco Technical Services.
Sincerely,
Michael Schmelda
LEED Accredited Professional
An rJPM Company
allll�
THENstep Acrylic SP
A sprayable acrylic latex sealant
Product Description
TREMstop Acrylic SP is a sprayable acrylic latex sealant
designed for use in firestop applications, including both joints
and through -penetrations.
Basic Uses
TREMstop Acrylic SP is for use on metal pipe (Canada only),
static joints and dynamic joints in fire -rated concrete, wood
floor/ceiling and gypsum wall assemblies and perimeter fire
barrier joints. It can also be used to restore the STC of sound
rated assemblies.
Features and Benefits
TREMstop Acrylic SP is an all-purpose sealant that can accept
paint once fully cured, The spray application method provides
significant labor savings over a gun grade sealant, particularly
on long joint runs. It features excellent movement and superb
unprimed adhesion to a wide range of substrates. When
installed in accordance with a tested firestop system, it affords
code compliance for both through -penetrations and fire -rated
joints. It also provides a fast and easy solution for restoring the
STC rating of a sound -rated assembly.
Applicable Standards
UL 1479 (ASTIVI E-814)
UL 263 (ASTM E-1 19)
UL 723 (ASTM E-84)
UL 2079 (ASTM E-1 966)
ASTM E-1 399
CAN4-S115lVl
CAN/ULC-S101M
Packaging
5 gal (1191.) pail
rRENCOO
Color
Rust Red, White, Limestone. Custom colors available upon
request.
Availability
TREMstop Acrylic SP is readily available from your local Tremco
Distributor or Sales Representative throughout the United
States and Canada.
Coverage Rates
12.83 sq ft/gallon
Dry Time
At 770F (250C), 50% RH, TREMstop Acrylic SP is tack -free in
30-60 minutes and dries at a rate of about 1/8" per day. As the
temperature decreases, the dry time of TREMstop Acrylic SP will
increase, generally one additional day for every 1 GOF decrease
in temperature.
Surface Preparations
For good adhesion, the substrate must be sound, clean and
dry. Any surface damage, dirt dust, loose particles or other
contaminants that may inhibit adhesion must be removed from
the surfaces prior to application of the sealant.
Tremco recommends that surface temperatures be 407 (51)
or above at the time the sealant is applied. if sealant must be
applied in temperatures below 40'F, please refer to the Tremco
Guide for Applying Sealants in Cold Weather that can be found
on our web site at www.tremcosealants.com.
Priming
Priming is not required.
TYPICAL PHYSICAL PROPERTIES
Property
Test Method
Results
Flame Spread
ASTM E-84
15
Smoke Develop
ASTM E-84
0
STC
ASTM E-90
Restored to 59 in a U41 I wall
Movement Capability
UL 2079; class 1, 11, 111
+/-25%
VOC Content
EPA Method 310
65 g/L
pH
7-9
Shelf Life
Min. 1 year when stored at 40-11 0*F (5-43*C)
Peel Strength
ASTM C794
10-20 substrate dependent
Antifungal
Contains antifungal additive
www.tromcosealants.com Page 1 of 2
Application/installation
TREMstop Acrylic SP is used in firestop systems. It is applied
with brush, trowel or airless paint sprayer. Tremco recommends
the Graco@ Ultra Max 11 Premium HI -Boy airless paint sprayer
with the following specifications:
Motor: 2 hp/15Amp
Pressure: 3,300 psi
Flow Rate: .95 GPM
Lines: in. 114 in, (I.D.) x 50 ft Blue Max/
1/4 in. (I.D.) x 6 ft Whip Hose/
Spray1p: .019 -.023 for4 in.fan width
.021 - .02 5 for 6 in. fan
Clean Up
Excess sealant can be cleaned up or removed with soapy
water before sealant skins. Clean sprayer in accordance with
manufacturer's recommended cleaning instructions.
rRENC00
Limitations
4- Not recommended for use with passive fire containment
systems not listed or approved by Tremco.
Warranty
Tremco warrants its Firestop Materials to be free of defects,
but makes no warranty as to appearance or color. Since
methods of application and on -site conditions are beyond
our control and can affect performance, Tremco makes no
other warranty, expressed or implied, including warranties of
MERCHANTABILITY and FITNESS FOR A PARTICULAR PURPOSE
with respect to Firestop Materials. Tremco's sole obligation shall
be, at its option, to replace or to refund the purchase price of
the quantity of the Firestop Materials proved to be defective
and Tremco shall not be liable for any loss or damage,
FILL, VOID OR CAVITY MATERIAL FOR USE IN THROUGH
.C@PENETRATION FIRESTOP SYSTEMS AND/OR JOINT
U0 L US SYSTEMS SEE UL FIRE RESISTANCE DIRECTORY
59S2
JOINT SEALANT TREMCO CANADA TORONTO, ONTARIO
LISTING # 13510-6 TREMSTOP ACRYLIC SPRAYABLE
GRADE TESTED PER: PERIMETER JOINT SYSTEM USING
TH E INTERM EDIATE-SCALE M U LTISTORY APPARATUS
(ISMA) AS OUTLINES IN UNIFORM BUILDING CODE
(UBC) 26-9. REFERENCE DIRECTORY OF LISTED BUILDING
PRODUCTS, MATERIALS &ASSEMBLIES FOR DESIGN
SPECIFICS WWW.OPL.COM
Tremco Commercial Sealants & Waterproofing
3735 Green Road, Beachwood, OH 44122 U Phone: 216.292.50001/ 8DD.321.7906
220WIcksteed Avenue, bronto, ON M4H 1G7 //Phone: 416.42133001/8DO.363.3213
1451 Jacobson Avenue, Ashland OH 44805// Phone: 419.289.205011800.321.6357
An 1"11-0111 Company
ns� WwwArerricosealants.corn 0408/TSASP Page 2 of 2
Material Safety Data Sheet IrREHICO.,
TREMSTOP ACRYLIC SP RUST RED - 5 GAL
Version 1.4 Print Date 05/02/2008
REVISION DATE: 12/21/2007
SECTION 1 - PRODUCT IDENTIFICATION
Trade name TREMSTOP ACRYLIC SP RUST RED - 5 GAL
Product code 905874805
COMPANY Tremco Incorporated
3735 Green Road
Cleveland, OH 44122
Telephone (216) 292-5000 8:30 - 5:00 EST
Emergency Phone: (216) 765-6727 8:30 - 5:00 EST
After Hours: Chemtrec 1-800-424-9300
Product use Sealant
SECTION 2 - HAZARDS IDENTIFICATION
Emengency Overview
Rust Red. Non -sag gunnable paste. May cause slight Irritation to the respiratory system. Leave area to breathe
fresh air. Avoid further overexposure. If symptoms persist, get medical attention.
Acute Potential Health Effects/ Routes of Entry
Inhalation May cause slight irritation to the respiratory system.
Eyes Slightly irritating.
Ingestion May cause irritation to the mouth, throat and stomach.
Skin Irritant effect may be delayed.
Aggravated Medical Conditions
Pre-existing eye, skin and respiratory disorders may be aggravated by exposure.
Chronic Health Effects
Long term overexposure to propylene glycol caused liver abnormalities, kidney damage in laboratory animals.
Repeated excessive ingestion may cause central nervous system effects. Fillers are encapsulated and not
expected to be released from product under normal conditions of use.
SECTION 3 - PRODUCT COMPOSITION
Chemical Name CAS -No. Weight %
Water 7732-18-5 40.0-70.0
Acrylic polymer NJ TSRN# 51721300-5277P 30.0-60.0
White mineral oil 8042-47-5 5.0-10.0
Amorphous silica 7631-86-9 1.0-5.0
Propylene glycol 57-55-6 1.0-5.0
Ammonium hydroxide 1336-21-6 - <1.0
Zinc oxide 1314-13-2 - <1.0
Chlorothalonil 1897-45-6 - <1.0
Formaldehyde 50-00-0 - <0.1
AnFMc.v" 1/6 905874805
Material Safety Data Sheet A!11111111111111�� ANWAMdbd&,d=WA�
W.
TREMSTOP ACRYLIC SP RUST RED - 5 GAL
Version 1.4 Print Date 05/02/2008
REVISION DATE: 12/21/2007
SECTION 4 - FIRST AID MEASURES
Get immediate medical attention for any significant overexposure.
Inhalation Leave area to breathe fresh air. Avoid further overexposure. If symptoms persist, get
medical attention.
Eye contact Flush with water for 15 minutes. If irritation persists, get medical attention.
Skin contact Wash with water. If irritation, rash or other disorders develop, get medical attention
immediately.
Ingestion Do not induce vomiting unless advised by a physician. Call nearest Poison Control
Center or Physician immediately.
SECTION 5 - FIRE FIGHTING MEASURES
Flash point Not available.
Method Not available.
Burning rate Non-flammable solid
Lower explosion limit Not available.
Upper explosion limit Not available.
Autoignition temperature Not available.
Extinguishing media This product is not expected to bum under normal conditions of use.Use
that which is appropriate to the surroundings.
Hazardous combustion Smoke, fumes.
products
Protective equipment for Not applicable. Product is not expected to bum.
firefighters
Fire and explosion conditions This product not expected to ignite under normal conditions of use.
SECTION 6 - ACCIDENTAL RELEASE MEASURES
Use appropriate protective equipment. Avoid contact with material. Scrape up and transfer to appropriate
container for disposal. Keep out of water courses.
SECTION 7 - HANDLING AND STORAGE
Prevent inhalation of vapor, ingestion, and contact with skin eyes and clothing. Keep container closed when
not in use. Precautions also apply to emptied containers. Do not use in confined or poorly ventilated areas.
Store in sealed containers in a dry, ventilated warehouse location above freezing.
SECTION 8 - EXPOSURE CONTROLS / PERSONAL PROTECTION
Personal protection equipment
jAnFMc.,,mv 216 905874805
Material Safety Data Sheet
TREMSTOP ACRYLIC SP RUST RED - 5 GAL
Version 1.4
REVISION DATE: 12121/2007
Respiratory protection
Hand protection
Eye protection
Protective measures
Engineering measures
Exposure Limits
A01111111111W� ANN�AMdbd&,MMOAgllk
TAKEINUU.
Print Date
Not required under normal conditions of use.
Protect hands with impervious gloves.
Use safety glasses if eye contact is likely.
Use professional judgment in the selection, care, and use.Other equipment
not normally required.
General ventilation is sufficient.Use local exhaust when the general
ventilation is inadequate.
Chemical Name
CAS Number
Regulation
Limit
Form
Amorphous silica
7631-86-9
ACGIH TWA:
3 mg/m3
Respirable particles.
ACGIH TWA:
10 mg/m3
Inhalable particles.
OSHA PEL:
15 mg/m3
Total dust.
OSHA PEL:
5 mg/m3
Respirable fraction.
OSHA TWA:
0.8 mg1m3
Ammonium hydroxide
1336-21-6
ACGIH TWA:
25 ppm
ACGIH STEL:
35 ppm
OSHA PEL:
35 mg1m3
Zinc oxide
1314-13-2
ACGIH TWA:
2 mg/m3
Respirable fraction.
ACGIH STEL:
10 mg1m3
Respirable fraction.
OSHA PEL:
5 mg1m3
Fume.
OSHA PEL:
5 mg/m3
Respirable fraction.
OSHA PEL:
15 mg/m3
Total dust.
OSHA TWA:
15 mg/m3
Total dust.
OSHA TWA:
5 mg/m3
Respirable fraction.
ISECTION 9 - PHYSICAL AND CHEMICAL PROPERTIES I
Form
Color
Odor
pH
Vapour pressure
Vapor density
Melting point/range
Freezing point
Boiling point1range
Water solubility
Specific Gravity
% Volatile Weight
Non -sag gunnable paste
Rust Red
MildAcrylate
Not available.
Not available.
Heavier than air
Not available.
Not available.
Not available.
Miscible
1.1
48%
3/6
905874805
Material Safety Data Sheet A01111111111111(� AWBfMWffiAbjMWjd1111k
TIrEffluu.
TREMSTOP ACRYLIC SP RUST RED - 5 GAL
Version 1.4 Print Date 05/02/2008
REVISION DATE: 12/21/2007
SECTION 10 - REACTIVITY / STABILITY
Substances to avoid : Oxidizing agents.Strong acids.Strong bases.
SECTION 11 -TOXICOLOGICAL INFORMATION
Amorphous silica, CAS -No.: 7631-86-9
Acute oral toxicity (LD-50 oral) 22,500mg/kg (Rat)22,500mg/kg (Rat)15,000mg/kg
Mouse) 15,000 mg/kg (Mouse)
Propylene glycol, CAS -No.: 57-55-6
Acute oral toxicity (LD-50 oral) 30,000mg/kg (Rat)18,000mg/kg (Rabbit) 19,000mg/kg
(Dog )23,900-31,800mglkg (Mouse) 18,400- 196,000
mg/kg (Guinea pig
Ammonium hydroxide, CAS -No.: 1336-21-6
Acute oral toxicity (LD-50 oral) 350 mg/kg ( Rat)
Zinc oxide, CAS -No.. 1314-13-2
Acute oral toxicity (LD-50 oral) 7,950mg/kg (Mouse) 7,950mg/kg (Mouse)
Chlorothalonil, CAS -No.: 1897-45-6
Acute oral toxicity (LD-50 oral) 10,000mg/kg (Rat)
Acute dermal toxicity (LD-50 dermal) 10,000mg/kg (Albinorat)
Formaldehyde, CAS -No.: 50-00-0
Acute oral toxicity (LD-50 oral) 800mg/kg (Rat)260mglkg (Guinea pig) 100mg/kg (Rat
) 42 mg/kg ( Mouse )
Acute inhalation toxicity (1-C-50) 0.82 mg/1 for 30 min ( Rat ) 0.48 mg/I for 4 h ( Rat ) 0.414
mg/l for 4 h ( Mouse ) 0.4 mg/I for 2 h ( Mouse
SECTION 12 - ECOLOGICAL INFORMATION
No Data Available
SECTION 13 - DISPOSAL CONSIDERATIONS
Disposal Method Waste not regulated under RCRA. Incinerate at EPA approved facility or dispose of
waste in compliance with state and local regulations.
SECTION 14 - TRANSPORTATION I SHIPPING DATA
TDG I DOT Shipping Description:
NOT REGULATED
SECTION 15 - REGULATORY INFORMATION
North American Inventories:
AnFMc.wm 4/6 905874805
Material Safety Data Sheet
TREMSTOP ACRYLIC SP RUST RED - 5 GAL
Version 1.4
REVISION DATE: 12/21/2007
1rR&r1ftC0-
Print Date
All components are listed or exempt from the TSCA inventory.
This product or its components are listed on, or exempt from the Canadian Domestic Substances List.
U.S. Federal Regulations:
SARA 313 Components Chlorothalonil 1897-45-6
SARA 311/312 Hazards Acute Health Hazard
OSHA Hazardous Components:
Amorphous silica
7631-86-9
Ammonium hydroxide
1336-21-6
Zinc oxide
1314-13-2
Chlorothalonil
189745-6
Formaldehyde
50-00-0
OSHA Status: Considered
Irritant
hazardous based on the
following criteria:
OSHA Flammability
Not Regulated
Regulatory VOC (less water and
40 g/I
exempt solvent)
VOC Method 310
1 %
U.S. State Regulations:
MASS RTK Components
Amorphous silica
7631-86-9
Formaldehyde
50-00-0
Penn RTK Components
Water
7732-18-5
Acrylic polymer
NJ TSRN# 51721300-5277P
White mineral oil
804247-5
Amorphous silica
7631-86-9
Propylene glycol
57-55-6
NJ RTK Components
Water
7732-18-5
Acrylic polymer
NJ TSRN# 51721300-5277P
White mineral oil
804247-5
Amorphous silica
7631-86-9
Propylene glycol
57-55-6
WARNING! Contains chemicals
known to the State of California
to cause cancer, birth defects and/or other
reproductive harm:
1897-45-6
Chlorothalonil
50-00-0
Formaldehyde
140-88-5
Ethyl Acrylate
1M9P!PC—.
I -
5/6
805
Material Safety Data Sheet
�TREMSTOP ACRYLIC SP RUST RED - 5 GAL
Version 1.4
REVISION DATE: 12/21/2007
ANANOW�
-J IF,
11 F ArNIC0.
Print Date
ISECTION 16 - OTHER INFORMATION I
HMIS Rating:
Health
1
Flammability
0
Reactivity
0
PPE
Further information:
0 = Minimum
1 = Slight
2 = Moderate
3= Serious
4 = Severe
For Industrial Use Only. Keep out of Reach of Children. The hazard information herein is offered solely for the
consideration of the user, subject to their own investigation of compliance with applicable regulations, including
the safe use of the product under every foreseeable condition.
Prepared by: Rich Mikol
Legend
ACGIH - American Conference of Governmental Hygienists
CERCLA - Comprehensive Environmental Response, Compensation, and
Liability Act
DOT - Department of Transportation
DSL - Domestic Substance List
EPA - Environmental Protection Agency
HMIS - Hazardous Materials Information System
IARC - International Agency for Research on Cancer
MSHA - Mine Safety Health Administration
NDSL - Non -Domestic Substance List
NIOSH - National Institute for Occupational Safety and Health
NTP - National Toxicology Program
OSHA - Occupational Safety and Health Administration
m7u-lm
6/6
PEL - Permissible Exposure Limit
RCRA - Resource Conservation and Recovery Act
RTK - Right To Know
SARA - Superfund Amendments and Reauthorization Act
STEL - Short Term Exposure Limit
TLV - Threshold Limit Value
TSCA - Toxic Substances Control Act
TWA - Time Weighted Average
V - Volume
VOC - Volatile Organic Compound
WHIMIS - Workplace Hazardous Materials Information
System
905874805
Tremco Incorporated
3735 Green Road - Beachwood, Ohio 44122 - 216-292-5000
Global Sealants Division
Date: December 2,2007
Subject: TREMstop Acrylic (gg) - LEEDTm Product Information
To: Whom It May Concern
TRrXC0-
CIO U N C�\'
TEED' is a tradernark of the
U.S. Green Building Council
Tremco, as an organization, Is committed to quality, responsive to internal and external customers, our
employees, our community and environment, and we will treat all with respect and good stewardship.
TREMstop Acrylic (gg) Is manufactured in Toronto, Ontario, Canada. If Toronto falls within a 500-mile radius of the
project site, the product is considered to be a locally produced material and can help contribute to earning
Materials & Resources Credit.
No single extracted material is used to produce the majority of this product. Additionally, all raw materials come
from one of several sources which in -turn come from one of several raw material feed stocks. As such, point
source for the raw materials cannot be determined.
The following Information regarding the recycled content of TREMstop Acrylic (gg) Is provided to assist In the LEED
submittal process:
30 x 300 ml ctg, (JL case)
.04% (All Post Consumer)
60 x 300 ml ctg. cases (i pallet)
5-.42% (.04 % Post Consumer, 2.38% Post Industrial)
.20 x 600 ml ssg. (case)
0.04% (All Post Consumer)
66 x 600 ml ssg.cases (i pallet)
2.59% (0.04% Post Consumer, 2.55% Post Industrial)
12 x 850 ml ctg. (i case)
.04% (All Post Consumer)
.48 x 850 mi ctg. cases (I pallet)
3.03% (.04% Post Consumer, 2.99% Post Industrial)
5 gallon pall
0.0%
5 gallon bucket (36/pit)
2.15 % (All Post Industrial)
TREMstop Acrylic (gg) contains 35 g/L volatile organic content (VOC) and therefore satisfies the LEEDTIVI criteria for
Indoor Environmental Quality.
If you have any further questions, please contact Tremco Technical Services.
Sincerely,
�C'
Michael Schmelda
LEED Accredited Professional
I
An rJPM Company
llls�
rRENC08
THENSloo Sivoke & Sound Sealant
A gun grade acrylic latex sealant
Product Description
TREMstop Smoke & Sound Sealant is an acrylic latex sealant
for use in smoke rated partitions or joints and to prevent sound
transmission through unprotected openings.
Basic Uses
TREMstop Smoke & Sound Sealant is for both through
penetrations and joints in smoke or sound rated partitions.
Features and Benefits
TREMstop Smoke & Sound is designed to meet the needs of
both smoke and sound rated partitions with one product. It can
be painted once dry and is easily cleaned up with soapy water.
Packaging
28.7 oz (850 mL) cartridge
Color
White
Availability
TREMstop Smoke & Sound Sealant is readily available from your
local Tremco Distributor or Sales Representative throughout the
United States and Canada.
Coverage Rates
105 linear feet of joint per 28.7 oz (850 ml) cartridge for a 1/4"
x 1/4" joint. For specific coverage rates that include joint size
and usage efficiencies, visit our website usage calculator at
www.tremcosealants.com.
DryTime
At 72*F (22'C), 50% RH, TREMstop Smoke & Sound is tack free
in 15 minutes and dries at a rate of about 1/8' per day but can
he painted after only 30 to 45 minutes with latexes or oil -based
paint. As the temperature decreases, the dry time of TREMstop
Smoke & Sound increases, generally one additional day for
every 1 OT decrease in temperature.
Surface Preparations
For good adhesion, the substrate must be sound, clean and
dry. Any surface damage, dirt dust, loose particles or other
contaminants that may inhibit adhesion must be removed from
the surfaces prior to application of the sealant.
Tremco recommends that surface temperatures be 407 (5*C)
or above at the time the sealant is applied. If sealant must be
applied in temperatures below 407, please refer to the Tremco
Guide for Applying Sealants in Cold Weather that can be found
on our web site at www.tremcosealants.com.
Priming
Priming is not required.
Application/installation
TREMstop Smoke & Sound Sealant is for use in smoke or sound
rated partitions. It is easily applied using conventional caulking
equipment.
Clean Up
Excess sealant and smears can be cleaned up or removed with
soapy water before the sealant skins. Any utensils used for
tooling can also be cleaned with soapy water.
Limitations
9 Not for use in fire -rated assemblies.
Warranty
Tremco warrants its Firestop Materials to be free of defects,
but makes no warranty as to appearance or color. Since
methods of application and on -site conditions are beyond
our control and can affect performance, Tremco makes no
other warranty; expressed or implied, including warranties of
MERCHANTABILITY and FITNESS FOR A PARTICULAR PURPOSE
with respect to Firestop Materials. Tremco's sole obligation shall
be, at its option, to replace or to refund the purchase price of
the quantity of the Firestop Materials proved to be defective
and Tremco shall not be liable for any loss or damage.
TYPICAL PHYSICAL PROPERTIES
Property
Test Method
Results
Movement Capability
ASTIVI C920
+1-12.5%
VOC Content
EPA Method 310
20 g/L
Shelf Life
Min. I year when stored at 40-1107 (5-43*Q
STC
ASTM E-90
Restored to 59 in a U411 wall
pH
7-9
Antifungal
Contains antifungal additive
Peel Strength, pli
ASTM C794
8-14 (substrate dependent)
Flame Spread
ASTM E-84
0
Smoke Development
ASTM E-84
0
An rf.M Company
Tremco Commercial Sealants &Waterproofing
3735 Green Road, Beachwood, OH 44122 1/ Phone: 216.292.5000 800.321.7906
220 Wicksteed Avenue, Toronto, ON M4H I G7 /I Phone: 416.421.3300 800.363.3213
14SI Jacobson Avenue, Ashland OH 44805 /1 Phone: 419.289.2050 800.321.6357
www.tremcosealants.com
0109/TSSS Page 1 of 1
AMEWANds6da 'AM00100
Material Safety Data Sheet TRE/ftco-
TREMSTOP SMOKE&SOUND WHITE-12 QT CTG
Version 1.2 Print Date 09/06/2068
REVISION DATE: 07124/2007
SECTION 1 - PRODUCT IDENTIFICATION
Trade name TREMSTOP SMOKE&SOLIND WHITE-12 QT CTG
Product code 907806333
COMPANY Tremco Incorporated
3735 Green Road
Cleveland, OH 44122
Telephone (216) 292-5000 8:30 - 5:00 EST
Emergency Phone: (216) 765-6727 8:30 - 5:00 EST
After Hours: Cherntrec 1-800-424-9300
Product use Sealant
SECTION 2 - HAZARDS IDENTIFICATION
Emergency Overview
White. Paste. May cause slight irritation to the respiratory system. Leave area to breathe fresh air. Avoid further
overexposure. If symptoms persist, get medical attention.
Acute Potential Health Effects/ Routes of Entry
Inhalation May cause slight irritation to the respiratory system.
Eyes Slightly irritating.
Ingestion May cause irritation to the mouth, throat and stomach.
Skin Irritant effect may be delayed.
An-gravated Medical Conditions
Pre-existing eye, skin and respiratory disorders may be aggravated by exposure.
Chronic Health Effects
Inhalation of crystalline silica (quartz) can cause cancer based on animal data, and IARC concludes sufficient
evidence in humans (Group 1). Prolonged and repeated overexposure to free crystalline silica dust above the
TLV level may cause scarring of the lungs with cough and shortness of breath. A delayed lung injury, silicosis
may result from breathing free silica. Fillers are encapsulated and not expected to be released from product
under normal conditions of use.
SECTION 3 - PRODUCT COMPOSITION
Chemical Name CAS -No. Weight %
Calcium Carbonate (Limestone) 1317-65-3 40.0-70.0
Acrylic Polymer NJ TSRN# 51721300-5816P 15.0-40.0
Water 7732-18-5 15.0-40.0
Dipropylene glycol dibenzoate 27138-31-4 5.0-10.0
White mineral oil 8042-47-5 3.0-7.0
Crystalline Silica (Quartz)/ Silica Sand 14808-60-7 - <1.0
Chlorothalonil 1897-45-6 - <1.0
Formaldehyde 50-00-0 - <0.1
,mFMca,,wv 1/6 907806333
Material Safety Data Sheet IrReffico.
TREMSTOP SMOKE&SOUND WHITE-12 QT CTG
Version 1.2 Print Date 09/06/2008
REVISION DATE: 07/24/2007
SECTION 4 - FIRST AID MEASURES
Get immediate medical attention for any significant overexposure.
Inhalation Leave area to breathe fresh air. Avoid further overexposure. If symptoms persist, get
medical attention.
Eye contact Flush with water for 15 minutes. If irritation persists, get medical attention.
Skin contact Wash with water. If irritation, rash or other disorders develop, get medical attention
immediately.
Ingestion Do not induce vomiting unless advised by a physician. Call nearest Poison Control
Center or Physician immediately.
SECTION 5 - FIRE FIGHTING MEASURES
Flash point Not available.
Method Not available.
Burning rate Non-flammable solid
Lower explosion limit Not available.
Upper explosion limit Not available.
Autoignition temperature Not available.
Extinguishing media This product is not expected to bum under normal conditions of use.Use
that which is appropriate to the surroundings.
Hazardous combustion Smoke, fumes.
products
Protective equipment for Not applicable. Product is not expected to bum.
firefighters
Fire and explosion conditions This product not expected to ignite under normal conditions of use.
SECTION 6 - ACCIDENTAL RELEASE MEASURES
Use appropriate protective equipment. Avoid contact with material. Scrape up and transfer to appropriate
container for disposal. Keep out of water courses.
SECTION 7 - HANDLING AND STORAGE
Prevent inhalation of vapor, ingestion, and contact with skin eyes and clothing. Keep container closed when
not in use. Precautions also apply to emptied containers. Do not use in confined or poorly ventilated areas.
Store in seated containers in a dry, ventilated warehouse location above freezing.
SECTION 8 - EXPOSURE CONTROLS / PERSONAL PROTECTION
Personal protection equipment
ImFMcwwy 2/6 907806333
Material Safety Data Sheet
TREMSTOP SMOKEMOUND WHITE-12 QT CTG
Version 1.2
REVISION DATE: 07/24/2007
Respiratory protection
Hand protection
Eye protection
Protective measures
Engineering measures
Exposure Limits
ANO(Aldhift AWANk
TKEffluu.
Print Date
Not required under normal conditions of use.
Protect hands with impervious gloves.
Use safety glasses if eye contact is likely.
Use professional judgment in the selection, care, and use.Other equipment
not normally required.
General ventilation is sufficient.Use local exhaust when the general
ventilation is inadequate.
Chemical Name
CAS Number
Regulation Limit Form
Calcium Carbonate
1317-65-3
OSHA PEL: 5 mg/m3 Respirable fraction.
(Limestone)
OSHA PEL: 15 mg/m3 Total dust.
ACGIH TWA: 3 mg/m3 Respirable particles.
ACGIH TWA: 10 mg/m3 Inhalable particles.
OSHA TWA: 15 mg1m3 Total dust.
OSHA TWA: 5 mg/m3 Respirable fraction.
Crystalline Silica
14808-60-7
OSHA TWA: 0.1 mg1m3 Respirable.
(Quartz)/ Silica Sand
OSHA TWA: 0.3 mg/m3 Total dust.
OSHA PEL: 15 mg1m3 Total dust.
OSHA PEL: 5 mg/m3 Respirable fraction.
ACGIH TWA: 0.025 mg1m3 Respirable fraction.
ISECTION 9 - PHYSICAL AND CHEMICAL PROPERTIES I
Form
Paste
Color
White
Odor
Acrylate
pH
Not available.
Vapour pressure
Not available.
Vapor density
Heavier than air
Melting point/range
Not available.
Freezing point
Not available.
Boiling point/range
Not available.
Water solubility
Miscible
Specific Gravity
1.35
% Volatile Weight
16%
ISECTION 10 - REACTIVITY / STABILITY I
Substances to avoid
Oxidizing agents.Strong acids.Strong bases.
3/6
907806333
Material Safety Data Sheet Mdlllld� AMWMWSMMdMlg�AMik
TNEffAluu.
TREMSTOP SMOKE&SOUND WHITE-12 QT CTG
Version 1.2 Print Date 09/06/2008
REVISION DATE: 07/24/2007
SECTION 11 -TOXICOLOGICAL INFORMATION
Chlorothalonil, CAS -No.: 1897-45-6
Acute oral toxicity (LD-50 oral) 10,000 mg/kg ( Rat)
Acute dermal toxicity (LD-50 dermal) 10,000mg/kg (Albinorat)
Formaldehyde, CAS -No.: 50-00-0
Acute oral toxicity (LD-50 oral) 800 mg/kg ( Rat ) 260 mglkg Guinea pig ) 100 mglkg ( Rat
) 42 mg/kg ( Mouse )
Acute inhalation toxicity (I-C-50) 0.82mg/Ifor3Omin (Rat)0.48mg/ifor4h (Rat)0.414
mgAfor4h (Mouse )0.4 mg/lfor2h (Mouse)
SECTION 12 - ECOLOGICAL INFORMATION
No Data Available
SECTION 13 - DISPOSAL CONSIDERATIONS
Disposal Method Waste not regulated under RCRA. Incinerate at EPA approved facility or dispose of
waste in compliance with state and local regulations.
SECTION 14 - TRANSPORTATION / SHIPPING DATA
TDG I DOT Shipping Description:
NOT REGULATED
SECTION 15 - REGULATORY INFORMATION
North American Inventories:
All components are listed or exempt from the TSCA inventory.
One or more components are listed on the NDSL.
U.S. Federal Regulations:
SARA 313 Components Chlorothalonil 1897-45-6
SARA 311/312 Hazards Acute Health Hazard
Chronic Health Hazard
OSHA Hazardous Components:
Calcium Carbonate (Limestone) 1317-65-3
Crystalline Silica (Quartzy Silica Sand 14808-60-7
Chlorothalonil 1897-45-6
Formaldehyde 50-00-0
OSHA Status: Considered Irritant
hazardous based on the Carcinogen
following criteria:
mFMc.,my 4/6 907806333
Matedal Safety Data Sheet
TREMSTOP SMOKE&SOUND WHITE-12 QT CTG
Version 1.2
REVISION DATE: 07/24/2007
OSHA Flammability Not Regulated
Regulatory VOC (less water and 22 g/I
exempt solvent)
VOC Method 310 1%
Chemical is listed as an IARC, NTP, OSHA, or ACGIH Carcinogen:
Crystalline Silica (Quartz)/ Silica Sand 14808-60-7
U.S. State Regulations:
MASS RTK Components : Calcium Carbonate (Limestone)
Crystalline Silica (Quartz)/ Silica Sand
Formaldehyde
Penn RTK Components Calcium Carbonate (Limestone)
Acrylic Polymer
Water
Dipropylene glycol dibenzoate
White mineral oil
Formaldehyde
NJ RTK Components Calcium Carbonate (Limestone)
Acrylic Polymer
Water
Dipropylene glycol dibenzoate
White mineral oil
Crystalline Silica (Quartz)/ Silica Sand
TAMMEW� ANNI(MEAL9ft MEW
RENCO.
Print Date
1317-65-3
14808-60-7
50-00-0
1317-65-3
NJ TSRN# 51721300-5816P
7732-18-5
27138-31-4
8042-47-5
50-00-0
1317-65-3
NJ TSRN# 51721300-5816P
7732-18-5
27138-31-4
8042-47-5
14808-60-7
WARNING! Contains chemicals known to the State of California to cause cancer, birth defects and/or other
reproductive harm:
14808-60-7 Crystalline Silica (Quartz)/ Silica Sand
1897-45-6 Chlorothalonll
50-00-0 Formaldehyde
64-17-5 Ethyl alcohol
ISECTION 16 - OTHER INFORMATION
HMIS Rating:
Health
2
Flammability
1
Reactivity
0
PPE
Further Information:
0 = Minimum
1 = Slight
2 = Moderate
3 = Serious
4 = Severe
For Industrial Use Only. Keep out of Reach of Children. The hazard information herein is offered solely for the
consideration of the user, subject to their own investigation of compliance with applicable regulations, including
the safe use of the product under every foreseeable condition.
Prepared by: Rich Mikol
I'Anw..
5/6
907806333
G
Material Safety Data Sheet
TREMSTOP SMOKE&SOUND WHITE-12 QT CTG
Version 1.2 Print Date 09/06/2008
REVISION DATE: 07/24/2007 1
Legend
ACGIH - American Conference of Governmental Hygienists
PEL - Permissible Exposure Limit
CERCLA - Comprehensive Environmental Response, Compensation, and
Liability Act
RCRA - Resource Conservation and Recovery Act
DOT - Department of Transportation
RTK - Right To Know
DSL - Domestic Substance List
SARA - Superfund Amendments and Reauthorization Act
EPA - Environmental Protection Agency
STEL - Short Term Exposure Limit
HMIS - Hazardous Materials Information System
TLV - Threshold Limit Value
JARC - International Agency for Research on Cancer
TSCA - Toxic Substances Control Act
MSHA - Mine Safety Health Administration
TWA - Time Weighted Average
NDSL - Non -Domestic Substance List
V - volume
NIOSH - National institute for Occupational Safety and Health
VOC - Volatile Organic Compound
NTP - National Toxicology Program
WHMIS - Workplace Hazardous Materials Information
System
OSHA - Occupational Safety and Health Administration
6/6 907806333
Tremco Incorporated
3735 Green Road - Beachwood, Ohio 44122 - 216-292-5000
Global Sealants Division
Date: December 2, 2007
Subject: TREMstop Smoke & Sound - LEEDTM Product Information
To: Whom It May Concern
TRrXC0-
N 8
Z
0
C,
'LEED" is a trademark of the
U.S. Green Building Council
Tremco, as an organization, is committed to quality, responsive to Internal and external customers, our
employees, our community and environment, and we will treat all with respect and good stewardship.
TREMstop Smoke & Sound Is manufactured in Toronto, Onatrio, Canada. If Toronto falls within a 500-mile radius
of the project site, the product Is considered to be a locally produced material and can help contribute to earning
Materials & Resources Credit.
No single extracted material is used to produce the majority of this product. Additionally, all raw materials come
from one of several sources which In -turn come from one of several raw material feed stocks. As such, point
source for the raw materials cannot be determined.
The following Information regarding the recycled content of TREMstop Smoke & Sound is provided to assist In the
LEED submittal process:
850 mi ctg. (JL case)
.03% (All Post Consumer)
66 cases (:L Pallet)
2.1.4% (.03% Post Consumer, 2.11% Post Industrial)
5 gallon pall
0%
36 x 5 gallon pall (i Pallet)
2.15% (All Post Industrial)
TREMstop Smoke & Sound contains less than 20 g,/L volatile organic content (VOC) and therefore satisfies the
LEEDTM criteria for Indoor Environmental Quality.
If you have any further questions, please contact Tremco Technical Services.
Sincerely,
Michael Schmelda
LEED Accredited Professional
An rJPM Company
AMEWA� A"Ad�
EASHCU
THENS10o Smoke & Sound Spray
A sprayable acrylic latex sealant
Product Description
TREMstop Smoke & Sound Spray is an acrylic latex sealant for
use in smoke rated partitions or joints and to prevent sound
transmission through unprotected openings.
Basic Uses
TREMstop Smoke & Sound Spray is for both through
penetrations and joints in smoke or sound rated partitions.
Features and Benefits
TREMstop Smoke & Sound Spray is designed to meet the needs
of both smoke and sound rated partitions with one product. it
can be painted once dry and is easily cleaned up with soapy
water. The spray application affords labor savings, especially on
long joint runs.
Packaging
5 gal. (19 L) pails
Color
White
Availability
TREMstop Smoke & Sound Spray is readily available from your
local Tremco Distributor or Sales Representative throughout the
United States and Canada.
Coverage Rates
12.83 sq/ft per gallon
DryTime
At 77*F (25*C), 50% RH, TREMstop Smoke & Sound Spray
is tack -free In 30-60 minutes and dries at a date of about
1/8' per day. As the temperature decreases, the dry time of
TREMstop Smoke & Sound Spray will increase, generally one
additional day for every I OT decrease in temperature.
Surface Preparations
For good adhesion, the substrate must be sound, clean and
dry. Any surface damage, dirt, dust, loose particles or other
contaminants that may inhibit adhesion must be removed from
the surfaces prior to application of the sealant.
Tremcc, recommends that surface temperatures be OF (5*C)
or above at the time the sealant is applied. If sealant must be
applied in temperatures below 407, please refer to the Tremco
Guide for Applying Sealants in Cold Weather that can be found
on our web site at www.tremcosealants.com.
Priming
Priming is not required.
Application/installation
TREMstop Smoke & Sound Spray is for use in smoke or sound
rated partitions. It is easily applied using a brush, trowel or
airless paint sprayer. Tremco recommends the Graco@ Ultra
Max 11 Premium Hi -Boy airless paint sprayer with the following
specifications:
Motor: 2 hp/1 5Amp
Pressure: 3,300 psi
Flow Rate:.95 GPM
Lines: 1/4 in. (I.D.) x 50 ft Blue Max
1/4 in. (I.D.) x 6 ft Whip Hose
Spray Tip: .019 - .023 for 4 in. fan width
.021 - .025 for 6 in. fan
Clean Up
Excess sealant can be cleaned up or removed with soapy
water before sealant skins. Clean sprayer in accordance with
manufacturer's recommended cleaning instructions.
Limitations
* Not for use in fire -rated assemblies.
TYPICAL PHYSICAL PROPERTIES
Property
Test Method
Results
Movement Capability
ASTM E1399
+/-25%
VOC Content
EPA Method 310
65 g/L
Shelf Life
Min. 1 year when stored at 40-11 O*F (5-43*C)
Antifungal
Contains antifungal additive
pH
7-9
STC
ASTM E-90
Restored to 59 in a U411 wall
Peel Strength, pli
ASTM C794
8-14 (substrate dependent)
www.tremcosealaift.com Page I of 2
TRENCOO
Warranty
Tremco warrants its Firestop Materials to be free of defects,
but makes no warranty as to appearance or color. Since
methods of application and on -site conditions are beyond
our control and can affect performance, Tremco makes no
other warranty, expressed or implied, including warranties of
MERCHANTABILITY and FITNESS FOR A PARTICULAR PURPOSE
with respect to Firestop Materials. Tremco's sole obligation
shall be, at its option, to replace or to refund the purchase price
of the quantity of the Firestop Materials proved to be defective
and Tremco shall not be liable for any loss or damage.
Tremco Commercial Sealants &Waterproofing
3735 Green Road, Beachwood, OH 44122 # Phone: 216.292.5000 11800.321.7906
220Wicksteed Avenut Toronto, ON M4H IG7 //Phone: 416.421330011800.363.3213
AnFFMCompany 1451 Jacobson Avenue, Ashland OH 44805 11 Phone: 419.289.2050 118M.321.6357
www.tromcosealants.com 0809/TSSSSP Page 1 of 2
Material Safety Data Sheet IrReNco.
TREMSTOP SMOKE&SOUND SPRAY WHITE-5 GAL
Version 1.2 Print Date 12/05/2007
REVISION DATE: 02/20/2007
SECTION 1 - PRODUCT IDENTIFICATION
Trade name TREMSTOP SMOKE&SOUND SPRAY WHITE-5 GAL
Product code 909806805
COMPANY Tremco Incorporated
3735 Green Road
Cleveland, OH 44122
Telephone (216) 292-5000 8:30 - 5:00 EST
Emergency Phone: (216) 765-6727 8:30 - 5:00 EST
After Hours: Cherntrec 1-800-424-9300
Product use Sealant
SECTION 2 - HAZARDS IDENTIFICATION
Emeraency Overview
White. Non -sag gunnable paste. May cause slight irritation to the respiratory system. Leave area to breathe
fresh air. Avoid further overexposure. If symptoms persist, get medical allenflon.
Acute Potential Health Effects/ Routes of Entry
Inhalation May cause slight irritation to the respiratory system.
Eyes Slightly irritaUng.
Ingestion May cause irdtaUon to the mouth, throat and stomach.
Skin Irritant effect may be delayed.
Aagravated Medical Condition—
Pre-exisUng eye, skin and respiratory disorders may be aggravated by exposure.
Chronic Health Effects
Long term overexposure to propylene glycol caused liver abnormalities, kidney damage in laboratory animals.
Repeated excessive Ingestion may cause central nervous system effects. Fillers are encapsulated and not
expected to be released from product under normal conditions of use.
SECTION 3 - PRODUCT COMPOSITION
Chemical Name CAS -No. Weight %
Water 7732-18-5 40.0-70.0
Acrylic polymer NJ TSRN# 51721300-5277P 30.0-60.0
White mineral oil 8042-47-5 5.0-10.0
Amorphous silica 7631-86-9 1.0-5.0
Propylene glycol 57-55-6 1.0-5.0
Chlorothalonil 1897-45-6 <11.0
Formaldehyde 50-00-0 <0.1
SECTION 4 - FIRST AID MEASURES
Get immediate medical attention for any significant overexposure.
mFMc.m.w 1/5
Material Safety Data Sheet ANWAM&db AMMOdiMk
TAN IIF &NUCU.
TREMSTOP SMOKE&SOUND SPRAY WHITE-5 GAL
Version 1.2 Print Date 12/05/2007
REVISION DATE: 02/20/2007
Inhalation Leave area to breathe fresh air. Avoid further overexposure. If symptoms persist, get
medical attention.
Eye contact Flush with water for 15 minutes. If irritation persists, get medical attention.
Skin contact Wash with water. If irritation, rash or other disorders develop, get medical attention
immediately.
Ingestion Do not induce vomiting unless advised by a physician. Call nearest Poison Control
Center or Physician immediately.
SECTION 5 - FIRE FIGHTING MEASURES
Flash point Not available.
Method Not available.
Burning rate Non-flammable solid
Lower explosion limit Not available.
Upper explosion limit Not available.
Autoignition temperature Not available.
Extinguishing media This product is not expected to bum under normal conditions of use.Use
that which is appropriate to the surroundings.
Hazardous combustion Smoke, fumes.
products
Protective equipment for Not applicable. Product is not expected to bum.
firefighters
Fire and explosion conditions This product not expected to ignite under normal conditions of use.
SECTION 6 - ACCIDENTAL RELEASE MEASURES
Use appropriate protective equipment. Avoid contact with material. Scrape up and transfer to appropriate
container for disposal. Keep out of water courses.
SECTION 7 - HANDLING AND STORAGE
Prevent inhalation of vapor, ingestion, and contact with skin eyes and clothing. Keep container closed when
not in use. Precautions also apply to emptied containers. Do not use in confined or poorly ventilated areas.
Store in sealed containers in a dry, ventilated warehouse location above freezing.
SECTION 8 - EXPOSURE CONTROLS / PERSONAL PROTECTION
Personal protection equipment
Respiratory protection Not required under normal conditions of use.
Hand protection Protect hands with impervious gloves.
Eye protection Use safety glasses if eye contact is likely.
Protective measures Use professional judgment in the selection, care, and use.Other equipment
not normally required.
2/5
Material Safety Data Sheet .rR&r1P7C0.
TREMSTOP SMOKE&SOUND SPRAY WHITE-5 GAL
Version 1.2 Print Date 12/05/2007
REVISION DATE: 02/20/2007
Engineering measures General ventilation Is sufficient. Use local exhaust when the general
ventilation is inadequate.
Exposure Limits
Chemical Name
CAS Number
RMMIatlon Limit Form
Amorphous silica
7631-86-9
ACGIH TWA: Tmg/m3 Respirable particles.
ACGIH TWA: 10 mg/m3 Inhalable particles.
OSHA PEL: 15 mg/m3 Total dust.
OSHA PEL: 5 mg/m3 Respirable fraction.
OSHA TWA: 0.8 mg/m3
ISECTION 9 - PHYSICAL AND CHEMICAL PROPERTIES I
Form
Non -sag gunnable paste
Color
White
Odor
Acrylate
pH
Not available.
Vapour pressure
Not available.
Vapor density
Heavier than air
Melting pointirange
Not available.
Freezing point
Not available.
Boiling point/range
Not available.
Water solubility
Miscible
Specific Gravity
1.06
% Volatile Weight
48%
ISECTION 10 - REACTIVITY / STABILITY I
Substances to avoid : Oxidizing agents.Strong acids.Strong bases.
I SECTION 11 - TOXICOLOGICAL INFORMATION I
Amorphous silica, CAS -No.: 7631-86-9
Acute oral toxicity (LD-50 oral) 22,500mg/kg (Rat)22,500mg/kg (Rat)15,000mg/kg
Mouse
Propylene glycol, CAS -No.: 57-55-6
Acute oral toxicity (LD-50 oral) 30,000 mg/kg (Rat)
Chlorothalonil, CAS -No.: 1897-45-6
Acute oral toxicity (LD-50 oral) 10,000mg/kg (Rat)
Acute dermal toxicity (LD-50 dermal) 10,000 mg/kg ( Albino rat
Formaldehyde, CAS -No.: 50-00-0
Acute oral toxicity (LD-50 oral) 100 mg/kg ( Rat)
IMPMC.".V 3/5
Material Safety Data Sheet IrREINCO.
TREMSTOP SMOKE&SOUND SPRAY WHITE-5 GAL
Version 1. 2 Print Date 12105/2607
REVISION DATE: 02/20/2007
Acute inhalation toxicity (I-C-50) 0.48 mg/I ( Rat
SECTION 12 - ECOLOGICAL INFORMATION
No Data Available
SECTION 13 - DISPOSAL CONSIDERATIONS
Disposal Method Waste not regulated under RCRA. Incinerate at EPA approved facility or dispose of
waste in compliance with state and local regulations.
SECTION 14 - TRANSPORTATION I SHIPPING DATA
TDG / DOT Shipping Description:
NOT REGULATED
SECTION 15 - REGULATORY INFORMATION
North American Inventories:
All components are listed or exempt from the TSCA inventory.
This product or its components are listed on, or exempt from the Canadian Domestic Substances List.
U.S. Federal Regulations:
SARA 313 Components Chlorothalonil 1897-45-6
SARA 311/312 Hazards Acute Health Hazard
OSHA Hazardous Components:
Amorphous silica 7631-86-9
Chlorothalonil 1897-45-6
Formaldehyde 50-00-0
OSHA Status: Considered Irritant
hazardous based on the
following criteria:
OSHA Flammability Not Regulated
Regulatory VOC (less water and 35 g/I
exempt solvent)
VOC Method 310 1%
U.S. State Regulations:
MASS RTK Components Amorphous silica 7631-86-9
Formaldehyde 50-00-0
Penn RTK Components Water 7732-18-5
Acrylic polymer NJ TSRN# 51721300-5277P
mrfmca,., 4/5
Material Safety Data Sheet 'rRfAWCO.
TREMSTOP SMOKE&SOUND SPRAY WHITE-5 GAL
Version 1.2 Print Date 12/05/2007
REVISION DATE: 02/20/2007 1
White mineral oil
Amorphous silica
Propylene glycol
NJ RTK Components Water
Acrylic polymer
White mineral oil
Amorphous silica
Propylene glycol
8042-47-5
7631-86-9
57-55-6
7732-18-5
NJ TSRN# 51721300-5277P
8042-47-5
7631-86-9
57-55-6
WARNING! Contains chemicals known to the State of California to cause cancer, birth defects and/or other
reproductive harm:
1897-45-6 Chlorothalonil
140-88-5 Ethyl Acrylate
50-00-0 Formaldehyde
ISECTION 16 - OTHER INFORMATION I
Further Information:
For Industrial Use Only. Keep out of Reach of Children. The hazard information herein is offered solely for the
consideration of the user, subject to their own investigation of compliance with applicable regulations, including
the safe use of the product under every foreseeable condition.
Prepared by: Rich Mikol
Legend
ACGIH - American Conference of Governmental Hygienists
CERCLA - Comprehensive Environmental Response, Compensation, and
Liability Act
DOT - Department of Transportation
DSL - Domestic Substance List
EPA - Environmental Protection Agency
HMIS - Hazardous Materials Information System
IARC - International Agency for Research on Cancer
MSHA - Mine Safety Health Administration
NOSL - Non -Domestic Substance List
NIOSH - National Institute for Occupational Safety and Health
NTP - National Toxicology Program
OSHA - Occupational Safety and Health Administration
� AnFMc.,.,
5/5
PEL - Permissible Exposure Limit
RCRA - Resource Conservation and Recovery Act
RTK - Right To Know
SARA - Superfund Amendments and Reauthorization Act
STEL - Short Term Exposure Limit
TLV - Threshold Limit Value
TSCA - Toxic Substances Control Act
TWA - Time Weighted Average
V - Volume
VOC - Volatile Organic Compound
WHMIS - Workplace Hazardous Materials Information
System
Tremco Incorporated
3735 Green Road - Beachwood, Ohio 44122 - 216-292-5000 TRE/p7co.
Global Sealants Division
Date: December 2, 2007
M 8
Subject: TREMstop Smoke & Sound Spray - LEEDTM Product Information
'LEED* is a trademark of the
To: Whom It May Concern U.S. Green Building Council
Tremco, as an organization, is committed to quality, responsive to internal and external customers, our
employees, our community and environment, and we will treat all with respect and good stewardship.
TREMstop Smoke & Sound Spray Is manufactured In Toronto, Onatrio, Canada. If Toronto falls within a 500-mile
radius of the project site, the product is considered to be a locally produced material and can help contribute to
earning Materials & Resources Credit.
No single extracted material Is used to produce the majority of this product. Additionally, all raw materials come
from one of several sources which In -turn come from one of several raw material feed stocks. As such, point
source for the raw materials cannot be determined.
The following information regarding the recycled content of TREMstop Smoke & Sound Spray is provided to assist
in the LEED submittal process:
J. 5 gallon 0%
36- 5 gal. palls (pallet) 2.15% (all Post Industrial)
TREMstop Smoke & Sound Spray contains 65 g/L volatile organic content (VOC) and therefore satisfies the
ILEEDTM criteria for Indoor Environmental Quality.
If you have any further questions, please contact Tremco, Technical Services.
Sincerely,
Ar—� -P-!*^
Michael Schmelda
LEED Accredited Professional
An RPM Company
111111�
I-E
SNOHOMISH
HEALTH DISTRICT
WWW.SNOHD.ORG
.. I 'January 24,2013
Judy Wood
Practice Manager
Premier Orthopedic Group
21401 72 Id Ave West
Edmonds, WA 98026
Environmental Health Division
Subject: Proposed Premier Orthopedic Group, 21401 72nd Ave West, Edmonds
Dear Ms. Wood:
RECEIVED
JAN 2 8 2013
DEVELOPMENT SERVICES
COUNTER
Your plans have been reviewed with the Rules and Regulations of the State Board of Health, and with
the policies of the Snohomish Health District. With the addition of the following conditions, the plans
are approved.
1. The conditional approval of the plans for Premier Orthopedic Group was based upon the
floor plans submitted January 16, 2013, the cart plans submifted October 31, 2012 and the
menu and HACCP submitted October 31, 2012. Any changes to the floor plans submitted
January 16, 2013, the cart plans submitted October 31, 2012 and the menu and HACCP
submitted October 31, 2012 without preapproval from the Health District will void this
approval.
2. The Health District operating permit application process must be completed prior to opening for
business. This facility will be classified as a low risk food establishment with 0-12 seats.
3. The three -compartment sinks must have integral drainboards at both ends.
4. An indirect waste drain (an air gap) is required for the three -compartment sink, espresso machine,
and any equipment in which food or food coritact equipment is placed.
5. The sink and espresso machine on the cart must both be connected to a plumbed waterline and be
provided with drains to the sewer system. Use of fresh and wastewater tanks on the cart will not be
allowed for this establishment.
6. A horizontal separation of at least 16 inches or a vertical partition 16 inches in height is required
between the handwash sink and the three -compartment sink.
7. A horizontal separatio n of at least 16 inches or a vertical partition 16 inches in height is required
between the three -compartment sink and food preparation. areas..
8. When splashguards (equipment, partitions and/or walls) are provided on both sides of a handwash
sink the distance between the splashguards must be at least 18 inches apart (shoulder width) to
allow proper access to the handwash sink.
9. It cannot be determined from the floor plan or information submitted whether or not a chemical
.dispensing system will be installed at the mop sink. Please note that the use of screw -on type 'wye'
adaptors at the mop sink faucet for use with chemical dispensing systems is prohibited. Additionally
chemical dispensers cannot be connected to the mop sink faucet. The chemical dispenser must
have a separate water connection.
10. Water heaters must be of sufficient size to provide hot water to dishwasher and/or scullery sinks
and at the same time provide hot water to all handwash sinks.
3020 Rucker Avenue, Suite 104 0 Everett, WA 98201-3900 N tel: 425.339.5250 0 fax:. 425.339.5254
Subject: Proposed Premier Orthopedic Group, 21401 7�nd Ave West, Edmonds
January 24, 2013
Page 2
11. Hot water must be available to all handwash sink9within 15 seconds. The hot water for the facility
must not be used, at any plumbing fixture, for a minimum of 6 hours prior to the preoperational
inspection. This is required so that proper testing of the 15-second time requirement for hot water
availability can be completed.
12. All food service equipment, both new and used, must be listed by the National Sanitation
Foundation .(NSF) or equivalent for its intended use. Used and new refrigeration must be capable of
holding. food -at temperature of.41 OF or below.
13. Used equipment is subject to onsite inspection to determine acceptability for use in the proposed
food service establishment. Used equipment must be clean, in proper operating condition, and in
good repair. Used refrigeration must be capable of holding at a temperature of 41 OF or below.
14. All food service equipment must be listed by the National Sanitation Foundation (NSF) or
equivalent for its intended use. The Summit refrigerator, Model #131605, was not found in the current
NSF or equivalent listings. This equipment must be replaced with NSF or equivalent listed
equipment or documentation must be submitted which demonstrates NSF equivalency.
Manufacturer names and model numbers for replacement equipment or equipment documentation
must be submitted priorto the request for a preoperational inspection. Originally submitted
manufacturer names and model numbers should be rechecked to assure theinformation submitted
is accurate. Based upon the information found on the company website, the Summit refrigerator,
Model #131605, is a domestic (home -style) refrigerator. Domestic refrigeration is not allowed in a
food establishment.
15. Extra wall protection is required on walls behind all sinks, including restroom handwash sinks, and
food preparation counters and tables. A 16-inch high backsplash of plastic laminate, fiberglass -
reinforced plastic or equal is acceptable. A backsplash higher than 16 inches is required'on the wall
behind counter top equipment taller than 16 inches. Wall protection behind mop sinks must cover
the entire splash zone. Plastic coated hardboard is not acceptable.
16. Based upon the information submitted, carpet is proposed as the flooring surface: Installation of
carpet in food preparation, dishwashing, storage, and mop sink areas is not allowed. All floors in the
kitchen, food preparation, food service, food storage, and dishwashing areas must be surfaced with
a durable, nonabsorbent, easily cleanable material. Expansion joints, seams, saw cuts and the like
in concrete floors in all areas, including customer seating areas, must be filled and sealed so as to
provide a smooth and cleanable surface.
17. The ceiling above the food preparation areas must be non -perforated, nonabsorbent, smooth and
easily cleanable.
18. Cabinet shelving must be nonabsorbent, smooth and easily cleanable. (Self stick vinyl or other type
surfaces are not acceptable)
19. All light fixtures in food preparation and storage areas must be provided with covers and
shatterproof bulbs.
20. Plumbing must meet state and local codes.
21. The ventilation system shall be installed and operated to meet applicable building, mechanical, and
fire codes.
22. Due to the refrigeration limitation of this facility, no increase in menu items will be allowed without
the installation of additional refrigeration and preapproval from the Health District. The amount of
and location of the additional refrigeration must be approved prior to installation.
23. If during routine inspections it is found that the current amount of refrigeration is inadequate for the
refrigerated storage needs of the facility, then the number of menu items must be reduced to a level
Subject: Proposed Premier Orthopedic Group, 21401 72 nd Ave West, Edmonds
January 24, 2013
Page 3
--acceptable,for�the facility�s amount of refrigeration. The menu item reduction will remain in effect
until such time as additional refrigeration is installed and approved by the Health District.
24. The conditional plan approval for less than the minimum required 144 cubic feet of refrigeration is
based upon the information submitted during the plan review process and is for the current facility
owner only and is not transferable with ownership changes.
A preoperational inspection isrequired prior to operating permit issuance and approval to open
"for bLj6iness. At tbd time of inspection the construction of the food service establishment must be
complete and all equipment must be in place and in proper operating condition. Incomplete construction
or equipment operation will result in a $168.00 re -inspection fee. Contact the Food Program office a
minimum of one week in advance of the desired inspection date to schedule an appointment for
the preoperational inspection. The preoperational inspection will ensure compliance with the Rules
and Regulations of the State Board of Health for Food Service Sanitation.
Changes or additions to the approved plans or equipment require pre -approval from the Snohomish
Health District prior to implementation of the changes.
�Iease contact me if you have any questions. My office number is 425.339.5250 and my email address
is rho ppa (a)-shohd. ong.
Sincer
/Robert A. Hoppa,
Environmental H alth Specialist
Food Establishment Plan Review
�RAH/mem
Enclosure: Food Establishment Operating Permit Application and Fee Schedule
cc: City of Edmonds Building Department
Brent French, RS, Environmental Health Specialist
FINAL
ENGINEERING REPORT
(Drainage' Calculations)
AP
wb,
RM BCD NEE
FOR
ate.
Premier Orthopedic up
2140.1 - '72 n' Avenue W
Edmonds, Washington 1w IM"06U
nber 2011 -I'll FUUIS
Septei -
Revision #I - November, 2011
Prepared by: Jerry, OConnell
LM �110 B M
..Lovell-Saverldnd & Associates,
192.17 36'. h, Av'enue-.W. Suite-106
Lyn nwood Washin
gton 98036
LSA No. 5311
AROV 2,1 20A
NOV 21 �Ui�',
NUUM DEPARTMEN's
OffY OF EMAMDS
6 STRE
' ET FILF
FINAL
ENGINEERING REPORT
(Drainage Calculations)
FOR
Premier Orthopedic Group
21401 -72 nd Avenue W.
Edmonds, Washington
September 2011
Revision #I - November, 2011
Prepared by: Jerry OConnell
giiiiiiiiiiiiiip
Lovell-Sauerland & Associates
1921736 1h Avenue W. Suite 106
Lynnwood, Washington 98036
LSA No. 5311
Premier Orthopedic Group
21401 72nd Avenue W.
Edmonds, Washington
Introduction
This summary report provides site design information for a proposed three story medical office
building for Premier Orthopedic Group, 21401 72 nd Ave W. It includes storm drainage analysis
to support permit review and approval. The property is located at on the east side of 72 nd Ave W
just west of Highway 99 in the northwest 1/4 of Section 29, T 27 N, R 4 E, W.M.
Site Address: Tax Parcel Number: 005807-000-022-08
21401 72 nd Avenue W
Edmonds, WA
TABLE OF CONTENTS
SECTION
A. Project Summary ...............................................................................................................................
B. Parcel (Vicinity) Map ........................................................................................................................
C. Site Development Plans ......................................................................................................................
D. Aerial Photo .......................................................................................................................................
E. Stormwater Control System Summary and Calculations ..................................................................
F. Drainage Basin Description and Map ................................................................................................
G. Grading and Erosion Control Summary and Soils Map .................................................................... .
H. Geotechnical Engineering Report ...................................................................................................
1. Operation and Maintenance Guidelines ..............................................................................................
Lovell-Sauerland and Associates Premier Orthopedic Group
Final Engineering and Drainage Report 21401 72nd Ave W
LSA No. 5311 November 2011
PROJECT SUMMARY:
This report provides engineering information for the proposed construction of a three story medical office
building for Premier Orthopedic Group. The project is located on the east side of 72 "d Ave W and north
of 214 Ih St SW in the City of Edmonds. The applicant proposes to construct a +/-26,000sf medical office
building on the 0.78 acre site. The new medical office building consists of a three story medical office
building with parking on the ground level and second floor, and medical office and treatment center on the
3'd floor. The footprint of the building will cover about 80% of the site. Access to the at -grade parking and
second floor parking will be from 72 d Ave W along the site's westerly boundary.
Existing Conditions: The total site consists of about 34,043sf (0.7815 acres), and is currently vacant and
covered by a deteriorated paved/gravel surface. The site is bordered by industrial businesses to the north
and south, a fueling station and McDonald's restaurant to the east, and 72 "d Ave W to the west. Full
frontage improvement including concrete curb, gutter and sidewalk exists along the site's frontage along
72 nd Ave W. One existing driveway cut off of 72 nd Ave W is located along the midpoint of the west
boundary of the site.
The site is relatively flat and slightly slopes from the east to west. A shallow drainage ditch flows east to
west along the north portion of the site that collects site runoff and conveys it the storm drainage system
within 72 "d Ave W. Just north of the site along the adjacent property is another vegetated ditch that conveys
storm runoff from the neighboring north property east to the storm pipe system within 72 "d Ave W. No
stream or wetlands were discovered on or immediately adjacent to the site. Additional discussion of the
local drainage basin and downstream path is discussed in section F of this report.
Developed Conditions: The proposed project includes the construction of a three story building with +/-
26,000sf medical office and two floors of parking. The exiting frontage improvements along 72 nd Ave are
proposed to be replaced with the proposed development. The access to/from 72 "d Ave W is proposed to be
reconstructed and shifted about 55 feet north of the current access point. An additional low -volume service
access will be constructed just north of the main access to the building. All existing vegetation and
impervious surfaces will be removed with the development of the site; landscaping and grass lawn around
the new building will stabilize the site upon building construction. New infrastructure improvements
include a stormwater conveyance, and detention system; water; sewer; power; and communications. Due to
the existing till soils of the site no infiltration or low impact development technique are proposed. To
control the stormwater runoff a detention vault will be installed under the building (under the first floor
parking area) in the south portion of the building. All roof drains shall be routed to the proposed detention
tank. Due to the fact a majority of the impervious surface is the roof top area with limited pollution
generating driveway area (less than 2,000sf) no water quality treatment system will be provided. A sump
within the detention vault and the control tee of the retention system will provide some water quality of the
collected runoff. A full overview of the proposed storin drainage control facilities, offs ite/downstrearn
analysis and grading and erosion control measures are discussed in the following sections of this report.
Lovell-Sauerland and Associates Premier Orthopedic Group
Final Engineering and Drainage Report 21401 — 72nd Ave W
LSA No. 5311 November2011
A -I
Summary of Minimum Requirementsfor Small Site Projects:
5.1 Small Site Minimum Requirement #1 — Preparation of Stormwater Site Plan
The proposed site development consists of disturbing about 0.7815 acres of land and creating about
29,100sf of impervious surface. Thus, the project is classified as a Category 2 Small Site Project per the
City's classification system. The civil site development plans have been prepared and reduced copies of the
plans are included in section C of this report.
5.2 Small Site Minimum Requirement #2 — Construction Stormwater Pollution Prevention
A summary of the site's grading and erosion control are included in section G. The grading quantities are
estimated to be 2,300 CY of cut and 700 CY of fill. The total site disturbance area of the project is less than
one acre, thus a forinal Notice of Intent application for NPDES coverage will not be made to the
Department of Ecology. Included in the civil site development plans is a grading plan with erosion control
BMPs and notes.
5.3 Small Site Minimum Requirement #3 — Source Control of Pollution
No extraordinary measures are required for the proposed development (medical office building) of the site.
A majority (80%) of the site's coverage will be by the building itself. Interior parking collection drains of
the covered parking areas will include oil/water separators and will discharge to the sanitary sewer system.
5.4 Small Site Minimum Requirement #4 — Preservation ofNatural Drainage Systems and Ouffialls
A majority of the runoff leaves the site as sheet flow or collected in an onsite drainage ditch along the north
portion of the site; existing site runoff flows westerly to storm pipe system within 72 "d Ave W. The
proposed detention system will discharge flows to the storm pipe system in 72 nd Ave W, thus maintaining
the existing drainage flow path. The site is located in the Halls Creek watershed basin per the City of
Edmonds maps. The proposed development will maintain the stormwater flow discharges to the Halls
Creek watershed basin.
5.5 Small Site Minimum Requirement #5 — Onsite Stormwater Management.
The developed site conditions include impervious surface roof top (80%), driveway and walkway areas for
the proposed medical office building. All rooftop and exterior area collection drains shall convey
stormwater run-off to the on -site detention vault. Due to the underlying dense till soils and shallow ground
water (see attached geotechnical report) found onsite, no LID or infiltration type stormwater management
systems will be used onsite. An underground detention vault per the City's drainage manual will be
provided to control stormwater quantity control. See civil site development plans for construction details.
Lovell-Sauerland and Associates Premier Orthopedic Group
Final Engineering and. Drainage Report 21401 — 72nd Ave W
LSA No. 5311 November2011
5.6 Small Site Minimum Requirement #6 — Runoff Treatment. The project does not propose to
create/replace more than 5,000 sf of pollution -generation impervious surface onsite. A majority of the site's
impervious surface (27,200sf of the 29,120sf) is rooftop area. The proposed new exterior driveway is less
than 800sf and about 1,120sf of walkway areas is proposed. Thus, no basic or enhanced water quality
treatment will be provided. The site's stormwater control system will include a sump dead -water volume
within the detention vault and a control tee that will provide some water quality of the collected runoff.
5.7 Small Site Minimum Requirement #7 — Flow Control. An onsite storm detention vault will provide
flow control of the site's stormwater runoff. The detention vault has been design to meet the flow control
standards of a Category 2- Small Site project in a creek or lake basin (less than an acre of disturbance with
more than 5,000sf of impervious surface). Sizing calculations are provided in section E of this report.
5.8 Small Site Minimum Requirement #8 — Welland Protection. No wetlands are known to exist on or
adjacent to the site.
5.9 Small Site Minimum Requirement #9 — Operation and Maintenance. An operation and maintenance
summary is provided in section 1.
5.10 Small Site Minimum Requirement #10 — Offsite Analysis and Mitigation. See section F. Drainage
Basin Descriplion and Maps for a qualitative analysis.
5.11 Small Site Minimum Requirement #11 — Financial Liability. Cost estimates and bonds will be
provided by the applicant during final construction permit approval.
Lovell-Saueriand and Associates Premier Orthopedic Group
Final Engineering and Drainage Report 21401 — 72nd Ave W
LSA No. 5311 November 2011
City of Edmonds Of
Site Classification Worksheet
Page 1 of 2
The project's Site Classification will dictate the specific stormwater management
requirements applicable to your site. Completing this worksheet will help determine the amount of
regulated impervious surface and whether your project falls into the classification of a Small Site
(Category I or Category 2), or a Minor Site. Please reference the Glossary (Pp. 10- 11), Figures Q and
E, (pp. 8-9), and Examples (pp. 12-13), to assist with completion of this worksheet.
1) Is Permeable Pavement' Proposed For Use on this Site? Yes No
Refer to Stonnivater Supplement Chapter 5.1
If YES, the subject area is to be considered impervious for initial site classification purposes. Include total
permeable pavement area in the calculation of Non -Regulated, Revlaced and/or New impervious surface
areas in the table below.
2) Determine the Amount and Type of Existing & Proposed Impervious Surface for the Site
Refer to Stormwater Supplement Chapter 2 and Fig. C
Line 1: Identify the Non -Regulated Impervious Surface Area.
Line 2: Identify the Replaced Impervious Surface Area, dividing the total between Exempt and Regulated; either or both
may be zero. Note: For project classification purposes, Replaced Impervious may only be considered exempt
under certain conditions. Refer to the Glossary and Figure D.
lAq� 3: Identify the New Impervious Surface Area for your project. All impervious areas created post -July 7, 1977 or
after the date of annexation into the City are regulated & should be included in this total unless they can be
categorized separately as a Replaced -Regulated area.
Line 4: Enter the sum of the total Replaced -Regulated plus the total New impervious areas.
LjRE.5: Identify the total area currently mitigated by an existing city -approved stormwater management system.
Line 6: Enter the sum of the value in Line 4 less the value in Line 5 to identify the total Regulated area in which
stormwater controls have not yet been applied.
Line 7: Identify the total area proposed to be mitigated through the use of Low Impact Development Techniques.
Line 8: Identify the total area proposed to be mitigated through conventional Stormwater Management Techniques.
** Provide a copy of the following table on the drainage plan sheet for the proposed project
Line
Type
Area (square feet)
1.
Non -Regulated
0
. ... ..
Exempt
Regulated
2.
Replaced
New (Post 1977) +
Total Regulated Impervious Area
1 -
Mitigation required if in excess of 2000sf
0
IZO
2- 11 1
3.
4.
5.
6.
Total Area Mitigated by Existing Stormwater Management System(s)
Regulated Area Not Yet Mitigated
7.
Area Proposed to be Mitigated by Low Impact Development Techniques
0
8.
1 1
Area Proposed to be Mitigated through Conventional SWM Techniques
2.11
I (e.g. porous asphalt, porous concrete, paver blocks. concrete open celled paving Vids, or plastic lattices filled with turf or stone)
Revised on 4121111 E72-SWM—Erosioti—Control-Draff-04.21. 11-FINAL
Page 5 of 13
A_q
OV EQAf
City of Edmonds
tp
Site Classification Worksheet M,
Page 2 of 2
3) Determine the Total Area of Land Disturbing Activity 31, sf
Refer to Stormwater Supplement Chapter 8 1
1 14) Determine the Quantity of Grading, Fill and/or Excavation C.Vr: 2,;oo C1,,4c 7PO—cyl
5) Will the project convert 3/4 Acre or More of Native Vegetation to Lawn or El Yes X No
Landscaped Area?
6) Identify the Watershed the Existing Site Runoff Discharges to
Refer to Stormwater Supplement Chapter 2.3
Based on Site Location and Watershed Map — Figure-C. Check all that appl_y.
A. [:] Direct Discharge B. XCreek or Lake Basin
o Edmonds Way Basin
o Puget Sound Basin
o Puget Sound Piped Basin
DETERMINE PROJECT CLASSIFICATION USING THE INFORMATION ABOVE
AND THE PROJECT CLASSIFICATION CHART (Figure B, pg 4)
0 Small Site - Category 1 XSmall Site - Category 2 E; Minor Site
Stormwater Supplement Stormwater Supplement Stormwater Supplement
Chapter 5 Chapter 5 Chapter 6
Revised on 4121111 E72-SWM—Erosion—Control-Draft-04.21. H-FINAL
Page 6 of 13
A-5
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Final Engineering and Drainage Report
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Lovell-Sauerland and Associates
Final Engineering and Drainage Report
Storm Drainage Calculations (WWHM3)
Lovell-Sauerland and Associates Premier Orthopedic Group
Final Engineering and Drainage Report 21401 — 72nd Ave W 45-1
LSA No. 5311 November 2011
STORMWA TER CONTROL SYSTEM SUMMARYAND CALCULATIONS:
The project proposes to create, replace and/or retain 29,120sf of impervious surface on -site. To mitigate tile
development of the site, a detention vault system will be installed to control the storm drainage runoff (flow
control). The on -site impervious surfaces shall be collected and routed to the onsite detention vault located
in the first level parking area under the building in the southerly portion of the building. The 52 ft. x 16 ft x
4.5 ft deep vault will mitigate the allowable release rates for the 2-year, 10-year and I 00-year design criteria
for a Category 2 Small Site project in a creek or lake basin.
WWHM3 continuous runoff modeling software by Washington State Department of Ecology was used to
model the detention vault system. Flow control sizing was conducted using the "Puget East 36"
precipitation time series values in accordance with the Edmonds Municipal Code. The attached
input/output data and statistical analysis demonstrates that the designed facility complies with the
Requirements.
Category 2 — small site requirements - Compliance Table:
Site Area Summary:
Total Site Area = 34,043 sf (0.7815 ac)
Proposed Impervious = 29,120 sf (0.6685 ac)
Building = 27,200 sf
Driveway / Walkways = 1,920 sf
Proposed Pervious (Lawn and landscape) = 4,923 sf (0. 1130 ac)
Detention Tank Design (52 ft. x 16 ft x 4.5 ft deep)
Outlet Invert Elevation = 350.00 (0.75 ft dead storage)
Orifice I I" At 3 50.00
Overflow 353.25
Peak Stage above 8" Riser to pass I 00-Yr flow rate of 0.3929 is 353.33
Runoff Release
2-yr Allowable = 0.0468 cfs (0.07 cfs per acre of impervious)
2-yr Design = 0.0434 efs
10-yr Allowable= 0.0936 cfs (0.14 cfs per acre of impervious)
10-yr Design = 0.0935 cfs
100-yr Allowable = 0.2206 cfs (0.33 cfs per acre of impervious)
100-yr Design = 0.2206 cfs
Lovell-Sauerland and Associates Premier Orthopedic Group
Final Engineering and Drainage Report 21401— 72nd Ave W
LSA No. 5311 L.MR November 2011
Detention Sizing
Wwhm3 detention vault data
-1
t-acuity Name [Vaut I I
Outlet I Outlet 2 Outlet 3
jMr %&.kped
Downstream Connection
Facility Type va,,,
I PlecipieUMAppletitol'a0fty
RmScenariD
'A� F FbtedWdthForAutoVauft
Facility Bottom Elevation (ft) 1350
AT
F L acility Dimensions
Outlet Structure
L &nV*h B-2
: Ri— Height (ft) r3 —25
[EEffective Depth 116 1 %&Di&�dedinl r8---A
Reer Type fT�j—
Ndch Type
Infiltration Orifice Diameterl-leight QM&x
W
Number (in) (Ft) (cfs)
F --I OF 0
2 f6-- -A ro---J 0
3 f6 .1 f6 0
Pond Vokme at Raer Head (am-M M4
Ma�e E
PoM Inctemertl F010 H
Shaw Pond Table Fopw TaW
1�7
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L-7
Lovell-Sauerland & Associates Premier Orthopedic Group
Final Drainage Report 21401 — 72nd Ave. W.
LSA Job #5311 November, 2011
Detained developed outflow from the detention vault
IM UU] t-Up I mitigatea now Flow Frequene
IDE 1, Flow(CFS) 0801
2 Year = 0.0434
5 Year — 0.0695
10 Year = 0.0935
25 Year - 0.1338
0 IOE 0
50 Year — 0.1727
100 Year = 0.2206
CPO Yearly Peaks
0 OdID 1940 0.0423
J IOE-1 1941 0.0363
IL
1942 0.0414
1943 0.0392
1944 0.0322
IOE-21 1 945 0. 0 938
1 10 20 30 40 so 60 70 80 90 99 1946 0.0382
1947 0.03:9
Cumulatiye Probability 1948 0 . 04 2
Duratiom Flow Requency Water Quality .�yL.Z2!t e� uation j 1949 0.0357
1950 0.0673
1951 0.0388
Analyze datasets 1:52 0.00413
I'Puget - Ea - st - 36 - Eyap 1 53 0 . 397
2 P_uget East 36 Precip 1954 0.03*93
JAARRINGTON PRECIPITATION'O.,-I - 1955 0.0307
1j*,tE9RE,fT-H0URLy'�
SM'POC 1 PyedeyelopLd flow 1956 0.0409
1957 0.0336
!M&tflow to POC 1 Miti(lated 1:5: U* 0375
SM.'.COPY Mitigated 1 5 0.0362
1960 0.0428
1961 0.0414
AD Datasets
1962 0.0342
1963 0.0328
1964 0.037,5
1965 0.0367
-1044 n niwj
Lovell-Sauerland & Associates Premier Orthopedic Group
Final Drainage Report 21401-72 nd Ave. W.
LSA Job #5311 November, 2011
Existing Conditions Peaks
gal 10E
10E
0
J 10E
L
10E
Dwations -Flow Ftecju2n Water Quality Hy&ogaO Wett" nuctuation
Analyze dalasets
'701 Inflow to POC 1 Mitigated
,8011POC 1 Moed flow
10GOVauk*l ALLOUTLETS Mitigat�d
AN Datasets Flow stage edp p 2�LCJ
low Frequency
low(CFS)
0501
Year =
0.0140
Year —
0.0209
0 Year =
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5 Year
0.0026:
0 Year
0 . 26
00 Year
0.0276
early Peaks
1940
0.01:1
1 9 4 1
0 0 a 0
1942
0 0134
1943
0.0071
1944
0.0027
1945
0.0204
1946
0.0130
1947
0.0139
1946
0.0227
1949
0.0116
1950
0.0466
1951
010 194
1952
0.0045
1953
0.0064
1954
0.0107
1955
0.0050
1956
0.0125
1957
0.0091
1958
0.0120
1959
0.0122
1960
0.0138
1961
0.0112
1962
0.0062
1963
0.0059
1964
0.0107
1965
0.0142
Lovell-Sauerland & Associates Premier Orthopedic Group
Final Drainage Report 21401 — 72' Ave. W.
LSA Job #5311 November, 2011
Western Washington Hydrology Model
PROJECT REPORT
Project Name: 5311 Pre Storm
Site Address: 214xx 72nd Ave W
City Edmonds WA
Report Date 11/21/2011
MGS Regoin Puget East
Data Start 1939/10/1
Data End 2097/08/31
DOT Data Number: 03
WWHM3 Version:
PREDEVELOPED LAND USE
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use
C, Forest, Flat
Impervious Land Use
Element Flows To:
Surface
Acres
.7815
Acres
Interflow
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use
Acres
A B, Lawn, Flat
.113
Impervious Land Use
Acres
ROADS FLAT
0.0441
ROOF TOPS FLAT
0.6244
Element Flows To:
Surface
Vault 1, Vault 1,
Interflow
Name Vault 1
Width 16 ft.
Length 52 ft.
Depth: 3.75ft.
Discharge Structure
Riser Height: 3.25 ft.
Riser Diameter: 8 in.
Orifice 1 Diameter: 1 in. Elevation: 0 ft.
Element Flows To:
Outlet 1 Outlet 2
Groundwater
Groundwater
in
Vault Hydraulic Table
stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) infilt(cfs)
350.0
0.019
0.000
0.000
0.000
350.0
0.019
0.001
0.005
0.000
350.1
0.019
0.002
0.008
0.000
350.1
0.019
0.002
0.009
0.000
350.2
0.019
0.003
0.011
0.000
350.2
0.019
0.004
0.012
0.000
350.3
0.019
0.005
0.013
0.000
350*3
0*019
0,006
0,011
0,000
350.3
0.019
0.006
0.015
0.000
350.4
0.019
0.007
0.016
0.000
350.4
0.019
0.008
0.017
0.000
350,5
0,019
0*009
0,011
0,000
350.5
0.019
0.010
0.019
0.000
350.5
0.019
0.010
0.019
0.000
350.6
0.019
0.011
0.020
0.000
350.6
0.019
0.012
0.021
0.000
350.7
0.019
0.013
0.021
0.000
350.7
0.019
0.014
0.022
0.000
350.8
0.019
0.014
0.023
0.000
350.8
0.019
0.015
0.023
0.000
350.8
0.019
0.016
0.024
0.000
350.9
0.019
0.017
0.025
0.000
350.9
0.019
0.018
0.025
0.000
351.0
0.019
0.018
0.026
0.000
351.0
0.019
0.019
0.026
0.000
351.0
0.019
0.020
0.027
0.000
351.1
0.019
0.021
0.027
0.000
351.1
0.019
0.021
0.028
0.000
351.2
0.019
0.022
0.028
0.000
351.2
0.019
0.023
0.029
0.000
351.3
0.019
0.024
0.029
0.000
351.3
0.019
0.025
0.030
0.000
351.3
0.019
0.025
0.030
0.000
351.4
0.019
0.026
0.031
0.000
351.4
0.019
0.027
0.031
0.000
351.5
0.019
0.028
0.032
0.000
351.5
0.019
0.029
0.032
0.000
351.5
0.019
0.029
0.033
0.000
351.6
0.019
0.030
0.033
0.000
351.6
0.019
0.031
0.033
0.000
351.7
0.019
0.032
0.034
0.000
351.7
0.019
0.033
0.034
0.000
351.8
0.019
0.033
0.035
0.000
351.8
0.019
0.034
0.035
0.000
351.8
0.019
0.035
0.036
0.000
351.9
0.019
0.036
0.036
0.000
351.9
0.019
0.037
0.036
0.000
352.0
0.019
0.037
0.037
0.000
352.0
0.019
0.038
0.037
0.000
352.0
0.019
0.039
0.038
0.000
352.1
0.019
0.040
0.038
0.000
352.1
0.019
0.041
0.038
0.000
352.2
0.019
0.041
0.039
0.000
352*2
0,019
0,042
0,039
0*000
352.3
0.019
0.043
0.039
0.000
352.3
0.019
0.044
0.040
0.000
352.3
0.019
0.045
0.040
0.000
352*4
0,019
0*045
0*040
0*000
352.4
0.019
0.046
0.041
0.000
352.5
0.019
0.047
0.041
0.000
352.5
0.019
0.048
0.042
0.000
352.5
0.019
0.049
0.042
0.000
352.6
0.019
0.049
0.042
0.000
352.6
0.019
0.050
0.043
0.000
352.7
0.019
0.051
0.043
0.000
352.7
0.019
0.052
0.043
0.000
352.8
0.019
0.053
0.044
0.000
352.8
0.019
0.053
0.044
0.000
352.8
0.019
0.054
0.044
0.000
352.9
0.019
0.055
0.045
0.000
352.9
0.019
0.056
0.045
0.000
353.0
0.019
0.057
0.045
0.000
353.0
0.019
0.057
0.045
0.000
353.0
0.019
0.058
0.046
0.000
353.1
0.019
0.059
0.046
0.000
353.1
0.019
0.060
0.046
0.000
353.2
0.019
0.060
0.047
0.000
353.2
0.019
0.061
0.047
0.000
353.3
0.019
0.062
0.047
0.000
353.3
0.019
0.063
0.103
0.000
353.3
0.019
0.064
0.204,,
___2 _-O_Ola�-
353.4
0.019
0.064
0.335-
6-.-000
353*4
0*019
0*065
0"490
0*000
353.5
0.019
0.066
0.666
0.000
353.5
0.019
0.067
0.861
0.000
353.5
0.019
0.068
1.072
0.000
353*6
0*019
0*068
1,299
0*000
353.6
0.019
0.069
1.541
0.000
353.7
0.019
0.070
1.797
0.000
353.7
0.019
0.071
2.065
0.000
353.8
0.019
0.072
2.346
0.000
353.8
0.019
0.072
2.639
0.000
353.8
0.000
0.000
2.944
0.000
IMITIGATED LAND USE
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period
Flow(cfs)
2 year
0.01395
5 year
0.020948
10 year
0.023804
25 year
0.025987
50 year
0.026946
100 year
0.027555
Flow Frequency Return Periods for Mitigated.
Return Period
Flow(cfs)
2 year
0.008442
5 year
0.019183
10 year
0.032538
25 year
0.061897
50 year
0.098102
100 year
0.153119
Yearly Peaks for Predeveloped and Mitigated
Year
Predeveloped
Mitigated
1941
0.018
0.007
1942
0.006
0.005
1943
0.013
0.006
1"944
0.007
0.009
1945
0.003
0.005
1946
0.020
0.007
1947
0.013
0.006
1948
0.014
0.007
1949
0.023
0.007
1950
0.012
0.006
1951
0.047
0.007
1952
0.019
0.013
1953
0.005
0.006
1954
0.006
0.009
1955
0.011
0.006
1956
0.005
0.006
POC # 1
POC # 1
1957
0.012
0.018
1958
0.009
0.006
1959
0.012
0.006
1960
0.012
0.007
1961
0.014
0.007
1962
0.011
0.010
1963
0.006
0.006
1964
0.006
0.006
1965
0.011
0.006
1966
0.014
0.006
1967
0.010
0.007
1968
0.022
0.008
1969
0.012
0.006
1970
0.012
0.007
1971
0.009
0.007
1972
0.010
0.007
1973
0.030
0.113
1974
0.010
0.015
1975
0.017
0.007
1976
0.014
0.006
1977
0.014
0.007
1978
0.001
0.006
1979
0.011
0.007
1980
0.011
0.006
1981
0.017
0.066
1982
0.005
0.006
1983
0.016
0.059
1984
0.012
0.007
1985
0.011
0.006
1986
0.008
0.006
1987
0.027
0.007
1988
0.022
0.036
1989
0.012
0.007
1990
0.014
0.007
1991
0.043
0.043
1992
0.034
0.110
1993
0.010
0.007
1994
0.009
0.006
1995
0.006
0.006
1996
0.015
0.009
1997
0.037
0.123
1998
0.022
0.101
1999
0.007
0.006
2000
0.022
0.097
2001
0.011
0.007
2002
0.005
0.006
2003
0.008
0.005
2004
0.027
0.097
2005
0.005
0.006
2006
0.010
0.006
2007
0.014
0.008
2008
0.009
0.007
2009
0.015
0.007
2010
0.028
0.039
2011
0.018
0.007
2012
0.021
0.018
2013
0.013
0.007
2014
0.030
0.199
2015
0.013
0.007
2016
0.008
0.006
2017
0.025
0.048
2018
0.007
0.006
2019
0.013
0.006
2020
0.013
0.007
2021
0.009
0.006
2022
0.021
0.015
2023
0.005
0.006
2024
0.012
0.006
2025
0.010
0.007
2026
0.021
0.025
2027
0.015
0.013
2028
0.012
0.006
2029
0.016
0.006
2030
0.012
0.007
2031
0.018
0.019
2032
0.015
0.007
2033
0.026
0.007
2034
0.006
0.006
2035
0.030
0.077
2036
0.014
0.007
2037
0.013
0.007
2038
0.000
0.004
2039
0.009
0.008
2040
0.007
0.005
2041
0.021
0.007
2042
0.014
0.007
2043
0.015
0.007
2044
0.020
0.007
2045
0.009
0.006
2046
0.010
0.006
2047
0.013
0.006
2048
0.008
0.006
2049
0.006
0.015
2050
0.008
0.006
2051
0.011
0.006
2052
0.010
0.006
2053
0.006
0.005
2054
0.024
0.006
2055
0.004
0.006
2056
0.022
0.052
2057
0.040
0.184
2058
0.042
0.075
2059
0.013
0.006
2060
0.017
0.017
2061
0.006
.0.006
2062
0.014
0.007
2063
0.052
0.006
2064
0.011
0.007
2065
0.020
0.015
2066
0.009
0.006
2067
0.004
0.005
2068
0.014
0.014
2069
0.029
0.013
2070
0.008
0.006
2071
0.006
0.005
2072
0.007
0.005
2073
0.008
0.006
2074
0.032
0.174
2075
0.016
0.008
2076
0.003
0.006
2077
0.018
0.016
2078
0.001
0.005
2079
0.006
0.006
2080
0.009
0.005
2081
0.033
0.115
2082
0.014
0.021
2083
0.020
0.014
2084
0.012
0.010
2085
0.015
0.033
2086
0.009
0.007
2087
0.013
0.007
2088
0.012
0.007
2089
0.008
0.006
2090
0.013
0.007
2091
0.008
0.007
2092
0.013
0.029
2093
0.020
0.017
2094
0.005
0.005
2095
0.005
0.006
2096
0.008
0.007
2097
0.010
0.009
2098
0.024
0.013
Ranked
Rank
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
Yearly Peaks for
Predeveloped
0.0515
0.0466
0.0432
0.0416
0.0403
0.0367
0.0341
0.0335
0.0320
0.0305
0.0301
0.0296
0.0291
0.0281
0.0269
0.0266
0.0264
0.0253
0.0236
0.0236
0.0227
0.0221
0.0221
0.0220
0.0220
0.0216
0.0215
0.0212
0.0211
0.0206
0.0204
0.0201
0.0201
0.0200
0.0196
0.0194
0.0183
0.0181
0.0179
0.0178
0.0174
0.0171
0.0170
0.0164
0.0157
0.0156
0.0155
0.0152
0.0150
0.0150
0.0149
0.0146
0.0144
0.0142
0.0142
0.0142
0.0141
0.0140
0.0139
0.0139
0.0139
0.0138
0.0136
0.0135
0.0134
0.0133
0.0132
Predeveloped and
Mitigated
0.1990
0.1839
0.1737
0.1229
0.1153
0.1133
0.1100
0.1013
0.0971
0.0969
0.0770
0.0751
0.0657
0.0589
0.0524
0.0482
0.0434
0.0394
0.0362
0.0332
0.0292
0.0247
0.0212
0.0192
0.0183
0.0182
0.0166
0.0165
0.0165
0.0152
0.0149
0.0148
0.0146
0.0140
0.0138
0.0135
0.0133
0.0133
0.0132
0.0098
0.0097
0.0091
0.0088
0.0086
0.0086
0.0083
0.0082
0.0078
0.0077
0.0073
0.0072
0.0072
0.0071
0.0071
0.0071
0.0071
0.0071
0.0071
0.0071
0.0071
0.0071
0.0071
0.0070
0.0070
0.0070
0.0070
0.0070
Mitigated. POC #1
9900,0
0900*0
9900*0
Z900,0
9900,0
C900*0
LSOO'O
V900,0
LSOO*O
�900*0
8900*0
S900*0
8900*0
9900,0
8S00*0
L900'0
8SOO'O
L900'0
8900*0
TLOO'O
6SOO*O
�LOO*O
6SOO*O
SLOO*O
6SOO*O
9LOO'O
6900*0
LLOO*O
6SOO'O
8LOO*O
6SOO*O
8LOO*O
0900*0
0800*0
T900'0
T800'0
T900*0
T800*0
T900,0
Z800,0
T900*0
C800*0
T900,0
9800,0
Z900*0
9800*0
�900*0
9800*0
Z900*0
9800,0
Z900*0
8800,0
E900*0
8800*0
C900,0
1600*0
C900,0
E600*0
C900*0
�600*0
E900*0
9600'0
C900,0
9600'0
C900,0
6600*0
C900,0
6600*0
�900*0
OOTO*O
�900'0
OOTO'O
�900*0
0010*0
�900*0
TOTO'o
P900,0
TOTO'O
P900*0
E010*0
�900'0
LOTO*O
S900*0
LOTO'O
S900*0
80TO*O
S900,0
OTTO'O
S900*0
TTTO*O
S900,0
ZTTO*O
9900*0
ZTTO*O
9900,0
ETTO*O
9900,0
ETTO'O
9900*0
9TTO*O
9900*0
9TTO'O
9900*0
6TTO*O
9900*0
OZTO*O
9900*0
OZTO*O
L900'0
I�TO'O
L900*0
T�TO*O
8900,0
TZTO*O
8900*0
ZZTO'O
8900*0
EZTO'O
8900*0
czlo*o
8900*0
PZTO*O
8900,0
SZTO*O
6900'0
9ZTO'O
6900'0
9ZTO'O
6900*0
LZTO*O
6900*0
LZTO'O
6900'0
8ZTO*o
OLOO*O
6eTO'O
OLOO*O
6ZIO*O
OLOO*O
OCT0*0
OLOO*O
OCT0*0
139
0.0059
0.0056
140
0.0059
0.0056
141
0.0058
0.0056
142
0.0058
0.0056
143
0.0056
0.0056
144
0.0054
0.0056
145
0.0054
0.0055
146
0.0051
0.0055
147
0.0050
0.0055
148
0.0050
0.0054
149
0.0050
0.0054
150
0.0047
0.0054
151
0.0045
0.0053
152
0.0042
0.0052
153
0.0036
0.0052
154
0.0027
0.0051
155
0.0027
0.0051
156
0.0011
0.0050
157
0.0007
0.0047
158
0.0002
0.0044
RISER OVERFLOWHEAD REQUIREMENT.
To determine that there is sufficient head in the vault above the riser to pass the 100-year
UNDETAINEDflow in the event that the riser orifices plug.
See DOE 2005figure 3.24 on the next page in this report
Required head= 0.15'
Available head=0.50'<ok>'
Lovell-Sauerfand and Associates Premier Orthopedic Group
Final Engineering and Drainage Report 21401 — 72n' Ave W
LSA No. 5311 L.MR. November 2011
�-:I
I , N
Riser Overflow. The nomograph in Figure 3.24 can be used to deterniine
the head (in feet) above a riser of given diameter and for a given now
(usually the I 00-year peak flow for developed conditions).
DOWNSTREAM PIPE SYSTEMS:
I 00-YR undetained flow rate = 0.3929 cfs
(see wwhm3 printout for I 00-year 701 inflow to POC# I Mitigated on the next page in this report)
Downstream Pipe Capacities Calculations:
Equation: Q = A * 1.486/n * R "' * S '/'
-Mann ings Equation, with a Mann ings "n" of 0.0 12.
110 ft of 8" PVC at 3.18% — capacity = 2.52 cfs > 0.3929cfs ok
Thus, the downstream system has adequate capacity to convey the underained 100-yr storm event.
Lovell-Saueriand and Associates Premier Orthopedic Group
Final Engineering and Drainage Report 21401— 72nd Ave W
LSA No. 5311 November 2011
100-Year Undetained Developed Flow
100-year = 0.3929cfs
h r �n
X
z
AA 101ow to MU 1, M0191
Flow Frequency
JOE I
c
Flow(CPS)
0701
2 Year
0.1670
5 Year
0.2199
10 Year
0 .2579
JOE 0
25 Ye:r
0.3092
50 Ye r
0.3499
100 Year
0.3929
0
Yearly Peaks
J IOE-I
1 940
0112-114:
0- .1
1942
0.2339
1943
0. 1091
1944
0.1229
IOEJ
1945
0.1667
1 10 20 30 40 50 60 70 80 90
99
1946
0.1477
Cumulative Probability
1947
1948
0'1902
.1703
......
Dl� Flow Req�� Wal
-S�Q��y '�ydNp�t!
Wedar.d Fbdualson
1949
1950
0.1608
0.3050
pleNta"<WSP
1951
0.1086
Analyze datatets
1952
0.4243
I 1PoC1:RedeveIc,*dfbW:
1953
O.1UJI
1954
0 .1 " 44
801 POC 1 MaigaW fkr;m,,
1955
0.1117
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1956
0.1651
1957
0.0974
1950
0.1438
1959
0.1060
1960
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1961
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1962
0.1987
1963
0.1083
1964
0.2095
1965
'Q9.
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n 119%
Lovell-Sauerland & Associates Premier Orthopedic Group
Final Drainage Report 21401 - 72nd Ave. W.
LSA Job #5311 November, 2011
5--/7
DOWNSTREAM DRAINAGE DESCRIPTION.
The site is located in the Halls Creek watershed basin. The Halls Creek basin is a large urban basin that
collects stormwater runoff from commercial and residential areas along the easterly boundary of the City
Edmonds and discharges flows to Lake Ballinger (see attached watershed map).
The collected stormwater runoff from the site will discharge to a pipe and catchbasin system located in 72 nd
Ave W along the site's west boundary. The storm pipe system within 72 "d Ave W directs flows south to
216"' St SW about 450 feet south of the site. At 216 1h St SW the storm pipe system is directed east about
200 feet to Highway 99. Due to the high volume of traffic on Highway 99 it was not possible to track and
inspect the storm system at this point. It is believed that the system continues east along 216'h St SW to
Halls Creek that is located about 800 feet east of Highway 99, 1,450 feet downstream of the site. Flows
follow Halls Creek about 6,650 feet south and enter Lake Ballinger, about 8,100 feet (1.5 miles)
downstream of the site.
A majority of the downstream system consists of a man-made pipe and catchbasin system. No apparent
flooding or system inadequacies within a 1/4mile downstream of the site were discovered during site visits
or research of the downstream system.
See attached watershed and downstream drainage map for the local downstream path.
Lovell-Sauerfand and Associates Premier Orthopedic Group
Final Engineering and Drainage Report 21401 — 72n' Ave W
LSA No. 5311 LOP. November 2011
r_ /
"Nall
"_ I
WMA
N
L
CITY OF EDMONDS
WATERSHEDS
�j
FIG U RE B- 1
Deer Creek
Perrinville
Edmonds Marsh
Puget Sound
Meadowi:iale A
Edmonds Way
Puget Sound Piped
mcadowdale 8
Fruitclale
Shell Creek
'n,,
Good Hope Pond
Shellabarger
Halls Creek
Southwest Edmonds A
Hi,,dly Creek
Southwest Edmonds B
--------------
V
outiall Cf0ekstilthouse Crec�
Lake Ballinger
Stilthouse Creek
f Lund's Gulch
Talbot Park A
Meadowdare A
Talbot Park 6
V
Terrace Creek
Meadowdale B
Terrace Creek
Northstream
Westgate Pond
Clutfall Creek
Willow Creek
o 1.000 2.000
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10fith St SW
ou'nc Pi
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it
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Grading and Erosion Control:
This project will require grading to construct the proposed building; frontage improvements; and utilities
(including the stormwater detention system). Standard erosion control measures are proposed to be used
during construction. The primary erosion and sediment control BMP during construction will be proper
soil stabilization methods. Exposed soils shall be stabilized by application of effective BMPs that protect
the soil from the erosive forces of raindrops, flowing water, and wind. Applicable practices include, but not
limited to, temporary and permanent seeding, sodding, mulching, plastic covering, erosion control fabrics,
matting, soil application of polyacrylamide (pam), the early application of gravel base on areas to be paved,
and dust control. The contractor shall select a soil stabilization method best suited for the particular
situation. Stock piles must be stabilized and protected with sediment trapping measures. In addition, site
containment of exposed soils shall be sustained by using silt fence barriers along the down -slope boundaries
of the site's disturbance areas. See the site development plan for details.
Soils: In accordance with the United States Department of Agriculture Soil Conservation Service (SCS),
Snohomish County Soil Survey the on -site soils consist of unit #78- Urban Land. By definition the SCS
Urban Land unit consists of nearly level to gently sloping area covered by streets, buildings, parking lots
and other structures that obscure or alter the soils so that identification is not feasible. Included in Urban
Land unit are small areas of Alderwood, Everett and Tokul soils. Examining the SCS soils map, the
predominate surrounding soils are Alderwood-Urban land complex- 2% to 8% (soil #5). Reviewing the
geotechnical report by E3RA (see section H) an Alderwood designation matches. Alderwood soils are
moderately well drained soil on till plains fon-ned in glacial till and are categorized as a hydrologic group C
soil (see full description attached). The Alderwood till soils are typically not suitable for infiltration of
stormwater. Additionally, per the geotechnical review there are areas of peat in the site's sub -soils. A full
evaluation of the on -site soils is included in the site. specific geotechnical evaluation prepared by E3RA,
Inc. (attached in section H.).
Gradinz Ouantily Approximation:
The following is an estimate of the cut and till grading quantities for the proposed development:
Cut:
18" over site area (1.5' x 34,000 sf) = 1,900 CY
Detention Vault (60' x 36' x 4') = 320 CY
Total Cut = 2,300 CY
Fill:
6" over site area (0.5' x 34,000 sf) = 630 CY
Total Fill = 700 CY
Conclusion: The final site development construction plans will include specific grading and drainage
improvement notes and details. With proper installation, maintenance and inspections of the proposed
construction the project should have minimal impact to the surrounding environment.
Lovell-SaueHand and Associates Premier Orthopedic Group
Final Engineering and Drainage Report 21401 — 72nd Ave W
LSA N0.5311 go __"M November 2011
�Iw
Soils Map
Lovell-Saueriand and Associates
Final Engineering and Drainage Report
Soils Map
Lovell-Saueriand and Associates
Final Engineering and Drainage Report
SOIL SURVEY OF
SNOHOMISH COUNTY AREA, WASHINGTON
UNITED STATES DEPARTMENT OF AGRICULTURE,
SOIL CONSERVATION SERVICE
Alderwood -Urban land complex, (soil #5- 2 to 8 percent slopes)
This moderately well drained soil is on till plains. It is moderately deep over a hardpan. The soil formed in glacial till. Areas are long and
narrow. They are about 125 acres in size. The native vegetation is mainly conifers and hardwoods. Elevation is 50 to 550 feet. The
average annual precipitation is about 40 inches, the average annual air temperature is about 50 degrees F, and the average frost -free
season is 170 to 190 days.
Typically, the surface layer is very dark grayish brown gravelly sandy loam about 7 inches thick. The upper part of the subsoil is dark
yellowish brown and dark brown very gravelly sandy loam about 23 inches thick. The lower part is olive brown very gravelly sandy loam
about 5 inches thick. A weakly cemented hardpan is at a depth of about 35 inches. Depth to the hardpan ranges from 20 to 40 inches.
Included in this unit are small areas of soils that have a stony or bouldery surface layer and areas of McKenna soils, Norma soils, and Terric
Medisaprists in drainageways on plains. Also included are small areas of Everett, Indianola, and Ragnar soils on terraces and outwash
plains. Included areas make up about 15 percent of the total acreage.
Permeability of this Alderwood soil is moderately rapid above the hardpan and very slow through it. Available water capacity is low.
Effective rooting depth is 20 to 40 inches. Runoff is slow, and the hazard of water erosion is slight. A seasonal perched water table is at a
depth of 18 to 36 inches from January to March.
This unit is used mainly for urban development and as woodland. It is also used for hay and pasture.
Douglas -fir is the main woodland species on this unit. On the basis of a 100-year site curve, the mean site index is 142. On the basis of a
50-year site curve, the mean site index is 108. The mean annual increment at culmination (CMAI) for Douglas -fir at age 65 is 148 cubic
feet per acre. Among the trees of limited extent are western redcedar, western hemlock, and red alder. Among the common forest under
story plants are salal, evergreen huckleberry, Oregon -grape, brackenfern, and western sworiffern.
This unit is well suited to year-round logging. Logging roads require suitable surfacing for year-round use. Rock for road construction is
not readily available on this unit, but gravel is available in areas of adjacent Everett soils. Brush competition is the main limitation for the
production of timber.
Reforestation can be accomplished by planting Douglas -fir seedlings. If seed trees are present, natural reforestation of cut over areas by
red alder occurs periodically. When openings are made in the canopy, invading brushy plants, if not controlled, can prevent the
establishment of seedlings. Because the rooting depth is restricted by a cemented pan, trees are subject to windthrow.
This unit is suited to hay and pasture. The main limitations are the low available water capacity and the weakly cemented hardpan, which
limits the use of the soil in this unit for deep-rooted plants. Grazing when the soil is wet results in compaction of the surface layer, poor
tifth, and excessive runoff.
The main limitations for homesites and septic tank absorption fields are the depth to the weakly cemented hardpan and wetness because of
seasonal high water table. Effluent from absorption fields flows laterally above the hardpan and may seep at the bottom of slopes.
Drainage is needed if buildings with basements and crawl spaces are constructed. During construction, disturbed areas need to be seeded
and runoff controlled to protect the soil from erosion. Temporary sediment basins can be used in construction areas to reduce the amount
of sediment in runoff water.
This map unit is in capability subclass lVe.
Lovell-Sauerfand and Associates Premier Orthopedic Group
Final Engineering and Drainage Report 21401— 72n'Ave W
LSA No. 5311 L. W R. November 2011
6r:5
'Submitted by:
ORA, Inc.
9802 29th Avenue West, Suite B102
Ever6ft, Wtishingtoh.* 98204
H
TABLE OF CONTENTS
Page No.
1.0
SITE AND PROJECT DESCRIPTION .....................................................................................
1
2.0
EXPLORATORY METHODS ...................................................................................................
1
2.1 Test Pit Procedures .....................................................................................................
2
2.2 Auger Boring Procedures .............................................................................................
3
3.0
SITE CONDITIONS .................................................................................................................
3
3.1 Surface Conditions .......................................................................................................
3
3.2 Soil Conditions .............................................................................................................
4
3.3 Groundwater Conditions ..............................................................................................
5
3.4 Seismic Conditions ......................................................................................................
6
3.5 Liquefaction Potential ...................................................................................................
6
4.0
CONCLUSIONS AND RECOMMENDATIONS .......................................................................
6
4.1 Site Preparation ...........................................................................................................
7
4.2 Augercast Piles .....................................................................................................
I ...... 8
4.3 Slab on Grade Floors .................................................................................................
10
4.4 Drainage Systems ......................................................................................................
10
4.6 Structural Fill ..............................................................................................................
11
5.0
RECOMMENDED ADDITIONAL SERVICES ........................................................................
12
6.0
CLOSURE ..............................................................................................................................
13
List of Tables
Table 1. Approximate Locations, Elevations and Depths of Explorations .................................................... 2
Table 2. Test Pit Groundwater Levels In Feet Below Ground Surface ......................................................... 5
Table 3. 18-Inch Diameter Augercast Concrete Pile .................................................................................... 9
Table 4. 20-Inch Diameter Augercast Concrete Pile .................................................................................... 9
List of Figures
Figure I - Topographic and Location Map
Figure 2. Site and Exploration Plan
APPENDIx A
Soils Classification Chart and Key to Test Data ........................................................................................ A-1
Logsof Test Pits TP-1 through TP-1 1 ............................................................................................ A-2 ... A-12
Logsof Borings B-1 through B-1 1 ................................................................................................ A-1 3 ... A-1 6
H-,2
9802 29th Ave W Ste B 102
Everett, WA 98204
425-356-3372
425-356-3374 Fax
July 5, 2011
E 11041
Mr. Dale Pinney
First Western Development Services, Inc.
8125 Lake Ballinger Way, Suite 104
Edmonds, Washington 98026
Subject: Geotechnical Engineering Report
Edmonds Medical Office Building
214xx 72 ... 1 Avenue West
Edmonds, Washington
Dear Dale:
E3RA is pleased to submit this report describing the results of our geotechnical engineering evaluation for the
new Edmonds Medical Office Building planned for the east side of the 21400 block of 72"d Avenue West in
Edmonds, Washington
This report has been prepared for the exclusive use of First Western Development Services, Inc., and their
consultants, for specific application to this project, in accordance with generally accepted geotechnical
engineering practice.
1.0 SITE AND PROJECT DESCRIPTION
The site is a rectilinear parcel that measures approximately 206 feet north to south and 135 feet east to west. It
is located on the east side of the 21400 block of 72 nd Avenue East, just west of U.S. 99, in Edmonds,
Washington, as shown on the attached Location Map (Figure 1).
The new medical building will be three stories high, with the first floor at or below grade, and will occupy
almost the entire site. A stormwater vault is planned on the southwest part of the parcel. The first and second
floors of the new building will be used primarily for parking. Most of the structure will be supported on
column, which will in turn be, supported on piles. Only the southern portion of the first floor slab will be
supported on grade.
2.0 EXPLORATORY METHODS
We explored surface and subsurface conditions at the project site on June 16 and June 27, 2011. Our
exploration and evaluation programs comprised the following elements:
Surface reconnaissance of the site and nearby areas;
Eleven test pits (designated T13-1 through T1)-I 1), excavated on June 16, 2011;
Four auger borings (designated B-I through B-4), drilled on June 27, 2011;
A review of published geologic and seisinologic maps and literature.
H-3
July 5, 2011 ORA, Inc.
El 1041/Edmonds Medical Building Geotechnical Report
Table I summarizes the approximate functional locations and termination depths of our subsurface
explorations, and Figure 2 depicts their approximate relative locations. The following sections describe the
procedures used for excavation of test pits and for auger borings.
TABLE I
APPROXIMATE LOCATIONS, ELEVATIONS AND DEPTHS OF EXPLORATIONS
Termination
Exploration
Functional Location
Elevation
(feet)
Depth
(feet)
TP-1
Southwest site
355
11
TIP-2
East -central site
355
51/2
TP-3
North -central site
354
12
TP-4
North -central site
354
121/2
TP-5
Central site
355
10
TP-6
Central site
355
7
TP-7
Northwest site
354
14
TIP-8
Northeast site
354
81/2
TP-9
Northeast site
354
10
TP-10
East -central site
354
111/2
TP-1 I
East -central site
355
8
B-1
Northwest site
354
401/2
B-2
West -central site
354
411/2
B-3
Northeast site
354
31 Y2
B-4
South site
355
1 26Y2
Elevation information:
From site plan provided by the client
The specific number and locations of our explorations were selected in relation to the existing site features,
under the constraints of surface access, underground utility conflicts, and budget considerations.
It should be realized that the explorations performed and utilized for this evaluation reveal subsurface
conditions only at discrete locations across the project site and that actual conditions in other areas could vary.
Furthermore, the nature and extent of any such variations would not become evident until additional
explorations are performed or until construction activities have begun. If significant variations are observed
at that time, we may need to modify our conclusions and recommendations contained in this report to reflect
the actual site conditions.
2.1 Test Pit Procedures
Our exploratory test pits were excavated with a rubber -tracked excavator by an owner -operator under contract
to E3 RA. An engineering geologist from our firm observed the test pit excavations and logged the subsurface
conditions.
The enclosed test pit logs indicate the vertical sequence of soils and materials encountered in each test pit,
based on our field classifications. Where a soil contact was observed to be gradational or undulating, our logs
indicate the average contact depth. We estimated the relative density and consistency of the in -situ soils by
rneans of the excavation characteristics and the stability of the test pit sidewalls. Our logs also indicate the
approximate depths of any sidewall caving or groundwater seepage observed in the test pits. The soils were
classified visually in general accordance with the system described in Figure A-1, which includes a key to the
exploration logs. Summary logs of the explorations are included as Figures A-2 through A -I 2.
2
H-Y
July 5, 2011 E3RA, Inc.
El 1041/Edmonds Medical Building Geotechnical Report
2.2 Auger Boi-ing Procedures
OUrexploratoty borings were advanced through thesoil with a hollow -stem auger, usingatrack-mounted drill
rig operated by an independent drilling firm working under subcontract to E3RA. A geologist fi-orn our firin
continuously observed the borings, logged the subsurface conditions, and collected representative soil samples.
All samples were stored in airtight containers and later transported to a laboratory for further visual
examination. After each boring was completed, the borehole was backfilled with bentonite chips. Soils were
classified visually in general accordance with the system described inFigure A- 1, which includes a key to the
exploration logs. Summary logs of the explorations are included as Figures A- 12 and A- 16.
Throughout the drilling operation, soil samples were obtained at 5-foot depth intervals by means of the
Standard Penetration Test (SPI) per American Society for Testing and Materials (ASTM) D- 1586. This
testing and sampling procedure consists of driving a standard 2-incli-dianieter steel split -spoon sampler
18 inches into the soil with a 140-pound harnmer free -falling 30 inches. The number of blows required to
drive the sampler through each 6-inch interval is counted, and the total number of blows struck during the
final 12 inches is recorded as the Standard Penetration Resistance, or "SPT blow count." If a total of 50 blows
are struck within any 6-inch interval, the driving is stopped and the blow count is recorded as 50 blows for the
actual penctration distance. The resulting Standard Penetration Resistance values indicate the relative density
of granular soils and the relative consistency of cohesive soils.
The enclosed boring logs describe the vertical sequence of soils and materials encountered in our borings,
based primarily on our field classifications and supported by our subsequent laboratory examination and
testing. Where a soil contact was observed to be gradational, our logs indicate the average contact depth.
Where a soil type changed between sample intervals, we inferred the contact depth. Our logs also graphically
indicate the blow count, sample type, sample number, and approximate depth of each soil sample obtained
from the borings, as well as any laboratory tests performed on these soil samples. If any groundwater was
encountered in the boreholes, the approximate groundwater depth is depicted on the boring logs. Groundwater
depth estimates are typically based on the moisture content of soil samples, the wetted height on the drilling
rods, and the water level measured in the boreholes after the auger has been extracted.
3.0 SITE CONDITIONS
The following sections present our observations, measurements, findings, and interpretations regarding,
surface, soil, groundwater, seismic, and liquefaction conditions.
3.1 Surface Conditions
The south half of the site is relatively level find the north half of the site slopes very gently to the northwest. A
moderately steep slope, 10 to 15 feet high, ascends to the north just north of the north boundary. Adjacent
areas elsewhere are level to gently rolling.
Almost the entire south half of the site is covered by concrete pavement. A little more than half of the north
half of the site is also covered by concrete; the cast and north parts of the north half of the site are free of
concrete except For a small concrete strip on the northeast corner. Coarse gravel covers much of the concrete -
free area, except -for most of the north boundary area, where weeds, high grass, and brush grow along a ditch.
Water was observed in the west part of the ditch. A large puddle of water was observed on concrete pavement
on the northwest part of the site. No other signs of surface water were observed and no surface expressions of
groundwater were observed on site.
H-5
July 5. 2011 ORA, Inc.
El 1041/Edmonds Medical Building Geotechnical Report
3.2 Soil Conditions
Our onsite explorations indicate that the south half of the site, under tile concrete pavement, is underlain by
recessional glacial outwash. Generally, the glacial outwash is medium dense and consists of fine to niedium
sand that generally contains some silt or is silty; it can also contain silty or gravelly interbeds.
The north lialf of the site, under the concrete and coarse gravel surface, is underlain by fibrous peat that can
contain logs and other large pieces of wood. A "cap" of fill, ranging in thickness from 2 feet to, on the north -
central part of the site, 6 feet, has been placed over the peat. The upper 2 feet or so of the fill is generally
I -nedium dense gravelly sand with varying degrees of silt and, in some locations, few ornoorgyanics but in other
locations, significant organic content. Where thicker fill has been placed over the peat, particularly on the
north -central and northwest parts of the site (test pits T11-3, -4, -7), the lower several feet of fill is rich with
chunks of wood and other organic materials.
The depth to the bottom of the fill layer varies fi-orn 7 to more than 14 feet across the north part of the site. Our
explorations indicate that the peat was deposited in a trough that trends from the east -central part of the site,
where, in test pit 10, it extends down to a depth of 10 Y2feet below ground surface (bgs). The trough passes
through the north -central part of the site, where, in test pits TP-3 and TP-4, peat extends down to I I to 11 1/2
feet bgs. In test pit TP-7, where the trough passes through the northwest part of the site, peat extends down to
at least 14 feet bgs.
All of our test pit explorations on the north half of the site extended through the peat layer, except for test pit
TP-7, where peat extended to a depth greater than 14 feet, the maximum reach of the excavator. Underlying the
peat, we encountered medium dense granularsoi)s, at times with stiff, silty interbeds. Test pit TP-9, located on
the northeast pail of the site, was an exception to this general trend. In TP-9, which extended down to a depth
of 10 feet bgs, we encountered only stiff silt below the peat, which extended down to a depth of 9 feet bgs.
E3RA conducted auger borings in order to evaluate deeper soils for support of structural loads. InboringB-1,
located on the northwest part of the site, we observed that the peat layer extended down to 15Y2 feet bgs.
Underlying the peat layer, we encountered, to 32 feet bgs, inter -beds of very soft silt, dense sand with some silt,
very stiff silt, and loose to rnediurn dense sand. Underlying this layer, we encountered hard silt to the
termination of the exploration at a depth of 40V2feet.
In boring B-2, located oil the west -central part of the site, we observed that the peat layer extended down 15
feet bgs and was underlain, to a depth of 29 to 30 feet, by inter -bedded sands and silts of varying degrees of
consolidation. At a depth of 29 to 30 feet, we encountered hard silt to the termination of the exploration at a
depth of 41 1/2reet.
In boring B-3, located on the northwest part of the site, we observed peat to I I feet bgs; inter -bedded,
moderately well -consolidated sands and silts to 22 feet bgs, and hard silt, similar to that described above, from
22 feet bgs to the termination of the boring at a depth of 3 1 Meet.
In boring B-4, located on the south part of the site, we encountered inedium dense outwash sand to about 1 OV2
feet bgs; stiff to hard silty soils from 1 OV2 to about 19 feet bgs, and significantly harder silt from 19 feet to the
termination of the boring at a depth of 26Y2feet.
4
July 5, 2011 E3RA, Inc.
El 1041/Edmonds Medical Building Geotechnical Report
'rhe concrete pavement which overlies most of the site averages about 6 inches in thickness and contains no
wire mesh or rebar. The coarse gravel that has been placed over much of the unpaved part of the north half of
tile site is 2 to 3 inches thick.
The enclosed exploration logs (Appendix A) provide a detailed description of the soil strata encountered in
our subsurface explorations.
3.3 Groundwater Conditions
At tile time of our reconnaissance and immediately after our subsurface explorations were completed oil June
16, 2011, we encountered groundwater seepage in all of explorations except TP-2, located on the east -central
part of the site in an area not underlain by peat, and which extended down to a depth of 51/2 feet; and in test pit
TP- 10, which extended down to a depth of 10 feet and where the layer underlying the peat layer was comprised
of silt.
Oil the southwest part of the site, in test pit TP- 1, where no peat was observed, we encountered groundwater in
glacial outwash at a depth of 8 feet. In TPA located outside of the peat area oil the central part of the site, we
encountered groundwater at a depth of 7 feet.
In test pits T11-3,4,-5, and-8, all of which were excavated in the peat area; we encountered groundwater
immediately after the peat layer was penetrated, within underlying granular soils. in test pit TP-7, which
extended down to a depth of 14 feet and did not penetrate the peat layer, we observed perched flow throughout
the fill layer that caps the peat layer. In test pitTP-I 1, wherethe north partofthetest pitwas underlain bypeat
but the south end of the test pit extended into the area not underlain by peat, we observed groundwater seepage
in granular soi Is in the central part of the pit, between the depths of 4 and 8 feet.
All of the test pits except TP- I were left open after our departure on June 16. E3RA returned periodically to
the site and recorded water levels in the open test pits. As time passed, the water level in the test pits rose
substantially, and water appeared in the open test pits which did not have water immediately after excavation.
The results of our periodic water level monitoring are presented in Table 2.
TABLE 2
TEST PIT GROUNDWATER LEVELS IN FEET BELOW GROUND SURFACE
DATE
TP-2
TP-3
TP-4
TP-5
TP-6
TP-7
TP-8
TP-9
TP-10
TP-11
6/17/11
6.7
5.7
6.5
5.5
10.4
5.7
6.5
6.7
6.0
6/20/11
3.8
4.3
4.8
5.3
4.8
3.7
3.6
4.7
4.5
6/22/11
-
3.0
3.7
4.3
5.2
3.4
3.5
3.3
4.0
4.2
6/27/11
3.7
2.3
2.3
3.9
3.9
11,0
1 1.7
. 1.5
- 2.8
- 3.3
Our auger borings indicated groundwater at a depth of I Y2. feet in 13- 1 (northwest site); 3 Meet in B-2 (west -
central site); 13 Meet in B-3 (northeast site); and groundwater perched between 9 and 10 Meet in B-4 (south
site) at the time of drilling. We believe that it is likely that groundwater levels would have risen substantially if
monitored over a time period of several days in B-3 and, possibly, in 13-4; it is likely that water levels would
have risen somewhat in B-1 and B-2 if monitored over a time.
5
H-7
July 5, 2011 E3RA, Inc.
El 1041/Edmonds Medical Building Geotechnical Report
It is also likely that the groundwater level is rises somewhat higher levels during winter and early spring
months.
3.4 Seismic Conditions
Based on out- analysis of subsurface exploration logs and our review of published geologic maps, we interpret
the general onsitc soil conditions to correspond with site class D, as defined by Table 1613.5.2 of the 2009
International Building Code (IBC). The peat layer is Vulnerable to seismic disturbance.
3.5 Liquefaction Potential
Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength caused by
shear strains, as could result from an earthquake. Research has shown that saturated, loose sand with a Fines
(silt and clay) content less than about 20 pet -cent are most susceptible to liquefaction.
In boring B-1, at a depth of 30 feet Oustabove the hard silt layer), we encountered an isolated layeror lensof
potentially liquefiable, saturated sand. III boring B-2, at a depth of about 15 feet Oust below the peat layer), we
also encountered an isolated layer or lens of potentially liquefiable sand. Other isolated layers or lenses of
potentially liquefiable oils likely occur between the peat layer and the deeper layerof hard silton the north part
of the site. No layers of potentially liquefiable soils were encountered on the south part of the site, out of the
peat zone.
4.0 CONCLUSIONS AND RECOMMENDATIONS
Plans call (br the construction of a medical building that will be three stories high and will occupy almost the
entire site. A stormwater vault is planned on the southwest part of the parcel. The north half of the site is
underlain by peat, organic -rich fill, and isolated layers of liquefiable soil.
F'oundation Options: III order to address soil and liquefaction conditions on the north pail of
the site, we recommend that -all foundation elements be supported by augercast piles. Auger
cast piles should beat- on the hard silt layer that was encountered at a depth of about 32 feet in
the northwest; 22 feet in the northeast, and 30 feet in the west -central part of the site.
Because loads will be heavy, columns and shear walls on the south part of the site should also
be supported on augercast piles that extend down to the hard silt layer, which, was
encountered at a bout 19 feet on the south part of the site. Recommendations for Augercast
Piles are provided in Section 4.
Floor Options: In order to address soil and liquefaction conditions on the north part of the site,
we recommend that the slab floor there be supported by augercast columns. ,
We recommend slab on grade floors based on native subgrade soils on tile south part of the
site, where no underlying peat was observed. Soil subgrades should be vigorously surface
compacted as part of the subgradle preparation process.
Stormwater Vault: The stormwater vault can be based on native soils that are medium dense
or dense. Although our test pit log in the vicinity of the vault indicated seepage between 8 and
I I feet below grade, in light of groundwater levels elsewhere onsite, we recommend that the
vault be designed to resist buoyancy forces associated with groundwater that rises to within 2
feet of the surface.
R
H-e
July 5, 2011 ORA, Inc.
El 1041/Edmonds Medical Building Geotechnical Report
The following sections of this report present our specific geotechnical conclusions and recommendations
concerning site preparation, spread footings, aUgereast piles, slab -on -grade floors, drainage systems, and
structural fill. The Washington State Department of Transportation (WSDOT) Standard Specifications and
Standard Plans cited herein refer to WSDOT publications M41-10,,51andardSpecification.vfor Road, Bridge,
and Municipal Construction, and M2 1 -0 1, �Iandard Plansfor Road, Bridge, and Municipal Construction,
respectively.
4.1 Site Preparation
Preparation of the project site Should involve erosion control, temporary drainage, clearing, stripping, cutting,
filling, excavations, and subgrade compaction.
Erosion Control: Before new construction begins, an appropriate erosion control systern should be installed.
This system should collect and filter all surface water runoff through silt fencing. We anticipate a system of
bernis and drainage ditches around construction areas will provide an adequate collection system. Silt fencing
fabric should meet the requirements of WSDOT Standard Specification 9-33.2'1'able 3. In addition, silt
fencing should embed a minimum of 6 inches below existing grade. An erosion control system requires
occasional observation and maintenance. Specifically, holes in the filter and areas where the filter has shifted
above ground surface Should be replaced or repaired as soon as they are identified.
Teml)ora!y Draina : We recommend intercepting and diverting any potential sources of surface oi-
near-surface water within the construction zones before stripping begins. Because the selection of an
appropriate drainage system will depend oil the water quantity, season, weather conditions ' construction
sequence, and contractors methods, final decisions regard i jig d rai nage systerns are bestmade in thefieldattlie
time of construction. Based oil our current understanding of the construction plans, surface and subsurface
conditions, we anticipate that curbs, bernis, or ditches placed around the work areas will adequately intercept
surface water runoff.
Clearing and Strippin : After surface and near -surface water sources have been controlled; the construction
areas should be cleared and stripped of concrete pavement, and, on vegetated parts of the north side ofthe site,
sod, duff, and topsoil, and any other organic materials should be stripped.
Site Excavations: Based on our explorations, we expect that excavations will encounter inedium dense sandy
soils, which can easily be excavated using standard excavation equipment.
Dewate : Our onsite explorations encountered groundwater at depths of less than 4 feet on the south part of
the site, in test pit TP-2 and TP-6. Seepage on that part of the site appears to be fairly slow, and excavations
below that level call likely be controlled with systems of sumps and pumps. Groundwater was measured within
in foot or two of the surfaced on the north part of the site. Well points, sheet piles, or other expensive dewater
systems might be required to adequately dewater excavations more than a few feet deep there.
Temporary Cut Slopes: All temporaty soil slopes associated with site cutting or excavations should be
adequately inclined to prevent sloughing and collapse. Temporaryetit slopes in site soils should be no steeper
than I V2H: IV, and should conform to Washington Industrial Safety and Health Act (WISFIA) regulations.
Subgrade Compaction: Exposed subgrades for floors should be compacted to a firm; unyielding state before
new concrete or fill soils are placed. Any localized zones of looser granular soils observed within a subgrade
N. I
July 5, 2011 E3RA, Inc.
El 10411EImonls Medical Buildin, GeolecInical Repo,1
should be compacted to a density commensurate with the surrounding soils. In contrast, any organic, soft, or
pumping soils observed within a subgrade should be overexcavated and replaced with a suitable Structural fill
material.
Site Fillin : Our conclusions regarding the reuse of onsite soils and our comments regarding wet -weather
filling are presented subsequently. Regardless of soil type, all fill should be placed and compacted according
to our recommendations presented in the Structural Fill section of this report. Specifically, slab on grade base
and subbase fill soil should be compacted to a uniform density of at least 95 percent (based on As,rm:D-
1557).
Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as structural
fill:
Onzanic Soihv: Surficial organic soils, like duff, topsoil, peat, and rool-rich soil are nol
suitable for Use as Structural Fill under any circumstances, due to high organic content.
Consequently, this material call be used only for non-strUctural Purposes, such as ill
landscaping areas.
Oulwosh Sand: Tile glacial outwash sand layer that underlies tile south part of tile site at
shallow depths contains some silt and silty inter -beds and lenses, so is somewhat moisture
sensitive, so it will be difficult to reuse during wet weather.
Fill "Cap " Soils: The cap of fill soil that overlies the peat layer varies significantly in that it
is relatively free of organics is some places and organic -rich in other locations. Where it is
free of organics, it contains some silt so will be difficult to reuse when wet or during wet
weather. Where it is organic -rich, it is unsuitable as structural fill.
Permanent Slopes: All permanent cut slopes and fill slopes Should beadequately inclined to reduce long-term
raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1 V.
For all soil types, the use of flatter slopes (such as 21/2H: IV) would ftirther reduce long-term erosion and
facilitate revegetation.
Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along tile top edge of
all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as
soon as feasible, to further protect the slopes frorn runoff water erosion. Alternatively, permanent slopes could
be armored with quarry spalls or a geosynthetic erosion mat.
4.2 Augereast Piles
Based on our analyses, we recommend that augercast piling extend into the hard silt layer that was encountered
at a depth of about 32 feet in the northwest; 22 feet in the northeast, and 30 feet in the west -central part of the
site and 19 feet oil the south part of the site. The following tables provide estimated allowable design
capacities for 18-inch and 20-inchdiameter augercast concrete piling, based oil a minimum penetration depth of
20 feet:
8
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July 5, 2011 PRA, Inc.
El 1041/Edmonds Medical Building Geotechnical Report
TABLE 3
RECOMMENDED ALLOWABLE PILE CAPACITIES
18-INCH-DIAMETER AUGERCAST CONCRETE PILES
Penetration Into Hard Silt
Downward Capacity
Uplifts
(feet)
(tons)
(tons)
5
56
13
10
72
18
Minimum penetration depth is 20 feet
TABLE 4
RECOMMENDED ALLOWABLE PILE CAPACITIES
20-INCH-DIAMETER AUGERCAST CONCRETE PILES
Penetration Into Hard Silt
Downward Capacity
Uplifts
(feet)
(tons)
(tons)
5
70
14.5
10
86
20.5
Minimum penetration depth is 20 feet
The allowable pile capacities presented above apply to all long-term live and dead loads and may be increased
by one-third when considering short-term loads such as wind or seismic influence. The allowable pile
capacities are based oil the strength of the supporting soils for the penetrations indicated and include an
appropriate factor of safety. The capacities apply to single piles. If piles within groups are spaced at least three
pile diameters oil center, no reduction for pile group action need be made. The structural characteristics of the
pile materials and structural limitations may impose more stringent limitations and should be evaluated by tile
structural engincer. The allowable uplift capacities indicated above may be used provided that a reinforcing
bar is installed the entire length of the augereast pile. This bar should be centered in the pile.
Pile settlements are expected to be essentially elastic in nature and occur as loads are applied. Total settlement of
piles constructed as recommended arc not expected to exceed I inch, while differential settlements between
comparably loaded piles are not expected to exceed about 50 percent of this value. We recommend that an
allowance of 1- 1/2 inches of differential settlement between piles supported and preloaded areas be incorporated
into the building design.
Lateral loadings due to wind or scismic forces can be resisted by uplift or lateral loading on the piles, or lateral soil
resistance of the pile cap. The manner in which these loads arc transferred into the piles will be a function of the
design of the foundation system. Passive soil resistance of the pile cap maybe computed using art equivalent fluid
density of 225 pcf (pounds per cubic foot) for a level backfill surface, provided the backfill around the pile cap is
compacted to at least 95 percent of max imurn dry density (ASTIVI D- 1557). This value incorporates afactorof
safety of about 1.5.
Lateral capacities for augercast piling are dependent upon the characteristics of the reinforcing steel and the
coefficient of subgrade reaction for the surrounding soils. We recommend that the pile stiffness T be computed
using the formula T = (El/f)"5 where E equals the pile modulus of elasticity, I equals the pile moment of inertia,
and f equals the soil coefficient of subgrade reaction. A value of 3.5 pci (pounds per cubic inch) should be used
for f. For the recommended penetration, the maximum moment for piles fixed against rotation at the ground
9
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July 5, 2011 ORA, Inc.
E 11041 /Edmonds Medical Building Geotechnical Report
Surface will occur at a depth equal to about 1.8 T and the magnitude of this moment, M, can be computed using
the formula M = 0.25 P T where P is the lateral force applied at the ground surface. The moment will decrease to
zero at a depth of about 4.5 T. The maximum pile deflection at the ground surface can be computed using the
formula D = 0.93 (PVIE I).
Pile Installation: Augercast (cast -in -place) concrete piles should be installed using acontinuous-flight, hollow -
stein auger. As is common practice, the pile grout Would be pumped under pressure through tile hollow stern
as the auger is withdrawn. Rein forcing steel for bending and uplift would be placed in the fresh grout column
immediately after withdrawal of the auger.
No direct information regardingthe capacity of augercast piles (e.g., driving resistancedata) is obtained whilethis
type of pile is being installed. Therefore, it is particularly important that the installation of augercast piles be
carefully monitored by a qualified individual working under the direct supervision of a registered engineer.
It should be noted that the recommended pile penetration and allowable capacities presented above are based on
assumed uniformity of soil conditions between the explorations. There may be unexpected variations in the depth
to and characteristics of the supporting soils across tile site. Accordingly, we recommend that pile installation be
monitoring by a member of our staff who would observe installation procedures and evaluate the adequacy of
individual pile installations.
4.3 Slab -On -Grade Floors
In our opinion, soil -supported slab -on -grade floors can be used on the south part of the site. We offer the
following comments and recommendations concerning slab -on -grade floors.
Floor Subbase: Structural fill subbases do not appear to be needed under soil -supported slab -on -grade floors.
However, surface compaction of slab subgrades to a firm, non -yielding condition will be necessary. If a
subbase is needed, all subbase fill should be compacted to a density of at least 95 percent (based on ASTM:D-
1557).
Capilla!y Break and Vapor Barrier: To retard the upward wicking of moisture beneath the floor slab, we
recommend that a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a
4-inch-thick layer of pea gravel or other clean, uniform, well-rounded gravel, such as "Gravel Backfill for
Drains" per WSDOTStandard Specification 9-03.12(4), but clean angular gravel can be used if it adequately
prevents capillary wicking. In addition, a layer of plastic sheeting (such as Crosstuff, Visqueen, or Moistop)
should be placed over tile capillary break to serve as a vapor barrier. During subsequent casting of the concrete
slab, the contractor should exercise care to avoid puncturing this vapor barrier.
4.4 Drainage S_ystems
in our opinion, structures should be provided with permanent drainage systems to reduce the risk of future
moisture problems. We offer the following recommendations and comments for drainage design and
construction purposes.
Subfloor Drains: Based on the groundwater conditions observed in our site explorations, we do not infer a
need for subfloor drains oil the south part of the site if the finish floor elevation is within 2 feet of existing
grades there. We do recommend subfloor drains for floors with finish floor elevations 2 feet or more below
existing grades.
10
I H-1;_
July 5, 2011 E3RA, Inc.
El 1041/Edmonds Medical Building Geotechnical Report
We recommend subfloor drains on the north half of the site, where groundwater levels can rise to within afoot
of the Surface.
Subfloor drains should consist of 4-inch-diameter perforated Pipes Surrounded by at least6 inches of pea gravel
and enveloped with filter fabric. A pattern of parallel pipes spaced no more than 20 feet apart and having
inverts located about 12 inches below the capillary break layer would be appropriate, in our opinion.
Discharge Considerations: If possible, all perimeter drains should discharge to a storm sewer system or other
suitable location by gravity flow. Check valves should be installed along any drainpipes that discharge to a
storm sewer system, to prevent sewage backflow into the drain system.
Runoff Water: Roof-rLmoff and surface -runoff water should not discharge into the subfloor drain system.
Instead, these sources should discharge into separate tightline pipes and be routed away from the building to a
storm drain or other appropriate location.
Grading and Capping: Final site grades should slope downward away from the buildings so that runoff water
will flow by gravity to suitable collection points, rather than ponding near the building. Ideally, the area
surrounding the building would be capped with concrete, asphalt, or low -permeability (silty) soils to minimize
or preclude surface -water infiltration.
4.6 Structural Fill
The term "structural fill" refers to any material placed under foundations, retaining walls, slab -on -grade floors,
sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning
structural fill are presented in the following paragraphs.
Materials: Typical structural fill materials include clean sand, gravel, washed rock, crushed rock, well -graded
mixtures of sand and gravel (commonly called "gravel borrow" or "pit -run"), and miscellaneous mixtures of
silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent
materials, are also potentially useful as structural -fill in certain applications. Soils used for structural fill should
not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter.
Fill Placement: Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be placed in
horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a
mechanical compactor.
Compaction Criteri : Using the Modified Proctor test (ASTM:D- 1557) as a standard, we recommend that
structural fill used for various onsite applications be compacted to the following minimum densities:
Fill Application
Minimum
Compaction
Foundation backfill 90 percent
Slab -on -grade floor subgrade and subbase
95 percent
11 H-13
July 5, 2011 ORA, Inc.
El 1041/Edmonds Medical Building Geotechnical Report
Subgrade Observation and Compaction Testin : Regardless of material or location, all structural fill should be
placed over firm, unyielding SUbgrades prepared in accordance with the Site Preparation section of this report.
The condition of all subgrades should be observed by geoteclinical personnel before filling or construction
begins. Also, fill soil cornpaction should be verified by means of in -place density tests performed during Fill
placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses.
Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their
grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction
passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content.
Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a Firm,
unyielding condition when the moisture content is more than 2 percentage points above or below optimum.
For fill placement during wet -weather site work, we recommend using "clean" fill, which refers to soils that
have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve.
5.0 RECOMMENDED ADDITIONAL SERVICES
Because the future performance and integrity of the structural elements will depend largely on proper site
preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced
geotechnical personnel should be considered an integral part of the construction process. Consequently, We
recommend that E3RA be retained to provide the following post -report services:
Review all construction plans and specifications to verify that our design criteria presented in
this report have been properly integrated into the design;
Prepare a letter summarizing all review comments (if required by the City of Edmonds);
Monitor the construction of the augercast pile system;
Check all completed subgrades for slab -on -grade floors before concrete is poured, in order to
verify their bearing capacity; and
Prepare a post -construction letter summarizing all field observations, inspections, and test
results (if required by City of Edmonds).
12
July 5, 2011 ORA, Inc
El 1041/Edmonds Medical Building Geotechnical Report
6.0 CLOSURE
'File conclusions and recornmendations presented in this report are based, in part, oil the explorations that we
observed for this study; therefore, if variations in tile subgrade conditions are observed at a later time, we may
need to modify this report to reflect those changes. Also, because the future performance and integrity of tile
project elements depend largely oil proper initial site preparation, drainage, and construction procedures,
monitoring and testing by experienced geotechnical personnel should be considered an integral part of tile
construction process. E-3 )RA is available to provide geotechnical morlitoringof soils throughoutconstruction.
We appreciate the opportunity to be of service oil this project. If you have any questions regarding this report
or any aspects of the project, please feel free to contact Our office.
Sincerely,
EMA, Inc.
Dean M. White, P.E.
Senior Principal Engineer
rE-R:DMW:4i
XkE3ra-caG1c2V\Job—i-'i1vs\201 RE 11041 FWDS - Edmonds Mcdical Office B1dg\FWDS Ednionds Medical Office 11cport.doc
Three copies submitted
13
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E3RA Inc.
9802 29th Ave W, Ste B102
Everett WA 98204
425.356.3372
425.356.3374 fax
First Western Development Services
Edmonds Medical Office Building
El 1041
FIGURE 1
SITE
LOCATION
MAP
H-14
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TP-7.
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TEST PIT LOCATION
C14
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BORM LOCATION
B-1
20.W
NOTE:
BOUNDARY AND TOPOGRAPHY ARE BASED ON
MAPPING PROVIDED TO E3RA BY LOVELL- SAU ERLAN D
& ASSOCIATES,
INC. AND OBSERVATIONS MADE
TP
B-4-
IN THE FIELD.
THE INFORMATION SHOWN DOES NOT
Y:
AD
'35" W
CONSTITUTE A FIELD SURVEY BY E3RA.
PROJECT: Edmonds Medical Office Buildiing
E3RA Inc.
Edmonds, Washington
9802 29th Ave. W.
SHEET TITLE: Site and Exploration Plan
Suite B1 02
Everett, WA 98204
425-356-3372
DESIGNER: CRL
JOB NO. El 1041
425-356-3374 fax
DRAWN BY: CRL
SCALE: V 30'
www.e3ra.corn
CHECKED BY: DMW
FIGURE:2
DATE: June 28. 2011
FILE: E11041.dwg
APPENDIX A
SOILS CLASSIFICATION CHART AND
KEY TO TEST DATA
LOG OF TEST PITS
LOG OF BORINGS
H-19
5
.311111
MAJOR DIVISIONS
TYPICAL NAMES
CLEAN GRAVELS
GW
WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES
GRAVELS
WITH LITTLE OR
NO FINES
GP
POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES
MORE THAN HALF
IVI
NO
SILTY GRAVELS, POORLY GRADED GRAVEL-SANO-SILT
COARSE FRACTION
>
j
i
IS LARGER THAN
GM
MIXTURES
0
GRAVELS WITH
ni
C>
NO. 4 SIEVE
GC
CLAYEY GRAVELS, POORLY GRADED GRAVEL -SAND -CLAY
C)
W "
OVER 15% FINES
A
MIXTURES
0
C
CLEAN SANDS
Sw
WELL GRADED SANDS. GRAVELLY SANDS
SANDS
WITH LITTLE
<
0 o
OR NO FINES
SP
POORLY GRADED SANDS, GRAVELLY SANDS
MORE THAN HALF
COARSE FRACTION
IS SMALLER THAN
SM
SILTY SANDS, POOORLY GRADED SAND -SILT MIXTURES
SANDS WITH
NO. 4 SIEVE
OVER 15% FINES
SC
ON,
CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES
INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR.
ML
S LTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH
it
SLIGHT PLASTICITY
SILTS AND CLAYS
INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY.
CL
GRAVELLY CLAYS, SANDY CLAYS. SILTY CLAYS.
_j ra
LIQUID LIMIT LESS THAN 50
LEAN CLAYS
0
W
OL
ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW
W
PLASTICITY
INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE
MH
SANDY OR SILTY SOILS, ELASTIC SILTS
Uj
z
SILTS AND CLAYS
FA: Z5
CH
INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS
LIQUID LIMIT GREATER THAN 50
OH
ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY,
ORGANIC SILTS
HIGHLY ORGANIC SOILS
t
PEATAND OTHER HIGHLY ORGANIC SOILS
Modified California
RV
R-Value
Split Spoon
SA
Sieve Analysis
Pushed Shelby Tube
SW
Swell Test
Auger Cuttings
TC
Cyclic Triaxiall
Grab Sample
TX
Unconsolidated Undrained TriaxiaJ
Sample Attempt with No Recovery
TV
Torvane Shear
CA
Chemical Analysis
UC
Unconfined Compression
CN
Consolidation
0.2)
(Shear Strength, ksf)
CID
Compaction
WA
Wash Analos
DS
Direct Shear
(20)
(with % Passing No. 200 Sieve)
PM
Permeability
-7
Water Level at Time of Drilling
PIP
Pocket Penetrometer
T
Water Level after Drilling(with date measured)
SOIL CLASSIFICATION CHART AND KEY TO TEST DATA
Figure A-1
E3M A
r%j6j
H-11
E3RA, Inc. TEST PIT NUMBER TP-1
9802 29th Ave W. Ste B102 PAGE 1 OF 1
ORAinc. Everett, WA 98204
Figure A-2
Telephone: 425-356-3372
Fax: 425-356-3374
CLIENT First Western Development Service PROJECT NAME Edmonds Medical Office Building
PROJECTNUMBER E11041 PROJECT LOCATION Edmonds, Washington
DATE STARTED 6/16/11 COMPLETED. 6/16/11 GROUND ELEVATION 355 ft TEST PIT SIZE
EXCAVATION CONTRACTOR Caiun Excavtinq, Inc. GROUND WATER LEVELS:
EXCAVATION METHOD Rubber -tracked Excavator AT TIME OF EXCAVATION ---
LOGGED BY FER CHECKED BY DMW AT END OF EXCAVATION ---
NOTES Southwest Site AFTER EXCAVATION ---
Uj
a-
>_ —
m
of
W
W.C_
W M
'6
2
= 0
(L
W Co
> �_
00
6
iL 6
MATERIAL DESCRIPTION
W
0
0- D
2 z
0 z
W w
_j
<
_j
0.0
Concrete with no wire mesh or rebar
0.5 354.5
U)
(SP-SM) Light gray -brown, fine to medium sand with some slit and trace gravel (medium dense, damp
to moist)(Glacial Outwash)
co
0
Oz
2.5
0
SP-
SM
W
GB
6
S-1
—
15.0
0
5.0
350.0
0
(ML) Severely mottled, fine sandy silt (stiff, moist to wet)
W
ML
1
116.0
0
349.0
(SP-SM) Gray. fine to medium sand with some silt (medium dense, moist)
SP-
Sm
7.5
7.5 347.5
a.
(GP) Orange, sandy gravel with trace silt (dense, wet to saturated)
0-
0
C)
GP
0 30
LU
Cn
01
0
P.
10.0
10. 0 345.0
z
(SP-SM) Dark blue -gray, fine to medium sand with silty inter -beds (medium dense, wet to saturated)
W
S P,
D
S M
0-
11.0 344.0
9
No caving observed
0
Slow groundwater seepage 8 to 11 feet
The depths on the test pit logs are based on an average of measurements across the test pit an should
be considered accurate to 0.5 foot.
Bottom of test pit at 11.0 feet.
D
z
z
W
M
0
2
9
E3RA, Inc.
TEST PIT NUMBER TP-2
9802 29th Ave W, Ste B 102
IE3RAI,,c. Everett, WA 98204
PAGE 1 OF 1
Telephone: 425-356-3372
Figure A-3
Fax: 425-356-3374
CLIENT First Western Development Service
PROJECT NAME Edmonds Medical Office Building
PROJECTNUMBER E11041
PROJECT LOCATION Edmonds, Washington
DATE STARTED 6/16/11 COMPLETED 6/16111
GROUND ELEVATION 355 ft TEST PIT SIZE
EXCAVATION CONTRACTOR Ca6un Excavtinq, Inc.
GROUND WATER LEVELS:
EXCAVATION METHOD Rubber -tracked Excavator
AT TIME OF EXCAVATION ---
LOGGED BY FER CHECKED BY DMW
AT END OF EXCAVATION ---
NOTES East-Central Site
AFTER EXCAVATION
W
0-
cc
Lu
6
2
W
C6
< 0
MATERIAL DESCRIPTION
W
z
:i
fij--r\ 2 inches crushed rock (Fill)
SP- (SP-SM) Light gray -brown, fine to medium sand with some silt and trace gravel (medium dense, damp to
SM moist)(Glacial Outwash)
(SP-SM) Orange, fine to medium sand with some silt and scattered roots to 3 feet (medium dense, damp to
moist)
SP-
SM
350.5
(SP) Light gray -brown, gravelly sand with some/trace silt (medium dense, moist)
SP
'1AQ
No caving observed
No groundwater observed
The depths on the test pit logs are based on an average of measurements across the test pit an should be
considered accurate to 0.5 foot,
Bottom of test pit at 5.5 feet.
9-2/
E3RA, Inc. TEST PIT NUMBER TP-3
9802 29th Ave W, Ste 8102
E:3RA,nc Everett, WA 98204 PAGE 1 OF 1
Telephone: 425-356-3372 Figure A-4
Fax: 425-356-3374
CLIENT First Western Development Service PROJECT NAME Edmonds Medical Office Building
PROJECTNUMBER E11041 PROJECT LOCATION Edmonds, Washington
DATE STARTED 6/16/11 COMPLETED 6/16/11 GROUND ELEVATION 354 ft TEST PIT SIZE
EXCAVATION CONTRACTOR Caiun Excavting, Inc. GROUND WATER LEVELS:
EXCAVATION METHOD Rubber -tracked Excavator AT TIM E OF EXCAVATION ---
LOGGED BY FER CHECKED BY DMW AT END OF EXCAVATION ---
NOTES North-Central Site AFTER EXCAVATION 6.70 ft Elev 347.30 ft 6/17/2011 2:00:00 PM
>_ of
I— Lu
LU (L 0
W _j < MATERIAL DESCRIPTION
0 a- Cr
z
0.0
0.
U) (SM) Light gray -brown, silty fine to medium sand with some gravel (medium dense, damp to moist)(Fill)
t
0-
Uj
SM
0
ZO 2.5
0
3.0 351.0
U)
C0
el (SM) Gray, silty sand with copious chunks of wood (loose. wet)(Fill)
SM
0 5.0
W
0- 1% ['16.0 348.0
Fibrous peat with wood (Peat)
7.5
IL
8-
z
10.0
%it, %t
j 343.0
11.0
(S -SM) Gray, fine to medium sand with some silt (medium dense, saturated)
SP-
Sm
12.0 342.0
No caving observed
Moderate groundwater 11 to 12 feet
The depths on the test pit logs are based on an average of measurements across the test pit an should be
considered accurate to 0.5 foot.
Bottom of test pit at 12.0 feet.
z
T
E3RA, Inc. TEST PIT NUMBER TP-4
9802 29th Ave W, Ste 13102 PAGE 1 OF 1
E3RAInc. Everett, WA 98204 Figure A-5
Telephone: 425-356-3372
Fax: 425-356-3374
CLIENT First Western Development Service PROJECT NAME Edmonds Medical Office Building
PROJECTNUMBER E11041 PROJECT LOCATION Edmonds, Washington
DATE STARTED 6/16/11 COMPLETED 6/16111 GROUND ELEVATION 354 ft TEST PIT SIZE
EXCAVATION CONTRACTOR Ca4un Excavting, Inc. GROUND WATER LEVELS:
EXCAVATION METHOD Rubber -tracked Excavator AT TIME OF EXCAVATION ---
LOGGED BY FER CHECKED BY DMW AT END OF EXCAVATION ---
NOTES North-Central Site AFTER EXCAVATION 5.70 ft Elev 348.30 ft 6/17/20112:00:00 PM
W
a-
>_ W '6 ()
�— w . 2: (9
LU Co Q 0
-0 MATERIAL DESCRIPTION
W <
0 0. =) W
:2 z
0.0
CL -;j. Concrete with no wire mesh or rebar
353.5
Cn
L_ (SM) Light gray -brown, silty fine to medium sand with some gravel (medium dense, damp to moist)(Fill)
(L
U)
W
0 SM
cn
cz' 2.5
0
2
0 3.0 351.0
W
co (SM) Gray, silty sand with copious chunks of wood (loose. wet)(Fill)
U.
Uj SM
C
5.0
0)
W
6.0 348.0
Fibrous peat with wood
0,
7.5
CL
z
10.0
1? 11.5 342.5
(SP- M) Gray, fine to medium sand with some silt (medium dense, saturated)
SP_
SM
12.5 J-12.5 341.5
No caving observed
Moderate groundwater 11.5 to 12.5 feet
The depths on the test pit logs are based on an average of measurements across the test pit an should be
considered accurate to 0.5 foot.
Bottom of test pit at 12.5 feet.
W
H-z3
E3RA, Inc. TEST PIT NUMBER TP-5
9802 29th Ave W, Ste B 102
PAGE 1 OF I
ORAtnc. Everett, WA 98204
Telephone: 425-356-3372 Figure A-6
Fax: 425-356-3374
CLIENT First Western Development Service PROJECT NAME Edmonds Medical Office Building
PROJECTNUMBER E11041 PROJECT LOCATION Edmonds, Washington
DATE STARTED 6/16/11 COMPLETED 6/16/11 GROUND ELEVATION 355 ft TEST PIT SIZE
EXCAVATION CONTRACTOR Caiun Excavtinq. Inc. GROUND WATER LEVELS:
EXCAVATION METHOD Rubber -tracked Excavator AT TIME OF EXCAVATION ---
LOGGEDBY FIER CHECKED BY DMW AT END OF EXCAVATION ---
NOTES Central Site AFTER EXCAVATION. 6.50 ft Elev 348.50 ft 6117/2011 2:00:00 PM
W
a.
I— w
Uj
X
a- —
W CQ
_j 2
0-0
<'
MATERIAL DESCRIPTION
W
a. Z)
CC
2z
0.0
Concrete with no wire mesh or rebar
:0.5 354.5
(SM) Light gray -brown, silty fine to medium sand with some gravel and organics (medium dense, damp to
moist)(Fill)
a)
SM
'zo 2.5
0
3.0 352.0
(SM) Gray, silty sand with copious chunks of wood (loose, wetXFill)
SM
W_
4. 350.5
CL
0
(ML) Gray, fine sand silt with copious organics (soft, wetXFill)
5.0
ML
6.0 349.0
Fibrous peat with wood
7.5
z
19.0
346.0
Uj
(SP-SM) Gray, fine to medium sand with some silt (medium dense, saturated)
Sp-
z
Sm
10.0
. .
345.0
Slight caving 3.5-6 feet
z
Slow groundwater seepage 4.5 to 6 feet and 9 to 10 feet
D
The depths on the test pit logs are based on an average of measurements across the test pit an should be
considered accurate to 0.5 foot.
Bottom of test pit at 10.0 feet.
T
_j
_j
z
Uj
L4
E3RA, Inc. TEST PIT NUMBER TP-6
9802 29th Ave W, Ste B102 PAGE 1 OF I
ORA,nc. Everett, WA 98204
Figure A-7
Telephone: 425-356-3372
Fax: 425-356-3374
CLIENT First Western Development Service PROJECT NAME Edmonds Medical Office Building
PROJECTNUMBER E11041 PROJECT LOCATION Edmonds, Washington
DATE STARTED 6/16/11 COMPLETED 6/16/111 GROUND ELEVATION 355 ft TEST PIT SIZE
EXCAVATION CONTRACTOR Caoun Excavtinq, Inc. GROUND WATER LEVELS:
EXCAVATION METHOD Rubber -tracked Excavator AT TIIME OF EXCAVATION ---
LOGGEDBY FER CHECKED BY DMW AT END OF EXCAVATION ---
NOTES Central Site AFTER EXCAVATION 5.50 ft t Elev 349.50 It 6/17/2011 2:00:00 PM
W
a.
w
0- �?
WM
_J2
0
(6
0_0
<
MATERIAL DESCRIPTION
W
10
0-D
Of
2z
0)
0.0
Concrete with no wire mesh or rebar
.0.5 354.5
(SM) Light gray -brown, silty sand with trace gravel (medium dense, moist)(Glacial Outwash)
CL
Uj
0
V.
SM
cz'
2.5
0
.13 351.5
(GP -GM) Gray -brown and mottled, sandy gravel with some silt (medium dense, wet to saturated)
GP-
0
)
GM
0
0
5.0
0
5.0 350.0
(SP) Light gray -brown, gravelly sand with some/trace silt(medium dense, saturated)
SP
7.0 348.0
No caving observed
Slow groundwater seepage 6 to 7 feet
0
The depths on the test pit logs are based on an average of measurements across the test pit an should be
considered accurate to 0.5 foot.
z
Bottom of test pit at 7.0 feet.
z
H-25
E3RA, Inc, TEST PIT NUMBER TP-7
9802 29th Ave W, Ste 8 102
ORA Everett, WA 98204 PAGE 1 OF 1
Inc,
Telephone: 425-356-3372 Figure A-8
Fax: 425-356-3374
CLIENT First Western Development Service PROJECT NAME Edmonds Medical Office Building
PROJECTNUMBER E11041 PROJECT LOCATION Edmonds, Washington
DATE STARTED 6/16111 COMPLETED. 6/16/11 GROUND ELEVATION 354 Ift TEST PIT SIZE
EXCAVATION CONTRACTOR Ca4un Excavting, Inc. GROUND WATER LEVELS:
EXCAVATION METHOD Rubber -tracked Excavator AT TIME OF EXCAVATION ---
LOGGED BY FER CHECKED BY QMW AT END OF EXCAVATION --
NOTES Northwest Site AFTER EXCAVATION 10.. 0 ft Elev 343.60 ft 6/17/2011 2.00:00 PM
W
1-- W
W Co
(L 0
MATERIAL DESCRIPTION
W
CL Z)
yj
<
W
z
0.0
Concrete with no wire mesh or rebar
0.5 353.5
(SM) Light gray -brown, silty fine to medium sand with some gravel and scattered chunks of wood (medium
dense, damp to moistXFill)
CD
0
cz' 2.5
SM
1,4.5
0
2
0
W
U.
W
349.5
2
Fibrous peat with wood
5.0
0
7.5
0-
rn
10.0
z
7
12.5
14.
0 340.0
No caving observed
Slow groundwater seepage I to 4.5 feet; seepage still continuing on 6-17-11
The depths on the test pit logs are based on an average of measurements across the test pit an should be
considered accurate to 0.5 foot
Bottom of test pit at 14.0 feet.
E3RA, Inc. TEST PIT NUMBER TP-8
9802 29th Ave W, Ste B102 PAGE I OF 1
ORAInc. Everett, WA 98204 Figure A-9
Telephone: 425-356-3372
Fax: 425-356-3374
CLIENT First Western Development Service PROJECT NAME Edmonds Medical Office Building
PROJECTNUMBER E11041 PROJECT LOCATION Edmonds, Washington
DATE STARTED 6/16/11 COMPLETED 6116/11 GROUND ELEVATION 354 ft TEST PIT SIZE
EXCAVATION CONTRACTOR Ca6un Excavtinq, Inc. GROUND WATER LEVELS:
EXCAVATION METHOD Rubber -tracked Excavator AT TIME OF EXCAVATION
LOGGED BY FIER CHECKED BY DMW AT END OF EXCAVATION
NOTES Northeast Site AFTER EXCAVATION 5.70 ft Elev 348.30 ft 6/17/2011 2:00:00 PM
W
a-
>- of '6
3: �- W
a �- i�- W M o 0-0
-- MATERIAL DESCRIPTION
W <
0- D M
z
0.0
Concrete with no mesh wire or rebar
0.5 353.5
t (SM) Light gray and brown, silty fine to medium sand with some gravel and organics (medium dense, damp to
(L
moise)(Fill)
0
2.5 SM
0
Uj
LL 14.0
:� 350.0
% Fibrous peat with wood
to- 5.0 01
Uj
0
I--
7.0 347.0
< 7.5 (SP-SM) Gray, gravelly sand with some silt (medium dense,saturated)
SP-
2
SM
0-
U
6): 8.5 345.5
No caving observed
Slow groundwater seepage 2 feet and 7 to 8.5 feet
The depths on the test pit logs are based on an average of measurements across the test pit an should be
considered accurate to 0.5 foot.
z Bottom of test pit at 8.5 feet.
Uj
0
D
Uj
z
W
E3RA, Inc. TEST PIT NUMBER TP-9
9802 29th Ave W, Ste B 102 PAGE 1 OF 1
ORA,nc. Everett, WA 98204 Figure A-1 0
Telephone: 425-356-3372
Fax: 425-366-3374
CLIENT First Western Development Service PROJECT NAME Edmonds Medical Office Building
PROJECTNUMBER E11041 PROJECT LOCATION Edmonds, Washington
DATE STARTED 6/16/11 COMPLETED 6/16/11 GROUND ELEVATION 354 ft TEST PIT SIZE
EXCAVATION CONTRACTOR Cajun Excavtinq, Inc. GROUND WATER LEVELS:
EXCAVATION METHOD Rubber -tracked Excavator AT TIME OF EXCAVATION ---
LOGGEDBY FER CHECKED BY DMW AT END OF EXCAVATION ---
NOTES Northeast Site AFTER EXCAVATION 5.50 ft I Elev 348.50 ft 6/17/20112:00:00 PM
w
0-
>_
�_ Lu
Q.
uj
_j
Q
E6
a. 0
<'
MATERIAL DESCRIPTION
W
IL
rc
z
0.0
(SP-SM) Light gray -brown. gravelly sand with some silt and organics(medium dense, damp to moist)(Fill)
t
SP_
Uj
SM
03
0
2.5
2.5 351.5
(SM) Brown, silty, gravelly sand with abundant organics(loose, wet)(Fill)
0
W_
SM
4.0 350.0
Fribrous peat wood
6'
0
5.0
W
C3
-
ig
0
Q
7.5
0-
0,
L, il--119.0
345.0
w
(ML) Gray silt (stiff, wet)
ML
I
'10.0
10.0 344.0
No caving observed
w
Slow groundwater seepage 2 feet and 7 to 8.5 feet
0
The depths on the test pit logs are based on an average of measurements across the test pit an should be
considered accurate to 0.5 foot.
Bottom of test pit at 10.0 feet.
D
_j
E3RA, Inc. TEST PIT NUMBER TP-10
9802 29th Ave W, Ste B102 PAGE I OF 1
ORA Inc- Everett, WA 98204 Figure A-1 I
Telephone: 425-356-3372
Fax: 425-356-3374
CLIENT First Western Development Service PROJECT NAME Edmonds Medical Office Building
PROJECTNUMBER E11041 PROJECT LOCATION Edmonds, Washington
DATE STARTED 6/16/11 COMPLETED 6/16/11 GROUND ELEVATION 354 ft TEST PIT SIZE
EXCAVATION CONTRACTOR Caiun Excaviling. Inc. GROUND WATER LEVELS:
EXCAVATION METHOD Rubber -tracked Excavator AT TIME OF EXCAVATION ---
LOGGED BY FER CHECKED BY QMW AT END OF EXCAVATION ---
NOTES East-Central Site AFTER EXCAVATION 6.70 ft I Elev 347.30 ft 6/17/2011 2:00:00 PM
w
0-
>_ W
�_ W
.
(�
()
2: 0
a--
W
0
Q-0
MATERIAL DESCRIPTION
W
_j
Q_
2 z
(9
0.0
R
3 inches crushed rock (Fill) ----- —mas
Root -rich sandy topsoil
1.0 353.0
(SP-SM) Light gray -brown, sand with some silt, gravel, large chunks of concrete and scattered pieces of wood
Uj
In
(medium dense, moistXFill)
0
SP-
13.0
2z
Sm
2.5
0
2
0
351.0
W
Fibrous peat wood
Uj
5.0
01
7.5
0 1/ 0
-C
11 011
Uj
10.0
z
W
i, it]10.5
343.5
2 -
I
(SP-SM) Gray, fine to medium sand with some silt and gravel (medium dense, saturated)
0-
Sp-
SM
342.5
No caving observed
Slow to moderate groundwater seepage 10 to 11.5 feet
The depths on the test pit logs are based on an average of measurements across the test pit an should be
considered accurate to 0.5 foot.
Bottom of test pit at 11.5 feet.
Uj
(-91
1
1
1
E3RA, Inc. TEST PIT NUMBER TP-1 1
9802 29th Ave W Ste B102 PAGE 1 OF I
ORA,nc. Everett, WA 98204 Figure A-12
Telephone: 425-356-3372
Fax: 425-356-3374
CLIENT First Western Development Service PROJECT NAME Edmonds Medical Office Building
PROJECTNUMBER E11041 PROJECT LOCATION Edmonds, Washington
DATE STARTED 6/16/11 COMPLETED 6/16/11 GROUND ELEVATION 355 ft TEST PIT SIZE
EXCAVATION CONTRACTOR Cauun Excavting, Inc. GROUND WATER LEVELS:
EXCAVATION METHOD Rubber -tracked Excavator AT TIME OF EXCAVATION ---
LOGGED BY FER CHECKED BY DMW AT END OF EXCAVATION ---
NOTES East-Central Site AFTER EXCAVATION 6.00 ft Elev 349.00 ft 6/17/20112:00:00 PM
W
a.
>_ 0�
I— W
.
()
0.
W Co
2
0
0-0
MATERIAL DESCRIPTION
W
_j
Q_ :)
(6
< _j
Of
2 z
=;
0.0
3 inches crushed rock (Fill)
(SP-SM) Ligh gray -brown, gravelly sand with some silt and scattered pieces of wood (medium dense,
V)
SP-
I
moist)(Fill)
r2..
SM
co
353.0
(SP-SM) Fibrous peat With wood in north part of pit; gravelly sand with some silt in south part of pit
V)
2.5
SP-
5
5.0
SM
U
L
D
348.0
(GP) Gray, sandy gravel with trace silt (medium dense, saturated)
7.5
GP
0
8.0 347.0
No caving observed
Slow groundwater seepage 4 to 8 feet mid pit
The depths on the test pit togs are based on an average of measurements across the test pit an should be
considered accurate to 0.5 foot.
Bottom of test pit at 8.0 feet.
14-3o
C
C!
cc
IL
L
E3RA, Inc. BORING NUMBER B-1
9802 29th Ave W Ste B102 PAGE 1 OF I
0RAinc. Everett, WA 98204 Figure A-1 3
Telephone: 425-356-3372
Fax: 425-356-3374
CLIENT First Western Development Services PROJECT NAME Edmonds Medical Office Building
PROJECTNUMBER E11041 PROJECT LOCATION Edmonds, WA
DATE STARTED 6/27/11 COMPLETED 6/27/11 GROUND ELEVATION HOLE SIZE 4" ID
DRILLING CONTRACTOR Holocene GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger �Z AT TIME OF DRILLING 1.00 ft
LOGGEDBY FER CHECKED BY DMW AT END OF DRILLING
NOTES AFTER DRILLING ---
W
0-
Ix
>_ —
C:
of
W
a-
W
W CO
w
>
Z)
-j
<
6
a-6,
MATERIAL DESCRIPTION
W
_'2
0- :)
06
0 Z
>
C6
<
0
2z
W W
z
:5
<
of _j
—0
Gray -brown silt, gravelly sand with abundant organics (loose, wetXFjII)
5
5.0
Peat
L,
D
110
10.0
\A Ss
18
0-0-0
Fibrous Peat
L\LS__1
(0)
15
15.5
\/I S S
LN__S-2
18
0-0-1
(1)
(ML) Gray silt (very soft. wet)
ML
18.0
20
..20.0
\11
S S
15-16-15
(SP-SM) Gray, medium sand with some silt & gravel (dense, saturated)
S-3
8
(31)
SP_
SM
1_25
i
\/1 S S
17
6-7-10
(ML) Gray silt with (race sand (very stiff, wet)
L\L SA
(17)
ML
30
30.0
\/I
Ss
12
0-3-7
SP-
(SP-SM) Gray fine to medium sand with some silt (medium dense, wet)
Ll�
(10)
SM
31.5
_S5
Very hard drilling
35
35 0
Ss
22-33-45
(SM) Gray silty fine to mediurne and with silty interbeds (very dense, wet)
�N S-6
18
(78)
S M
:.f;
37.5
40
IMLII
40.0
SS
6
12" heave @ 35', heave removed by pumping water
L�L S-7
Bottom of borehole at 40.5 feet.
H 31
E3RA, Inc. BORING NUMBER B-2
9802 29th Ave W Ste 8 102 PAGE 1 OF I
E-3RAh,c. Everett, WA 98204 Figure A- 14
Telephone: 425-356-3372
Fax: 425-356-3374
CLIENT First Western Development Services PROJECT NAME Edmonds Medical Office Building
PROJECTNUMBER E11041 PROJECT LOCATION Edmonds, WA - -
DATE STARTED 6/27111 COMPLETED 6/27/11 GROUND ELEVATION HOLE SIZE 4" ID
DRILLING CONTRACTOR Holocene GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger �Z AT TIME OF DRILLING - 3.00 ft
LOGGEDBY FER CHECKED BY DMW AT END OF DRILLING ---
NOTES AFTER DRILLING ---
W
a_
)- —
X
W
cr.q
W:C
W
D
0-
W CO
2
>
00
ci
(6
0-0
<
MATERIAL DESCRIPTION
W
D
2z
0 z
W W
z
,
<
Q� -j
W
0
V)
ncrele
L
Gray and black silty gravelly sand with abundant organics (loose, wet)
�a
14.5
X-
2.
Peat
D
11 011
L 10
\A SS
14
0-0-1
�N S-1
(1)
0
13.0
15
r
\A SS
0-5 -5
SMj"'I'l,
155
-!�(SM Gray silty sand (loose, wet)
12
S-2
10
(SP) Gray coarse sand with trace silt (loose. saturated)
Or
18.0
...20.0
20
Ss
15
8 -13-17
(SM) Gray silty sand with some gravel (dense, wet)
S-3
(30)
SM
23.0
25
25.0
\/I
Ss
17
6-8-15
ML
(ML) Gray sandy silt (very stiff, moist)
(23)
26.5
_S4
(ML) Gray silt (very stiff, moist)
ML
29.0
(ML) Gray silt with some sand and gravel (hard, wet)
30
Ss
12
LN.S-5
ML
35
35.5
\A SS
14
11-17-27
(ML) Gray silt (hard, moist)
L\,L S-6
(44)
ML
40
40.0
Ss
18
10-27-30
ML
(ML) Gray silt with some fine sand (hard, moist to wet)
S-7
(57)
41.5
—
Bottom of borehole at 41.5 feet.
H.,5:z
Q
U
2
U
a
E3RA, Inc. BORING NUMBER B-3
9802 29th Ave W Ste B102 PAGE 1 OF 1
E-3RA Inc. Everett, WA 98204 Figure A-15
Telephone: 425-356-3372
Fax: 425-356-3374
CLIENT First Western Development Services PROJECT NAME Edmonds Medical Office Building
PROJECTNUMBER E11041 PROJECT LOCATION Edmonds, WA
DATE STARTED 6/27/11 COMPLETED 6/27111 GROUND ELEVATION HOLE SIZE 4" ID
DRILLING CONTRACTOR Holocene GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger �_Z AT TIME OF DRILLING -13.50 ft
LOGGED BY FER CHECKED BY DMW AT END OF DRILLING ---
NOTES AFTER DRILLING ---
W
of
I- W
X
W
W
D
IL F
W M
_j Z>
>
01
(9
_j
0_0
MATERIAL DESCRIPTION
W
a- =)
2 z
C) z
W W
z
<
0
3" Crushed Rock
(SP-SM) Gray -brown, sand with some silt and gravel (loose, moistXFill)
0
SP
17
I
Sm
0
4.0
2.
Peat
5
V)
z
IL: 10
11.0
\A SS
0-0-2
2]
(IL) Silt (soft, wet)
ML
D
13.5 V
15
15.0
M SS
2-10-11
(ML) Gray gravelly sand with trace silt (medium dense, saturated)
L\L S-2
8
(21)
2
ML
C
20
20.0
\/1
Ss
18
4-7-10
(ML) Gray silt with some fine sand (very stiff , moist to wet)
LN_
S-3
(17)
ML
22.0
Stiffer drilling
25
25.0
\/1
SS
18
7-22-25
(ML) Gray fine sandy silt (hard, moist to wet)
L\t
S-4
_
(47)
ML
30
- -
30.0
S S
18
7-21-33
ML,
LIL
(54)
Bottom of borehole at 31.5 feet.
ff- 33
E3RA, Inc.
BORING NUMBER B-4
9802 29th Ave W Ste B102
PAGE 1 OF I
PRA 1�c. Everett, WA 98204
Figure A-1 6
Telephone: 425-356-3372
Fax: 425-356-3374
CLIENT First Western Development Services
PROJECT NAME Edmonds Medical Office Building
PROJECTNUMBER E11041
PROJECT LOCATION Edmonds, WA
DATE STARTED 6/27/11 COMPLETED 6127/11
GROUND ELEVATION HOLE SIZE 4" ID
DRILLING CONTRACTOR Holocene
GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger
AT TIME OF DRILLING 8.50 ft
LOGGEDBY FER CHECKED BY DMW
AT END OF DRILLING ---
NOTES
AFTER DRILLING ---
W
0-
C
T
F-
W
W,--
W T-
W
D
Q�
0--
W M
-j 2
>
o F-
Q
-j
0
<
MATERIAL DESCRIPTION
W
a-
z
z> z
WWI
z
:i
0
<
X -j
W
CA n r, 5" Concrete
0
0 (SP-SM) Brown sand with some silt and gravel (medium, dense moist)
SP-
Of -
0 SM
CD
5 5
U) \11 S S 4-7-7 (SP-SM) Light brown, fine to medium sand with some silt (medium dense, moist)
C3 15
z ��N —S1
Tp 8.5 V
S
LU
U)
SM (SM) Brown and mottled silty sand (medium dense, saturated)
LL 10 1 1
SS 12 6-14.19 10.5
S-2 (33) (ML) Gray and mottled sandy silt with some gravel (hard, wet)
ML
I
18 1 7-7-17 (ML) Gray silt with thin sandy interbeds (very stiff to hard, moist to wet)
ML
Harder drilling
I I 1 120.0
SSI 18 13-25-331 (ML) Gray silt with some fine, thin sandy interbeds (hard, moist)
S-4 1 (58) 1 1111
ML
0 13-�1825 �� I I I E (ML) Gray silt with some thin sandy interbeds (hard, moist to wet)
-z �SS 4;2 L
C _5 �18
S5 43 26.5
z Bottom of borehole at 26.5 feet.
H- 341
IOPERATION AND MAINTENANCE GUIDELINES:
Operation and Maintenance Requirements: These guidelines are intended to provide operation and
maintenance instructions for the Premier Orthopedic Group medical office building (21410 72 nd Ave W)
storm drainage control facilities. The owner is responsible for maintenance of storm drainage facilities
within the property. The owner is not responsible for maintenance within the public right-of-way.
This manual is not comprehensive. Although it explains the intended operation of the various components
of the drainage system, and suggests a routine of inspection and maintenance, it cannot anticipate every
problem. Once a historical record of maintenance is established, it may be prudent to alter the routine. It is
recommended that maintenance records be kept, and that the records be reviewed periodically.
Concept of Operation: The drainage design is shown and described in the final site development
engineering plans and report. The approved site development plans and report should be retained by the
owner and used as a reference to identify drainage facilities outlined in this manual.
Conveyance Systems: The design objective in pipe sizing was to convey the large storm events without the
water surface exceeding the ground elevation. Frequent overtopping of the pipe system in a particular area
might indicate a downstream blockage. Overtopping of the drain systems at the catch -basins is an
indication that maintenance is required.
Stormwater Storage Detention Vault System: The onsite detention system consists of an underground
detention vault below the first floor parking level under the south portion of the proposed building. Onsite
storm water runoff is routed to the detention vault and discharged to the storm pipe system in 72 d Ave W.
The detention vault is a typical component of a storm water control system for new development. Standard
maintenance procedures should be followed.
For additional and updated maintenance information visit the Washington State Department of Ecology's
web -site at: http://www.ecy.wa.gov/programs/wq/wqhome.htmi
Lovell-Sauerfand and Associates Premier Orthopedic Group
Final Engineering and Drainage Report 21401 — 72nd Ave W
LSA No. 5311 1. M S. November 2011
INo. 3 — Closed Detention Systems (TanksNaults)
Maintenance
Defect
Conditions When Maintenance Is Needed
Results Expected
Component
When Maintenance is
Performed
Storage Area
Plugged Air Vents
One-half of the cross section of a vent is
Vents open and
blocked at any point or the vent is damaged.
functioning.
Debris and Sediment
Accumulated sediment depth exceeds 10%
of the diameter of the storage area for 1/2
All sediment and
debris removed from
length of storage vault or any point depth
storage area.
exceeds 15% of diameter.
(Example: 72-inch storage tank would
require cleaning when sediment reaches
depth of 7 inches for more than 1/2 length of
tank.)
Joints Between
Any openings or voids allowing material to
All joint between
Tank/Pipe Section
be transported into facility.
tank/pipe sections
(Will require engineering analysis to
are sealed.
determine structural stability).
Tank Pipe Bent Out
Any part of tank/pipe is bent out of shape
Tank/pipe repaired or
of Shape
more than 10% of its design shape. (Review
required by engineer to determine structural
replaced to design.
stability).
Vault Structure
Cracks wider than 1/2-inch and any
Vault replaced or
Includes Cracks in
evidence of soil particles entering the
repaired to design
Wall, Bottom,
structure through the cracks, or
specifications and is
Damage to Frame
maintenance/inspection personnel
structurally sound.
and/or Top Slab
determines that the vault is not structurally
sound.
Cracks wider than 1/2-inch at the joint of any
No cracks more than
inlet/outlet pipe or any evidence of soil
1/4-inch wide at the
particles entering the vault through the walls.
joint of the inlet/outlet
pipe.
Manhole
Cover Not in Place
Cover is missing or only partially in place.
Manhole is closed.
Any open manhole requires maintenance.
Locking Mechanism
Mechanism cannot be opened by one
Mechanism opens
Not Working
maintenance person with proper tools. Bolts
with proper tools.
into frame have less than 1/2 inch of thread
(may not apply to self-locking lids).
Cover Difficult to
One maintenance person cannot remove lid
Cover can be
Remove
after applying normal lifting pressure. Intent
removed and
is to keep cover from sealing off access to
reinstalled by one
maintenance.
maintenance person.
Ladder Rungs Unsafe
Ladder is unsafe due to missing rungs,
Ladder meets design
misalignment, not securely attached to
standards. Allows
structure wall, rust, or cracks.
maintenance person
I
safe access.
Catch Basins
I
See "Catch Basins"
See "Catch Basins" (No. 5).
See "Catch Basins"
(No. 5)
(No. 5).
4-34 Volume V — Runoff Treatment BMPs February 2005
I . T-;.
INo. 4 — Control Structure/Flow Restrictor
Maintenance
Defect
Condition When Maintenance is Needed
Results Expected
Component.
When Maintenance
is Performed
General
Trash and Debris
Material exceeds 25% of sump depth or 1
Control structure
(Includes Sediment)
foot below orifice plate.
orifice is not blocked.
All trash and debris
removed.
Structural Damage
Structure is not securely attached to
Structure securely
manhole wall.
attached to wall and
outlet pipe.
Structure is not in upright position (allow up
Structure in correct
to 10% from plumb).
position.
Connections to outlet pipe are not watertight
Connections to outlet
and show signs of rust.
pipe are water tight;
structure repaired or
replaced and works
as designed.
Any holes --other than designed holes --in the
Structure has no
structure.
holes other than
designed holes.
Cleanout Gate
Damaged or Missing
Cleanout gate is not watertight or is missing.
Gate is watertight
and works as
designed.
Gate cannot be moved up and down by one
Gate moves up and
maintenance person.
down easily and is
watertight.
Chain/rod leading to gate is missing or
Chain is in place and
damaged.
works as designed.
Gate is rusted over 50% of its surface area.
Gate is repaired or
replaced to meet
design standards.
Orifice Plate
Damaged or Missing
Control device is not working properly due to
Plate is in place and
missing, out of place, or bent orifice plate.
works as designed.
Obstructions
Any trash, debris, sediment, or vegetation
Plate is free of all
blocking the plate.
obstructions and
works as designed.
Overflow Pipe
Obstructions
Any trash or debris blocking (or having the
Pipe is free of all
potential of blocking) the overflow pipe.
obstructions and
works as designed.
Manhole
See "Closed
See "Closed Detention Systems" (No. 3).
See "Closed
Detention Systems"
Detention Systems"
(No. 3).
(No. 3).
Catch Basin
See "Catch Basins"
See "Catch Basins" (No. 5).
See "Catch Basins"
(No. 5). 1
1
(No. 5).
Februaty 2005 Volume V —Runoff Treatment BMPs 4-35
1 T-3
INo. 5 — Catch Basins
Maintenance
Defect
Conditions When Maintenance is Needed
Results Expected When
Component,
Maintenance.is
performed
General
Trash &
Trash or debris which is located immediately
No Trash or debris located
Debris
in front of the catch basin opening or is
immediately in front of
blocking inletting capacity of the basin by
catch basin or on grate
more than 10%.
opening.
Trash or debris (in the basin) that exceeds 60
No trash or debris in the
percent of the sump depth as measured from
catch basin.
the bottom of basin to invert of the lowest
pipe into or out of the basin, but in no case
less than a minimum of six inches clearance
from the debris surface to the invert of the
lowest pipe.
Trash or debris in any inlet or outlet pipe
Inlet and outlet pipes free
blocking more than 1/3 of its height.
of trash or debris.
Dead animals or vegetation that could
No dead animals or
generate odors that could cause complaints
vegetation present within
or dangerous gases (e.g., methane).
the catch basin.
Sediment
Sediment (in the basin) that exceeds 60
No sediment in the catch
percent of the sump depth as measured from
basin
the bottom of basin to invert of the lowest
pipe into or out of the basin, but in no case
less than a minimum of 6 inches clearance
from the sediment surface to the invert of the
lowest pipe.
Structure
Top slab has holes larger than 2 square
Top slab is free of holes
Damage to
inches or cracks wider than 1/4 inch
and cracks.
Frame and/or
Top Slab
(Intent is to make sure no material is running
into basin).
Frame not sitting flush on top slab ' i.e.,
Frame is sitting flush on
separation of more than 3/4 inch of the frame
the riser rings or top slab
from the top slab. Frame not securely
and firmly attached.
attached
Fractures or
Maintenance person judges that structure is
Basin replaced or repaired
Cracksin
unsound.
to design standards.
Basin Walls/
Bottom
Grout fillet has separated or cracked wider
Pipe is regrouted and
than 1/2 inch and longer than 1 foot at the
secure at basin wall.
joint of any inlet/outlet pipe or any evidence of
soil particles entering catch basin through
cracks.
Settlement/
If failure of basin has created a safety,
Basin replaced or repaired
Misalignment
function, or design problem.
to design standards.
Vegetation
Vegetation growing across and blocking more
No vegetation blocking
than 10% of the basin opening.
opening to basin
Vegetation growing in inletioutlet pipe joints
No vegetation or
that is more than six inches tall and less than
growth present.
!:1
six inches apart.
4-36 Volume V —Runoff Treatment BMPs February 2005
T_ I/
INo. 5 — Catch Basins
Maintenance
Defect
Conditions When Maintenancels Meded
Results Expected When
Component
Maintenance is
performed
Contamination
See "Detention Ponds" (No. 1).
No pollution present.
and Pollution
Catch Basin
Cover Not in
Cover is missing or only partially in place.
Catch basin cover is
Cover
Place
Any open catch basin requires maintenance.
closed
Locking
Mechanism cannot be opened by one
Mechanism opens with
Mechanism
maintenance person with proper tools. Bolts
proper tools.
Not Working
into frame have less than 1/2 inch of thread.
Cover Difficult
One maintenance person cannot remove lid
Cover can be removed by
to Remove
after applying normal lifting pressure.
one maintenance person.
(intent is keep cover from sealing off access
to maintenance.)
Ladder
Ladder Rungs
Ladder is unsafe due to missing rungs, not
Ladder meets design
Unsafe
securely attached to basin wall,
standards and allows
misalignment, rust, cracks, or sharp edges.
maintenance person safe
access.
Metal Grates
Grate opening
Grate with opening wider than 7/8 inch.
Grate opening meets
(If Applicable)
Unsafe
design standards.
Trash and
Trash and debris that is blocking more than
Grate free of trash and
Debris
20% of grate surface inletting capacity.
debris.
Damaged or
Grate missing or broken member(s) of the
Grate is in place and
Missing.
grate.
meets design standards.
No. 6 — Debris Barriers (e.g., Trash Racks)
:MaIntenanc
�,,,,Defect
Condition'When'Maintenance is
e d
R suits Expecte, When
,Components.
Needed,
Maintenance is Performed
General
Trash and
Trash or debris that is plugging more
Barrier cleared to design flow
Debris
than 20% of the openings in the barrier.
capacity.
Metal
Damaged/
Bars are bent out of shape more than 3
Bars in place with no bends more
Missing
inches.
than 3/4 inch.
Bars.
Bars are missing or entire barrier
Bars in place according to design.
missing.
Bars are loose and rust is causing 50%
Barrier replaced or repaired to
deterioration to any part of barrier.
design standards.
Inlet/Outlet
Debris barrier missing or not attached to
Barrier firmly attached to pipe
Pipe
pipe
February 2005 Volume V —Runoff Treatment BMPs 4-37
1 J7_
No. 12 — Wetvaults
Maintenance
Defect
Condition When Maintenance
Results Expected When
Component
is Needed
Maintenance is Performed
General
Trash/Debris
Trash and debris accumulated
Remove trash and debris from vault.
Accumulation
in vault, pipe or inlet/outlet
(includes floatables and non-
floatables).
Sediment
Sediment accumulation in vault
Remove sediment from vault.
Accumulation in
bottom exceeds the depth of the
Vault
sediment zone plus 6-inches.
Damaged Pipes
Inlet/outlet piping damaged or
Pipe repaired and/or replaced.
broken and in need of repair.
Access Cover
Cover cannot be opened or
Pipe repaired or replaced to proper
Damaged/Not
removed, especially by one
working specifications.
Working
person.
Ventilation
Ventilation area blocked or
Blocking material removed or cleared
plugged.
from ventilation area. A specified %
of the vault surface area must provide
ventilation to the vault interior (see
design specifications).
Vault Structure
Maintenance/inspection
Vault replaced or repairs made so
Damage-
personnel determine that the
that vault meets design specifications
Includes Cracks
vault is not structurally sound.
and is structurally sound.
in Walls Bottom,
Damage to Frame
and/or Top Slab
Cracks wider than 1/2-inch at
Vault repaired so that no cracks exist
the joint of any inlet/outlet pipe
wider than 1/4-inch at the joint of the
or evidence of soil particles
inlet/outlet pipe.
entering through the cracks.
Baffles
Baffles corroding, cracking,
Baffles repaired or replaced to
warping and/or showing signs of
specifications.
failure as determined by
maintenance/inspection staff.
Access Ladder
Ladder is corroded or
Ladder replaced or repaired to
Damage
deteriorated, not functioning
specifications, and is safe to use as
properly, not attached to
determined by inspection personnel.
structure wall, missing rungs,
Replace sign warning of confined
has cracks and/or misaligned.
space entry requirements. Ladder
Confined space warning sign
and entry notification complies with
missing.
OSHA standards.
I
February 2005 Volume V — Runoff Treatment BMPs 4-43
1 X-6
McConnell, Jeanie V401 - 12),
From: Sibrel, Ed
Sent: Tuesday, July 17, 2012 10:44 AM
To: DeLilla, Mike; Engineering Inspector
Cc: English, Robert
Subject: Premier Ortho Sewer Tap Solution
Attachments: 20120717073240256.pdf
Attached is a sketch of the trench dam approved for the sewer lateral, that will keep the water/sewage currently
migrating along the main from backing into the lateral trench.
Ed Sibrel I Senior Engineering Technician
City of Edmonds
121 Sth Avbnue N Edmonds WA 98020
9 425.771.0220 ext. 1701
Please consider the environment before printing this e-mail
P"
k
Calendar:
Engineering Inspections
Inspection Date: 7/17/2012
1-ANY
BLD20120509 7723 220TH ST SW. EDMONDS 1080
E-Pre-Demo Erosion Control . BELTON HOMES, LLC - QUADE, LOREE
23 - Demolition
Contact: Mike
Comment: (scheduled by PL based on phoned request)
Phone: 425 75.4 3321
I -ANY
ENG20120208 21006 80TH PL W. EDMONDS 1077
E-Enqineerinq Final COMCAST OF WA. LLC
Riqht Of Wav - 7-EUC Standard
Contact:
Comment:
Phone:
2-AM
ENG20110425 21401 72ND AVE W, EDMONDE 1022
E-Sewer Tap on Citv Main EDMONDS MEDICAL BLDG. ASSOC. LLC
Riqht Of Wav - 3-Commercial
Contact: Joe Sullivan
Comment: 8am vac truck will be on site. Tap on main line will be shortly there after.
Trench bedding and backfill being
Phone: 206-793-3709
discussed with contractor and R.English and M.DeLilla.
IVA
7/17/2012 7:46:41 AM
121 5th Ave, Edrn onds Washington - Phone: (425) 771-0220
Page I of 1
i
0
0
is
DAILY FIELD REPORT
F] PO Box 44840, Tacoma WA 98448
[A 9802 29" Ave IN #B 102, Everett WA 98204
It Phone: 253-537-9400
R&APhone: 425-356-337�
FAX: 253-537-9401
FAX: 425-356-3374
PROJECT NAME
F_�\Y-,Cty-ay� M
PROJECT NO.
C�� lIoql
FIELD REPORT NO.
DRESS
,iqo\
DATJ��
I
PAGE
\, OF
CITY OR COUNTY
UV),r)'r-CK5 / W)�-
PERMIT NO.
ARRIVAL TIME
1 1(/, 00
DEPARTURE TIME
CLIENT
IPV0 4to
E3RA PROJECT MANAGER/ PHONE NUMBER
O�eo," \,j�e_
GENERAL CONTRACTOR Vi.
Ivill
R
N
?, 2N zl%w�, ,
E3RA REPRESENTATIVE/ PHONE NUMBER
3(,,
,6r & % ' ' -
Sq@CONTRACTOR g�l
1r)
W E
EA�H R lo \5
C-
TYPE OF WORK PERFORMED
m
EQUIPMENT USED
�.-IUNALW'_OCOMMIENTS
iF_3\zA �Z�eqyp5e�, CVN o,�
4�e `i� OV-\ +Y, V vo, O\C_ft_:!� e I i,
locc,+16, cj� �V)p �V\iv �Y.,e yyml,v, bein 00- �kq-
ay, kv_�)a p Le, I W) I-Y\
6-ya) U\rtN,
0� I 0.w<v Iimr\ NtP t��e k�cq_rx,`i\ w,-S 3 LAII'CA C
�Iinn_� A\(,z ej, C)\� P .0.\
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11
+0 Pcc,� \ 1D V6JCtJ1,0y\ - o
0-�- C��epey-t) \,Y-\�� ky-t'r(_V-, �M n- � ke_ fvr��,
1_Vck_+ey I
,
22 - rl-v-\ , fes
IIS V"oy— '1\01�� L"e'
_CIIA50
CwOL3SI,
f v coyyw,-QrAe.� O-YV -Yy-ei-c ii, oAc 4-
In \DC.\0J(,11eA_ A)J� , W, C d� 16 4�\Q- lei3O aS u-t-�-er 5e �-Pone-
Cks 0 �Mvp_*-4-41,VQ dyla�-A4;(J-Y-e ly,\-\\%4- ki-e. d\P0--r C71
+Ve
The contents of this field report were discussed with the contractor's on -site representative.
A preliminary copy of this field report was left on site. All recommendations contained (�
herein are subject to change pending review by the E3RA project manager.
EZIRA�F�IELD EPRESENTATiVE
E311 RO MANAGER
t I (I
E 3 RA, Inc.
McConnell, Jeanie
From:
Mac Sele <macs@pennonconstruction.com>
Sent:
Monday, July 16, 2012 5:31 PM
To:
McConnell, Jeanie
Cc:
Scott Shanks; Joe Sullivan; Jeff Still; Harris, Tim
Subject:
FW: Premier Ortho - CDF Fill
Attachments:
Edmonds MOB 7,16,12 DFR.pdf
Jeanie,
Attached is the Soils Engineer's report associated with today's work on the Side Sewer. Please review their
recommendation on the CDF fill and let us know as soon as possible if you have,any obje , ctions or comments in regards
to the placement of the fill material. The material has been scheduled to deliver in the morning. Thanks,
Mac Sele, LEEDO AP
Pennon Construction Company, Inc.
5303 First Avenue South, Suite 100
Seattle, WA 98108
206.418.0235 ext. 103
206.510.3575 cell
206.418.0237 fax
www.pennonconstructio n.com
This message may contain confidentiaL andlor priviLeg ed information. If you are not the addressee or authorized to receive
this for the addressee, you must not use, copy, discLose, or take any action based on this message or any information
herein. If you have received this message in error, pLease advise the sender tmmediateLy by repLy e-moiL and deLete this
message. Thank you for your cooperation.
From: Dean M. White [mailto:dwhite@e3ra.com]
Sent: Monday, July 16, 2012 5:19 PM
To: Mac Sele
Cc: 'Scott Shanks'; Joe Sullivan
Subject: RE: Premier Ortho - CDF Fill
Mac,
See attached daily field report. The CDF should be higher than the inflow locations by 18 inches or more.
Call if questions,
Dean
Dean M, White, P.E.
Principal Engineer, E3RA, Inc.
9802 29th Ave. W, #13102
Everett, WA 98204
425-356-3372
425-356-3374 fax
dwhite(@e3ra.com
From: Mac Sele rmailto:macs(&12ennonconstruction.com1
Sent: Monday, July 16, 2012 3:34 PM
To: 'Dean White (dwhiteO)e3ra.com)'
Cc: Scott Shanks; Joe Sullivan
Subject: Premier Ortho - CDF Fill
Dean,
How much OF are you recommending for the bottom of our ditch? I need to get this recommendation into the City for
approval as soon as possible and to place a delivery order for tomorrow morning. Thanks,
Mac Sele, LEED'AP
Pennon Construction Company, Inc.
5303 First Avenue South, Suite 100
Seattle, WA 98108
206.418.0235 ext. 103
206.510.3575 cell
206.418.0237 fax
www.pennonconstruction.com
This message may contain confidentiaL ondlor priviLeged information. If you are not the addressee or authorized to receive
this for the addressee, you must not use, copy, discLose, or take any action based on this message or any information
herein. If you have received this message in error, pLease advise the sender immediateLy by repLy e-moiL and deLete this
message. Thank you for your cooperation.
2
McConnell, Jeanie
From: McConnell, Jeanie
Sent: Monday, July 16, 2012 5 :52 PM
To: 'Mac Sele'
Cc: Scott Shanks; Harris, Tim; Joe Sullivan; English, Robert; DeLilla, Mik
Subject: RE: Premier Orthopedics - Side Sewer Tap Issue
Hi Mac,
The City doesn't actually allow the use of CDF in our ROW. Can your geotech make another recommendation that would
address the concerns? Typically we've seen over -ex in these situations with the use of quarry spalls to provide a stable
base and then smaller rock for pipe bedding and build up from there.
As I will be in a training class the next couple of days I have copied City Engineer Rob English and Utilities Engineer Mike
DeLilla on this email so they can provide direct input on any alternatives you propose when they return to the office
tomorrow. They are both familiar with this situation.
Thanks,
Jeanie
From: Mac Sele [mailto:macs@pennonconstruction.com]
Sent: Monday, July 16, 2012 4:50 PM
To: McConnell, Jeanie
Cc: Scott Shanks; Harris, Tim; Joe Sullivan
Subject: RE: Premier Orthopedics - Side Sewer Tap Issue
Hi Jeanie,
We are moving forward with the vactor truck, as the fluids smell like sewage, and we cannot expose our workers to the
contaminated flow entering our trench. We will be testing the fluids that have seeped into the trench.
On a side note, we are awaiting the Soils Engineer's report on the saturated trench material and have been informed
that they are recommending CDF be placed at the base of the trench to ensure proper compaction can be achieved. I
have placed a shopt load order of the CDF material in anticipation of this requirement and will forward a copy of the
recommendation your way for review and approval as soon as I have it in hand. Please let us know immediately if you
have any concerns as we are pushing to get this work done tomorrow.
Thanks, you have a good evening as well.
Mac Sele, LEEDO AP '
Pennon Construction Company, Inc.
5303 First Avenue South, Suite 100
Seattle, WA 98108
206.418.0235 ext. 103
206.510.3575 cell
206.418.0237 fax
www.pennonconstruction.com
This message may contain confidentiaL andlor priviLeged information. If you are not the addressee or authorized to receive
this for the addressee, you must not use, copy, discLose, or take any action based on this message or any information
herein. . If you have received this Age in error, pLease advise the sender imGteLy by repLyle-maiL 4nd deLete this
message. Thank you for your cooperation.
From: McConnell, Jeanie [mailto:Mcconnell@ci.edmonds.wa.us]
Sent: Monday, July 16, 2012 4:34 PM
To: Mac Sele
Cc: Scott Shanks; Harris, Tim
Subject: RE: Premier Orthopedics - Side Sewer Tap Issue
Hi Mac,
I just wanted to follow up on this to make sure we are on the same page with this situation. City crews have jetted the
main line and TV'd it as well and have found no indications of a main break or specific point in which the main may be
leaking. On whether the flows coming into the trench are contaminated or not, I've only indicated that our operations
sewer lead is not 100% confident that it is sewer and based on our check of the main line the City has decided not to
send a vactor to the site. If you choose to perform the work without the use of a vactor then that certainly is your call to
make. Trench clewatering must of course be handled properly and not flow into the City storm system, so you'll need to
make provisions for this as appropriate.
I also just spoke with Joe Sullivan regarding the inspection for tomorrow ... he said a vactor truck is scheduled for 8arn
and the core drill would happen shortly thereafter that. I'm not sure if his information may not be the latest or if that is
in fact how you've decided to mov6 forward?
Have a good evening and thanks for the communication on this.
Jeanie
From: Mac Sele [ma i Ito: macs(cbpen nonconstruction.coml
Sent: Monday, July 16, 2012 2:47 PM
To: McConnell, Jeanie
Cc: Scott Shanks
Subject: Premier Orthopedics - Side Sewer Tap Issue
Jeanie,
Thanks for your time today looking into our side sewer tap issue for the Premier Orthopedics project. Based on our
discussion and the City's findings that the liquid infiltrating the trench is not sewage, but water, we Will proceed with the
tap tomorrow morning without the use of a vactor truck. We will let you know if anyone gets sick. Thanks,
Mac Sele, LEEDO AP
Pennon Construction Company, Inc.
5303 First Avenue South, Suite 100
Seattle, WA 98108
206.418.0235 ext. 103
206.510.3575 cell
206.418.0237 fax
www.pennonconstruction.com
This message may contain confidentiaL andlor priviLeged information. If you are not the addressee or authorized to receive
this for the addressee, you must not use, copy, discLose, or take any action based on this message or any information
herein. If you have received this message in error, ptease advise the sender immediateLy by repLy e-maiL and deLete this
message. Thank you for your cooperation.
.PLANNING DATA
New Commercial I Multi -Family Projects
Name: Pre,,.,,. e-t— Qr-A,,0pe_d ":'I. Grcn...,
Date: -4/ XN
Site Address: )INC I 1Q.,al Ave_ \d
Plan Check #: BLO - aC) I\- 000t5 4 0'31C,
0,
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Pro . ect Description:
J
Use(s) Propose d:
Allowed Use: NO)
CUP File Number: NIA
To Allow What Uses: Al/A
Legal Nonconforming Land Use Determination Issued: (YES
Reduced Site Plan Provided: (5� NO)
Zoning:
Map Page:
Cor CIO
Comp Plan Designation:
�y
Corner Lot: (YES 1(9�)
Flag Lot: (YES(tD
�;Vwlilte MVer 'rate waived): ?Lq;Lo J\ 00GL3
Lot Area: qa
Plans Match . ADB Approved: W1 NO) __7Shoreline
9
Required: (YES
Critical Areas Determination#: CIRA:1,0 kkoo q9
El Study Required
')0 Waiver
SEPA Determination: bNc,-s \OC- U-ep"L-. coer-&
Exempt
Needed (for sites with 500 cubic yards of grading or within 200 feet of Puget Sound or Lake
Ballinger. Requires: (1) Fee, (2) Environmental Checklist, and (3) APO List with notarized form).
gg4iAr&dSethh&ks
Street-
de A/
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Rear:
qe
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Rear: :LC>' o N 5)
1 ( E) 0"
Lot Coverage/FAR Required- Non e-
Lot Coverage/FAR Provided: AIA
Lot Coverage/FAR Calculations: N /A
!qu Iding -ffeigbt
Datum Point:
7:Z ot Ave.. \,J
Datum Elevation:
Maximum Height 75 '—/a �1 .22,
Actual Height
Subdivision: See- \ o3r \,ne- ?L4VA0110QZ_7- P
V
Lot Aggregation Required: No
i�wdse�4ping-
Landscaping Matches ADB Approved: I Ye-.
Landscaping Bid Provided: . NO) 42,9,0
4�D 001
Bond Amount (100% Bid): Ato
449_-�,P_
Plan Review By.
�.O,d (IS10.1 op 64) A0 C,*1,C-C+td
bA- *%c-%e�
r7. X
PLANNING DATA -
New Commercial I Multi -Family Projects
C6 in -An�W
Park
Business Name
Type/Use
Parking
Ratio
Area
Required
Parking
?CP-rr-,,%ex- Ory�,Mqa C.� Gryo ID
0 mix- sxryo"
qO(9
04
goo
-2J %30 S X.
G
`Z60
2-1,G3,35S.
10S.11
Total Parking Required:
I I r
PL
0 N a,) Total Parking Provided.
Muffi-'Fainj
# Bedrooms per Dwelling Unit
Parking Ratio
# Units
Required
Parking
Studio
1.2/D.U-
1 Bedroom
1-51D.U..
2 Bedrooms
1.8/D.U-
3 + Bedrooms
2.010-U-
Total Parking Required
Total Pqrking Provided.
I
Ot6er.-,.1 I
Pe-o-
Ecibc- W.90.oajc�
tp of &A,.-rcs.-
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Plan Review By:
Gibson Traffic Consultants
2802 Wetmore Avenue
Suite 220
Everett, WA 98201
425.339.8266
GTC #11-053
APPROVED BY ENGINEERING
Date:
Premier Orthopedic Group
Traffic Impact Analysis
Prepared For: First Western Development Services, Inc.
Submitted To: City of Edmonds
RECEWELA
SEP 26 ",Q11
4
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
July 2011
S j% W-W
tET FILE
Premier Orthopedic Group
Traffic Impact Analysis
TABLE OF CONTENTS
I .
PROJECT DESCRIPTION .....................................................................................................
1
2.
TRIP GENERATION ..............................................................................................................
1
3.
TRIP DISTRIBUTION ...........................................................................................................
3
4.
SITE ACCESS ROADWAY/DRIVEWAYS AND SAFETY
................................................ 5
4.1 Sight Distance Requirements .........................................................................................
5
4.2 Channelization Warrants ................................................................................................
5
4.3 Driveway Separation ......................................................................................................
5
4.4 Access Level of Service Analysis ..................................................................................
6
4.5 Collision Summary .........................................................................................................
7
5.
TRAFFIC VOLUMES & LEVEL OF SERVICE ...................................................................
8
6.
LEVEL OF SERVICE ANALYSIS ......................................................................................
14
7.
MITIGATION RECOMMENDATIONS .............................................................................
15
8.
CONCLUSIONS ...................................................................................................................
15
LIST OF FIGURES
Figure1: Site Vicinity Map ........................................................................................................... 2
Figure 2: Development Trip Distribution ...................................................................................... 4
Figure 3: Existing Turning Movements ......................................................................................... 9
Figure 4: 2013 Baseline Turning Movements ............................................................................. 10
Figure 5: 2013 Future with Development Turning Movements .................................................. I I
Figure 6: 2018 Baseline Turning Movements ............................................................................. 12
Figure 7: 2018 Future with Development Turning Movements .................................................. 13
LIST OF TABLES
Table 1: Trip Generation Summary ............................................................................................... I
Table 2: Level of Service Criteria for Intersections ...................................................................... 6
Table 3: 3-Year Collision Rate and Frequency — January 1, 2008 to December 31, 2010 ........... 7
Table 4: 2013 & 2018 Future Level of Service Summary —PM Peak -Hour ................................ 14
Table 5: Traffic Mitigation Fee Calculation ................................................................................ 15
Gibson Traffic Consultants July 2011
GTC #11-053
Premier Orthopedic Group Traffic Impact Analysis
ATTACHMENTS
Trip Generation Calculations ......................................................................................................... A
CountData ...................................................................................................................................... B
2013 Turning Movement Calculations ........................................................................................... C
2018 Turning Movement Calculations .......................................................................................... D
Existing PM Peak -Hour Level of Service Analysis ........................................................................ E
2013 Baseline PM Peak -Hour Level of Service Analysis .............................................................. F
2013 Future With Development PM Peak -Hour Level of Service Analysis ................................. G
2018 Baseline PM Peak -Hour Level of Service Analysis ............................................................. H
2018 Future With Development PM Peak -Hour Level of Service Analysis ................................... I
WSDOTCollision Data ................................................................................................................... J
TripGeneration Studies ................................................................................................................. K
Miscellaneous................................................................................................................................. L
SitePlan ....................................................................................................................................... M
I
Gibson Traffic Consultants July 2011
GTC #11-053 ii
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IPremier Orthopedic Group Traffic Impact Analysis
1 1. PROJECT DESCRIPTION
The Premier Orthopedic Group commercial development is located along the east side of 72 nd
Avenue W, north of 216 1h Street SW. A site vicinity map that shows the study intersection is
included in Figure 1. The development will consist of 9,000 Square Feet (SF) of surgical
center/ambulatory care and 18,500 SF of specialized medical office. The development is
proposed to be constructed in one phase with build -out and occupancy scheduled for the year
1 2013. The site is currently vacant.
I
I
I
I
The development is proposing to have one access point to 72 nd Avenue W. There is currently a
curb -cut along 72 nd Avenue W which will be removed with the development and the new curb -
cut which will be installed directly opposite of the access to Aldercrest Health & Rehabilitation
Center located on the west side of 72 nd Avenue W.
2. TRIP GENERATION
The trip generation calculations for the Surgical Center/Ambulatory Care portion of the
development is based on trip generation rates derived from a similar facility in Issaquah,
Washington and used for a traffic impact analysis of a similar site in the City of Mill Creek and
City of Arlington which were approved by Snohomish County, WSDOT, City of Mill Creek and
the City of Arlington. The trip generation for the specialized Medical Office portion of the
development is based on a 3-day PM peak -hour study of the existing specialized Kruger Clinic
Orthopaedics located at 21600 Highway 99 #150 in the City of Edmonds and the Institute of
Transportation Engineers (ITE) Trip Generation, 8h Edition which is a nationally accepted
source for trip generation estimates for specific land uses. The average rate for Land Use Code
(LUC) 720, medical -dental office, has been used for the Average Daily Traffic (ADT) trip
generation calculations. The trip generation studies are included in the attachments.
The Premier Orthopedic Group development, based on 9,000 Square Feet (SF) of surgical
center/ambulatory care and 18,500 SF of medical office, is anticipated to generate 816 new
average daily trips with 59 PM peak -hour trips (12 inbound/47 outbound). The trip generation is
summarized in Table 1.
Table 1: Trip Generation Summary
Land Use
Daily
Trips
PM Peak -Hour Trips
Total
I Inbound
Outbound
Surgical Center (9,000 SF)
148
13
5
8
Medical Office (18,500 SF)
668
46
7
39
TOTAL
816
59
12
47
The trip generation studies and calculations are included in the attachments.
Gibson Traffic Consultants
GTC #11-053
July 2011
I
GIBSON TRAFFIC CONSULTANTS TRAFFIC IMPACT STUDY
GTC #11 -053
PREMIER ORTHOPEDIC LEGEND FIGURE I
GROUP DEVELOPMENT SITE SITE VICNITY
(27,500 SF) 0 # STUDY INTERSECTION MAP
CITY OF EDMONDS
I
IPremier Orthopedic Group Traffic Impact Analysis
L�
3. TRIP DISTRIBUTION
The distribution of trips generated by the Premier Orthopedic Group development is based on the
existing turning movements at the study intersections located around the development. The trip
distribution for the development assumes that 25% of the site traffic will travel to and from the
north on 72 nd Avenue W and 75% to and from the south on 72 nd Avenue W. The twenty-five
percent would spilt with seven percent heading west on 212th Street SW, seven percent heading
north on 72 nd Avenue W, and eleven percent heading east on 212 th Street SW. The seventy-five
percent will split with forty percent heading south on SR-99, twenty -fiver percent heading east
on 216 th Street SW, eight percent heading north on SR-99, and two percent heading west on
216 th Street SW. The distribution of daily and PM peak -hour trips generated by the development
are shown in Figure 2.
Gibson Traffic Consultants July 2011
GTC #11-053 3
GIBSON TRAFFIC CONSULTANTS TRAFFIC -IMPACT STUDY
GTC #11 -053
PREMIER ORTHOPEDIC LEGEND FIGURE 2
AWDT NEW SITE TRAFFIC
GROUP PM PEAX (DAILY/PEAK HOUR) DEVELOPMENT
(27,500 SF) TRIP DISTRIBUTION % TRIP DISTRIBUTION
CITY OF EDMONDS PM PEAK -HOUR
Premier Orthopedic Group Traffic Impact Analysis
4. SITE ACCESS ROADWAY/DRIVEWAYS AND SAFETY
The development is proposing to have one access point to 72 d Avenue W directly opposite the
existing access for Aldercrest Health & Rehabilitation Center located on the west side of 72 d
Avenue W. The access will have 162 feet of comer to comer clearance from the existing access
to McDonald's located to the south of the proposed access. The access will have 63 feet of
comer to comer clearance from the existing access to Coastal Specified Products located to the
north of the proposed access. There is currently a curb -cut along 72 d Avenue W which will be
removed with the development. The frontage of the development currently has curb, gutter, and
sidewalk.
4.1 Sight Distance Requirements
Sight distance analysis was performed at the proposed site access point according to current
AASHTO standards. The entering sight distance was measured from 10 feet back of the
pavement from an eye height of 3.5 feet to and eye height of 3.5 feet. The stopping sight
distance was measured from an eye height of 3.5 feet to an object height of 2 feet.
On 72 nd Street W the sight distance is based on a posted speed of 25 mph. The required entering
sight distance is 280 feet and the required stopping sight distance is 155 feet per AASHTO
requirements. There is over 300 feet of stopping and entering sight distance to the north and
south of the proposed access. The sight distance is met for the driveway.
4.2 Channelization Warrants
The WSDOT Design Manual Exhibit 1310-15a, Left -Turn Lane Guidelines show that left -turn
channelization is not required at the proposed access as the intersection between the Design
Hour Volume and the number of left-tums is below the posted speed limit line. Also, the
WSDOT Design Manual Exhibit 1310-19, Right -Turn Lane Guidelines show that right -turn
channelization, either a pocket or lane, is not required until there are 20 right -turning vehicles.
The access is not anticipated to have 20 right -turning vehicles during the PM peak -hour and
therefore the accesses to the Premier Orthopedic Group would not warrant right -turn
channelization.
4.3 Driveway Separation
The development is proposing to have one access point to 72nd Avenue W directly opposite the
existing access for Aldercrest Health & Rehabilitation Center located on the west side of 72 nd
Avenue W. The access will have 162 feet of comer to comer clearance from the existing access
to McDonald's located to the south of the proposed access. The access will have 63 feet of
comer to comer clearance from the existing access to Coastal Specified Products located to the
north of the proposed access.
I
Gibson Traffic Consultants July 2011
GTC #11-053 5
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Premier Orthopedic Group Traffic Impact Analysis
4.4 Access Level of Service Analysis
The analysis of the study intersections and site access has been performed using the Synchro 7.0,
Build 773 software. Traffic congestion is generally measured in terms of level of service (LOS).
In accordance with the 2000 Highway Capacity Manual (HCM, road facilities and intersections
are rated between LOS A and LOS F, with LOS A being free flow and LOS F being forced flow
or over -capacity conditions. The level of service at signalized and all -way stop -controlled
intersections is measured in terms of average delay per vehicle in seconds. The level of service
for two-way stop -controlled intersections is determined by the worst case of all the calculated
lane groups at the intersection. A summary of the level of service criteria has been included in
Table 2.
Table 2: Level of Service Criteria for Intersections
Level of
Service
Expected
Delay
Intersection Control Delay
(Second&s r Vehicle)
Unsignalized
Intersections
Signalized
Intersections
A
Little/No Delay
<10
<10
B
Short Delays
>10 and <15
>10 and <20
C
Average Delays
>15 and <25
>20 and <35
D
Long Delays
>25 and <35
>35 and <55
E
Very Long Delays
>35 and <50
>55 and <80
F
Extreme Delays2
>50
>80
Source: Highway Capacity Manual 2000.
LOS A: Free -flow traffic conditions, with minimal delay to stopped vehicles (no vehicle is delayed longer
than one cycle at signalized intersection).
LOS B: Generally stable traffic flow conditions.
LOS C: Occasional back-ups may develop, but delay to vehicles is short term and still tolerable.
LOS D: During short periods of the peak hour, delays to approaching vehicles may be substantial but are
tolerable during times of less demand (i.e. vehicles delayed one cycle or less at signal).
LOS E: Intersections operate at or near capacity, with long queues developing on all approaches and long
delays.
LOS F: Jammed conditions on all approaches with excessively long delays and vehicles unable to move at
times.
2 When demand volume exceeds the capacity of the lane, extreme delays will be encountered with queuing which
may cause severe congestion affecting other traffic movements in the intersection.
Gibson Traffic Consultants July 2011
GTC #11-053 6
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Premier Orthopedic Group Traffic Impact Analysis
Per the November 2009 Comprehensive Transportation Plan; the acceptable level of service for
City of Edmonds intersections is LOS D or better for arterials and LOS C or better for collectors.
Highways of Statewide Significance, SR-99, are not subject to local concurrency standards;
however, the City has identified LOS E or better for SR-99 north of SR-104. The City of
Edmonds monitors these roadways and coordinates with WSDOT to address any deficiencies if
the WSDOT standard of LOS D is exceeded.
The level of service analysis shows that the full access to 72 nd Avenue W will operate at LOS B
with 10.6 seconds of delay.
4.5 Collision Summary
The latest 3-year collision history from January 1, 2008 through December 31, 2010 was
obtained from WSDOT. The collision data was collected between MP 45.33 and 45.82, which
encompasses SR-99 from 212 Ih Street SW (MP 45.62 to 45.82) to 216'h Street SW (MP 45.33 to
45.53). There were a total of 95 collisions at these two intersections in the 3-year reporting
period within the study area. The data is summarized in Table 3 below.
Table 3: 3-Year Collision Rate and Frequency — January 1, 2008 to December 31, 2010
Collision
Type
I
Location
Collision
f I requency
I
ADT3
Rate
Rear
Enter at
Opposite
Others
3-Year
End
Angle
Direction
Total
1. SR-99 at
212'h Street SW
27
7
7
8
49
16.33
38,030
1.18
2. SR-99 at
30
3
2
11
46
15.33
33,400
1.26
216 Ih Street SW
The WSDOT 2008 Washington State Collision Data Summary, the most recent one available
from WSDOT, shows that the collision rate for an Urban Principal Arterial, which are roadways
similar to SR-99, is 2.42 collisions per million vehicle miles of travel. The collision rate at the
primary study intersections should therefore be considered acceptable since the collision rate is
below the state average.
3 The Average Daily Traffic (ADT) assumes a design K-value of 10.
Gibson Traffic Consultants July 2011
GTC #11-053 7
Premier Orthopedic Group Traffic Impact Analysis
5. TRAFFIC VOLUMES & LEVEL OF SERVICE
Existing PM peak -hour counts were collected at the four (4) off -site study intersections:
1. SR-99 at 21P Street SW — Signalized Intersection
2. SR-99 at 216'h Street SW — Signalized Intersection
3. 72 d Avenue W at 216 1h Street SW — Stop Controlled Intersection
4. 72 nd Avenue W at 212 1h Street SW — Signalized Intersection
These counts were performed by All Traffic Data (ATD) on June 29, 2011. The existing turning
movements are shown in Figure 3. The 2013 baseline traffic volumes were determined using a
I% annually compounding growth rate to account for other developments in the site vicinity, this
is based on the WSDOT Annual Traffic Report and comparison of counts along SR-99. The
2013 baseline turning movements are shown in Figure 4. The 2013 future with development
traffic volumes were calculated by adding the development's trips to the 2013 baseline traffic
volumes. The 2013 future with development turning movements are shown in Figure 5. The
2018 baseline turning movements are shown in Figure 6. The 2018 future with development
traffic volumes were calculated by adding the development's trips to the 2018 baseline traffic
volumes. The 2018 future with development turning movements are shown in Figure 7. The
traffic volume calculations are included in the attachments.
Gibson Traffic Consultants July 2011
GTC #11-053 8
GIBSON TRAFFIC CONSULTANTS TRAFFIC IMPACT STUDY
GTC #11 -053
PREMIER ORTHOPEDIC LEGEND FIGURE 3
GROUP PM PEAX-HOUR
(27,500 SF) TURNING MOVEMENT VOLUMES 2011 E)USTING CONDITIONS
TURNING MOVEMENTS
CITY OF EDMONDS
GIBSON TRAFFIC CONSULTANTS TRAFFIC IMPACT STUDY
GTC #11 -053
PREMIER ORTHOPEDIC LEGEND FIGURE 4
GROUP PM PEAX41OUR
(27,500 SF) TURNING MOVEMENT VOLUMES 2013 BASELINE CONDITIONS
CITY OF EDMONDS TURNING MOVEMENTS
GIBSON TRAFFIC CONSULTANTS TRAFFIC IMPACT STUDY
GTC #11 -053
PREMIER ORTHOPEDIC LEGEND FIGURE 5
GROUP PM PEAX-HOUR
(27,500 SF) TURNING MOVEMENT VOLUMES 2013 FUTURE WITH DEVELOPMENT
TURNING MOVEMENTS
CITY OF EDMONDS
GIBSON TRAFFIC CONSULTANTS TRAFFIC IMPACT STUDY
GTC #11 -053
PREMIER ORTHOPEDIC LEGEND FIGURE 6
GROUP PM PEAK -HOUR
(27,500 SF) TURNING MOVEMEW VOLUMES 2018 BASELINE CONDITIONS
TURNING MOVEMENTS
CITY OF EDMONDS
GIBSON TRAFFIC CONSULTANTS TRAFFIC IMPACT STUDY
GTC #11 -053
PREMIER ORTHOPEDIC LEGEND FIGURE 7
GROUP PM PEAK -HOUR
(27,500 SF) TURNING MOVEMENT VOLUMES 2018 FUTURE WITH DEVELOPMENT
TURNING MOVEMENTS
CITY OF EDMONDS
Premier Orthopedic Group Traffic Impact Analysis
6. LEVEL OF SERVICE ANALYSIS
The future with development level of service analysis has been performed for the additional 59
new PM peak -hour tips that would impact the study intersections. The development's trips were
added to the baseline turning movements to determine the future with development turning
movements. The intersection of SR-99 at 212 1h Street SW will remain at LOS D with a slight
increase in delay with the development's trips in 2013 and 2018. The intersection of SR-99 at
216 th Street SW will continue to operate at LOS C with the development trips in 2013 as well as
2018. The intersection of 72 nd Avenue W at 216 1h Street SW will drop to LOS C with only a 1.4
second increase in delay in 2013 and LOS C with an increase of 1.6 seconds in delay in 2018.
The intersection of 72 nd Avenue W at 212 1h Street SW will remain at LOS A with only a 0.1
second increase in delay in 2013. The 2013 & 2018 future with development level of service has
been shown in Table 4. All of the study intersections will remain at acceptable LOS per city
standards with the development and background traffic forecasts for the 2018 concurrency
forecast year.
Table 4: 2013 & 2018 Future Level of Service Summary -PM Peak -Hour
Intersections
Existing
Conditions
2013 Future Conditions
2018 Future Conditions
without
Development
With
Dev lopment
without
Development
with
Development
LOS
I Delay
LOS
Delay
LOS
I Delay
LOS
Delay
LOS
I Delay_
1. SR-99 at 212'h Street SW
D
42.0 sec
D
43.2 sec
D
43.5 see
D
48.6 sec
D
48.9 sec
2. SR-99 at 216"' Street SW
C
22.4 sec
C
23.0 sec
C
23.8 sec
C
24.4 see
C
25.4 sec
3. 72 "d Avenue W at 216d' Street SW
B
13.9 sec
B
14.1 sec
C
15.5 sec
B
14.7 sec
C
16.3 sec
4. 72 nd Avenue W at 212th Street SW
A
7.2 sec
A
7.2 sec
A
7.3 sec
A
7.5 sec
A
7.5 sec
5. 72 nd Avenue W at Site Access
---
---
B
10.6 sec
---
---
B
10.8 see
Gibson Traffic Consultants
GTC #11-053
14
July 2011
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IPremier Orthopedic Group Traffic Impact Analysis
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7. MITIGATION RECOMMENDATIONS
The applicable % New Trips and Trip Length Factors are from Table 4 of the City of Edmonds
Traffic Impact Analysis Guidelines. The % New Trips for Surgical Center is more similar to that
of a general office use where the Medical Office would have the same % New Trips as Medical
Office within Table 4. The Trip Length Factor of 1.40 was from Medical Office and is used for
both uses as the distance traveled would be more consistent to a medical office trip. The Trip
Rates are from the independent studies for surgical center/ambulatory care and the medical
office.
The traffic mitigation fee calculation for the Premier Orthopedic Group development is
summarized in Table 5. The total traffic mitigation fee of $67,145 is required for the Premier
Orthopedic Group development.
Table 5: Traffic Mitigation Fee Calculation
Number
Trip
%
Trip
Net New Trips
Impact Fee
Land Use
of Units
Rate
New
Length
per Unit of
per Unit
Total
Trips
Factor
Measure
Surgical
9,000 SF
1.43
90%
1.4
1.80 per 1,000 SF
$1.89perSF
$17,010
Center
Medical
18,500 SF
2.46
75%
1.4
2.58 per 1,000 SF
$2.71 per SF
$50,135
Office
I I
Total
---
---
---
---
---
---
$67,145
8. CONCLUSIONS
The development will consist of 9,000 Square Feet (SF) of surgical center/ambulatory care and
18,500 SF of medical office. The development is proposed to be constructed in one phase with
build -out and occupan C scheduled for the year 2013. The development is proposing to have
one access point to 72 nY Avenue W which will have adequate sight distance and will operate at
an acceptable level of service. The development is anticipated to generate 816 new average
daily trips with 59 PM peak -hour trips (12 inbound/47 outbound). The development will have
traffic mitigation fees of $67,145; based on the independent trip rates and the methodology
outlined in Table 4 of the City of Edmonds Traffic Impact Analysis Guidelines. The
development will not have a significant impact on the surrounding intersections; however, due to
queuing back on 216 1h Street SW from SR-99 to 72 nd Avenue W we would recommend putting in
DO NOT BLOCK INTERSECTION signs for eastbound traffic just west of 72 nd Avenue W on
216'h Street SW.
Gibson Traffic Consultants July 2011
GTC #11-053 15
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Trip Generation Calculations
Premier Orthopedic Group
GTC #11-053
Trip Generation for: Weekday
(a.k.a.): Average Weekday Daily Trips (AWDT:
NET EXTERNAL TRIPS BY TYPE
IN BOTH DIRECTIONS
DIRECTIONAL ASSIGNMENTS
TOTAL
PASS -BY
DIVERTED
NEW
PASS -BY
DIVERTED
NEW
Gross Trips Internal
crossover
LINK
LINK
ITE
% of
Trips
% of
I
% of
LAND USES
VARIABLE
LU
Trip
%
I
%
In+Out
Gross
In+Out
In+Out
Ext
'
In+Out
Ext
In+Out
In+Out
In
Out
In
Out
In
Out
Rate
IN
OUT
(Total)
(Total)
(TojtaQ*
(Total)
(Total)
codel
Trips
(Total)
Trip,
Trips
Surgical Cernter/Arnbulatory Care
9.000 KSF
TENW
16.42
150%
50%
148
0%
0
148
0%
0
0%
0
148
0
0
0
0
74
74
-Medical Office Building
18.500 KSF
720
36.13
150%.50%
668
0%
0
1
668
0%
0
0%
0
668
1 0
0
0
0
334
334
ITotal
_F
816
/,/7/, 0
816 jr//
,11111,1,C111A
0
0
0
1 816
1 0
0
0
0
, 408
408
Premier Orthopedic Group
GTC #11-053
Trip Generation for: Weekday, Peak Hour of Adjacent Street Traffic, One Hour between 4 and 6 PM
(a.k.a.): Weekday PM Peak Hour
NET EXTERNAL TRIPS BY TYPE
IN BOTH DIRECTIONS
DIRECTIONAL ASSIGNMENTS
Internal
DIVERTED
DIVE ED
Gross Trips
TOTAL
PASS -BY
NEW
PASS -BY
NEW
Crossover
LINK
LINK
ITE
% of
Trips
% of
I
% of
LAND USES
VARIABLE
LU
Trip
%
I
I %
In+Out
Gross
In+Out
In+Out
Ext
In+Out
Ext
In+Out
In+Out
In
I
Out
In
Out
In
Out
Rate
IN
OUT
(Total)
(Total)
(Total)
(Total)
(Total)
code
Trips
(Total)
Trip's
Trip's
JI
I
Surgical Cernter/Ambulatory Care
9.000 KSF
TENW
1.43
42%
58%
13
0%
0
13
1 0%_
0
0%
0
13
0
0
0
0
-Medical Office Building
18.500 KSF
GTC
2.46
1160
84%
46
0%
0
�0
"R.
0
NO
0
46
0
0
1.
0
0
[Total
///////
/-//
,4ffl
59
MM
0
59
0
0 -
59
0
-
0
- 0
Premier Orthopedic Group
GTC #11-053
PM Peak -Hour
%
New
ADT
New PM Peak Ho r Trips
In
I 3ut
tal
1000
Y]
8161
121
4�
0.55
20/4
16.32
0.24
O.S4
1.18
0.36
1.
32.64
0.4
2.36
50AI
40.80
0.60
2.3
2.95
3.54
9 O/j
73.44
1.08
4.Z
5.31
1
M
5.90
1
1
9.76
1.32.
5.1-1.
6.49
1
1.441
.
130/4
106.08
1.56
7.67
_6.11
8.26
150/4
122.40
1.80
7.0
8.85
1
9.44
170/4
138.72
2.04
7.91
10.03
180/4
146.88
2.16
8.4
10.62
190/4
155.04
2.28
8.9
11.21
2
2.40
9.
210/4
171.36
2.52.
9.8
12.39
-220/4
179.52
2.64
10.3A
12.98
2
240/4
195.84
2.88
11.2
14.16
259/j
204.00
3.00
11.7
14.75
260/4
212.16
3.12
12.2
15.34
270/4
220.32
3.24
12.6
15.93
280/4
228.48
3.36.
13.14
16.52
290/4
236.64
3.48
13.64
_17.11
3
17.7i
3
18.29
320/4
261.12
3.84
15.0
18.88
330/j
269.28
3.96
15.51
19.47
340/4
277.44
4.08
15.9
20.06
350/4
285.60
4.20
16.44
20.65
360/4
293.76
4.32.
16.9
21.24
370/j
301.92
4.44
17.3
21.83
38
4.56
1 .
22.42
390/j
318.24
4.68
18.3
23.01
400/4
326.40
4.80
18.8
23.60
410/4
334.56
4.92,
19.2
24.19
420/4
342.72
5.041
19.7
24.78
430/4
350.88
5.16
20.211
25.37
25.96
450/4
367.20
5.40
21.1
26.55
460
.375.36
5.52
21.6
27.14
470
383.52
5.64
22.0
480
391.68
5.76
22.5
28.32
490
399.84
5.88
23.0
28.91
500
408.00
6.00
23.5
29.50
%
New
ADT
New PM Peak Hour Tn'PS
In
I Out
N]otal
1 OOOY]
8161
121
4711
59
30.09
520
424.32
6.24
24.
30.68
6.48
31.8
55
"8.80
6.60
25.8
32.45
590
481..
7.08
27.7
34.81
7.32
35.99
6
7.56
29.61
37.17
37.76
65
530.40
7.80
30.5
38.35
670
546.72
8.04
31.4
39.5i
68
8.16
31.9
40.12
69
563.04
8.28
32.431
40.71
71
8.52
33.3
41.89
720
587.52
8.64
33.
42.48
740
603.84
8.88
34.7f
43.66
75
612.00
9.00
35.2!
44.25
760
620.16
9.12
35.7,
44.84
770
628.32
9.24
36.1�
45.43
780
636.48
9.36
36.6(.
46.02
790
644.64
9.48
37.1
46.61
820
669.12
9.84
38.
48.38
830
677.28
9.96
39.01
48.97
84
10.08
39.4
49.56
850
693.60
10.20
39.9
50.15
860
701.76
10.32
40.4
50.74
87
.92
10.44
40.8
51.33
89
10.68
41.8
52.51
900
734.40
10.80
42.3
53.10
910
742.56
10.92,
42.771
53.69
920
750.72
11.04
43.2
54.28
930
758.88
11.161
43.71
54.87
950
775.20
11.40
".6
56.05
960
783.36
11.52
45.1
56.64,
970/4
791.52
11.64
45.51
57.23
980/4
799.68
11.76
MAI
57.
9921
807.84
11.88
46.51
58.41
1
100014
816.001
2.001
47.0
59.00
A-3
Val
cl
-4-a
Peak Hour Summary
WA NOW
Mark Skaggs
(206) 251-0300
Pacific Hwy & 212th St SW
4:00 PIVI to 5:00 PIVI
Wednesday, June 29, 2011
Q! F 333] [1545]
1 148 1 11171 681
212th St SIN Pods 6
It 84
F25] + 272
iv 120
Cl)
221 IL CL
[548] 251
76
Pods 2 212th St SIN
it
105 1240 1011
H F "-16
Approach PHIF HVO/6 Volume
EB 0.04 1.8% 548
WB 0.94 0.0% 476
NB 0.95 1.0% 1,446
SIB 0.82 2.3% 1,333
Intersectio'n 0.0 1.4% 3,663
Count Period: 4:00 PM to 6:00 PM
Total Vehicle Summary
/<All Traffic Dat�
W-0 WN
Mark Skaggs
(206) 251-0300
Pacific Hwy & 212th St SW
Wednesday, June 29,2011
4:00 PM to 6:00 PM
15-Minute Interval Summary
4:00 PM to 6:00 PM
aR
In out
1,333 1,545
> LL
148 1,117 68
0.
4 L*
HV 0.0%
PHF 0.94
6
221 J
+.84
Out 525
476 In
251 —0.
W r
4— 272
In 548
420 Out
76
120
HV 1 '8%
PHF 0.94
105 1,240 101
0
Out In
>
1,313 1.446
Peak Hour Summary
4:00 PM 5:00 PM
Interval
start
Time
Northbound
Pacill Hwy
Southbound
Padfic Hwy
Easthound
212th St SW
Westbound
212th St SW
Interval
Total
Pedestrians
Crosswalk
L
T
R
HV
L
T
R
HV
L
T
R
HV
L
T
-
R
7--
HV
North
South
East
West
0
30
308
12
2
21
345
42
10
60
68
18
3
30
69
15
1 0
1,018
2
0
2
0
4:15 PM
20
281
32
5
16
292
32
13
50
70
25
4
33
74
20
1 0
945
0
1 0
0
5
4:30 PM
26
326
29
1
10
252
40
3
58
55
15
3
23
67
20
0
921
3
0
1
1
4:45 PM
29
325
28
6
N
8
?2?17
34
5
53
58
18
0
34
62
29
0
919
1
2
2
7
5:00 PM
20
297
29
2
21
32
7
55
68
is
4
29
60
28
0
872
2
2
1
2
4
V4:OOPM
5:15 PM
17
338
30
5
12
235
27
7
47
82
15
1
21
68
30
1
1 922
1
a
3
2
5:30 PM
23
323
37
3
16
236
40
4
46
61
20
3
21
54
23
0
1 900
1
0
0
0
5:45 PM
26
309
1 32
1 5
1 12
228
1 36
4
1 37 1
54
1 11
1 2
23
66
19
0
1 853
1
1
0
2
To" Survey
otal Surv,�
191
1 2.5071
229
1 29
1 129
2,033
283
53
1 406 1
516 1
138
1 20
184
1
1 7,350
11
5
10
21
Peak Hour Summary
4:00 PM to 5:00 PM
Northbound
Southbound
Eastbound
Westbound
Pedestrians
By
Pea Ic
Pacifi H
212th St SW
212th St SW
Total
C rosswalk
Approach
-78-0-3
In
I Out
F Mi
I H,
In I Out
I Total
I HV
In
out
TO I
HV
In
Out
I Total
I HV
a Lrth4
—South
I ELM
Volume
1,446
1 1,3131
2,759
1 14
1,3331 1,5451
2,8781
31
7
92-5
1 1,073
10
476
1 420
1 896
1 0
6
2
5
%HV
1.0%
2.3%
1.8%
0.0%
1.4%
PHF
0.95
0.82
0.94
0.94
0.93
Northbound
Southbound
Eastbound
Westbound
BY
Pa dfic Hwy
I Pacific
212th St SW
212th St SW
Total
Movement
L
I T
I R
ITotal
I L
I T
I R
ITO I
as
1;9'
1
1 T
R
1
Total
T
1417
Volume
105
1 1.2 0
1 101
161!; 6
1 6
1 1,1171
=148,333
1
2151
12LO
77-2
7
W
3,803
PHF
0.88
1 0.9
6_
.75.
r
,
0.81
1 0.81
1 0.88
10.82
10 .94
1 0.88
1 1
0.93
Rolling Hour Summary
4:00 PM to 6:00 PM
Interval
start
Time
Northbound
Pa 'fi Hwy
Southbound
Pacific Hwy
Eastbound
212th St SW
Westbound
212th St SW
Interval
Total
Pedestrians
Crosswalk
T
R
HV
L T
R
HV
L
T
R
HV
L
T
R
HV
North
South
East
West
4:00 PM
105
1,240
101
14
68 1,1171
148
1 31
221
251
6
6
0
1 272
84
0
3,803
6
2
5
13
4:15 PM
95
Y9
1,2 9
68 89
1
1 28
216
251
74
11
119
:2j63
97
0
3,657
6
4
5
17
4:30 PM
92
1,2f L6
14
-ET- 9Z
T38
i 3
22
213
263
64
E62
8
- --
107
57
57:
107
1
3,634
7
4
8
14
4:45 PM
89
1,283
16
70 916
133
1 23
201
269
69
8
105
2"
110
1
3,613
5
4
7
13
5:00 PM
1 86 1
1,267
128
15
61 916
135
1 22
185
265
10
94
248
100MI
'A RA7
5
3
5
8
B-2
Peak Hour Summary
------------- -------
A&VION
Mark Skaggs
(206) 251-0300
Pacific Hwy & 216th St SW
4:00 PM to 5:00 PM
Wednesday, June 29,2011
F 1491]
1 49 1 11941 42 1
216th St SIN Peds 15
19 92
F 238] + 82 2376
62
w
V
72 IL S (L
305] 101 223]
F F
132
Peds 15 216th St SIN
it
107 1327 801
141
F1-3881 F15 2:
Approach PHF HVO/6 Volume
EB 0.83 1.0% 305
WB 0.88 2.1% 236
NB 0.94 2.6% 1,514
SB 0.88 1.1% 1,285
Interseceion 0.96 1.8% 3,346
Count Period: 4:00 PM to 6:00 PM
Total Vehicle Summary
Mark Skaggs
(206) 251-0300
Pacific Hwy & 216th St SW
Wednesday, June 29, 2011
4:00 PM to 6:00 PM
15-Minute Interval Summary
4:00 PM to 6:00 PM
J,In lout
285 491
> LL
49 1,194 42
x
HV 2.1 %
PHF 0.88
15
72 J
N
t 92
Out 238
236 In
101 -0.
w+E
+-82
In 305
223 Out
132
62
HV 1.0%
15
PHF 0.83
*�l ;t
107 1,327 80
C4 6
Out In
1.388 1,514
0.
Peak Hour Summary
4:00 PM to 5:00 PM
Interval
Start
Time
Northbound
Pad Hwy
Southbound
Pacific Hwy
Eastbound
216th St SW
Wes und
216th St SW
Interval
Total
Pedestrians
Crosswalk
L
T
R
I HV
L
T
R
HV
L
T
R
HV
L
T
I R
HV
North
South
East
West
4:00 PM
26
302_
19
6
10
340
17
3
22
25
36
0
17
24
26
0
871
8
1
2
4:15 PM
32
317
14
12
12
311
21
5
15
22
31
2
11
16
13
2
815
5
1 4
1
7
4:30 PM
25
355
24
8
10
254
5
4
17
33
42
a
20
15
32
2
832
2
3
1
2
4:45 PM
24
346
23
13
10
289
6
2
18
21
23
1
14
27
21
1
822
___0
7
6
3
5:00 PM
23
304
13
3
9
246
9
2
27
39
37
0
25
22
41
2
795
8
3
8
2
5:15 PM
27
380
27
5
1 4
255
8
8
21
33
32
0
25
23
31
-1
866
8
a
3
8
5:30 PM
13
353
21
7
10
242
11
4
14
25
25
1
is
17
14
1
760
4
1
3
1
5:45 PM
20
366
20
7
1 9
1 239
1 15
1 5
1 14
1 10
31
0
7
12
18
1
761
3
4
1
5
IT. -I Surved
190
1 2,730
161
1 61
1 74
1 2,1761
92
1 33
1 148
1 208
257
1 4
1 134_
1 156 �
196
10
1 6 1 522
38
23
26
30
Peak Hour Summary
4:00 PM to 5:00 PM
Northbound
Southbound
Eastbound
Westbound
Pedestrians
By
Pectic Hwy
Pacific H
216th St SW
216th St SW
Total
Crosswalk
Approach
In
I Out
I Total
I HV
In
I Out
F Tal
I HV
In
I Out
I To-
HV
In
Out
I Total
HV
El
So Ih
us
I La'st
West
1,514
1 1,388
1 2,902
1 39
1,285
1 1,491
1 2.776
1 14
305
1 238
1 Oil
I
1 3
236
223
1 459
5
3.340
5H�l
1
14
-Volume
%HV
2.6%
1.1%
1.0%
2.1%
1.8%
PHF
0.94
0.88
0.83
0.88
0.96
Northbound
Southbound
Eastbound
Westbound
By
Movement
Pacific Hwy
I Pacific=
216th St Z
216th St SW
Total
L
I T
I R
ITotal
I LJTJ�
Total
L
I T
R
Lotal
1 L.
T
1
R
ITotal
olu-
1.1'1
1 1 27
1 42 1
1.1941
49
72
1 101
132
30
2
T
r2
1236
3,340
P.,
5.
6.93
1 �T%
161:§1414
0.88 1
0.88
1 0.58
0.
0.82
1 0.77
1 0.79
10.83
1 0.78
1 0.76
1 0.72
10.88 �
0.96 j
Rolling Hour Summary
4:00 PM to 6:00 PM
Interval
Start
Time
Northbound
Paciff Ftwy
Southbound
Pacific Hwy
Eastbound
216th St SW
Wes und
216th St SW
Interval
Total
Pedestrians
Crosswalk
L
T
R
W
L
L_
R.
�V
L
T
R
HV
L
T
R
HV
North
South
East
West
4:00 PM
107
1, 7
80
39
42
1.1941
7
9
1 4
72
101
132
3
62
82
92
5
3,340
is
15
11
1 14
4:15 PM
104
1,322
74
36
100
1
13
77
115
1 133
1 3
80
107
7
3,264
15
17
16
14
4:350 PM
L4
99
1,385
87
29
1:64i
16_
83
126
1
�70
8
84
87
1 125
6
3,315
7-8-
1-3
18
15
4
87
1,383
84
28
6
80
1 117
1 2
79
879_�
107
5
3,243
20
7 1
20
14
9*00 PM
5 .00"
83
1.403
81
22
32
982
1 43
1
107
1 125
1 1
5
1182
23
8
15
16
IM,
Peak Hour Summary
Mark Skaggs
(206) 251-0300
72nd Ave W & 216th St SW
4:15 PM to 5:15 PM
Wednesday, June 29,2011
[179]
F 87]
216th St SIN Pods 6
F, 35] +
w
X CL S CL
- 3178
[284]
Pods 0 216th St SIN
Approach PHF HVO/6 Volume
EB 0.83 0.4% 284
WB 0.85 2.6% 228
NB 0.00 0.0% 0
SB 0.86 1.7% 120
Intersection 8.;0 -1+.4% 632
Count Period: 4:00 PM to 6:00 PM
Total Vehicle Summary
/'1Y1 Traffic D ta-,,
Al T1 I
Mark Skaggs
(206) 251-0300
72nd Ave W & 216th St SW
Wednesday, June 29, 2011
4:00 PM to 6:00 PM
15-Minute Interval Summary
4:00 PM to 6:00 PM
aR
In
out
120
179
> LL
33
87
HV 2 '6%
Y
PHF 0.85
6
53
126
Out 135
228 In
231 -0
W
W+E
o 4-102
In 284
318 Out
7'4�t
HV 0.4%
PHF 0.83
out
In
0
0
Peak Hour Summary
4:15PM
to
5:15PM
Interval
Start
Time
Northbound
72nd Ave W
Southbound
72nd Ave W
Eastbound
216th St SW
Wastbound
216th St SW
Interval
Total
Pedestrians
Crosswalk
L_
R
HV
L
T
HV
T
R
HV
North
South
East
West
4:00 PM
19
8
3
15
64
1
38
27
1
171
1
a
0
0
4:15 PM
24
9
1
13
48
1
33
34
2
161
2
0
0
1
4:30 PM
22
11
0
18
68
0
21
25
1
165
1
0
0
1
4:45 PM
15
4
1
12
44
0
27
29
1
131
2
0
0
5-.:-00- PIA
26
9
0
10
71
0
21
38
2
175
1
-0
0
0
2
5:15 PM
2
3
0
12
57
1
25
28
2
150
3
0
0
2
5:30 PM
2
1
1
1 15
38
0
is
30
4
126
1
0
1
3
5:45 PM
22
1
11 5
1 0
22
25
1
115
1
0
2
Total Survey
180
1
104
202
236
14
1,194
1 12
1 0
1
11
Peak Hour Summary
4:15 PM to S. 15 PM
Northbound
Southbound
Eastbound
Westbound
Pedestrians
By
7 2nd Ave W
72nd Ave W
216th St SW
216th St SW
Total
Crosswalk
Approach
In
Ou 1
otal
LO-
In Out
I Total
IWV—
In
Out
I Total
J-W-�Out
I Total
I HV
North
1 South
1 East
i West
0
0
1
120 179
1 299
2
284
135
1 419
1 1
228
1 318
1 546
1 6
632
6
1 0
1 0
1 4
%HV
0.0%
1.7%
0.4%
2.6%
1.4%
PHF
0.00
0.86
0.83
0.85
0.90
Northbound
Southbound
Eastbound
Wastbound
By
72n d Ave W
I 72nd Ave W
216th St SW
I 216th St SW
Total
Movement
I
I
ITotal
I L
I
I R
Total
L
T
0
12L824
1
1426
Total
1228
1
1 87
1
1 33
1120
53
1 231
1
1012
632
_�Lolumo
PHF
12
0.00
0.84
1
1 0.75
10.86
0.74
1 0.81
1
.77
1 0.83
10-85
0.90
Rolling Hour Summary
4:00 PM to 6:00 PM
Interval
Start
Time
Northbound
72nd Ave W
Southbound
72nd Ave W
Eastbound
216th St SW
Westbound
216th St SW
Interval
Total
Pedestrians
Crosswalk
L
R
I HV_
L
T
—HV
T
R
HV
nh
Suth
East
I West
4:00 PM
80
32
1 5
58
224
2
119
115
5
628
0
7
4:15 PM
3
§5
1
?2246
1
102
1 L6
§
632
0
4:30 PM
88
5
120
6
621
0
4:45 PM
Et:E
E�E
93
49
210
1
88
1 125
1 9
1 582
5:00 PM
. 46
198
1
1 1
83
1 121
1 9
' 110
Im.
Peak Hour Summary
10v
Mark Skaggs
(206) 251-0300
72nd Ave W & 212th St SW
4:15 PNI to 5:15 PM
Wednesday, June 29,2011
F72] 1679
14 39 19
v
212th St SIN Pods 4
7 OR F33
476] + 388
N 30
co
18 X CL S CL
483] 414 4 501]
F
51 v
Pods 0 212th St SIN
it + x
74 118 68�
F 260]
N
Approach PHF HVO/6 Volume
EB 0.88 2.3% 463—
WB 0.87 1.1% 451
NB 0.75 2.7% 260
sa 0.75 5.6% 72
Intersection 0 . 90 1 2. 1 1 % 1,266
Count Pehod: 4:00 PM to 6:00 PM
Total Vehicle Summary
��11 Traffic Datza
Mark Skaggs
(206) 251-0300
72nd Ave W & 212th St SW
Wednesday, June 29, 2011
4:00 PM to 6:00 PM
15-Minute Interval Summary
4:00 PM to 6:00 PM
In
out
0 0
72
169
> U.
14
39 19
HV 1.1%
PHF 0.87
4
18
Ar
+L33
Out 476
451 In
414 .0
W
E
w +-388
In 483
501 Out
51
30
HV 2.3%
�4�j
0
�t&
PHF 0.88
aR
74
118 68
Out
In
>
120
260
CL
Peak Hour Summary
4:15 PM
to 5.15 PM
Interval
Start
Time
Northbound
72nd Ave W
Southbound
72nd Ave W
Eastbound
212th St SW
Wes und
212th St SW
Interval
Total
Pedestrians
Crosswalk
L
T_
R
HV
L
HV
L
T I
R
HV
L
T
R
HV
North
South
East
West
4:00 PM
30
27
16
3
12
3
5
2_
6
99
12
3
11
1 108
9
3
338
0
1
1
1
4:15 PM
13
17
19
2
4
14
6
6
97
12
4
12
104
13
1
317
2
0
1
0
4:30 PM
15
33
13
2
5
13
6
-0
2
3
107
7—
5
5
97
11
3
315
2
0
0
1
4:45 PM
17
31
15
1
4
4
0
0
6
95
13
1
4
89
5
0
283
. 0
0
1
5
5-:00- PM
29
37
21
2
6
8
2
2
3
115
19
1
9
98
4
1
351
0
0
3
2
5:15 PM
10
25
20
1
7
9
1
0
2
106
18
2
7
95
5
0
305
0
0
0
2
5:30 PM
22
24
26
5
6
7
6
1
4
7
93
11
1
304
2
2
1
8
5:45 PM
26 1
IT
1 2
1 1
8
10 1
3
1 1
3
11
119
11
1
295
2
1
1
1
Total Survey
162
1 207
1 132
1 17
r?
rA
66
803
69
10
2,508
1 8
1 4
1 8
20
Peak Hour Summary
4:15PM to 5.15PM
Northbound
Southbound
Eastbound
Westbound
Pedestrians
By
72nd Ave W
72nd Ave W
212th St SW
212th St SW
Total
Crosswalk
Approach
In
Ou
HV
In
SLut
lotal
HN/
In
Out
I To
�a
�V
In
Out I
Total
HV
North
1 South
East
1
1 West
Volume
260
12
1 380
1 7
72 I
16 I
241 I
4
483
476 1
959
1 11
451
501 1
952
5
1,266
4
1 0
5
1 8
%HV
2.7%
5.6%
2.3%
1.1%
—T-1%
PHF
0.75
0.75
0.88
0.87
0.90
Northbound
Southbound
Eastbound
W stbound
By
h
72nd Ave W
I 72nd Ave W
212th St SW
212th St SW
L
I T
I R
ITotal
I L
T
R
ota'
A
otal
L
R
0' 1
'ume
74
1 8
0
L71
1
I 9
1 7 -
4
1712-
1LI
4114
48-3
TO
388
3
PHI
J6 4
1 6.180
1 568,
8
10
-9
5'79
1 0.70
1 0.58
10.75
3.93
1
Rolling Hour Summary
4:00 PM to 6:00 PM
Interval
Start
Time
Northbound
72nd Ave W
Southbound
72nd Ave W
Eastbound
212th St SW
Westbound
212th St SW
Interval
Total
Pedestrians
Crosswalk
L
T
R
HV
L
T
R
T —HV
L
I T
R
I HV
L
1__T_
f__R
North
South
East
West
4:00 PM
75
108
63
8
25
34
17
1 4
21
1 398
44
1 13
32
1_ 398
1 38
1 _7
1.253
4
1
3
7
4:15PM
74
li�
68
7
19
3 9
14
18
1 !N
V
L
30
1 388
1
5
1,266
4—
4-
5
8
4:30 PM
71
126
69
6
22
5 4
9
4
14
4�3
57
91
25
37
25
1.254
2
1
4
10
4:45 PM
78
117
82
9
23
28
9
3
15
1 403
61
6
27
375
1 25
2
1,243
2
2
5
17
&00 PM
87
99
69
9
27
34
12
4
12
1 387
58
7
- 34
405
1 31
3
1,255
4
3
5
13
II-M
I
I
1 2013 Turning Movement Calculations
I
I
I
U
16
I
I
I
I
I
I
I
F
I
I
Synchro ID: 1
Existing
Average Weekday
PM Peak Hour
Year: 6/29111
Data Source: ATD
Future without Project
Average Weekday
PM Peak Hour
Year: 2013
Growth Rate = 1.0%
Years of Growth = 2
Total Growth = 1.0201
1 SR-99 @ 212th St SW
Page 1 of 5
1 1,333
12,8781
1,545
1 148 11,1171
68
0 4
Iz,
SR-99
"
525
43 476
a
0
1,073
212th St SW
EKI
212th St SW
896 North
221
548 251
420
76
SR-99
105
11,2401 101
t,_313
12,7591
1,446 1
1 1,359
12,9351
1,576
J
1 151 11,1391
69
0
Ib
SR-99
535
277 485
ff86
t2 122
1,094
212th St SW
212th St SW 913 North
225
559 256
428
78
SR-99
1 107
11,2651
r-1,339
12,8141
1,475
Total Project Trips
r-2
9
7
Average Weekday
1 1 1 1
0
PM Peak Hour
0
Ib
SR-99
1:3 0 0
0
7
212th St SW
212th St SW
2 North
2
SR-99
I
q 0
0
3
4
3
Future with Project
E-1.361
12,9441
1,583
Average Weekday
1 152 11,1401
69
PM Peak Hour
0 4
1�1
SR-99 E86
536 <-, 277 485
t2 122
1,101 212th St SW 212th St SW 915 North
229
565 258 430
78 SR-99
1 07 11,2681 10
1,340
12,8181 1,478
C - I
2 SR-99 @ 216th
St SW
Page 2 of 5
Synchro ID: 2
Existing
1 1,285
12,7761
1,491
Average Weekday
1 49 11,1941
42 1
PM Peak Hour
0
1b.
SR-99
92
Year: 6129/11
238
4- 82 236
0 62
Data Source: ATD
543
216th St SW
F3—.3401
216th St SW
459 No rth
223
SR-99
07
1,3271 80
r-1.388
12,9021
1,514
Future without Project
1-1,311
12,8321
1,521
Average Weekday
1 50 11,2181
43 1
PM Peak Hour
0
SR-99
'�'
Year: 2013
243
241
Growth Rate 1.0%
0
Years of Growth = 2
554
216th St SW
216th St SW
469 North
Total Growth = 1.0201
c*
228
SR-99
1�.
1�
F-1 09
11,3541 82
F-1,416
12,9611
1,545
Total Project Trips
[-1
4
3
Average Weekday
1 1 0 1
0
PM Peak Hour
SR-99
g;� 0
9
4CO E3 3
0 0
43
216th St SW
2 16th St SW
15 No rth
C*
12
lb
SR-99
la
F5
0 1 0
r-1 9
24 1
5
Future with Project
1 1,312
12,8361
1,524
Average Weekday
1 51 11,2181
43
PM Peak Hour
0 4
Ib
SR-99
'ti
94
252
1:3
87
ff63
244
597
216th St SW
216th St SW
484
North
716
345
115
240
154
SR-99
F114
11,3541 .82
1,435,
12,9851
11550
C-2
I
I
I
I
I
3 72nd Ave W @ 216th St SW
Page 3 of 5
Synchro I D: 3
Existing
120
299
179
Average Weekday
33 1 0
87
PM Peak Hour
61 4
1z,
72nd Ave W
126
Year: 6129/11
135
ff102 228
0
Data Source: ATD
419
216th St SW
632
216th St SW
546
318
FO
1 0 1 0
F-O
0 1
0
Future without Project
Average Weekday
PM Peak Hour
Year: 2013
Growth Rate = 1.0%
Years of Growth = 2
Total Growth = 1.0201
T
North
I
123
1306
183
34 1 0
89
t2 4
72nd Ave W
129
138
104] 233
61 0
428
216th St SW
F976
216th St SW
558 North
54 0
290 236
325
0
la
0
1 0
r—O
0
0
Total Project Trips
[�-35
44
9
Average Weekday
1 1 0
34
PM Peak Hour
0 4
Ib
72nd Ave W
0 9
0 0
I
216th St SW
216th St SW
43 North
34
�:O
1 0 1 0
F-5
6
0
Future with Project
F-1
58
350
192
Average Weekday
35
1 0
123
PM Peak Hour 0
�J
72nd Ave W
R,
138
139
�3
ff104
242
t2
0
T
429
216th
St SW
F6 —90- 1
216th
St SW
601
North
54
<q
290
236
359
0
IL
I
_0
'0
0
—.0,
0
0
C-3
4 72nd Ave W @ 212th St SW
Page 4 of 5
Synchro I D: 4
Existing
E--72
241
169
Average Weekday
14 39
19
PM Peak Hour
72nd Ave W
33
Year: 6/29111
476
<3 88 451
E3
6> 0
Data Source: ATD
959
212th St SW
DE
212th St SW 952
No rth
72nd Ave W
501
I
74
la
118
0
68
F777�
380
26n
Future without Project
[-73
245
172
Average Weekday
14 1 40
19
PM Peak Hour
4
72nd Ave W
4
'ti
Year: 2013
485
0 96 461
ff3
Growth Rate 1.0%
1
Years of Growth = 2
977
212th St SW
212th St SW 971
North
Total Growth = 1.0201
510
72nd Ave W
0
75
120
69
r-I 23
387
264
Total Project Trips
1
4
3
Average Weekday
0 1 1
0
PM Peak Hour
0 4
4b
72nd Ave W
3
0 1
ff
4
212th St SW
1
212th St SW 7
No rth
c*
6
72nd Ave W
gz�
F3
3 1
6
F-3
15
12
Future with Project
74
249
175
Average Weekday
14 1 41
19
PM Peak Hour
0 4
1z,
72nd Ave W
34
488
96
ff32
462
981
212th St SW
212th St SW
978
North
0
1
0
516
72nd Ave W
78
123 75
.126'
402
276
C-4
Synchro I D: 5
Existing
Average Weekday
PM Peak Hour
Year: 6129111
Data Source: ATD
5 72nd Ave W @ Site Access
1 120 299 179
1 0 120 0
0
72nd Ave W
0
0 F2-9-9-1 Site Access
72nd Ave W
la
0 179 1 0
r-1 20 299 1 179
Future without Project 122 305 183 -J
Average Weekday 0 1 122 1 0
PM Peak Hour 0 4
72nd Ave W RO
Year: 2013
Growth Rate = 1.0%
Years of Growth = 2
Total Growth = 1.0201
0
0
F --J
305 Site Access
72nd Ave W
gz� 1� 0
F 0 1 183 1 0
F777� 305 1 183 1
Page 5 of 5
0 0
0
0 North
0
1::3 E 0
0 0
0 North
0
I
Total Project Trips
F-3
15
12
Average Weekday
1 0
0
3
PM Peak Hour
0
72nd Ave W
2
'ti
0
0 47
ff35
0
Site
Access 59 No rth
12
72nd Ave W
L--J
q
0
0
F-35
44
9
F
Future with Project
�-I
25
320
195
Average Weekday
1 0
1 122
3
PM Peak Hour
0
Ib
72nd Ave W
1 2
0
0 47
ff35
0'
0
r-3'91
Site
Access 59 No rth
12
72nd Ave W
0
a
183
157
349
192
I C-5
I
I
1 2018 Turning Movement Calculations
I
H
I
I
I
I
I
I
I
I
I
F
I
I
I
I
F1L
11
Synchro ID: 1
Existing
Average Weekday
PM Peak Hour
Year: 6129111
Data Source: ATD
1 SR-99 @ 212th St SW
1 1,333 12,8781 1,545
1 148 11,1171 68
61 4 lb
525
1,073 212th St SW
221 0
548 251 *
76
L!Ifi b
Page 1 of 5
SR-99 ff84
4-- 272 476
t2 120
r378703 212th St SW 896 North
420
SR-99
%�� 1� 4P
1 105 11,2401 101
F-1,313 12,7591 1,446
Future without Project —1,430 13,0861 1,656
Average Weekday 1 159 11,1981 73
PM Peak Hour 0 a ob
Year: 2018 564
Growth Rate = 1.0%
Years of Growth = 7 1,151 212th St SW
Total Growth = 1.0721 237
587 269
81
SR-99 90
292 511
t2 E129 T
r4,0781 212th St SW 961 North
450
SR-99
CII
a
F-1 13
11,3291 10
r-1,408
12,9581
1,550
Total Project Trips
[-2
1 9
7 _J
Average Weekday
1 1 1 1 1
0
PM Peak Hour
0
1�3
SR-99
0
0
ff
0
0
T
7
212th St SW
M-71
212th St SW
2
North
2
SR-99
0
1 3
4 1
3
Future with Project
Average Weekday
PM Peak Hour
1 1,432 13,0951 1,663
1 160 11,1991 73 1
0 4 10
565
1,158 212th St SW
241
593 271
81
[Im
SR-99 90
292 511
t2 ff129 T
r4-,O-891 212th St SW 963 North
452
SR-99
a
4P
13 11.3321
108
F-1,409
12.9621 1,553
I
I
F1
I
I
I
I
I
I
I
11
2 SR-99 @ 216th St SW
Page 2 of 5
Synchro ID: 2
Existing
1,285
12,7761
1,491
Average Weekday
1 49 11,1941
42 1
PM Peak Hour
0 4
lb
SR-99
92
Year: 6129/11
238
82 236
E62
0
Data Source: AM
543
216th St SW
F3—,34-01
216th St SW
459
c*
223
1
IJ
SR-99
1 1
F-1 07
11,3271 80
F-1,388
12,9021
1,514
Future without Project
[-1,378
12,9771
1,599
Average Weekday
1 53 11,2801
45
PM Peak Hour
0 4
Ib
SR-99
R� 99
Year: 2018
256
:� 88 253
ff66
Growth Rate = 1.0%
t2
Years of Growth = 7
1
583
216th St SW
---
F3.5821
216th St SW
492
Total Growth = 1.0721
239
SR-99
I
15
11,4231 86
F-1,488
13,1121
1,624
Total Project Trips
[-1
4
3
Average Weekday
1 1 0 1
0
PM Peak Hour
0
Ib
SR-99
9
ff3 3
0 0
43
216th St SW
r 43-1
216th St SW
15
12
SR-99
I
1;4
F5
1 0 1 0
r-1 9
24 1
5
Future with Project 1 1,379 12,9811 1,602
Average Weekday 1 54 11,2801 45 1
PM Peak Hour 0 Iz,
T
North
I
T
North
I
T
North
I
SR-99
99
265
91
ff66
256
t2
T
626
216th St SW
EE
216th St SW
507
North
80
361
1.20
251
161
SR-99
F1 M
1,4BI 86 1
1,507'.
13,1361
1,629, J
I D-2
I I
I
I
3 72nd Ave W @ 216th St SW
Page 3 of 5
Synchro ID: 3
Existing
120
299
179
Average Weekday
33 1 0
87
PM Peak Hour
4
72nd Ave W
126
Year: 6129111
135
102] 228
0 0
Data Source: AM
419
216th St SW
F653 2 1
216th St SW
546
53 0
284 231 ->
318
0
9;�
la
FO
1 0 1 0
F-
0 1
0
Future without Project
Average Weekday
PM Peak Hour
Year: 2018
Growth Rate = 1.0%
Years of Growth = 7
Total Growth = 1.0721
C-128 320 192
35 1 0 93
72nd Ave W ff13 5
144 109 244
0 0
449 216th St SW r 6771 216th St SW 585
57 0
305 248 341
0
F— 0 1 0 1 0
5-- 1 0 0
Total Project Trips 35 1 44 9
Average Weekday 1 1 0 34
PM Peak Hour 0 4 Izi
72nd Ave W
0 9
0 0
I 216th St SW 216th St SW 43
34
0 1 0
F-5 o 0
Future with Project 163 1364 201
Average Weekday 36 1 0 1 127
PM Peak Hour 0 �J
T
North
I
T
North
I
T
North
I
72nd Ave W R,
145
0
109
ff144
253
0
0
450
216th St SW
F721-1 216th St SW
628
North
c*
375
0 0
'0
0 0
D-3
4 72nd Ave W @ 212th St SW
Synchro ID: 4
Existing 72 241 169
Average Weekday 14 1 39 1 19 1
PM Peak Hour 0 4 10
Page 4 of 5
72nd Ave W
'ti
33
Year: 6129111
476
88
ff3
451
0
Data Source: ATD
959
212th St SW
1 2=6 6
212th St SW
952
North
501
72nd Ave W
74
118
F-1 20
380 1
260 F
Future without Project
Average Weekday
PM Peak Hour
Year:
2018
Growth Rate =
Years of Growth =
1.0%
7
Total Growth =
1.0721
I
77
1 258
181
15 1 42
20
72nd Ave W
35
'ti
510
<13 1 6 483
ff32
1,028
212th St SW
212th St SW 1,020 North
537
72nd Ave W
la
79
127
r-129
408 1
279
Total Project Trips 4 3
Average Weekday 1 0 1 1 1� 0
PM Peak Hour t2 4 1�3
72nd Ave W
0
3
0
1
0
4
212th St SW
212th St SW
7
North
6
72nd Ave W
F:3
3
6
3
15
12
Future with Project
78
262
184
Average Weekday
1 15 43 1
20
PM Peak Hour
0 4
72nd Ave W
R,
35
513
4�3
416
ff33
484
t?
1,032
212th St SW
F1 —,3 7-21
212th St SW
1,027
North
c*
543
72nd Ave W
�:8:2
1 135 1
79
132
1 423 1
291
D-4
I
I
I
I
5 72nd Ave W @ Site Access
Page 5 of 5
Synchro ID: 5
Existing
120
299
179
Average Weekday
0
120
0
PM Peak Hour
0
72nd Ave W
Year: 6129/11
0
4-- 0 0
0 0
Data Source: ATD
0
F2-9-91
Site Access
0 North
0
72nd Ave W
0
179
r-1
20
299 1
179
Future without Project
Average Weekday
PM Peak Hour
Year:
2018
Growth Rate =
Years of Growth =
1.0%
7
Total Growth =
1.0721
129
321
192
0
129
0
72nd Ave W
C4
0
1:3 0 0
0 0
0
Site Access
0 North
0
72nd Ave W
FO
192 1 0
129
321 1
192
Total Project Trips E-3
15
12
Average Weekday 0
0
3
PM Peak Hour 0
4
72nd Ave W
't�2' 1 2
0
0 47
ff35
0
Site Access
5;— North
C>
12
lb
72nd Ave W
FO
0 1 9
r-35
44 1
1
9
Future with Project
132
336
204
Average Weekday
0
129
3
PM Peak Hour 0
4
72nd Ave W
'0�'
1 2
0
t3
0
ff35
47
0
r 3-8 0
Site Access
59
North
c*
12
72nd Ave W
la
0
1
365
2
F
D-5
Existing PM Peak -Hour
Level of Service Analysis
HA201 1\1 1-053\Synchro\Exisfing.syn
1: 212th St SW & SR-99 Premier Orthopedic Group (11-053)
-,o ---* "V 4e *-- 4- 4\ t /Ow "W 1 41
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4T*
4M
I
F
++
r
Volume (vph)
221
251
76
120
272
84
105
1240
101
68
1117
148
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
0
250
0
250
0
0
0
Storage Lanes
0
0
1
0
1
1
1
1
Taper Length (ft)
25
25
25
25
25
25
25
25
Lane Util. Factor
0.95
0.95
0.95
0.95
0.95
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Frt
0.979
0.974
0.850
0.850
FIt Protected
0.980
0.988
0.950
0.950
Satd. Flow (prot)
0
3396
0
0
3406
0
1770
3539
1583
1770
3539
1583
Flt Permitted
0.980
0.988
0.950
0.950
Satd. Flow (perm)
0
3396
0
0
3406
0
1770
3539
1583
1770
3539
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Satd. Flow (RTOR)
13
18
93
142
Link Speed (mph)
30
30
30
30
Link Distance (ft)
882
560
1456
677
Travel Time (s)
20.0
12.7
33.1
15.4
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
Adj. Flow (vph)
238
270
82
129
292
90
113
1333
109
73
1201
159
Shared Lane Traffic
Lane Group Flow (vph)
0
590
0
0
511
0
113
1333
109
73
1201
159
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
0
0
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
15
9
15
9
15
9
15
9
Turn Type
Split
Split
Prot
Perm
Prot
Perm
Protected Phases
4
4
8
8
5
2
1
6
Permitted Phases
2
6
Detector Phase
4
4
8
8
5
2
2
1
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Minimum Split (s)
20.0
20.0
20.0
20.0
8.0
20.0
20.0
8.0
20.0
20.0
Total Split (s)
27.0
27.0
0.0
24.0
24.0
0.0
15.0
58.0
58.0
11.0
54.0
54.0
Total Split (%)
22.5%
22.5%
0.0%
20.0%
20.0%
0.0%
12.5%
48.3%
48.3%
9.2%
45.0%
45.0%
Maximum Green (s)
23.0
23.0
20.0
20.0
11.0
54.0
54.0
7.0
50.0
50.0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lead
Lag
Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
None
None
None
None
None
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
GTC (MJP) Existing
E - I
EM
HA201 1\1 1-053\Synchro\Existing.syn
1: 212th St SW & SR-99
Premier Orthopedic Group (11-053)
'#
--*. -';0
*-- 4-
4�
t
1*
41
Lane Group EBL
EBT EBR
WBL WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
�edestrian Calls (#/hr) 0
0
0 0
0
0
0
0
Act Effct Green (s)
22.0
19.2
10.4
51.9
51.9
7.0
45.9
45.9
Actuated g/C Ratio
0.19
0.17
0.09
0.46
0.46
0.06
0.40
0.40
v/c Ratio
0.88
0.87
0.70
0.82
0.14
0.67
0.84
0.22
Control Delay
60.5
61.4
75.0
33.1
5.8
83.9
37.1
5.6
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
60.5
61.4
75.0
33.1
5.8
83.9
37.1
5.6
LOS
E
E
E
C
A
F
D
A
Approach Delay
60.5
61.4
34.2
36.0
Approach LOS
E
E
C
D
Queue Length 50th (ft)
232
198
86
468
7
57
425
8
Queue Length 95th (ft)
#333
#293
#172
568
40
#134
517
50
Internal Link Dist (ft)
802
480
1376
597
Turn Bay Length (ft)
250
Base Capacity (vph)
705
621
173
1701
809
110
1575
783
Starvation Cap Reductn
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.84
0.82
0.65
0.78
0.13
0.66
0.76
0.20
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 113.6
Natural Cycle: 90
Control Type: Actuated -Uncoordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay: 42.0
Intersection LOS: D
Intersection Capacity Utilization 80.9%
ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
M,
10
GTC (MJP) Existing
E - 2
HA201 1\1 1-053\Synchro\Exisfing.syn
2: 216th St SW & SR-99 Premier Orthopedic Group (111-053)
--* --w --v 'r 4- k 4\
Lane Group
EBIL
EBT
EBR
WBI_
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4
r
4
f
++
r
++
r
Volume (vph)
72
101
132
62
82
92
107
1327
80
42
1194
49
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
75
0
140
250
0
250
0
Storage Lanes
0
1
0
1
1
1
1
1
Taper Length (ft)
25
25
25
25
25
25
25
25
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.95
1.00
1.00
0.95
1.00
Frt
0.850
0.850
0.850
0.850
Fit Protected
0.980
0.979
0.950
0.950
Said. Flow (prot)
0
1825
1583
0
1824
1583
1770
3539
1583
1770
3539
1583
Fit Permitted
0.980
0.979
0.177
0.950
Said. Flow (perm)
0
1825
1583
0
1824
1583
330
3539
1583
1770
3539
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Satd. Flow (RTOR)
107
96
83
51
Link Speed (mph)
30
30
30
30
Link Distance (ft)
243
1065
475
1456
Travel Time (s)
5.5
24.2
10.8
33.1
Peak Hour Factor
0.96
0.96
0.96
'0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
Adj. Flow (vph)
75
105
138
65
85
96
111
1382
83
44
1244
51
Shared Lane Traffic
Lane Group Flow (vph)
0
180
138
0
150
96
111
1382
83
44
1244
51
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
0
0
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Yes
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
15
9.
15
9
15
9
15
9
Turn Type
Split
Perm
Split
Perm
Perm
Perm
Prot
Perm
Protected Phases
4
4
8
8
2
1
6
Permitted Phases
4
8
2
2
6
Detector Phase
4
4
4
8
8
8
2
2
2
1
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Minimum Split (s)
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
8.0
20.0
20.0
Total Split (s)
21.0
21.0
21.0
20.0
20.0
20.0
70.0
70.0
70.0
9.0
79.0
79.0
Total Split (%)
17.5%
17.5%
17.5%
16.7%
16.7%
16.7%
58.3%
58.3%
58.3%
7.5%
65.8%
65.8%
Maximum Green (s)
17.0
17.0
17.0
16.0
16.0
16.0
66.0
66.0
66.0
5.0
75.0
75.0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lag
Lag
Lag
Lead
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
None
Min
Min
Min
None
Min
Min
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
GTC (MJP) Existing
E - 3
HA201 1\1 1-053\Synchro\Exisfing.syn
2: 216th St SW & S R-99
Premier Orthopedic Group (11-053)
0
-V
'r
*--
4\
t
/W
*.
Lane Group EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Pedestrian Calls (#/hr) 0
0
0
0
0
0
0
0
0
0
0
Act Effct Green (s)
14.4
14.4
13.0
13.0
51.1
51.1
51.1
5.4
57.8
57.8
Actuated g/C Ratio
0.15
0.15
0.13
0.13
0.52
0.52
0.52
0.06
0.59
0.59
v1c Ratio
0.67
0.43
0.62
0.33
0.65
0.75
0.10
0.45
0.60
0.05
Control Delay
57.8
18.9
57.2
13.1
39.1
21.9
3.1
68.4
13.9
2.6
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
57.8
18.9
57.2
13.1
39.1
21.9
3.1
68.4
13.9
2.6
LOS
E
B
E
B
D
C
A
E
B
A
Approach Delay
40.9
40.0
22.1
15.2
Approach LOS
D
D
C
B
Queue Length 50th (ft)
117
19
98
0
52
374
0
30
253
0
Queue Length 95th (ft)
#229
83
183
50
#152
481
23
#92
332
15
Internal Link Dist (ft)
163
985
395
1376
Turn Bay Length (ft)
75
140
250
250
Base Capacity (vph)
341
383
321
358
229
2457
1124
97
2696
1218
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.53
0.36
0.47
0.27
0.48
0.56
0.07
0.45
0.46
0.04
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 98.1
Natural Cycle: 90
Control Type: Actuated -Uncoordinated
Maximum v/c Ratio: 0.75
Intersection Signal Delay: 22.4
Intersection
LOS: C
Intersection Capacity Utilization 66.0%
ICU
Level of
Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 2: 216th St SW & SR-99
01 t o 2 4o4
1 21 J 120 1
o6
7as
GTC (MJP) Existing
E - 4
HA201 1\1 1-053\Synchro\Exisfing.syn
3: 216th St SW & 72nd Ave W Premier Orthopedic Group (111-053)
*--
k
\P,
41
-A
--w
Movement
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
4
T*
Y
Volume (veh/h)
53
231
102
126
87
33
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
Hourly flow rate (vph)
59
257
113
140
97
37
Pedestrians
Lane Width (ft)
Walking Speed (fVs)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
243
pX, platoon unblocked
0.98
0.98
0.98
vC, conflicting volume
253
558
183
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
230
540
158
tC, single (s)
4.1
6.4
6.2
tC, 2 stage (s)
tF (s)
2.2
3.5
3.3
pO ueue tee %
91
79
96
cM capacity (veh/h)
1313
471
870
Direction, Lane #
EB 1
W13 1
SB 1
Volume Total
Volume Left
316
59
253
0
133
97
Volume Right
0
140
37
cSH
1313
1700
539
Volume to Capacity
0.04
0.15
0.25
Queue Length 95th (ft)
4
0
24
Control Delay (s)
1.8
0.0
13.9
Lane LOS
Approach Delay (s)
A
1.8
0.0
B
13.9
Approach LOS
B
Intersection Summary
Average Delay
3.4
Intersection Capacity Utilization
45.0%
ICU
Level of Service A
Analysis Period (min)
15
GTC (MJP) Existing
I E - 5
HA201 1\1 1-053\Synchro\Exisfing.syn
4: 212th St SW & 72nd Ave W Premier Orthopedic Group (11-053)
--* --6. -V 4e *.- k 4\ t to "W 4 *1
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Volume (vph)
18
414
51
30
388
33
74
118
68
19
39
14
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
0
0
0
0
60
0
45
Storage Lanes
0
0
0
0
0
1
0
1
Taper Length (ft)
25
25
25
25
25
25
25
25
Lane Util. Factor
0.95
0.95
0.95
0.95
0.95
0.95
1.00
1.00
1.00
1.00
1.00
1.00
Frt
0.984
0.989
0.850
0.850
FIt Protected
0.998
0.997
0.981
0.984
Satd. Flow (prot)
0
3476
0
0
3490
0
0
1827
1583
0
1833
1583
FIt Permitted
0.926
0.897
0.846
0.848
Satd. Flow (perm)
0
3225
0
0
3140
0
0
1576
1583
0
1580
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Satd. Flow (RTOR)
30
20
76
16
Link Speed (mph)
30
30
30
30
Link Distance (ft)
431
882
1332
528
Travel Time (s)
9.8
20.0
30.3
12.0
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
Adj. Flow (vph)
20
460
57
33
431
37
82
131
76
21
43
16
Shared Lane Traffic
Lane Group Flow (vph)
0
537
0
0
501
0
0
213
76
0
64
16
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
0
0
0
0
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
100
1.00
1.00
Turning Speed (mph)
15
9
15
9
15
9
15
9
Turn Type
pm+pt
pm+pt
Perm
Perm
Perm
Perm
Protected Phases
7
4
3
8
2
6
Permitted Phases
4
8
2
2
6
6
Detector Phase
7
4
3
8
2
2
2
6
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Minimum Split (s)
8.0
20.0
8.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
Total Split (s)
8.0
20.0
0.0
8.0
20.0
0.0
22.0
22.0
22.0
22.0
22.0
22.0
Total Split (%)
16.0%
40.0%
0.0%
16.0%
40.0%
0.0%
44.0%
44.0%
44.0%
44.0%
44.0%
44.0%
Maximum Green (s)
4.0
16.0
4.0
16.0
18.0
18.0
18.0
18.0
18.0
18.0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
AJI-Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lag
Lead
Lag
Lead
Lead -Lag Optimize?
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
None
None
None
None
None
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
GTC (MJP) Existing
E-6
H:\201 1\1 1-053\Synchro\Exisfing.syn
4: 212th St SW & 72nd Ave W
Premier Orthopedic Group (11-053)
--* --- D. -,*
1- 4-
4\ t
/W
',*
*1
Lane Group
EBL EBT EBR
WBL WBT WBR
NBL NBT
NBR
SBL
SBT
SBR
Pedestrian Calls (#/hr)
0
0
0 0
0
0
0
0
Act Effct Green (s)
11.3
11.3
9.8
9.8
9.7
9.7
Actuated g/C Ratio
0.44
0.44
0.38
0.38
0.37
0.37
v/c Ratio
0.38
0.36
0.36
0.12
0.11
0.03
Control Delay
6.8
6.9
9.9
3.2
7.9
4.5
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
6.8
6.9
9.9
3.2
7.9
4.5
LOS
A
A
A
A
A
A
Approach Delay
6.8
6.9
8.1
7.3
Approach LOS
A
A
A
A
Queue Length 50th (ft)
23
22
21
0
6
0
Queue Length 95th (ft)
61
57
66
16
24
7
Internal Link Dist (ft)
351
802
1252
448
Turn Bay Length (ft)
60
45
Base Capacity (vph)
2082
2024
1099
1127
1102
1109
Starvation Cap Reductn
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
Reduced v/c Ratio
0.26
0.25
0.19
0.07
0.06
0.01
Intersection Summa
Area Type: Other
Cycle Length: 50
Actuated Cycle Length: 25.9
Natural Cycle: 50
Control Type: Actuated -Uncoordinated
Maximum v/c Ratio: 0.38
Intersection Signal Delay: 7.2 Intersection LOS: A
Intersection Capacity Utilization 53.2% ICU Level of Service A
Analysis Period (min) 15
Solits and Phases: 4:212thStSW&72ndAveW
t o2
o4
e3
120,s
06
08
07
22 " 1, � , :7 77 52(la
GTC (MJP) Existing
E - 7
2013 Baseline PM Peak -Hour
Level of Service Analysis
I
11
I
I
I
I
I
I
I
I
I
11
I
I
I
I
I
HA201 1 \1 1-053\Synchro\2013 Baseline.syn
1: 212th St SW & SR-99 Premier Orthopedic Group (111-053)
-A --* "V 'r 4-- k *\ t /Ow \* 1 41
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
41�
4T#
1
++
r
++
r
Volume (vph)
225
256
78
122
277
86
107
1265
103
69
1139
151
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
0
250
0
250
0
0
0
Storage Lanes
0
0
1
0
1
1
1
1
Taper Length (ft)
25
25
25
25
25
25
25
25
Lane Util. Factor
0.95
0.95
0.95
0.95
0.95
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Frt
0.979
0.974
0.850
0.850
FIt Protected
0.980
0.988
0.950
0.950
Satd. Flow (prot)
0
3396
0
0
3406
0
1770
3539
1583
1770
3539
1583
FIt Permitted
0.980
0.988
0.950
0.950
Satd. Flow (perm)
0
3396
0
0
3406
0
1770
3539
1583
1770
3539
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Satd. Flow (RTOR)
13
18
93
142
Link Speed (mph)
30
30
30
30
Link Distance (ft)
882
560
1456
677
Travel Time (s)
20.0
12.7
33.1
15.4
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
Adj. Flow (vph)
242
275
84
131
298
92
115
1360
Ill
74
1225
162
Shared Lane Traffic
Lane Group Flow (vph)
0
601
0
0
521
0
115
1360
Ill
74
1225
162
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
0
0
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
15
9
15
9
15
9
15
9
Turn Type
Split
Split
Prot
Perm
Prot
Perm
Protected Phases
4
4
8
8
5
2
1
6
Permitted Phases
2
6
Detector Phase
4
4
8
8
5
2
2
1
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Minimum Split (s)
20.0
20.0
20.0
20.0
8.0
20.0
20.0
8.0
20.0
20.0
Total Split (s)
27.0
27.0
0.0
24.0
24.0
0.0
15.0
58.0
58.0
11.0
54.0
54.0
Total Split (%)
22.5%
22.5%
0.0%
20.0%
20.0%
0.0%
12.5%
48.3%
48.3%
9.2%
45.0%
45.0%
Maximum Green (s)
23.0
23.0
20.0
20.0
11.0
54.0
54.0
7.0
50.0
50.0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lead
Lag
Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
None
None
None
None
None
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
GTC (MJP) 2013 Baseline
F - I
HA201 1 \1 1-053\Synchro\2013 Baseline.syn
1: 212th St SW & SR-99 Premier Orthopedic Group (11-053)
-IV 4e *- 4-_ 4% 4.1
Lane Group
EBL EBT
EBR WBL WBT
WBR NBL
NBT
NBR
SBL
SBT
SBR
Pedestrian Calls (#/hr)
0 0
0 0
0
0
0
0
Act Effct Green (s)
22.3
194
10.4
52.7
52.7
7.0
46.7
46.7
Actuated g/C Ratio
0.19
0.17
0.09
0.46
0.46
0.06
0.41
0.41
v/c Ratio
0.90
0.88
0.72
0.84
0.14
0.69
0.85
0.22
Control Delay
62.7
63.5
77.1
34.0
5.9
85.7
37.9
5.8
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
62.7
63.5
77.1
34.0
5.9
85.7
37.9
5.8
LOS
E
E
E
C
A
F
D
A
Approach Delay
62.7
63.5
35.1
36.8
Approach LOS
E
E
D
D
Queue Length 50th (ft)
237
203
88
484
8
57
437
9
Queue Length 95th (ft)
#343
#302
#177
586
41
#138
533
51
Internal Link Dist (ft)
802
480
1376
597
Turn Bay Length (ft)
250
Base Capacity (vph)
695
613
171
1677
799
109
1553
774
Starvation Cap Reductn
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.86
0.85
0.67
0.81
0.14
0.68
0.79
0.21
Intersection Summa
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 114.9
Natural Cycle: 90
Control Type: Actuated -Uncoordinated
Maximum v/c Ratio: 0.90
Intersection Signal Delay: 43.2 Intersection LOS: D
Intersection Capacity Utilization 82.2% ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: 212th St SW & SR-99
01
t o2
4o4
8
TT i7' I 158'T'71
'I 1,24S
71
o5
o6
GTC (MJP) 2013 Baseline
F - 2
HA201 1 \1 1-053\Synchro\2013 Baseline.syn
2: 216th St SW & SR-99 Premier Orthopedic Group (11-053)
-A --W -V r 4-- 4-- 4\ 41
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4
r
4
r
I
++
f
I
++
r
Volume (vph)
73
103
135
63
84
94
109
1354
82
43
1218
50
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
75
0
140
250
0
250
0
Storage Lanes
0
1
0
1
1
1
1
1
Taper Length (ft)
25
25
25
25
25
25
25
25
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.95
1.00
1.00
0.95
1.00
Frt
0.850
0.850
0.850
0.850
Fit Protected
0.980
0.979
0.950
0.950
Satd. Flow (prot)
0
1825
1583
0
1824
1583
1770
3539
1583
1770
3539
1583
Fit Permitted
0.980
0.979
0.170
0.950
Satd. Flow (perm)
0
1825
1583
0
1824
1583
317
3539
1583
1770
3539
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Satd. Flow (RTOR)
108
98
84
52
Link Speed (mph)
30
30
30
30
Link Distance (ft)
243
1065
475
1456
Travel Time (s)
5.5
24.2
10.8
33.1
Peak Hour Factor
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
Adj. Flow (vph)
76
107
141
66
88
98
114
1410
85
45
1269
52
Shared Lane Traffic
Lane Group Flow (vph)
0
183
141
0
154
98
114
1410
85
45
1269
52
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
0
0
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Yes
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
.1.00
1.00
1.00
1.00
Turning Speed (mph)
15
9
15
9
15
9
15
9
Turn Type
Split
Perm
Split
Perm
Perm
Perm
Prot
Perm
Protected Phases
4
4
8
8
2
1
6
Permitted Phases
4
8
2
2
6
Detector Phase
4
4
4
8
8
8
2
2
2
1
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Minimum Split (s)
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
8.0
20.0
20.0
Total Split (s)
21.0
21.0
21.0
20.0
20.0
20.0
70.0
70.0
70.0
9.0
79.0
79.0
Total Split (%)
17.5%
17.5%
17.5%
16.7%
16.7%
16.7%
58.3%
58.3%
58.3%
7.5%
65.8%
65.8%
Maximum Green (s)
17.0
17.0
17.0
16.0
16.0
16.0
66.0
66.0
66.0
5.0
75.0
75.0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lag
Lag
Lag
Lead
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
None
Min
'Min
Min
None
Min
Min
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
GTC (MJP) 2013 Baseline
F - 3
HA201 1 \1 1-053\Synchro\2013 Baseline.syn
2: 216th St SW & SR-99
Premier Orthopedic Group (11-053)
.Lane Group EBL
EBT
EBR WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Pedestrian Calls (#/hr) 0
0
0 0
0
0
0
0
0
0
0
Act Effct Green (s)
14.6
14.6
13.2
13.2
52.6
52.6
52.6
5.4
59.2
59.2
Actuated g/C Ratio
0.15
0.15
0.13
0.13
0.53
0.53
0.53
0.05
0.59
0.59
v/c Ratio
0.69
0.44
0.64
0.33
0.68
0.76
0.10
0.47
0.61
0.05
Control Delay
59.1
19.3
58.9
13.1
43.4
22.2
3.2
70.5
14.1
2.5
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
59.1
19.3
58.9
13.1
43.4
22.2
3.2
70.5
14.1
2.5
LOS
E
B
E
B
D
C
A
E
B
A
Approach Delay
41.8
41.1
22.7
15.5
Approach LOS
D
D
C
B
Queue Length 50th (ft)
123
20
104
0
57
395
0
32
268
0
Queue Length 95th (ft)
#235
85
187
50
#164
497
23
#94
342
15
Internal Link Dist (ft)
163
985
395
1376
Turn Bay Length (ft)
75
140
250
250
Base Capacity (vph)
334
378
314
354
217
2422
1110
95
2656
1201
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.55
0.37
0.49
0.28
0.53
0.58
0.08
0.47
0.48
0.04
Intersection Summa
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 99.9
Natural Cycle: 90
Control Type: Actuated -Uncoordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay: 23.0 Intersection LOS: C
Intersection Capacity Utilization 66.9% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 2: 216th St SW & SR-99
01
t o2
4o4
17-08
1 120
s,
o6
GTC (MJP) 2013 Baseline
F - 4
HA201 1 \1 1-053\Synchro\2013 Baseline.syn
3: 216th St SW & 72nd Ave W
Premier Orthopedic Group (11-053)
Movement
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
4
T*
Y
Volume (veh/h)
54
236
104
129
89
34
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
Hourly flow rate (vph)
60
262
116
143
99
38
Pedestrians
Lane Width (ft)
Walking Speed (fVs)
Percent Blockage
Right turn flare (veh)
Median type
None
None
M edian storage veh)
Upstream signal (ft)
243
pX, platoon unblocked
0.98
0.98
0.98
vC, conflicting volume
259
569
187
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
230
548
157
tC, single (s)
4.1
6.4
6.2
tC, 2 stage (s)
tF (s)
2.2
3.5
3.3
pO ueue free %
95
79
96
cM capacity (veh/h)
1307
464
869
Direction, Lane #
EB I
WB 1
S13 I
Volume Total
322
259
137
Volume Left
60
0
99
Volume Right
0
143
38
cSH
1307
1700
532
Volume to Capacity
0.05
0.15
0.26
Queue Length 95th (ft)
4
0
25
Control Delay (s)
1.8
0.0
14.1
Lane LOS
A
B
Approach Delay (s)
1.8
0.0
14.1
Approach LOS
B
Intersection Summary
Average Delay
3.5
Intersection Capacity Utilization
45.8%
ICU Level of Service A
Analysis Period (min)
15
I
GTC (MJP) 2013 Baseline
I F - 5
HA201 1 \1 1-053\Synchro\2013 Baseline.syn
4: 212th St SW & 72nd Ave W Premier Orthopedic Group (11-053)
-.4 _0 -,v 4" *- k 4\
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4M
4M
ft
r
#T
r
Volume (vph)
18
422
52
31
396
34
75
120
69
19
40
14
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
0
0
0
0
60
0
45
Storage Lanes
0
0
0
0
0
1
0
1
Taper Length (ft)
25
25
25
25
25
25
25
25
Lane Util. Factor
0.95
0.95
0.95
0.95
0.95
0.95
1.00
1.00
1.00
1.00
1.00
1.00
Frt
0.984
0.989
0.850
0.850
Fit Protected
0.998
0.997
0.981
0.984
Satd. Flow (prot)
0
3476
0
0
3490
0
0
1827
1583
0
1833
1583
Fit Permitted
0.926
0.896
0.846
0.849
Satd. Flow (perm)
0
3225
0
0
3136
0
0
1576
1583
0
1581
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Satd. Flow (RTOR)
30
20
77
16
Link Speed (mph)
30
30
30
30
Link Distance (ft)
431
882
1332
528
Travel Time (s)
9.8
20.0
30.3
12.0
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
Adj. Flow (vph)
20
469
58
34
440
38
83
133
77
21
44
16
Shared Lane Traffic
Lane Group Flow (vph)
0
547
0
0
512
0
0
216
77
0
65
16
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
0
0
0
0
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
15
9
15
9
15
9
15
9
Turn Type
pm+pt
pm+pt
Perm
Perm
Perm
Perm
Protected Phases
7
4
3
8
2
6
Permitted Phases
4
8
2
2
6
6
Detector Phase
7
4
3
8
2
2
2
6
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Minimum Split (s)
8.0
20.0
8.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
Total Split (s)
8.0
20.0
0.0
8.0
20.0
0.0
22.0
22.0
22.0
22.0
22.0
22.0
Total Split (%)
16.0%
40.0%
0.0%
16.0%
40.0%
0.0%
44.0%
44.0%
44.0%
44.0%
44.0%
44.0%
Maximum Green (s)
4.0
16.0
4.0
16.0
18.0
18.0
18.0
18.0
18.0
18.0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lag
Lead
Lag
Lead
Lead -Lag Optimize?
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
None
None
None
None
None
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
GTC (MJP) 2013 Baseline
F-6
H:\201 1\1 1-053\Synchro\2013 Baseline.syn
4: 212th St SW & 72nd Ave W
Premier Orthopedic
Group (11-053)
-A
--,, -,*
4,- *-- k- AN
t
/".
"P.
*1
Lane Group EBL
EBT EBR
WBL WBT WBR NBL
NBT
NBR
SBL SBT
SBR
Pedestrian Calls (#/hr)
0
0 0
0
0
0 0
0
Act Effct Green (s)
11.4
11.4
9.9
9.9
9.8
9.8
Actuated g/C Ratio
0.44
0.44
0.38
0.38
0.38
0.38
v/c Ratio
0.38
0.37
0.36
0.12
0.11
0.03
Control Delay
6.9
7.0
10.0
3.2
8.0
4.5
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
6.9
7.0
10.0
3.2
8.0
4.5
LOS
A
A
A
A
A
A
Approach Delay
6.9
7.0
8.2
7.3
Approach LOS
A
A
A
A
Queue Length 50th (ft)
23
22
22
0
6
0
Queue Length 95th (ft)
63
60
67
16
24
7
Internal Link Dist (ft)
351
802
1252
448
Turn Bay Length (ft)
60
45
Base Capacity (vph)
2073
2013
1095
1123
1098
1104
Starvation Cap Reductn
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
Reduced v/c Ratio
0.26
0.25
0.20
0.07
0.06
0.01
Intersection Summary
Area Type: Other
Cycle Length: 50
Actuated Cycle Length: 26.1
Natural Cycle: 50
Control Type: Actuated -Uncoordinated
Maximum v/c Ratio: 0.38
Intersection Signal Delay: 7.2
Intersection LOS: A
Intersection Capacity Utilization 53.9%
ICU Level of Service A
Analysis Period (min) 15
Solits and Phases: 4: 212th St SW & 72nd Ave W
to2
o4
o3
020t
o6
1 08
o7
22, t "L,, � �, 7,_ 02D
s,
I
.kl GTC (MJP) 2013 Baseline
F - 7
I
2013 Future With Development
PM Peak -Hour
Level of Service Analysis
M,
HA201 1\1 1-053\Synchro\2013 FutureKsyn
1: 212th St SW & SR-99 Premier Orthopedic Group (11-053)
--* --* N 'e- *-- k 4\ t ip 1,W i
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4T*
41�
r
I
r
Volume (vph)
229
258
78
122
277
86
107
1268
103
69
1140
152
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
0
250
0
250
0
0
0
Storage Lanes
0
0
1
0
1
1
1
1
Taper Length (ft)
25
25
25
25
25
25
25
25
Lane Util. Factor
0.95
0.95
0.95
0.95
0.95
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Frt
0.979
0.974
0.850
0.850
At Protected
0.980
0.988
0.950
0.950
Said. Flow (prot)
0
3396
0
0
3406
0
1770
3539
1583
1770
3539
1583
FIt Permitted
0.980
0.988
0.950
0.950
Said. Flow (perm)
0
3396
0
0
3406
0
1770
3539
1583
1770
3539
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Satd. Flow (RTOR)
13
18
93
143
Link Speed (mph)
30
30
30
30
Link Distance (ft)
882
560
1456
677
Travel Time (s)
20.0
12.7
33.1
15.4
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
Adj. Flow (vph)
246
277
84
131
298
92
115
1363
111
74
1226
163
Shared Lane Traffic
Lane Group Flow (vph)
0
607
0
0
521
0
115
1363
111
74
1226
163
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
0
0
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
15
9
15
9
15
9
15
9
Turn Type
Split
Split
Prot
Perm
Prot
Perm
Protected Phases
4
4
8
8
5
2
1
6
Permitted Phases
2
6
Detector Phase
4
4
8
8
5
2
2
1
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Minimum Split (s)
20.0
20.0
20.0
20.0
8.0
20.0
20.0
8.0
20.0
20.0
Total Split (s)
27.0
27.0
0.0
24.0
24.0
0.0
15.0
58.0
58.0
11.0
54.0
54.0
Total Split (%)
22.5%
22.5%
0.0%
20.0%
20.0%
0.0%
12.5%
48.3%
48.3%
9.2%
45.0%
45.0%
Maximum Green (s)
23.0
23.0
20.0
20.0
11.0
54.0
54.0
7.0
50.0
50.0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
6.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lead
Lag
Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
None
None
None
None
None
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
GTC (MJP) 2013 Future With Development
G - I
HA201 1 \1 1-053\Synchro\2013 FutureWsyn
1: 212th St SW & SR-99
Premier Orthopedic Group (11-053)
-,*
--* --v
4\
t
"'*
I.*
t
*1
Lane Group EBL
EBT EBR WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Pedestrian Calls (#Ihr) 0
0 0
0
0
0
0
0
Act Effct Green (s)
22.4
19.4
10.4
52.8
52.8
7.0
46.8
46.8
Actuated g/C Ratio
0.19
0.17
0.09
0.46
0.46
0.06
0.41
0.41
v1c Ratio
0.91
0.88
0.72
0.84
0.14
0.69
0.85
0.22
Control Delay
63.5
63.6
77.2
34.1
5.9
86.0
38.0
5.7
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
63.5
63.6
77.2
34.1
5.9
86.0
38.0
5.7
LOS
E
E
E
C
A
F
D
A
Approach Delay
63.5
63.6
35.3
36.8
Approach LOS
E
E
D
D
Queue Length 50th (ft)
240
203
88
486
8
57
438
9
Queue Length 95th (ft)
#348
#302
#177
588
41
#138
534
51
Internal Link Dist (ft)
802
480
1376
597
Turn Bay Length (ft)
250
Base Capacity (vph)
694
611
170
1673
798
108
1549
773
Starvation Cap Reductn
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.87
0.85
0.68
0.81
0.14
0.69
0.79
0.21
Intersection Summa
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 115.1
Natural Cycle: 90
Control Type: Actuated -Uncoordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 43.5 Intersection LOS: D
Intersection Capacity Utilization 82.4% ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: 212th St SW & SR-99
01
t o2
.4o4
08
MA
1 124s,,
o5
06
A'
GTC (MJP) 2013 Future With Development
G -2
HA201 1 \1 1-053\Synchro\2013 FutureWsyn
2: 216th St SW & SR-99 Premier Orthopedic Group (111-053)
--* --* -V 'r *-- 4- *\ 1,0 4 W
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBIL
SBT
SBR
Lane Configurations
*T
r
4
F
I
++
F
I
++
r
Volume (vph)
76
115
154
63
87
94
114
1354
82
43
1218
51
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
75
0
140
250
0
250
0
Storage Lanes
0
1
0
1
1
1
1
1
Taper Length (ft)
25
25
25
25
25
25
25
25
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.95
1.00
1.00
0.95
1.00
Frt
0.850
0.850
0.850
0.850
FIt Protected
0.981
0.979
0.950
0.950
Satd. Flow (prot)
0
1827
1583
0
1824
1583
1770
3539
1583
1770
3539
1583
FIt Permitted
0.981
0.979
0.169
0.950
Satd. Flow (perm)
0
1827
1583
0
1824
1583
315
3539
1583
1770
3539
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Satd. Flow (RTOR)
112
98
84
53
Link Speed (mph)
30
30
30
30
Link Distance (ft)
243
1065
475
1456
Travel Time (s)
5.5
24.2
10.8
33.1
Peak Hour Factor
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
Adj. Flow (vph)
79
120
160
66
91
98
119
1410
85
45
1269
53
Shared Lane Traffic
Lane Group Flow (vph)
0
199
160
0
157
98
119
1410
85
45
1269
53
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
0
0
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Yes
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
15
9
15
9
15
9
15
9
Turn Type
Split
Perm
Split
Perm
Perm
Perm
Prot
Perm
Protected Phases
4
4
8
8
2
1
6
Permitted Phases
4
8
2
2
6
Detector Phase
4
4
4
8
8
8
2
2
2
1
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Minimum Split (s)
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
8.0
20.0
20.0
Total Split (s)
21.0
21.0
21.0
20.0
20.0
20.0
70.0
70.0
70.0
9.0
79.0
79.0
Total Split (%)
17.5%
17.5%
17.5%
16.7%
16.7%
16.7%
58.3%
58.3%
58.3%
7.5%
65.8%
65.8%
Maximum Green (s)
17.0
17.0
17.0
16.0
16.0
16.0
66.0
66.0
66.0
5.0
75.0
75.0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lag
Lag
Lag
Lead
Lead -Lag Opfimize?
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
None
Min
Min
Min
None
Min
Min
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
GTC (MJP) 2013 Future With Development
G-3
HA201 1\1 1-053\Synchro\2013 FutureWsyn
2: 216th St SW & SR-99
Premier Orthopedic Group (111-053)
Lane Group EBL
EBT
EBR WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Pedestrian Calls (#/hr) 0
0
0 0
0
0
0
0
0
0
0
Act Effct Green (s)
15.2
15.2
13.4
13.4
52.9
52.9
52.9
5.4
59.5
59.5
Actuated g/C Ratio
0.15
0.15
0.13
0.13
0.52
0.52
0.52
0.05
0.59
0.59
v/c Ratio
0.72
0.48
0.65
0.33
0.72
0.76
0.10
0.48
0.61
0.06
Control Delay
61.2
21.8
59.6
13.1
47.5
22.5
3.2
71.3
14.3
2.5
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
61.2
21.8
59.6
13.1
47.5
22.5
3.2
71.3
14.3
2.5
LOS
E
C
E
B
D
C
A
E
B
A
Approach Delay
43.6
41.7
23.3
15.7
Approach LOS
D
D
C
B
Queue Length 50th (ft)
136
30
107
0
62
400
0
32
273
0
Queue Length 95th (ft)
#264
102
191
50
#175
497
23
#94
342
15
Internal Link Dist (ft)
163
985
395
1376
Turn Bay Length (ft)
75
140
250
250
Base Capacity (vph)
330
377
310
350
214
2406
1103
94
2637
1193
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.60
0.42
0.51
0.28
0.56
0.59
0.08
0.48
0.48
0.04
Intersection Summa
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 100.9
Natural Cycle: 90
Control Type: Actuated -Uncoordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay: 23.8 Intersection LOS: C
Intersection Capacity Utilization 67.7% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 2: 216th St SW & SR-99
01
t o2
4o4
o8
120
06
MJ�
GTC (MJP) 2013 Future With Development
G - 4
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3: 216th St SW & 72nd Ave W Premier Orthopedic Group (11-053)
Movement
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
#T
1�
Y
Volume (veh/h)
54
236
104
138
123
35
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
Hourly flow rate (vph)
60
262
116
153
137
39
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
243
pX, platoon unblocked
0.96
0.96
0.96
vC, conflicting volume
269
574
192
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
224
541
145
tC, single (s)
4.1
6.4
6.2
tC, 2 stage (s)
tF (s)
2.2
3.5
3.3
pO queue free %
95
70
96
cM capacity (veh/h)
1297
462
871
Direction, Lane #
EB 1
WB 1
SB 1
Volume Total
322
269
176
Volume Left
60
0
137
Volume Right
0
153
39
cSH
1297
1700
516
Volume to Capacity
0.05
0.16
0.34
Queue Length 95th (ft)
4
0
37
Control Delay (s)
1.8
0.0
15.5
Lane LOS
A
C
Approach Delay (s)
1.8
0.0
15.5
Approach LOS
C
Intersection Summary
Average Delay 4.3
Intersection Capacity Utilization 48.3% ICU Level of Service A
Analysis Period (min) 15
GTC (MJP) 2013 Future With Development
I G-5
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H:\201 1 \1 1-053\Synchro\2013 FutureKsyn
4: 212th St SW & 72nd Ave W Premier Orthopedic Group (111-053)
--* --w -V 4e 4-- k- 4\ t to Is. � 41
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4M
4 T*
4
r
4
r
Volume (vph)
18
422
53
32
396
34
78
123
75
19
41
14
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
0
0
0
0
60
0
45
Storage Lanes
0
0
0
0
0
1
0
1
Taper Length (ft)
25
25
25
25
25
25
25
25
Lane Util. Factor
0.95
0.95
0.95
0.95
0.95
0.95
1.00
1.00
1.00
1.00
1.00
1.00
Frt
0.984
0.989
0.850
0.850
Fit Protected
0.998
0.997
0.981
0.985
Satd. Flow (prot)
0
3476
0
0
3490
0
0
1827
1583
0
1835
1583
Fit Permitted
0.926
0.892
0.844
0.853
Satd. Flow (perm)
0
3225
0
0
3122
0
0
1572
1583
0
1589
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Satd. Flow (RTOR)
31
20
83
16
Link Speed (mph)
30
30
30
30
Link Distance (ft)
431
882
684
528
Travel Time (s)
9.8
20.0
15.5
12.0
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
Adj. Flow (vph)
20
469
59
36
440
38
87
137
83
21
46
16
Shared Lane Traffic
Lane Group Flow (vph)
0
548
0
0
514
0
0
224
83
0
67
16
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
0
0
0
0
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
15
9
15
9
15
9
15
9
Turn Type
pm+pt
pm+pt
Perm
Perm
Perin
Perm
Protected Phases
7
4
3
8
2
6
Permitted Phases
4
8
2
2
6
6
Detector Phase
7
4
3
8
2
2
2
6
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Minimum Split (s)
8.0
20.0
8.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
Total Split (s)
8.0
20.0
0.0
8.0
20.0
0.0
22.0
22.0
22.0
22.0
22.0
22.0
Total Split (%)
16.0%
40.0%
0.0%
16.0%
40.0%
0.0%
44.0%
44.0%
44.0%
44.0%
44.0%
44.0%
Maximum Green (s)
4.0
16.0
4.0
16.0
18.0
18.0
18.0
18.0
18.0
18.0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lag
Lead
Lag
Lead
Lead -Lag Optimize?
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
None
None
None
None
None
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
GTC (MJP) 2013 Future With Development
I G-6
K\201 1 \1 1-053\Synchro\2013 FutureWsyn
4: 212th St SW & 72nd Ave W
Premier Orthopedic Group (11-053)
--* 10. -V
4N t
/0�
"P.
Lane Group
EBL EBT EBR WBL
WBT
WBR NBL NBT
NBR
SBL SBT
SBR
Pedestrian Calls (#/hr)
0
0
0 0
0
0 0
0
Act Effct Green (s)
11.4
11.4
10.1
10.1
10.0
10.0
Actuated g/C Ratio
0.43
0.43
0.38
0.38
0.38
0.38
v/c Ratio
0.39
0.38
0.37
0.13
0.11
0.03
Control Delay
7.0
7.1
10.0
3.1
7.9
4.5
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
7.0
7.1
10.0
3.1
7.9
4.5
LOS
A
A
A
A
A
A
Approach Delay
7.0
7.1
8.1
7.3
Approach LOS
A
A
A
A
Queue Length 50th (ft)
24
23
23
0
6
0
Queue Length 95th (ft)
64
62
70
16
25
7
Internal Link Dist (ft)
351
802
604
448
Turn Bay Length (ft)
60
45
Base Capacity (vph)
2063
1994
1086
1119
1098
1098
Starvation Cap Reductn
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
Reduced v/c Ratio
0.27
0.26
0.21
0.07
0.06
0.01
Intersection Summa
Area Type: Other
Cycle Length: 50
Actuated Cycle Length: 26.3
Natural Cycle: 50
Control Type: Actuated -Uncoordinated
Maximum v/c Ratio: 0.39
Intersection Signal Delay: 7.3 Intersection LOS: A
Intersection Capacity Utilization 54.3% ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 4: 212th St SW & 72nd Ave W
t o2 o4
1 4�_ .3
1 524' "L" 7
�ei :1
o6 o8
020* 9 �, �, � _: F
GTC (MJP) 2013 Future With Development
G - 7
H:\201 1\1 1-053\Synchro\2013 FutureWsyn
5: Site Access & 72nd Ave W Premier Orthopedic Group (111-053)
4e k
Movement
WBL
WBR
NBT
NBR SBL
SBT
Lane Configurations
Y
1�
4
Volume (veh/h)
35
12
183
9 3
122
Sign Control
Stop
Free
Free
Grade
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92 0.92
0.92
Hourly flow rate (vph)
38
13
199
10 3
133
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
684
pX, platoon unblocked
vC, conflicting volume
343
204
209
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
343
204
209
tC, single (s)
6.4
6.2
4.1
tC, 2 stage (s)
tF (s)
3.5
3.3
2.2
pO ueue free %
94
91
100
cM capacity (veh/h)
652
837
1362
Direction, Lane #
WB 1
NB I
SB 1
Volume Total
Volume Left
51
38
209
0
136
3
Volume Right
13
10
0
cSH
691
1700
1362
Volume to Capacity
0.07
0.12
0.00
Queue Length 95th (ft)
6
0
0
Control Delay (s)
10.6
0.0
0.2
Lane LOS
Approach Delay (s)
B
10.6
0.0
A
0.2
Approach LOS
B
Intersection Summary
Average Delay
1.4
Intersection Capacity Utilization
20.2%
ICU Level of Service A
Analysis Period (min)
15
I
GTC (MJP) 2013 Future With Development
I G-8
2018 Baseline PM Peak -Hour
Level of Service Analysis
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HA201 1 \1 1-053\Synchro\2018 Baseline.syn
1: 212th St SW & SR-99 Premier Orthopedic Group (111-053)
-.6 --W --v f- *- 4- 4kN 41
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4T*
#TT#
I
++
r
++
r
Volume (vph)
237
269
81
129
292
90
113
1329
108
73
1198
159
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
0
250
0
250
0
0
0
Storage Lanes
0
0
1
0
1
1
1
1
Taper Length (ft)
25
25
25
25
25
25
25
25
Lane Ufil. Factor
0.95
0.95
0.95
0.95
0.95
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Frt
0.979
0.974
0.850
0.850
Flt Protected
0.980
0.988
0.950
0.950
Satd. Flow (prot)
0
3396
0
0
3406
0
1770
3539
1583
1770
3539
1583
At Permitted
0.980
0.988
0.950
0.950
Satd. Flow (perm)
0
3396
0
0
3406
0
1770
3539
1583
1770
3539
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Satd. Flow (RTOR)
13
18
93
143
Link Speed (mph)
30
30
30
30
Link Distance (ft)
882
560
1456
677
Travel Time (s)
20.0
12.7
33.1
15.4
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
Adj. Flow (vph)
255
289
87
139
314
97
122
1429
116
78
1288
171
Shared Lane Traffic
Lane Group Flow (vph)
0
631
0
0
550
0
122
1429
116
78
1288
171
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
0
0
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
15
9
15
9
15
9
15
9
Turn Type
Split
Split
Prot
Perm
Prot
Perm
Protected Phases
4
4
8
8
5
2
1
6
Permitted Phases
2
6
Detector Phase
4
4
8
8
5
2
2
1
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Minimum Split (s)
20.0
20.0
20.0
20.0
8.0
20.0
20.0
8.0
20.0
20.0
Total Split (s)
27.0
27.0
0.0
24.0
24.0
0.0
15.0
58.0
58.0
11.0
54.0
54.0
Total Split (%)
22.5%
22.5%
0.0%
20.0%
20.0%
0.0%
12.5%
48.3%
48.3%
9.2%
45.0%
45.0%
Maximum Green (s)
23.0
23.0
20.0
20.0
11.0
54.0
54.0
7.0
50.0
50.0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lead
Lag
Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
None
None
None
None
None
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
GTC (MJP) 2018 Baseline
H-1
HA201 1 \1 1-053\Synchro\2018 Baseline.syn
1: 212th St SW & SR-99 Premier Orthopedic Group (11-053)
--* -0. --v 'r 4*- "�- 4\ t /". IV. � W
Lane Group
EBL EBT
EBR WBL WBT
WBR NBL
NBT
NBR
SBL
SBT
SBR
Pedestrian Calls (#/hr)
0 0
0 0
0
0
0
0
Act Effct Green (s)
22.9
19.9
10.6
52.6
52.6
7.0
49.1
49.1
Actuated g/C Ratio
0.19
0.17
0.09
0.44
0.44
0.06
0.41
0.41
v/c Ratio
0.95
0.93
0.77
0.91
0.15
0.75
0.88
0.23
Control Delay
70.6
71.7
83.9
40.5
6.2
94.3
40.3
6.2
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
70.6
71.7
83.9
40.5
6.2
94.3
40.3
6.2
LOS
E
E
F
D
A
F
D
A
Approach Delay
70.6
71.7
41.3
39.2
Approach LOS
E
E
D
D
Queue Length 50th (ft)
252
217
94
525
10
61
473
13
Queue Length 95th (ft)
#370
#328
#192
#636
44
#146
574
56
Internal Link Dist (ft)
802
480
1376
597
Turn Bay Length (ft)
250
Base Capacity (vph)
670
590
164
1614
773
104
1494
751
Starvation Cap Reductn
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.94
0.93
0.74
0.89
0.15
0.75
0.86
0.23
Intersection Summa
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 118.5
Natural Cycle: 90
Control Type: Actuated -Uncoordinated
Maximum v/c Ratio: 0.95
Intersection Signal Delay: 48.6 Intersection LOS: D
Intersection Capacity Utilization 85.7% ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: 212th St SW & SR-99
01
t o2
4o4
08
27
241
o5
o6
GTC (MJP) 2018 Baseline
11 -2
HA201 1 \1 1-053\Synchro\2018 Baseline.syn
2: 216th St SW & SR-99 Premier Orthopedic Group (11-053)
-.4 --* -V 4e 4-- k 4�
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4
r
4
F
I
++
r
I
++
r
Volume (vph)
77
108
142
66
88
99
115
1423
86
45
1280
53
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
75
0
140
250
0
250
0
Storage Lanes
0
1
0
1
1
1
1
1
Taper Length (ft)
25
25
25
25
25
25
25
25
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.95
1.00
1.00
0.95
1.00
Frt
0.850
0.850
0.850
0.850
Fit Protected
0.980
0.979
0.950
0.950
Satd. Flow (prot)
0
1825
1583
0
1824
1583
1770
3539
1583
1770
3539
1583
Fit Permitted
0.980
0.979
0.153
0.950
Satd. Flow (perm)
0
1825
1583
0
1824
1583
285
3539
1583
1770
3539
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Satd. Flow (RTOR)
108
103
85
55
Link Speed (mph)
30
30
30
30
Link Distance (ft)
243
1065
475
1456
Travel Time (s)
5.5
24.2
10.8
33.1
Peak Hour Factor
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
Adj. Flow (vph)
80
112
148
69
92
103
120
1482
90
47
1333
55
Shared Lane Traffic
Lane Group Flow (vph)
0
192
148
0
161
103
120
1482
90
47
1333
55
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
0
0
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Yes
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
15
9
15
9
15
9
15
9
Turn Type
Split
Perm
Split
Perm
Perm
Perm
Prat
Perm
Protected Phases
4
4
8
8
2
1
6
Permitted Phases
4
8
2
2
6
Detector Phase
4
4
4
8
8
8
2
2
2
1
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Minimum Split (s)
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
8.0
20.0
20.0
Total Split (s)
21.0
21.0
21.0
20.0
20.0
20.0
70.0
70.0
70.0
9.0
79.0
79.0
Total Split (%)
17.5%
17.5%
17.5%
16.7%
16.7%
16.7%
58.3%
'58.3%
58.3%
7.5%
65.8%
65.8%
Maximum Green (s)
17.0
17.0
17.0
16.0
16.0
16.0
66.0
66.0
66.0
5.0
75.0
75.0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lag
Lag
Lag
Lead
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
None
Min
Min
Min
None
Min
Min
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
GTC (MJP) 2018 Baseline
H-3
HA201 1 \1 1-053\Synchro\2018 Baseline.syn
2: 216th St SW & SR-99
Premier Orthopedic Group (111-053)
--*
--*
-* 4-
4--
4\
t
/0�
"W
4
41
Lane Group EBL
EBT
EBR WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Pedestrian Calls (#/hr) 0
0
0 0
0
0
0
0
0
0
0
Act Effct Green (s)
15.1
15.1
13.7
13.7
56.1
56.1
56.1
5.3
62.7
62.7
Actuated g/C Ratio
0.14
0.14
0.13
0.13
0.54
0.54
0.54
0.05
0.60
0.60
v/c Ratio
0.72
0.46
0.67
0.35
0.78
0.78
0.10
0.52
0.63
0.06
Control Delay
63.3
20.9
61.9
12.9
57.5
23.1
3.5
75.8
14.6
2.5
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
63.3
20.9
61.9
12.9
57.5
23.1
3.5
75.8
14.6
2.5
LOS
E
C
E
B
E
C
A
E
B
A
Approach Delay
44.8
42.7
24.5
16.1
Approach LOS
D
D
C
B
Queue Length 50th (ft)
144
28
120
0
69
446
2
37
304
0
Queue Length 95th (ft)
#251
93
#204
51
#191
540
26
#99
370
15
Internal Link Dist (ft)
163
985
395
1376
Turn Bay Length (ft)
75
140
250
250
Base Capacity (vph)
317
364
298
345
189
2346
1078
91
2570
1165
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.61
0.41
0.54
0.30
0.63
0.63
0.08
0.52
0.52
0.05
Intersection Summa
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 104.3
Natural Cycle: 90
Control Type: Actuated -Uncoordinated
Maximum v/c Ratio: 0.78
Intersection Signal Delay: 24.4 Intersection LOS: C
Intersection Capacity Utilization 69.3% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 2: 216th St SW & SR-99
01
t m2
4o4
08
3* � 1
V
06
GTC (MJP) 2018 Baseline
1-1-4
HA201 1\1 1-053\Synchro\2018 Baseline.syn
3: 216th St SW & 72nd Ave W Premier Orthopedic Group (11-053)
Movement
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
4
If
Y
Volume (veh1h)
57
248
109
135
93
35
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
Hourly flow rate (vph)
63
276
121
150
103
39
Pedestrians
Lane Width (ft)
Walking Speed (ft1s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
243
pX, platoon unblocked
0.97
0.97
0.97
vC, conflicting volume
271
598
196
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
229
568
152
tC, single (s)
4.1
6.4
6.2
tC, 2 stage (s)
tF (s)
2.2
3.5
3.3
pO ueue free %
15
77
96
cM capacity (veh/h)
1295
446
865
Direction, Lane #
EB 1
WB 1
SB 1
Volume Total
339
271
142
Volume Left
63
0
103
Volume Right
0
150
39
cSH
1295
1700
514
Volume to Capacity
0.05
0.16
0.28
Queue Length 95th (ft)
4
0
28
Control Delay (s)
1.9
0.0
14.7
Lane LOS
A
B
Approach Delay (s)
1.9
0.0
14.7
Approach LOS
B
Intersection Summary
Average Delay
3.6
Intersection Capacity Utilization
47.5%
ICU Level of Service A
Analysis Period (min)
15
I
GTC (MJP) 2018 Baseline
1: M,
HA201 1 \1 1-053\Synchro\2018 Baseline.syn
4: 212th St SW & 72nd Ave W Premier Orthopedic Group (11-053)
-.4 ---W --v r *- k- 4\
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
0
0
4?
r
4
r
Volume (vph)
19
444
55
32
416
35
79
127
73
20
42
15
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
0
0
0
0
60
0
45
Storage Lanes
0
0
0
0
0
1
0
1
Taper Length (ft)
25
25
25
25
25
25
25
25
Lane Util. Factor
0.95
0.95
0.95
0.95
0.95
0.95
1.00
1.00
1.00
1.00
1.00
1.00
Frt
0.984
0.989
0.850
0.850
FIt Protected
0.998
0.997
0.981
0.984
Satd. Flow (prot)
0
3476
0
0
3490
0
0
1827
1583
0
1833
1583
Flt Permitted
0.924
0.892
0.844
0.849
Satd. Flow (perm)
0
3218
0
0
3122
0
0
1572
1583
0
1581
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Satd. Flow (RTOR)
30
19
81
17
Link Speed (mph)
30
30
30
30
Link Distance (ft)
431
882
1332
528
Travel Time (s)
9.8
20.0
30.3
12.0
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
Adj. Flow (vph)
21
493
61
36
462
39
88
141
81
22
47
17
Shared Lane Traffic
Lane Group Flow (vph)
0
575
0
0
537
0
0
229
81
0
69
17
Enter Blocked Intersection
No
No
No'
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
0
0
0
0
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
15
9
15
9
15
9
15
9
Turn Type
pm+pt
pm+pt
Perm
Perm
Perm
Perm
Protected Phases
7
4
3
8
2
6
Permitted Phases
4
8
2
2
6
6
Detector Phase
7
4
3
8
2
2
2
6
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Minimum Split (s)
8.0
20.0
8.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
Total Split (s)
8.0
20.0
0.0
8.0
20.0
0.0
22.0
22.0
22.0
22.0
22.0
22.0
Total Split (%)
16.0%
40.0%
0.0%
16.0%
40.0%
0.0%
44.0%
44.0%
44.0%
44.0%
44.0%
44.0%
Maximum Green (s)
4.0
16.0
4.0
16.0
18.0
18.0
18.0
18.0
18.0
18.0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lag
Lead
Lag
Lead
Lead -Lag Optimize?
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
None
None
None
None
None
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
GTC (MJP) 2018 Baseline
H-6
M
HA201 1\1 1-053\Synchro\2018 Baseline.syn
4: 212th St SW & 72nd Ave W
Premier Orthopedic Group (11-053)
-,o --* -V 'r
*,- ',-
4\ t
/W
,*
41
Lane Group
EBL EBT EBR WBL
WBT WBR
NBL NBT
NBR
SBL
SBT
SBR
�edestrian Calls (#/hr)
0
0
0 0
0
0
0
0
Act Effct Green (s)
11.7
11.6
10.3
10.3
10.1
10.1
Actuated g/C Ratio
0.44
0.44
0.39
0.39
0.38
0.38
v/c Ratio
0.40
0.39
0.38
0.12
0.11
0.03
Control Delay
7.2
7.3
10.1
3.1
8.0
4.5
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
7.2
7.3
10.1
3.1
8.0
4.5
LOS
A
A
B
A
A
A
Approach Delay
7.2
7.3
8.3
7.3
Approach LOS
A
A
A
A
Queue Length 50th (ft)
26
24
24
0
6
0
Queue Length 95th (ft)
68
65
71
16
25
7
Internal Link Dist (ft)
351
802
1252
448
Turn Bay Length (ft)
60
45
Base Capacity (vph)
2039
1974
1075
1108
1081
1088
Starvation Cap Reductn
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
Reduced v/c Ratio
0.28
0.27
0.21
0.07
0.06
0.02
Intersection Summa
Area Type: Other
Cycle Length: 50
Actuated Cycle Length: 26.6
Natural Cycle: 50
Control Type: Actuated -Uncoordinated
Maximum v/c Ratio: 0.40
Intersection Signal Delay: 7.5 Intersection LOS: A
Intersection Capacity Utilization 55.8% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 4: 212th St SW & 72nd Ave W
t o2
o4
Q
"k
06
08
o7
=221 a-, M- EMU"
GTC (MJP) 2018 Baseline
H - 7
2018 Future With Development
PM Peak -Hour
Level of Service Analysis
I
HA201 1 \1 1-053\Synchro\2018 FutureWsyn
1: 212th St SW & SR-99 Premier Orthopedic Group (111-053)
-,o --* -V 'r *- 4-- .4\
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
#M
-00
1
++
r
r
Volume (vph)
241
271
81
129
292
90
113
1332
108
73
1199
160
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
0
250
0
250
0
0
0
Storage Lanes
0
0
1
0
1
1
1
1
Taper Length (ft)
25
25
25
25
25
25
25
25
Lane Util. Factor
0.95
0.95
0.95
0.95
0.95
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Frt
0.980
0.974
0.850
0.850
FIt Protected
0.980
0.988
0.950
0.950
Satd. Flow (prot)
0
3399
0
0
3406
0
1770
3539
1583
1770
3539
1583
FIt Permitted
0.980
0.988
0.950
0.950
Satd. Flow (perm)
0
3399
0
0
3406
0
1770
3539
1583
1770
3539
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Satd. Flow (RTOR)
13
18
92
144
Link Speed (mph)
30
30
30
30
Link Distance (ft)
882
560
1456
677
Travel Time (s)
20.0
12.7
33.1
15.4
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
Adj. Flow (vph)
259
291
87
139
314
97
122
1432
116
78
1289
172
Shared Lane Traffic
Lane Group Flow (vph)
0
637
0
0
550
0
122
1432
116
78
1289
172
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
0
0
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
15
9
15
9
15
9
15
9
Turn Type
Split
Split
Prot
Perm
Prot
Perm
Protected Phases
4
4
8
8
5
2
1
Permitted Phases
2
6
Detector Phase
4
4
8
8
5
2
2
1
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Minimum Split (s)
20.0
20.0
20.0
20.0
8.0
20.0
20.0
8.0
20.0
20.0
Total Split (s)
27.0
27.0
0.0
24.0
24.0
0.0
15.0
58.0
58.0
11.0
54.0
54.0
Total Split (%)
22.5%
22.5%
0.0%
20.0%
20.0%
0.0%
12.5%
48.3%
48.3%
9.2%
45.0%
45.0%
Maximum Green (s)
23.0
23.0
20.0
20.0
11.0
54.0
54.0
7.0
50.0
50.0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lead
Lag
Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
None
None
None
None
None
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
GTC (MJP) 2018 Future With Development
sm
HA201 1\1 1-053\Synchro\2018 FutureKsyn
1: 212th St SW & SR-99
Premier Orthopedic Group (11-053)
--*
---* --v
4\
t
/P.
\*.
t
V
Lane Group EBL
EBT EBR WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Pedestrian Calls (#/hr) 0
0 0
0
0
0
0
0
Act Effct Green (s)
23.0
19.9
10.6
52.6
52.6
7.0
49.1
49.1
Actuated g/C Ratio
0.19
0.17
0.09
0.44
0.44
0.06
0.41
0.41
v/c Ratio
0.95
0.94
0.78
0.91
0.15
0.75
0.88
0.23
Control Delay
71.4
71.9
84.1
40.7
6.4
94.3
40.4
6.2
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
71.4
71.9
84.1
40.7
6.4
94.3
40.4
6.2
LOS
E
E
F
D
A
F
D
A
Approach Delay
71.4
71.9
41.5
39.3
Approach LOS
E
E
D
D
Queue Length 50th (ft)
255
217
94
527
10
61
474
13
Queue Length 95th (ft)
#376
#328
#192
#640
45
#146
575
56
Internal Link Dist (ft)
802
480
1376
597
Turn Bay Length (ft)
250
Base Capacity (vph)
670
590
164
1612
771
104
1493
751
Starvation Cap Reductn
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.95
0.93
0.74
0.89
0.15
0.75
0.86
0.23
Intersection Summa
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 118.6
Natural Cycle: 90
Control Type: Actuated -Uncoordinated
Maximum v/c Ratio: 0.95
Intersection Signal Delay: 48.9 Intersection LOS: D
Intersection Capacity Utilization 86.0% ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: 212th St SW & SR-99
110-01
t o2
4o4
08
T,17*7,71 130j,
A274'!
I
4% 05
o6
7777777
GTC (MJP) 2018 Future With Development
1 -2
HA201 1 \1 1-053\Synchro\2018 FutureWsyn
2: 216th St SW & SR-99 Premier Orthopedic Group (11-053)
-.4 --b- -V 'r *-- k- 4N t /00. v. 4 *1
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4
r
4
f
I
++
r
++
f
Volume (vph)
80
120
161
66
91
99
120
1423
86
45
1280
54
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
75
0
140
250
0
250
0
Storage Lanes
0
1
0
1
1
1
1
1
Taper Length (ft)
25
25
25
25
25
25
25
25
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.95
1.00
1.00
0.95
1.00
Frt
0.850
0.850
0.850
0.850
FIt Protected
0.980
0.979
0.950
0.950
Satd. Flow (prot)
0
1825
1583
0
1824
1583
1770
3539
1583
1770
3539
1583
FIt Permitted
0.980
0.979
0.151
0.950
Satd. Flow (perm)
0
1825
1583
0
1824
1583
281
3539
1583
1770
3539
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Satd. Flow (RTOR)
113
103
85
56
Link Speed (mph)
30
30
30
30
Link Distance (ft)
243
1065
475
1456
Travel Time (s)
5.5
24.2
10.8
33.1
Peak Hour Factor
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
Adj. Flow (vph)
83
125
168
69
95
103
125
1482
90
47
1333
56
Shared Lane Traffic
Lane Group Flow (vph)
0
208
168
0
164
103
125
1482
90
47
1333
56
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
0
0
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Yes
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
15
9
15
9
15
9
15
9
Turn Type
Split
Perm
Split
Perm
Perm
Perm
Prot
Perin
Protected Phases
4
4
8
8
2
1
6
Permitted Phases
4
8
2
2
6
Detector Phase
4
4
4
8
8
8
2
2
2
1
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Minimum Split (s)
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
8.0
20.0
20.0
Total Split (s)
21.0
21.0
21.0
20.0
20.0
20.0
70.0
70.0
70.0
9.0
79.0
79.0
Total Split (%)
17.5%
17.5%
17.5%
16.7%
16.7%
16.7%
58.3%
58.3%
58.3%
7.5%
65.8%
65.8%
Maximum Green (s)
17.0
17.0
17.0
16.0
16.0
16.0
66.0
66.0
66.0
5.0
75.0
75.0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
AJI-Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lag
Lag
Lag
Lead
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
None
Min
Min
Min
None
Min
Min
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
GTC (MJP) 2018 Future With Development
1-3
HA201 1 \1 1-053\Synchro\2018 FutureWsyn
2: 216th St SW & S R-99
Premier Orthopedic Group (11-053)
Lane Group EBL
EBT
EBR WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Pedestrian Calls (#/hr) 0
0
0 0
0
0
0
0
0
0
0
Act Effct Green (s)
15.6
15.6
13.9
13.9
56.4
56.4
56.4
5.3
63.0
63.0
Actuated g/C Ratio
0.15
0.15
0.13
0.13
0.54
0.54
0.54
0.05
0.60
0.60
v/c Ratio
0.77
0.51
0.68
0.35
0.83
0.78
0.10
0.53
0.63
0.06
Control Delay
66.2
23.6
62.9
12.8
65.3
23.4
3.5
76.7
14.8
2.5
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
66.2
23.6
62.9
12.8
65.3
23.4
3.5
76.7
14.8
2.5
LOS
E
C
E
B
E
C
A
E
B
A
Approach Delay
47.1
43.6
25.4
16.4
Approach LOS
D
D
C
B
Queue Length 50th (ft)
158
38
123
0
75
447
2
37
304
0
Queue Length 95th (ft)
#282
110
#209
51
#203
540
26
#99
370
15
Internal Link Dist (ft)
163
985
395
1376
Turn Bay Length (ft)
75
140
250
250
Base Capacity (vph)
313
365
294
341
186
2333
1073
89
2555
1158
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.66
0.46
0.56
0.30
0.67
0.64
0.08
0.53
0.52
0.05
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 105.2
Natural Cycle: 100
Control Type: Actuated -Uncoordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 25.4
Intersection
LOS: C
Intersection Capacity Utilization 70.1%
ICU Level of
Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 2: 216th St SW & SR-99
01
t o2
.4o4
08
k e I
mr, 7-T
7 7 7
o6
GTC (MJP) 2018 Future With Development
1-4
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HA201 1 \1 1-053\Synchro\2018 FutureWsyn
3: 216th St SW & 72nd Ave W Premier Orthopedic Group (11-053)
,# --.w 4-- k
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
4
1$
Y
Volume (veh/h)
57
248
109
144 127
36
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Peak Hour Factor
0.90
0.90
0.90
0.90 0.90
0.90
Hourly flow rate (vph)
63
276
121
160 141
40
Pedestrians
Lane Width (ft)
Walking Speed (ft1s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
243
pX, platoon unblocked
0.96
0.96
0.96
vC, conflicting volume
281
603
201
vC1, stage I conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
224
562
141
tC, single (s)
4.1
6.4
6.2
tC, 2 stage (s)
tF (s)
2.2
3.5
3.3
pO queue free %
95
68
95
cM capacity (veh/h)
1284
444
867
Direction, Lane #
EB 1
WB 1
SB 1
Volume Total
339
281
181
Volume Left
63
0
141
Volume Right
0
160
40
cSH
1284
1700
497
Volume to Capacity
0.05
0.17
0.36
Queue Length 95th (ft)
4
0
41
Control Delay (s)
1.9
0.0
16.3
Lane LOS
A
C
Approach Delay (s)
1.9
0.0
16.3
Approach LOS
C
Intersection Summary
Average Delay
4.5
Intersection Capacity Utilization
50.0%
ICU Level of Service A
Analysis Period (min)
15
GTC (MJP) 2018 Future With Development
1 1-5
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H:\201 1 \1 1-053\Synchro\2018 FutureWsyn
4: 212th St SW & 72nd Ave W Premier Orthopedic Group (11-053)
4e *-- k 4N t /00. 1,W � 41
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBI_
SBT
SBR
Lane Configurations
Of
0
4
F
A
f
Volume (vph)
19
444
56
33
416
35
82
130
79
20
43
15
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
0
0
0
0
60
0
45
Storage Lanes
0
0
0
0
0
1
0
1
Taper Length (ft)
25
25
25
25
25
25
25
25
Lane Lifil. Factor
0.95
0.95
0.95
0.95
0.95
0.95
1.00
1.00
1.00
1.00
1.00
1.00
Frt
0.984
0.989
0.850
0.850
Fit Protected
0.998
0.997
0.981
0.985
Satd. Flow (prot)
0
3476
0
0
3490
0
0
1827
1583
0
1835
1583
Fit Permitted
0.925
0.891
0.843
0.851
Satd. Flow (perm)
0
3221
0
0
3119
0
0
1570
1583
0
1585
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Satd. Flow (RTOR)
31
19
88
17
Link Speed (mph)
30
30
30
30
Link Distance (ft)
431
882
684
528
Travel Time (s)
9.8
20.0
15.5
12.0
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
Adj. Flow (vph)
21
493
62
37
462
39
91
144
88
22
48
17
Shared Lane Traffic
Lane Group Flow (vph)
0
576
0
0
538
0
0
235
88
0
70
17
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
0
0
0
0
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
15
9
15
9
15
9
15
9
Turn Type
pm+pt
pm+pt
Perm
Perm
Perm
Perm
Protected Phases
7
4
3
8
2
6
Permitted Phases
4
8
2
2
6
6
Detector Phase
7
4
3
8
2
2
2
6
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Minimum Split (s)
8.0
20.0
8.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
Total Split (s)
8.0
20.0
0.0
8.0
20.0
0.0
22.0
22.0
22.0
22.0
22.0
22.0
Total Split (%)
16.0%
40.0%
0.0%
16.0%
40.0%
0.0%
44.0%
44.0%
44.0%
44.0%
44.0%
44.0%
Maximum Green (s)
4.0
16.0
4.0
16.0
18.0
18.0
18.0
18.0
18.0
18.0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
AJI-Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lag
Lead
Lag
Lead
Lead -Lag Optimize?
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
None
None
None
None
None
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
GTC (MJP) 2018 Future With Development
1 1-6
H:\201 1\1 1-053\Synchro\2018 FutureWsyn
4: 212th St SW & 72nd Ave W
Premier Orthopedic Group (111-053)
--* -0. -V 1-
4--
4N t
/00.
,D.
w
Lane Group
EBL EBT EBR WBL
WBT WBR
NBL NBT
NBR
SBL
SBT
SBR
Pedestrian Calls (#/hr)
0
0
0 0
0
0
0
0
Act Effct Green (s)
12.0
11.9
10.4
10.4
10.3
10.3
Actuated g/C Ratio
0.44
0.44
0.39
0.39
0.38
0.38
v/c Ratio
0.40
0.39
0.39
0.13
0.12
0.03
Control Delay
7.2
7.3
10.3
3.1
8.0
4.4
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
7.2
7.3
10.3
3.1
8.0
4.4
LOS
A
A
B
A
A
A
Approach Delay
7.2
7.3
8.3
7.3
Approach LOS
A
A
A
A
Queue Length 50th (ft)
26
25
25
0
7
0
Queue Length 95th (ft)
70
66
73
17
26
7
Internal Link Dist (ft)
351
802
604
448
Turn Bay Length (ft)
60
45
Base Capacity (vph)
2014
1946
1059
1096
1069
1073
Starvation Cap Reductn
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
Reduced v/c Ratio
0.29
0.28
0.22
0.08
0.07
0.02
Intersection Summa
Area Type: Other
Cycle Length: 50
Actuated Cycle Length: 27
Natural Cycle: 50
Control Type: Actuated -Uncoordinated
Maximum v/c Ratio: 0.40
Intersection Signal Delay: 7.5 Intersection LOS: A
Intersection Capacity Utilization 56.3% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 4: 212th St SW & 72nd Ave W
t o2 o4
I "e, .� I
_2Z's
'I
06 08
o7
777,7,77
GTC (MJP) 2018 Future With Development
1-7
H:\201 1 \1 1-053\Synchro\2018 FutureW.syn
5: Site Access & 72nd Ave W Premier Orthopedic Group (11-053)
'r k
Movement
WBL
WBR
NBT
NBR SBL
SBT
Lane Configurations
Y
1�
4
Volume (veh/h)
35
12
192
9 3
129
Sign Control
Stop
Free
Free
Grade
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92 0.92
0.92
Hourly flow rate (vph)
38
13
209
10 3
140
Pedestrians
Lane Width (ft)
Walking Speed fts)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
684
pX, platoon unblocked
vC, conflicting volume
360
214
218
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
360
214
218
tC, single (s)
6.4
6.2
4.1
tC, 2 stage (s)
tF (s)
3.5
3.3
2.2
pO queue tee %
94
98
100
cM capacity (veh/h)
637
826
1351
Direction, Lane # WB 1
NB I
SB 1
Volume Total
51
218
143
Volume Left
38
0
3
Volume Right
13
10
0
cSH
677
1700
1351
Volume to Capacity
0.08
0.13
0.00
Queue Length 95th (ft)
6
0
0
Control Delay (s)
10.8
0.0
0.2
Lane LOS
B
A
Approach Delay (s)
10.8
0.0
0.2
Approach LOS
B
Intersection Summary
rage Delay
1.4
Intersection Capacity Utilization
20.7%
ICU Level of Service A
Analysis Period (min)
15
GTC (MJP) 2018 Future With Development
1-8
WSDOT Collision Data
I
I
I
A01116
Washington State
Department of Transportation
Paula J. Hammond, P.E.
Secretary of Transportation
I
July 12, 2011
I
I
I
I
I
I
I
I
I
I
Mr. Matthew Palmer - Gibson Traffic Consultants
2802 Wetmore Ave #220
Everett, WA 98201
Re: Collision Data
Dear Mr. Palmer:
Transportation Building
310 Maple Park Avenue S.E.
P.O. Box 47300
Olympia, WA 98504-7300
360-705-7000
TTY: 1-800-833-6388
www.wsdot.wa.gov
In response to your June 28 request, we have prepared a pdf history/summary excel history of reported
collisions that occurred on State Route 99 (mp 45.33 to 45.82) for the period of January 1, 2008 through
December 31, 2010.
Federal law 23 United States Code Section 409 governs use of the data you requested. Under this law,
data maintained for purposes of evaluating potential highway safety enhancements:
" . . . shall not be subject to discovery or admitted into evidence in a federal or state
court proceeding or consideredfor other purposes in any actionfor damages arising
from any occurrence at a location mentioned or addressed in such reports, surveys,
schedules, lists, or data." [Emphasis added.]
The Washington State Department of Transportation (WSDOT) is releasing this data to you with the
understanding that you will not use this data contrary to the restrictions in Section 409, which means you
will not use this data in discovery or as evidence at trial in any action for damages against the WSDOT,
the State of Washington, or any other jurisdiction involved in the locations mentioned in the data. If you
should attempt to use this data in an action for damages against WSDOT, the State of Washington, or any
other jurisdiction involved in the locations mentioned in the data, these entities expressly reserve the fight,
under Section 409, to object to the use of the data, including any opinions drawn from the data.
If we may be of any further assistance, please contact Mr. Dan Davis, Collision Data and Analysis
Business Supervisor, Collision Data and Analysis Branch at (360) 570-245 1, or e-mail address
davisd@wsdot.wa.gov.
SIMicerely,
'Y'
D iel . Davis - Collision Data Analysis Supervisor
Statewide Travel & Collision Data Office, Strategic Planning Division
IJDIDMD:mb
Ccwe: Nafisa Peshtaz and Lauretta Lew; WSDOT Northwest Region
i - I
STATE
ROUTE:
099
STATE
OF
WASHINGTON
. DEPARTMENT
OF TRANSPORTATION
DATE TIME
Page 1 of 5
SFIMP:
45.33 to
45.82
STANDARD COLLISION HISTORY DETAIL REPORT
07/12/11 01:24 PM
SORTED
BY SR/SFIMP/DATE UNDER 23 UNITED STATES CODE -
SECTION 409, THIS
Date Range: 01/01/08 to 12/31/10
DATA CANNOT BE USED IN DISCOVERY
OR AS EVIDENCE
TOTAL NUMBER OF
COLLISIONS: 106 AT TRIAL IN ANY ACTION FOR DAMAGES AGAINST THE
WSDOT,
OR ANY JURISDICTIONS INVOLVED IN THE DATA
*As of 11112009
CkLzen Reports are no
longer
being captured (Report # begins with -C")
M
#
#
J
S
L
A *ACCDNT
DIAGRAM
S
#1
F
V
U
U
I
STATE
/ REPORT
ANALYSIS
V
N
A
E
VEH1
VEH2
N
R
T FIRST COLLISION TYPE / OBJECT
UNIT 1 CONTR
UNIT 2 CONTR
ROUTE
SFIMP
B NUMBER
DATE
TIME
DATA
J
J
T
H
TYPE
TYPE
C
F
E STRUCK
CIRCUMSTANCE 1
CIRCUMSTANCE 1
099
45.34
3083703
11/17/08
07:30
2AA062AQA2
1
0
0
3
1
1
4
1
1 From same direction - both going straight -
Exceeding Reas. Safe Speed
None
one stopped - rear -end
099
45.34
E070538
10/06/10
12:50
2AA042AAAl
7
1
0
2
1
10
4
1
-1 From same direction - both going straight-
ot -her
None
both moving - sideswipe
099
45.36
-- -----
2627516
12/23/08
10:44
2AS126BAD3
_8CC072AAA6_
1
0
-0
0
2
2
1 -_
4
3
_1
1 -From op posite direction - all others
Exceeding Fleas. -SafeSpeed
None
099
45.36
3440149
12/13/10
12:41
------
1-
0
__
2
-
1
__ -
2-
3
1 Ent-e-rin g- at -angle
Did Not Grant RW to Vehicle
None
45.43
2627580
02/14/08
14:40
6BA34000DO
1
0
0
1
2
8
1
1 --- M—a-i-liziox-
099
45.43
3088594
03/21/08
14:36
2AA062AQA3
1
0
0
2
1
1
1
1
1 From same -direction - both -going straight
Exceeding Reas. safe Speed
None
one stopped - rear -end
099
45.43
2873187
03/22/08
15:16
1AA3400OA0
7
1
0
1
1
5
1
1 Other Objects
Apparently III
099
45.43
C70198
6/08
1
0 1240 1
6
1
0
2
1
6
1
1 One car entering driveway access
099
45.43
2703328
10
04/15/08
15:35
2AA062AQA3
1
0
0
2
2
-2
1
1
1
1 From same direction - both going straight -
Follow Too Closely
None
-
-
one stopped - rear -end
099
45.43
3091321
05/07/08
13:40
2AS062AAA2
1
0
0
2
3
1
5
2
1 From same direction - both going straight -
Did Not Grant RW to Vehicle
None
both moving - rear -end
049
45.43
2489363
0-5-/-17/08
11:55
6BA06_6BQb2
7
2
0
2
2
1
1
1
1 From same direction - both going- straight -
Follow Too Closely
None
one stopped - rear -end
099
45.43
3088372
05/29/08
16:51
2AA5000OA3
7
1
0
1
12
5
1
1 Vehicle overturned
Exceeding Reas. Safe Speed
099
45.43
2627379
06/05/08
13:50
6BA066Bab2
7
2
0
2
1
1
1
1
1 From same direction - both going straight -
Follow Too Closely
None
one stopped - rear -end
099
45.43
2489173
07/14/08
11:50
4DR054bQtl
1
0
0
2
2
2
1
1
1 From same direction - both going straight -
Follow Too Closely
None
one stopped - sideswipe
099
45.43
2776283
07/18/08
16:40
6BQ166BAD2
1
0
0
2
1
2
1
1
1 From same direction - both going straight -
None
Other
one stopped - rear -end
099
45.43
2627251
09/23/08
12:16
4DA064DQE1
1
6
0
2
2
2
1
1
1 From same direction - both going straight -
Follow Too Closely
None
-
- - -
-
one stopped - rear -end
099
45.43
2627563
10/04/08
13:20
6BA066BOD2
7
1
0
2
1
1
1
1
1 From sa__m e -direction - both going straight -
Follow too Closely
None -
one stopped - rear -end
099
45.43
3083276
10/15/08
10:50
8CA068COBI
1
0
0
2
2
1
1 From same direction - both going straight -
inattention
None
one stopped - rear -end
45.43
3083165
11/12/08
19:51
6BA066BAb2
1
0
0
2
1
2
1
2
4 From same directio n - both -going straight -
Follow Too Closely
None
both moving - rear -end
099
45.43
2961415
01/01/09
02:55
70DO470AE1
6
1
0
2
1
1
6
2
4 From same -direction - all others
Other
None
099
45.43
3221553
02/17/09
14:57
2AA062AQA2
1
0
0
2
1
1
1
1
1 From same direction - both going straight -
Follow Too Closely
None
- -
one stopped - rear -end
099
45.43
2627002
03/03/09
16:25
80A0686QE1
1
0
0
2
1
1
7
1
1 From sam e direction - both going straight -
Follow Too - Closely
None
-6-
one stopped - rear -end
099
45.43
2787264
04/02/09
16:28
6BA066BQb3
1
o
-2
-2
2
1
2
1 From same- direction - both going straight -
Follow Too Closely
None
-
one stopped - rear -end
099
45.43
3044219
06/08/09
19:58
2AA062AAA3
1
0
0
3
1
1
1
1
1 From same- direction - both going -straight -
Folio w_ Too Closely
None
-
both moving - rear -end
099
45.43
2478364
06/17/09
10:21
6BA066BOD3
1
0
0
2
1
2
1
1
1 From same direction - both going straight -
Follow Too Closely
None
—
one stopped - rear -end
STATE
ROUTE:
099
STATE
OF WASHINGTON
- DEPARTMENT OF TRANSPORTATION
DATE TIME
Page 2 of 5
STANDARD COLLISION
HISTORY
DETAIL REPORT
07/12/11 01:24 PM
SRMP:
45.33 to
45.82
SORTED BY
SR/SRMP/DATE UNDER 23 UNITED STATES CODE -
SECTION 409, THIS
Date Range: 01/01/08
to 12/31/10
DATA CANNOT BE USED IN DISCOVERY
OR AS EVIDENCE
TOTAL NUMBER OF COLLISIONS: 106 AT TRIAL IN ANY ACTION FOR DAMAGES AGAINST THE
WSDOT, OR ANY JURISDICTIONS INVOLVED IN THE DATA
*As of 11112009 Citizen Reports are no
longer
being captured (Report # begins with "C")
M
#
#
J
S
L
A *ACCDNT
DIAGRAM
S
#1
F
V
U
U
I
STATE
/ REPORT
ANALYSIS
V
N
A
E
VEH1
VEH2
N
R
T FIRST COLLISION TYPE / OBJECT
UNIT 1 CONTR
UNIT 2 CONTR
-ROUTE
SRMP
B NUMBER
DATE
TIME
DATA
J
J
T -
H
TYPE
TYPE
C
F
E STRUCK
CIRCUMSTANCE 1
CIRCUMSTANCE 1
049--
45.43
2627265
06/22/09
16:40
5BA065BQD3
1
0
0
3
1
2
1
1
1 From same direction - both going straight -
Follow Too Closely-
None
one stopped - rear -end
099
45.43
2626834
09/10/09
14:25
6BA066BQD1
7
1
0
2
3
1
1
1
1 From same direction - both going straight -
Follow Too Closely
None
one stopped - rear -end
099
45.43
2873525
10/30/09
18:37
1 AA061 AGA 1
1
0
0
2
1
2
1
1
4 Fro same dii ection - bot go ng straig t -
t er
None
one stopped - rear -end
099
45.43
2626738
01/06/10
03:55
6BA066BAD1
1
0
0
2
1
1
5
1
4 From same direction - both going straight -
Under Influence of Alcohol
None
both mmAng - rear -end
099
45.43
3261357
01/29/10
20:12
6BA066BQD2
7
1
0
2
1
1
1
2
4 From same direction - both going straight -
Follow Too Closely
None
one stopped - rear -end
099
45.43
3261846
03/13/10
20:20
4DR044DAE1
1
0
0
2
2
1
1
1
4 From same direction - both going straight -
Did Not Grant RW to Vehicle
None
both moving - sideswipe
099
45.43
E048985
04/14/10
15:00
6BA066BQD2
1
0
0
2
2
1
1
1
1 From same direction - both going straight -
Follow Too Closely
None
one stopped - rear -end
099
45.43
3408507
04/28/10
17:47
8CA068CQB1
7
1
0
3
2
1
1
1
1 From same direction - both going straight -
Follow Too Closely
None
one stopped - rear -end
099
45.43
2627491
06/09/10
10:45
6BA046BAD1
1
0
0
2
2
1
5
2
1 From same direction - both going straight -
Other
None
both moving - sideswipe
099
45.43
3083270
08/20/10
14:23
2AA062AQA3
7
1
0
2
1
2
1
1
1 From same direction - both going straight -
Under Influence of Alcohol
None
one stopped - rear -end
099
45.43
3439857
10/09/10
17:19
2AA062AQA2
7
4
0
2
2
1
1
2
1 From same direction - both going straight -
Follow Too Closely
None
one stopped - rear -end
099
45.43
E076965
11/14/10
20:14
2AA062AQA6
7
1
0
2
1
1
1
2
4 From same direction - both going straight -
Follow Too Closely
None
one stopped - rear -end
099
45.47
3222061
10/19/09
18:00
2AA062AAA2
1
0
0
2
1
2
4
1
1 From same direction - both going straight -
Follow Too Closely
None
both moving - rear -end
099
45.49
2679794
01/11/10
14:14
6BA066BQD3
1
0
0
2
1
2
8
2
1 From same direction - both going straight -
Follow Too Closely
None
one stopped - rear -end
'car
099
45.50
2679499
09/23/08
17:18
2AC076BADI
1
0
0
2
2
1
3
1
1 One -entering driveway ac I cess
Did Not Grant RW to Vehicle
None
099
45.50
2679617
03/07/09
20:26
4DC126BAD3-
7
1
0-
2
1
1
-3
2
4 Entering at angle
Did Not Gra I nt RW I to Ve I hicle
None
099
45.50
2626919
08/20/09
15:20
6BG074DCD6
7
2
0
2
2
2
3
1
1 Entering at angle
Improper Passing
-None
099
45.50
3261740
030 1 A 0
08:08
2-ACO26BAD1
1
0
0
2
2
2
3
2
1 From opposite direction - one left turn - one
Did Not Grant RW to Vehicle
None
straight
099
45.50
2679819
05/20/10
13:38
6BA066BAD2
7
1
0
2
3
2
2
1
1 From same direction - both going straight -
Follow Too Closely
None
-9 -3-67
-01/31/08
-2
both moving - rear -end
099
45.53
2_67
15:47
2AC_026BAD1
7
2
0
3
1
3
1
1 One car enterin g driveway access
Did Not Grant- RW to Vehicle
None
099
45.53
3261258
09/09/09
16:45
6BA066BQD2
7
2
0
2
2
1
4
1
1 From same direction - both going straight -
Follow Too Closely
None
one stopped - rear -end
099
45.54
3261313
10/10/10
01:32
6BA7100OD2
2
0
1
1
-2
1
4-
2
4 Vehicle going straight hits pedestrian
None
Under Influence of
699
4-5.55
2627585
02/28/08
15:20
2ACO26BAD1
7
1
0
1
1
3
1
1 0 ne c ar e n-t-e-ring driveway -acces s
Did Not Grant RW to Vehicle
None
099
45.55
2626952
01/08/09
14:50
2AC076BAD1
1
0
0
2
1
1
3
2
1 From opposite direction - one left turn - one
Did Not Grant RW to Vehicle
None
straight
099
45.56
3261564
08/31/10
20:27
6BA166BAD1
7
1
0
2
2
2
7
2
4 From same direction - both going straight -
Other
None
I
both moving - rear -end
�Ij
J,
STATE ROUTE: 099
SRMP: 45.33 to 45.82
Date Range: 01/01/08 to 12/31/10
A *ACCDNT
STATE / REPORT
ROUTE SRMP B NUMBER
099 45.57 3261455
STATE OF WASHINGTON - DEPARTMENT OF TRANSPORTATION DATE TIME Page 3 of 5
STANDARD COLLISION HISTORY DETAIL REPORT 07/12/11 01:24 PM
SORTED BY SR/SRMP/DATE UNDER 23 UNITED STATES CODE - SECTION 409, THIS
DATA CANNOT BE USED IN DISCOVERY OR AS EVIDENCE
TOTAL NUMBER OF COLLISIONS: 106 AT TRIAL IN ANY ACTION FOR DAMAGES AGAINST THE
WSDOT, OR ANY JURISDICTIONS INVOLVED IN THE DATA
*As of 11112009 Citizen Reports are no longer being captured (Report # begins with "C")
M # # J S L
DIAGRAM S #1 F V U U I
ANALYSIS V N A E VEH1 VEH2 N R T FIRST COLLISION TYPE / OBJECT UNIT I CONTR UNIT 2 CONTR
DATE TIME DATA J J T H TYPE TYPE C F E STRUCK CIRCUMSTANCE I CIRCUMSTANCE 1
09/30/09 12:59 6BA066BQD3 1 0 0 2 1 2 4 1 1 From same direction - both noino strainht - Follow Too Closelv None
one stopped - rear -end
099 45.58 3221557 02/24/09 16:47 2AA062AQA2 7 2 0 3 1 1 7 1 1 From same direction - both going straight - Follow Too Closely None
one stopped - rear -end
099 45.58 3222106 10/12/09 15:03 2AA062AQA2 7 1 0 3 2 1 4 1 1 From same direction - both going straight - Follow Too Closely None
one stopped - rear -end
099 45.58 3222603 11/27/09 15:19 2AA062AQA2 1 0 0 2 1 2 4 1 1 From same direction - both going straight - Follow Too Closelv None
one stopped - rear -end
099
45.59
3221861
09/08/10
17:10
6BC132AAAI
1 0
0
3
2
2
3
1
1 From opposite direction - one left turn - one
Did Not Grant RW to Vehicle
None
straight
099
45.60
3088134
08/01/09
14:30
2AC136BAD1
1 0
0
2
1
1
3
1
1 From opposite direction - one left turn - one
Did Not Grant RW to Vehicle
None
straight
099
45.60
3027963
09/28/09
16:17
4DC036BAD3
1 0
0
2
2
2
3
1
1 Entering at angle
Did Not Grant RW to Vehicle
None
099
45.62
3222659
10/28/10
15:24
2AA062AQA2
1 0
0
2
2
2
2
2
1 From same direction - both going straight -
Apparently Asleep
None
one st opped - rear -end
099
45.63
3089079
02/24/08
17:46
2AA062AQA2
7 1
0
2
1
1
2
2
4 From same direction - both going straight -
Follow Too Closely
None
one stopped - rear -end
099
45.63
3261456
10/10/09
10:29
6BA012AQA6
5 2
0
2
1
2
3
1
1 From opposite direction - one stopped - head- Apparently III
None
099
45.63
3222521
11/13/09
09:52
2AA062AAA2
1 0
0
3
2
1
1
2
1 From same direction - both going straight -
Follow Too Closely
None
one stopped - rear -end
099
45.63
2703430
07/01/10
14:15
2AC136BAD1
1 0
0
2
1
2
3
2
1 From opposite direction - one left turn - one
Did Not Grant RW to Vehicle
None
straight
45.64
3408822
06/01/110
121:36
2AG078CCA61
1 0
0
1
1
3
1
1 Entering at angle
Imprope, - r Passing
None
099
45.65
3031688
06/06/08
11:59
6BA126BRD1
7 1
0
�2
3
1
2
7
2
1 From sam e direction - both going straight -
N - one
I D I id N I ot Grant RW to
both moving - sideswipe
Vehicle
099
45.65
3083069
09/21/09
15:35
2AQ162AAA2
7 1
0
2
2
1
4
1
1 From same direction - both going straight -
None
Follow Too Closely
one stopped - rear -end
-ring
099
45.72
-
2703004
04/09/08
21:28
4DBO36BAD2
7 1
0
2
1
1
1
2
4 Ente at angle
Did Not Grant RW to-Vehic-le
None
064
45-.72
2U7564
05/01/06
113:35
6BA06_6BQb2
7 1
0
2
1
2
1
1-
1 From same direction - both going straight -
Operating Def ective Equipment
-None
one stopped - rear -end
-driveway
099
45.72
3090857
06/06/08
16:15
600038CAB1
7 1
0
2
2
2
6
1
I access
1 One car leaving
Did No - t - Grant RW to V - e I hicle
None
099
45.72
3090873
08/14/08
14:45
2AA06MGA2
-1 -0
0
2
1
1
5
1
1 From same direction - both going straight -
Follow Too Closely
None
one stopped - rear -end
099
45.72
2679602
08/19/08
13:54
6BRO46BAD3
1 0
0
2
1
2
1
1
1 From same direction - both going straight -
Did Not Grant RW to Vehicle
None
-
both moving - sideswipe
099
45.72
3083688
10/29/08
17:39
2AA062AQA3
1 0
0
3
1
1
5
1
1 From same direction - both going straight -
Follow Too Closely
None
one stopped - rear -end
099
45.72
C712461
11/06/08
17:30
2AA142ARAl
1 0
0
2
1
1
1
9
9 From same direction - both going straight -
both moving - sideswipe
099
45.72
3083327
11/30/08
03:09
2AA062AQA1
7 1
0
2
1
9
1
2
4 From same direction - both going straight -
Under Influence of Alcohol
None
one stopped - rear -end
099
45.72
3088462
12/09/08
13:52
2AA062AQA2
1 0
0
2
1
1
1
2
1 From same direction - both going straight -
Exceeding Fleas. Safe Speed
None
one stopped - rear -end
4
STATE ROUTE:
099
STATE
OF WASHINGTON
- DEPARTMENT OF TRANSPORTATION
DATE TIME
Page 4 of 5
STANDARD COLLISION HISTORY DETAIL REPORT
07/12/11 01:24 PM
SRMP: 45.33 to
45.82
SORTED BY SR/SRMP/DATE
UNDER
23 UNITED STATES CODE -
SECTION 409, THIS
DateRange: 01/01/08
to 12/31/10
DATA
CANNOT BE USED IN DISCOVERY
OR AS EVIDENCE
TOTAL NUMBER OF COLLISIONS: 106 AT TRIAL IN ANY ACTION FOR DAMAGES AGAINST THE
WSDOT, OR ANY JURISDICTIONS INVOLVED IN THE DATA
*As of 11112009 Citizen Reports are no
longer
being captured (Report # begins with "C")
M
#
#
J
S L
A *ACCDNT
DIAGRAM
S
#1
F
V
U
U I
STATE
/ REPORT
ANALYSIS
V
N
A
E
VEH1
VEH2
N
R T FIRST COLLISION TYPE / OBJECT
UNIT I CONTR
UNIT 2 CONTR
ROUTE
SRMP
B NUMBER
DATE
TIME
DATA
J
J
T
H
TYPE
TYPE
C
F E STRUCK
CIRCUMSTANCE 1
CIRCUMSTANCE 1
099
45.72
3088465
12/10/08
09:16
2AA062AAA2
1
0
0
2
2
2
1
2 1 From same direction - both going straight -
Follow Too Closely
None
both moving - rear -end
099
45.72
3083306
12/15/08
17:42
2AA062AAA2
7
1
0
2
1
1
1
4 4 From same direction - both going straight -
Follow Too Closely
None
both moving - rear-e nd
099
45.72
2626887
12/19/08
09:35
6BA066BQD2
7
1
0
2
2
1
1
4 1 From same direction - both going straight -
Exceeding Reas. Safe Speed
N - one
one stopped - rear -end
099
45.72
3083451
01/18/09
18:12
6BA066BAD1
7
2
0
2
2
2
1
1 4 From same direction - both going straight -
Follow- Too Closely
None
both moving - rear -end
099
45.72
2626969
02/25/09
12:41
6BB136BAD1
6
1
0
2
1
12
6
2 1 From same direction - one right turn - one
Improper Turn
None
99
45.72
2627037
04/26/09
06:45
4DBO36BAD2
7
4
0
2
1
2
1
1 1 Entering a angle
Improper Turn
None
099
45.72
2478892
05/08/09
11:06
4DA036BQD2
7
1
0
3
1
6
1 1 Tree or Slump (stationary)
Other
099
45.72
3221328
05/28/09
16:59
60C128CABl
6
1
0
2
1
1
6
1 1 Entering at angle
Did Not Grant,RW to Vehicle
None
099
45.72
3222174
06/02/09
15:26
2AG042AQAl
1
0
0
2
1
2
1
1 1 From same direction - both going straight -
Improper Passing
None
one stopped - sideswipe
099
45.72
3221503
09/04/09
13:47
8CA068CQB1
7
2
0
2
2
1
1
1 1 From same direction - both going straight -
Follow Too Closely
None
one stopped - rear -end
099
45.72
2626832
09/10/09
08:20
6BA066BAD3
7
1
0
2
2
2
1
1 1 From same direction - both going straight -
Follow Too Closely
None
both moving - rea r-end
099
45.72
2626706
09/25/09
21:10
4DA064DAE1
1
0
0
2
1
1
5
1 4 From same direction - both going straight -
Follow Too Closely
None
both moving - rear -end
099
45.72
3222213
10/14/09
14:10
2AA062AQA2
7
1
0
3
1
1
5
2 1 From same direction - both going straight -
Follow Too Closely
None
one stopped - rear -end
099
45.72
_3222119
10/30/09
16:02
60C-038CABI
7
1
0
2
1
1
6
1 1 Entering at angle
bid Not Grant RW to Vehicle
None
099
45.72
E032970
11/05/09
23:54
6BQ166BAD2
7
1
0
2
1
1
1
2 4 From same direction - both going straight -
None
Exc eeding- Reas. Safe
one stopped --- rear -end
Speed
099
45.72
2679538
12/04/09
05:35
6BAD72ACD2
6
2
0
2
1
1
1
1 4 From opposite direction - one left turn - one
Disregard Stop and Go Light
None
-0
-0
straight
649
45.72
3090-795
01/10/10
13:36
2AA062AQA3
1
2
3
1
1
1 1 Fro m- same direction both going straig ht -
Follow Too Closely
None
one stopped - rear -end
099
45.72
3408429
02/23/10
09:38
8CA068CQ61
1
0
0
2
2
1
1
1 1 From same direction - both going straight -
Follow Too Closely
None
one stopped - rear -end
099
45.72
3408908
0408/10
16:11
2AA062AAA2
1
0
0
2
1
1
5
1 1 From same direction - both going straight -
Follow Too Closely
None
both moving - rear -end
099
45.72
E055575
06/04/10
14:50
2 A062 A3
7
1
0
2
2
1
1
1 rom same irect on - ot go ng straig t -
0 ow, 00 losely
None
bot h moving - rear -end
099
-649
45.72
3439736
07/07/10
13:15
60C128CABI
7
1
0
2
1
1
6
1 1 Entering at angle
Did Not Grant RW to Vehicle
None
-4-5.72
344-025-3
08/12/10
09:39
2AA062AQA3
7
2
0
3
2
1
1
1 1 From same direction - both going straight -
Exceeding Reas. Safe Speed
-None
one stopped - rear -end
699
45.72
3440281
08/30/10
12:26
2AA062AAA3
1
0
0
2
0
1
1
1 1 From same direction -_ both going- -straight -
F 0-Ilow Too Closely
None -
both moving - rear -end
099
45.79
2679456
02/09/08
12:20
2AC136BAD1
1
0
0
2
2
2
3
1 1 One car entering driveway access
Did Not Grant RW to Vehicle
None
099
45.79
2478471
03/19/08
13:02
6BA066BOD2
1
0
0
2
1
1
2
1 1 From same direction - both going straight -
Follow Too Closely
None
one stopped - rear -end
STATE ROUTE: 099
STATE
OF WASHINGTON - DEPARTMENT OF TRANSPORTATION
DATE TIME
Page 5 of 5
STANDARD COLLISION HISTORY DETAIL REPORT
07/12/11 01:24 PM
SRMP:
45.33 to
45.82
SORTED BY SR/SRMP/DATE UNDER 23 UNITED STATES CODE -
SECTION 409, THIS
DateRange: 01/01/08
to 12/31/10
DATA
CANNOT BE USED IN DISCOVERY
OR AS EVIDENCE
TOTAL NUMBER OF COLLISIONS: 106 AT TRIAL
IN ANY ACTION FOR DAMAGES AGAINST THE
WSDOT, OR ANY JURISDICTIONS INVOLVED IN THE DATA
*As of 11112009 Citizen Reports are no longer being captured (Report# begins with "C")
M
#
#
J S L
A *ACCDNT
DIAGRAM
S
#1 F
V
U U I
STATE
/ REPORT
ANALYSIS
V
N A
E
VEH1 VEH2 N R T FIRST COLLISION TYPE / OBJECT
UNIT 1 CONTR
UNIT 2 CONTR
ROUTE
SRMP
B NUMBER
DATE
TIME DATA
J
J T
H
TYPE TYPE C F E STRUCK
CIRCUMSTANCE 1
CIRCUMSTANCE 1
99
45.80
2819316
06/09/08
16:45 2AA062AAA2
7
1 0
3
1 1 4 1 1 From same direction - both going straight -
Exceeding Fleas. Safe Speed
None
both mo�Ang - rear -end
099
45.81
2626680
06/04/09
06:18 5BA065BQD2
7
1 0
2
2 2 2 1 1 From same direction - both going straight -
Follow Too Closely
None
_694
_05/19/10
_6BCO22_AAA1
one stopped - rear -end
45.81
2620458
16:25-
7
1 0
2
1 2 3 2 1 From opposite direct I ion - one left I- turn - one
Did I N - ot Gr I ant RW to Vehicle
None
straight,
099
45.82
2627087
01/23/09
14:20 2AC136BAD1
7
2 0
2
1 1 3 1 1 From opposite direction - one left turn - one
Did Not Grant RW to Vehicle
None
straight
099
45.82
2627042
05/20/09
16:20 2AC076BAD1
6
2 0
2
2 1 3 1 1 From opposite direction - one left turn - one
Did Not Grant RW to Vehicle
None
straight
099
45.82
E050032
04/23/10
15:05 4DC036BAD3
1
0 0
2
1 1 3 1 1 Entering at angle
Did Not Grant RW to Vehicle
None
096
45.82
E058503
06/30/10
13:38 2 026BAD1
1
0 0
2
1 1 3 1 1 From opposite direction - one left turn - one
Did Not Grant RW to Vehicle
None
straight
PROP
POSS
EVID
SER
ALC
F1XD
REAR
OPP
ENTER
OVER
PEDL
TOTAL
DMAG
[NJ
INJ
INJ
FATAL
# OF
# OF
# OF
REL
OBJ
END
DIR
AT
TURN
CYC
PEDES
YEAR
COLS
COLS
COLS
COLS
COLS
COLS
INJS
FTLS
VEHS
COLS
COLS
COLS
COLS
ANGLE
COLS
COLS
COLS
2008
37
20
16
1
0
0
20
0
76
1
2
22
1
1
1
0
0
2009
39
15
17
6
1
0
36
0
85
1
1
23
6
6
0
0
0
2010
30
17
12
0
0
1
16
1
62
2
0
17
5
4
0
0
1
106
52
45
7
1
1
72
1
223
4
3
62
12
11
1
0
1
Trip Generation Studies
IN
I
F_
L
TRIP GENERATION RATE CALCULATION
This is a summary of the methodology, data, and results of the data collection at the Kruger Clinic
Orthopaedics located at 21600 Highway 99 #150 in the City of Edmonds site to calculate a PM
peak -hour trip generation rate for a specialized medical office. The counts were collected according
to the methodology identified by the Institute of Transportation Engineers (ITE).
PM peak -hour counts were performed by Gibson Traffic Consultants, Inc. (GTC) staff at the Kruger
Clinic Orthopaedics located at the intersection of SR-99 at 216 th Street SW. The specialized
medical office is part of a larger complex that has other services currently in operation. Therefore,
it was necessary to survey people arriving and leaving the Kruger Clinic Orthopaedics offices to
determine which vehicles were associated with this portion of the office complex.
The total square -footage of the specialized medical office is 10,293 square -feet (SF), including all
of the associated office/rehabilitation area. The square -footage is based on data from Judy Wood of
Kruger Orthopaedics.
The PM peak -hour trip generation of the Kruger Clinic Orthopaedics was determined by counting
all trips in and out of the accesses. Trips between the internal offices, billing department, and
rehabilitation area were not counted because they would typically be internal trips within a site.
The counts were performed between 4:00 PM and 5:30 PM and were performed by one Professional
Engineer and an assistant, one counting the waiting room and the other covering the other office
access points. The counts were ended at 5:30 as the doors to all of the rooms were locked at that
point. Counts were collected on Tuesday July 12th , Wednesday July 13 th , and Thursday July 14 th in
2011. There were no unusual activities observed on any of the days.
The counts show that the peak -hour of the site on every day was from 4:00 to 5:00 PM with 29 PM
peak -hour trips being generated on Tuesday, 22 PM peak -hour trips being generated on Wednesday,
and 25 PM peak -hour trips being generated on Thursday. Based on a 10,293 SF specialized
medical office, the PM peak -hour trip generation rate is 2.46 trips per 1,000 SF with 16% inbound
and 84% outbound.
Attachments
2802 Wetmore Avenue - Suite 220 - Everett WA, 98201
Tel: 425-339-8266 - Fax: 425-258-2922 - E-mail: lnfo@gibsontraffic.com
K-1
Premier Orthopedic Group
GTC #11-053
I
July 12, 2011 to July 14, 2011 - 3-Day Avereage - Count from 4:00 to 5:30
Existing Square Feet: 10,293 SF
Existing Employees: 40 Employees
Start
In
Out
4:00
2.00
7.67
4:15
0.67
4.33
4:30
0.67
3.67
4:45
0.67
5.67
5:00
0.33
4.00
5:15
0.00
1.67
Total
5
27
Trip Generation Rate based on 1,000 SF:
Trip Generation Rate based on Employees:
Hourly Inbound Outbound Total
4:00-4:45
4.00
21.33
25.33
4:15-5:00
2.33
17.67
20.00
4:30-5:15
1.67
15.00
16.67
4:45-5:30
1.00
11.33
12.33
Maximum
25.33
Inbound
16%
Outbound
84%
2.46
0.63
K-2
Premier Orthopedic Group
GTC #11-053
July 12, 2011 count from 4:00 to 5:30
Existing Square Feet: 10,293 SF
Existing Employees: 40 Employees
Start
In
Out
4:00
3
8
4:15
0
3
4:30
1
5
4:45
1
8
5:00
0
5
5:15
0
1
Total
5
30
Trip Generation Rate based on 1,000 SF
Trip Generation Rate based on Employees
Hourly Inbound Outbound Total
4:00-4:45
5
24
29
4:15-5:00
2
21
23
4:30-5:15
2
19
21
4:45-5:30
1
14
15
Maximum
29
Inbound
17%
Outbound
83%
2.82
0.73
K-3
Premier Orthopedic Group
GTC #11-053
July 13, 2011 count from 4:00 to 5:30
Existing Square Feet: 10,293 SF
Existing Employees: 40 Employees
Start In Out
Hourly
Inbound
Outbound
Total
4:00 2 6
4:00-4:45
4
18
22
4:15 1 4
4:15-5:00
2
18
20
4:30 0 4
4:30-5:15
1
16
17
4:45 1 4
4:45-5:30
1
12
13
5:00 0 6
5:15 0 2
Maximum
22
Total 4 26
Inbound
18%
Outbound
82%
Trip Generation Rate based on 1,000 SF:
2.14
Trip Generation Rate based on Employees:
0.55
K-4
Premier Orthopedic Group
GTC #11-053
July 14, 2011 count from 4:00 to 5:30
Existing Square Feet: 10,293 SF
Existing Employees: 40 Employees
Start In out
Hourly
Inbound
Outbound
Total
4:00 1 9
4:00-4:45
3
22
25
4:15 1 6
4:15-5:00
3
14
17
4:30 1 2
4:30-5:15
2
10
12
4:45 0 5
4:45-5:30
1
8
9
5:00 1 1
5:15 0 2
Maximum
25
Total 4 25
Inbound
12%
Outbound
88%
Trip Generation Rate based on 1,000 SF:
2.43
Trip Generation Rate based on Employees:
0.63
K-5
1; =IVSD
-QUA-P 2 4 2009
IP
I ES COM ANY
HAMM
M111 Creek
air Ire
Medical. O.ffice Bunaing
Snohomish County, Washington
T.rafflc Impact Study -
September-29, 2009
Prepared for:
Hammes Company
1325 4' Avenue, Suite 1035
Seattle, WA 9.8 101
Prepared by:
Transportation Engineering NorthWest, LLC
Transportation Engineering/Operadons -impact Studies + Design Services * Transportation PlannIng/Forecasting
Seattle Office: PO -Box 65254 * Seattle, WA 98155 * Office/Fax (206) 361-7333 + Toll Free (888) 220-7333
Eastside Office: 816 - 6th Street 5 # Kirkland, WA 98033 * Office (206) 498-5897* Fax (425) 889-8369
K-6
Mfg Creek Medical Offlce Building
Snolhomish County, WA Trafflc Impact Study
C. Trip Generation
The trip generation for the proposed Mill Creek Medical Office Building was
based on the results of a trip generation study conducted at a similar facility
located in.Issaquah, Washington.
This type of medical facility is a relatively new concept, with a mix of emergency,
lab/imaging, and medical office space in one building. Since the Institute of
Transportation Engineers (ITE) Trip Generation Manual does not publish rates for
this type of medical facility., traffic counts were conducted at t�e only other
facility in the region with similar characteristics (Swedish Issaquah Medical
Campus located at 2005 NW Sammarnish Road in Issaquah). The Mill Creek
Medical Office Building facility will be larger than the Issaquah facility (86,000 sf
vs. 51,225 sf), but the types of uses and mix of em ergency/lab/imaging/medical
offices will be almost identical.
AM and PM Peak Hour Trip Rates
Weekday AM peak period (7-9 AM) and PM peak period. (4-6 PM) counts were
collected for 5 consecutive weekdays at the Issaquah facility to derive trip
generation rates (trips per 1,000 sf gross floor area). A summary of the counts
conducted at the Issaquah facility and resulting trip rates are shown in the table in
Appendix B.
Weekday Daily TriR Rates
Due to the Issaquah site layout, it was not possible to conduct 24-hour machine
counts at the site access points to obtain weekday daily counts. In addition,
manual pedestrian counts were required due to the layout of the parking lot, which
involved having count staff on-ssite for the duration of the counts. For these
reasons and because the emergency department is open 24-hours a day, it was
impractical to obtain an accurate weekday daily (ADT) count of the
facility. Therefore, in order to derive a weekday daily trip rate for the site, the
ratio of the average daily to PM peak hour trip rate for the closest -related land use
in the ITE manual (LUC 720 Medical Office Building) was applied it to the PM
peak hour trip rate observed in -the Issaquah study. This was calculated as
follows:
0 UM Daily Rate / ITE PM Rate) X Issaquah PM Rate = Issaquah Daily Rate
0 (36.13 / 3.46) X 1.43 = 14.93 trips per 1,000 sf (6 AM — 7 PM trips)
Since the medical office buildings studi ed in the ITE manual for LUC 720 do not
likely include 24-hour emergency services, an additional adjustment was made to
account for the slightly higher daily trip rate that could result because of the trips
September 29, 2009
Tramp ortation Engineering NortbWest Page 6
K-7
I
�111 Creek Medical Office Building
.Snohornlsh CDunty, WA Traft Impact Study
made "after hours"' (assumed to be 7 PM — 6 AM). Based on our discussions with
Swedish'Medical Center, the Emergency Department (ED) is the only portion of
the facility open 24-hours a day. The ED makes up a smaller percentage of the
overall facility, and likely an even smaller proportion of the overall trip
generation. Of the total daily trips associated with the ED, Swedish indicated that
approximately 35 percent of ED patient visits occur between 7 PM and 6 AM.
By factoring this percentage by the proportion of ED space to total space, we
estimated the percentage of total trips from the facility that occur between 7 PM
and 6 AM.
In Issaquah, the ratio of ED space to total building area is 13,620 sf/51,225 sf
26.59%
* The percentage of total trips that occur between.7 PM and 6 AM is 26-59% X
35% = 93% of the total trip generation
0 Since the trip rate of 14.93 trips -per 1,000 sf is assumed to only account for the
�rips that occur from 6 AM to 7 PM, we factored it by 1/(1-0.093) = 1.10 (10%
increase) to estimate the trip generation for a 24-hour period
a Adjusted Weekday Daily -Trip Rate = 14.93 X 1. 10 = 16.42 trips per 1,000 sf
It should be noted that since the trip rate per square foot for the ED is likely lower
than the rest of the facility, the 10 percent adjustment above is likely conservative
since it assumes a consistent trip rate for all uses -within the facility.
TrJ12 Generation Credits
Trip credit for the existing drive-in movie theater/swap meet was based on May -
September 2009 weekday data provided by SRO, which consisted of cars counted
at the drive-in and the number of employees working at the drive-in. The data
was factored down to account for the movie theater only being open 4.5 months
out of the year. As shown in Appendix C, the counts resulted in an annual
average of 148 weekday daily trips. The property owner (SRO) has agreed to
allocate 75 percent of their weekday daily trip credit to the Mill Creek Medical
Office Building development (75% X 148 = 111 weekday daily trips credit). No
data is available for AM or PM peak hour trip credits at this time; therefore, the
current peak hoiir trip generation estimates do not account for any credit from the
existing uses. The applicant reserves the right to provide peak hour trip data for
the existing uses in the future, if needed.
A credit to the weekday daily, AM peak hour, and PM peak hour trip generation
estimates has been applied to account for the provision of on -site TDM measures
consistent with Snohomish County Code Title 30.66B.640. Therefore, these
estimates are contingent upon the approval of a TDM plan.
Transportation Enemeering Nor&West
September 29, 2009
Page 7
K-8
Mill Creek Medical OMce Building
Snohomish County, WA
Traffic Impact Study
The weekday daily, AM peak hour, and PM peak hour trip generation estimates
for the proposed NEU Creek Medical Office Building are summarized in Table 1.
Table I
Mill Creek Medical Office Building Trip Generation Summary
Directional
Distribution
Trips.Generated
Land Use
Size (sf) Units In Out Trip Rate' In
Out
Total —
Daily
Proposed Use.
Snohomish Med Ctr
86,000 GFA 50% 50% 16.42 706
706 .1,412
0/
TDM Reduction 0 0)2 -36
-35
-71
670
671
1,341
Less Edsdng Use.
Drive -In Theater/Swap Meet
Based on SRO data 3 50% 50% -55
-56
-111
Net New Daffy Trips 615
615
1.230
AM Peak Hour
Proposed Use:
Snohomish Med Ctr
.86,000 GFA 63% 37% 1.39 76
44
120
TDM Reduction (-5%)2 -4
-2
-6
72
42
114
Less Fxkdng Use:
Drive-ln Theater/Swap Meet
Net New AM Peak Hour Trips- 72
42
114
PM Peak Hour
Proposed Use. -
Snohomish Med Ctr
86,000 GFA 42% 58% 1.43 52
71
123
TDM Reduction (-5%)' -2
-4
-6
50
67
117
Less Eviydng Use:
Drive'In Theater/Swap Meet
M-0
Net New PM Peak Hour Trips 50
67
117
Notes:
' Trip rates based on trip generation study conducted at Swedish Issaquah Medical Facility
2 TDM credit assumes on -site TDM measures will be provided consistent with Title 30.66B.640
3 Based on counts provided by SRO. SRO has agreed to allocate 75% of their daily trip entitlement to this development.
(75% X 148 = I I I weekday daily trips).
4 Peak hour trip credit data not available. Developer reserves the right to provide peak hour trip credit data in the future, if needed.
As shown in Table 1, the proposed development is estimated to generate 1,230
net new weekday daily trips, with 114 trips occurring during the weekday AM
peak hour, and 117 trips occurring during the weekday PM peak hour.
Transportation Engineeft NorthWest
September 29, 2009
Page 8
K-9
U,
Mill Creek Medical Office Building
Snohomish County, WA
Appendix B
Traffic Impact Study
Swedish Issaquah Trip Generation Summary
Transportation Engineering NorthWest
K- 10
I
I
Transportation Engineer-Ing NorthWest
Swedish Medical Center - Issaquah
AM and PM Peak Hour Trip Generation Summary
AM Peak Hour
Total
In
Out
Monday (7/13/09)
67
42
25
Tuesday (7/14/09)
80
52
28
Wednesday (7/15109)
75
42
33
Thursday (7/16/09)
75
51
24
Friday (7/17/09)
60
40
20
5 DAY AVERAGE
.71
45
26
AM Trip Rates
Directional Split
Total Trips
Trips per 1,000 sf 1
In
Out
71
63%
37%
PM Peak Hour
Total
In
Out
Monday (7/13/09)
93
45
48
Tuesday (7/14/09)
77
26
51
Wednesday (7/15/09)
59
23
36
Thursday (7/16/09)
59
25
34
Friday (7/17/09)
76
33
43
5 DAY AVERAGE
73
.31
42
PM Trip Rates
Directional Split
Total Trips
Trips per 1,000 sf
In
out
73
0,
42%
58%
I
Notes:
1. Based on 51,225 square feet of occupied building area.
Tranwortadon EngineeringlOperadons # Impact Studies # Design Serykes # Transportation Planning/Forecasting
.816 61 Street South # 104dand, WA. 98033 # Office (206)'498-5897 # Fax (425) 889-TENW (8J69)
I K-11
Miscellaneous
M M M M M M M M M M M M M M M M M M M
2009
Annual
M
Traf.f 1C
Report
MAP Washington State Department of Transportation
In cooperation with the
United States Department of Transportation
Federal Highway Administration
7
STATE OF WASHINGTON - DEPARTMENT OF TRANSPORTATION
T R I P S S Y S T E M
ANNUAL TRAFFIC REPORT
STATE
ROUTE
FUNCT TRUCK PERCENTAGES
STATE ROUTE
MILEPOST
LOCATION COUPLET
CLASS SNGL DBL TRIPLE TOTAL
099
032.03
AFTER RAMP WESTERN AVE
1
099
035.67
AFTER JCT N 50TH ST
1
099
036.45
BEFORE JCT W GREEN LAKE WAY N
099
037.46
BEFORE JCT N 85TH ST
099
038.47
BEFORE JCT N NORTHGATE WAY*105TH ST
1
099
038.47
AFTER JCT N NORTHGATE WAY*105TH ST
1
099
040.47
BEFORE JCT SR 523*N 145TH ST
1
099
040.47
AFTER JCT SR 523*N 145TH ST
1
099
040.97
AFTER JCT N 155TH ST
1
099
041.74
AFTER JCT N 170TH ST
1
099
043.24
BEFORE JCT N 200TH ST
1
099
043.48
BEFORE JCT SR 104 SPAURORA (SPUR)
1
099
043.52
AFTER JCT SR 104 SPAURORA (SPUR)
1
099
043.67
AFTER RAMP SR 104
1
099
046.83
BEFORE JCT SR 524 WYE CONN
1
099
046.94
AFTER JCT 60TH AVE W
1
099
048.85
AFTER JCT 168TH ST SW WYE CONN
1
099
050.21
BEFORE JCT 148TH ST SW WYE CONN
1
099
050.22
AFTER JCT 148TH ST SW
1
099
050.56
BEFORE RAMP SR 525 SB
1
099
050.68
AFTER RAMP SR 525 NB
1
099
052.27
BEFORE JCT AIRPORT RD WYE CONN
1
099
052.29
AFTER JCT AIRPORT RD WYE CONN
1
099
052.81
BEFORE JCT 113TH ST SW
1
099
053.45
BEFORE JCT SR 99 WYE CONN
1
099
053.53
AFTER JCT SR 99 WYE CONN
1
099
054.55
BEFORE JCT 7TH AVE SE
1
099
054.55
AFTER JCT 7TH AVE SE
1
123
AVERAGE DAILY TRAFFIC VOLUME
---------------------------------
2006 2007 2008 2009
UNITS UNITS UNITS UNITS
55000* 54000 53000 54000
44000 45000 43000 45000*
41000 41000* 40000 41000
37000 40000* 38000 39000
36000 36000* 35000 35000
34000 35000* 34000 35000
34000 31000 30000* 31000
36000 32000* 30000* 31000
39000 32000* 30000 31000
39000 35000* 33000* 34000
33000 32000* 29000* 29000
28000* 28000
36000 33000* 30000 30000
34000 33000* 29000* 30000
33000 31000* 29000* 29000
35000 34000* 31000 32000
32000 32000* 31000* 32000
32000 32000 30000* 31000
36000 36000 34000* 35000
39000* 42000* 40000 41000
40000* 42000* 40000 41000
39000 39000* 38000 39000
32000 34000* 33000 33000
32000 33000* 31000 32000
33000 35000* 33000 34000
15000 16000* 15000 15000
30000 29000* 28000 29000
32000 32000* 31000 32000
* BASED ON ACTUAL COUNT
+ SOURCE OF TRUCK PERCENTAGES
= = M M = = = = = M = M M = M M = = =
Premier Orthopedic Group
GTC #11-053
GIBSON TRAFFIC CONSULTANTS
72nd Avenue W @ Site Access - 2013
Left Turn Storage
Guidelines
25% -
Above
recommended.
Curve: Storage
20%
0, 5 01"
.60 50 40
\H
15%
MPH MPH MP
-- - ------- -----------------
- ----------------
--------- -------------
>
10%
- -------------
--------- - --- ------ ---- - ------
0
5%
l4elow Curve' Storage not
VC1,
0%
needed for capacity.
-------------------
----------
I ------------------
----------
1 1 1 1 1 1 1 1 1 1 1 1 1 1
1 1 1 1 1
1 1 1
300 400 500 600 700
800 900
1000 1100 1200
Total
DHV
Total DHV: 317 Posted Speed Limit MPH
Left Turns: 3
% Left: 0.9%
Notes: DHV is total volume from both directions & Speeds are posted speeds.
Based on WSDOT July 2010 Design Manual: Exhibit 1310-15a, Page 1310-26.
I
� I
100
90
70
60
R 50
40
0
30
20
10
0
Premier Orthopedic Group
GTC #11-053
GIBSON TRAFFIC CONSULTANTS
72nd Avenue W @ Site Access - 2013
Right -Turn Lane Guidelines
Consider right -turn lane [5]
Consider right�-turn
pocket or tape-V [4]
Radius only [3]:
---------------------------------------
0 100 200 300 400 500 600 700
Peak Hour Approach Volume (DDVH) Ell
Posted Speed
Right Turn Volume: 9 [DDHV]
Adjusted Right Turn Volume: 9 [DDHV]
Pk Hr Curb Ln Approach Vol: 192 [DDHA
[1 ] For two-lane highways, use the peak hour DDHV (through + right turn).
For multilane, high speed highways (posted speed 45 mph or above), use the right -lane peak
hour approach volume (through + right turn).
[2] When all three of the following conditions are met, reduce the right -turn DDHV by 20:
The posted speed is 45 mph or less, the right -turn volume is greater than 40 VPH, the peak
hour approach volume (DDHV) is less than 300 VPH.
[3] For right -turn comer design, see Exhibit 1310-11.
[4] For right -turn pocket or taper design, see Exhibit 1310-16.
[51 For right -turn lane design, see Exhibit 1310-17.
* For Multilane, low speed highways (posted speed is less than 45 mph), no right -turn lane or
taper is required.
Based on WSDOT July 2010 Design Manual: Exhibit 1310-19, Page 1310-40.
I L-4
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7;�
10 .
East Elevation
scale: 318 " = / '
scale: 1116" = I'
East Elevation
14 -0"
center sign over doors
Prermer
Orthopedic Group
End view
8"
n
Manufacture and install one (1) internaliv illuminated wall sian
Cabinet:
Extruded aluminum sign cabinet.
Lag bolt attachment to building fascia.
Face:
.090 thick aluminum, routed copy and graphics from face.
Copy and graphic:
Rout copy and "swoosh" graphic from aluminum face to receive 1 " clear push-thru amlic.
Apply translucent vinyl to face of the push thrul acrylic -(see color key).
Flash frost push thru edges for light diffusion.
Paint face and cabinet two different colors (see color key).
Illumination:
425ma fluorescent lamps.
End view
8"
Hinged face
6,
lid,
i
Graphics 11111 :
lot-
('�/4" diameter lag screws
quantity: "as required"
4 120 volt 1/2" conduit to J box
KEY
3m Translucent Vinyl
#3630-127 Intense Blue
3m Translucent Vinyl
#3630-156 Vivid Green
Satin White.
FACE OF CABINET
&N—Mi
TM. Valspar 452B2181 Fluropon
UG Gloucester Sage (CABINET)
SIDES OF CABINET
%
BVILPiNG DEPARw2MENT
CITY OF EMONDS
HEATH727 South 96th Street
Seattle, Washington 98108
206.623.3100
NORTHW 888.694.3284
EST Fax 206.623.1785
Distinctive Electrical Advertising Since 1967 heath northwest. Corn
Client
Kruger Clinic /
Premier Orthopedic Group
2140172 nd Ave. West
Edmonds WA
Date: 12.13.11
Project Manager: Steve Sampson
Design: mwm
Client Approval + Date
Landlord Approval + Date
Revisions
Prod Priints MW 2.22.12
Q Copyright 2011, Heath Northwest
The�e I= we the exclwive propedy of Heath Nathvest the
orqna wcrk of its design tearn.
The,= Iled.ID= , lar.11—le =c!
Y..' X
=d. th.
Purchase Imm Heath W&Ae-A a sign rnanufacWred amwding
to Ithese plans.
Disubuttonwexhitsbonot =ycns ashes ban
epplayees of yw =p=M= plans to ctsrsst=t a
s,gn shilax to the � enbDdied hereirs. is exptessil, forbiddm
In the event that such exhblitsn cmm. Heath lserthwest
expects to be tairbinsed 15% of listal prcied value in
=pensabo fm Inns and effcd entaded P matmg thm plans
5/10/12
(LS) P2: CHANGE CABINET COLOR
5/8/12 (LS) Pl: CHANGE CABINET COLOR
PRODUCTION PRINT
DESIGN HAS 0 FOR POTENTIAL PROBLEMS AND ACCURACY BY:
DESIGN 77-17"! m. weaver DATE 2.22.12
SALES L.__ DATE
OPERATIONS MANAGER
U Ple signW irmlicaved is M tIrsign is fabricated to
Mi. �Ulreqdwmm&wH]beiubeledacod*,ngm
NeWo an a gaidstms.
Elecltrical requiternetirlt for the City of Seattle is
to have signs on a lighting control circuit or an
astronomical type timer on the circuit (by
others) the recommended unit is AUBE Tl 035
hW/aubetech.corWmanuaV2fTlO35.pdf
Page 2 of 4
11 HS-SS069-PP-2
South Elevation
scale: 318 " = I'
scale: 1116" = I'
South Elevation
oil
Ell
14 -0"
End view
8..
n
Manufacture and install one (1) internally illuminated wall Sig
Cabinet -
Extruded aluminum sign cabinet.
Lag bolt attachment to building fascia.
Face:
..090 thick aluminum, routed copy and graphics from face.
Copy and -graphic:
Rout copy and "swoosh" graphic from aluminum face to receive 1 " clear push-thru acrylic.
Apply translucent vinyl to face of the push thru acrylic -(see color key).
Flash frost push thru edges for light diflusion.
Paint face and cabinet two different colors (see color key).
Illumination:
425ma fluorescent lamps.
TH �,enter sign over doors
0�- —1
LJ
L"AWAA
MM
kRW
PL
727 South 96th Street
X1 MA 161. J. XX Seattle, Washington 98108
Z-VID.OZ4.13 1 VV
888.694.3284
NORTHWEST Fax 206.623.1785
Distinctive Electrical Advertising since '967 heathnorthwest.com
Kruger Clinic /
Premier Orthopedic Group
2140172 nd Ave. West
Edmonds WA
7
Date: 12.13.11
Project Manager: Steve Sampson
Design: mwm
Client Approval + Date
Landlord Approval + Date
Revisions
Prod Prints MW 2.22.12
End view
All
Hinged fal
Graphic
'1/4" diameter lag screws
quantity: "as required"
120 volt 1/2" conduit to J box
COLOR KEY
3m Translucent Vinyl
#3630-127 Intense Blue
3m Translucent Vinyl
#3630-156 Vivid Green
Satin White.
FACE OF CABINET
TM. Valspar 452112181 Fluropon
L/G Gloucester Sage (CABINET)
SIDES OF CABINET
JUN 13 2012
OUILDING DEPAR71VIIENT
5/10/12 (LS) P2: CHANGE CAB4ET . COLOR
5/8/12 (LS) Pl: CHANGE CABINET COLOR
PRODUCTION PRINT
DESIGN HAS BEI;"EVIEMD FOR POTENTIAL PROBLEMS AND ACCURACY Sr.
V
DESIGN m. weaver DATE 2.22.12
SALES DATE
OPERATIONS MANAGER
0 Copyright 2011, Heath Norlhwest
Rmse 0� M te Vdeive F.Peny d HeaM ftihwest ft
of its drp baan.
pundinaw frm. Heath Ncitfr�t a sign manulaclunad accuclitV
to th--- pl�_
oistftutlon � e4lbban of =Wpo
=0Y
,=0ryw=;nan
to 11, � ernbaded hemn. is �p� forltdclen.
,n . .I 9=5on ui=t, Heath Nwttmest
e,4.cl3n, b= 5,, al bw Project value in
=Pematon for torne and eftl enda-led n cmfinq ftse 0an
holimad in this Milt it falwitated to
&.ill be Inbeled a=ding to
Electrical requirement for the City of Seattle is
to have signs on a lighting control circuit or an
astronomical type timer on the circuit (by
others) the recommended unit is AUBE T1 035
httlollaubetech.com/manuaMl 035.pdf
Page 3 of 4
IIHS-SS069-PP-2
West Elevation front view End view
scale: 318" = I'
16 -0" End view Manufacture and install one (1) internally illuminated wall sign
8"
Cabinet
Extruded aluminum sign cabinet.
Lag bolt attachment to building fascia.
Face:
9 rq .090 thick aluminum, routed copy and graphics from face.
-2� Premier Orthopedic Group Copy and graphic:
scale: 1116" = I'
13
West Elevation
J
HEATH727 South 96th Street
Seattle, Washington 98108
206.623.3100
888.694.3284
NORTHWEST Fax 206.623.1785
Distinctive Electrical AdvEr-tising Since 1967 heath northwest. c; orn
Client
Kruger Clinic I
Premier Orthopedic Group
2140172 nd Ave. West
Edmonds WA
Rout copy from aluminum face to receive 1 " clear Dush-thru acrylic.
Apply translucent vinyl to face of the push thru acrylic -(see color key).
Flash frost push thru edges for light diffusion.
Paint face and cabinet two different colors (see color key).
Illumination:
;425ma fluorescent lamps.
INSTALL ON ENTRY CANOPY (details to be confirmed)
lq6f-'
I Prffnwr or-thavedic Gmi) I
son
I I'Mmumilm,
Date: 12.13.11 Client Approval +Date
Project Manager: Steve Sampson
Design: mwm
Landlord Approval + Date
Revisions
Prod Prints MW 2.22.12
B" sign anodized aluminum
depth TBD coping to match sign
finish (satin white)
> 01 tapered insulation
sign face I tal stud ypsurn base
routed copy I sing! ply roofing 3" max
1
I" thick I
push thru
0i canopy structural
framing per structural
3/8" prodema ext. soffit
POHOLE furring channels
anodized aluminum J1 metal tab to
break shape secure metal stud 24" o.c.
24" o.c.
ENTIRY C,4NCf=Y SIGN F,45C;IA
scale: 3/4"= 1
COLOR KEY
3m Translucent Vinyl
#3630-127 Intense Blue
F-1 Satin White
FACE OF CABINET
TM. Valspar 452132181 Huropon
UG Gloucester Sage (CABINET)
SIDES OF CABINET
JUN 13 2012
B U I L D I N Q &E MPA R—,, M E N T
An?J nQ
5/10/12 (LS) P2: CHANGE CABINET COLOR
51919 (1 S) P11: CHANGE CABINET COLOR
DESIGN HAS BEQ"�EVIEWED FOR POTEKMAL PROBLEMS AND ACCURACY IBY-
DESIGN m. weaver DATE 2.22.12
SALES DATE
OPERATIONS MANAGER
@Copyright 2011, Heath Northwest
Th;=a,e a. aFketi" pn�j of Heath Northeast the
on of its design ta—.
The, I,
pumhase tam Heath Nuftoest a s7 �factumd a=&ng
to these pians,
DsWWf*n � exhbwn of these plans to anyone oVm than
:=of ru =pany. or � of these plans to mistruct a
to the o"e en"baded hweirk is epressly farbWen
1" 0, �ent
.11. to =Zft11111171-=P
oomoe�sation for bm ad efrot enia*d n matmg ftsa iti�
indiated in this dmign is fabriated to
-.-.-,Vdremm&�,llbeteabeledaawdirgto
an UL vimTmm
Electrical requirement for the City of Seattle is
tD have signs on a lightrig control circuit or an
astronornfical type fimer on the circuit (by
— ) the recommended unit is AUBE T1035
oulerr.
http:flaubetech.com/manuaU2rFl 035.pdf
Page 4 of 4
11 HS-SS069-PP-2
PROPOSED SNOHOM15H
COUNTY FUD
ELECTRICAL VAULT
5F_NCHMAf;;RK FOR 5LDG
HEIGHT CALC. = EXIST.
CIB 6 EL 354.431
3069hzr_�
PROTECTIVE
5OLLARDS,
TYP.
PROPOSED
GAS METER
LOCATION
4' WIDE
LANDSCAPE
STRIP
EXIST. CJJR5
TO E�E REMOVED,
SEE CIVIL
DRAWINGS TYP.
ROOF
OVERHANG
NEW CONCRETE
CUR5, GUTTER 4
SIDEWALK, REFER
TO CIVIL DRAWINGS
FAI
IBUILDING
HEIGHT
CALCULATION
OUTLINE
30" WIDE
CRUSHED
ROCK PATH
TO FDC
E, \1 NORTH PRoPEF
WIDEN SIDEWAL
LINE TO ALLOLL
PLACEMENT 4 f
EMERGENCY tR
5' HIGH SIGHT
015SCURING FE
FUELING STATION LOCATION
4 SCALE: 1/2"
�cq M
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it
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3425'
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L LINE OF CONCRETE,
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CONCRETE
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GENERATOR O.C. EACH WAY
2
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FACE OF FOUNDATION
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FACE OF TENANT-S
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r
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FOOTING
EMERGENCY GENERATOR SLA15
SCALE: 3/8"
EXIST NE CORNER,
EL3S,41
EXISTING EQUIPMENT
--ITO EBE REMOVED
EMERGENCY
I GENERATOR Z ... ...
.......... ... ........ ........... .................. .............. ........ .................... --------------
. ............ ................ __ ........................
. ................. ...... ....................... ......... .........
.................... -------------
",'A - I O�)
V
PL IV -2,3 i (L,)o -3 -7
- 1 -7
A FA
I EXISTING VACCUM
EQUIPMENT TO 5E
RELOCATED 5EP.
PER —MIT APPLICATION
...... .... .............. ....... --------------------------------- -
U I R!Ev
�J
EXIST -
RETAIL
IBUILDING
NEW EXTRUDED
CONC_ CUR5, TYP.
PROPOSED LOCATION Or -
NEW TRASH ENCLOSURE,
-5EPEf;ZATE PERMIT
. —1 1 — A -r I �k I I I ==f"k A
— — — — — — — — — — —
FNOTE:
REFERENCE THE CIVIL
ENGINEERING DRAWINGS
FOR DETAILED CIVIL
[!NGINEERING INFORMATION
— — — — — — — — — —
"A
PARCEL 5
WEST F:,RC;pERTY LINE
'N ENTRY SETIBACK PARTIAL PLAN
SCALE: 3/411
STO
SHED, SEPARATE PERMIT
A 2!n2nl t,,- A-rl^kl ==l0ni I IZ=n
C
N
CONCRETE
CUR5
<
lu
Itu
FACE OF
CURIB
-- — — — — — — — —
APPROVED BY PLANN-IING
/' /- -7
Zone _._(— (!�- __ Comer Flag
Donahou Design Group
16398 NE 85th Street
Suite 101
.Redmond, Wa 98052
425.285.9992
ddgarchitects.com
W2
EGISTEKD
CMiTECT
-J
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51JILDING HEIGHT CALCULATION
5ENCHMARK:
C5 LI0 LOCATED IN 12Nr:> AVE. W. RIGHT-OF-WAY
RIM EL. = 354.S1
AVERAGE GRADE:
NE CORNER or- HEIGHT ENVELOPE 6 3541
aF CORNER, OF HEIGHT ENVELOPE 10 354/o-
NW CORNER OF HEIGHT ENVELOPE 6 354.0
,5W COI;NEg OF HEIGHT ENVELOPE 0.353-8
TOTAL /-4 = AVESAGE GPADF- 1,411.1 / 4 = 354.21
MAXIMUM 5UILDING HEIGHT
354.2-1 + 15.0 = 423.2'1 REVISED PLAN APPR
ACTUAL 5UILDING HEIGHT Cfff OF EDMONDS BI J"ING D N
3542-1 + 50.5-l' = 405-14 ?�,A�NS EXAMMER
TOP OF MECHANICAL r=QUIPMENT
3542-1 + 48,15 = 4021-1
SE CORNER HEIGHT CALCULATION
INTERSECTION 6 'EAST' PROPERTY LINE 354Z
INTER�BECTION Is 'SOUTH' PROPERTY LINE - 354.4
AVERAGE SE GRADE FOF_ HEIGHT CALL 354fo
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SITE PLAN
DRAWING NO.:
.401
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STRELok
PROPOSED SNOHOMISH
COUNTY PUD
ELECTRICAL VAULT
BENCHMARK FOR BLDG
HEIGHT CALC. = EXIST.
CB 6 EL 354.'31 =
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BOLLAFRDS,
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SCALE: 6" a 1'-0"
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EXISTING — — — — — — — — — —
CURB TO FNOTE:
REMAIN I REFERENCE THE CIVIL
I ENGINEERING DRAWINGS
FOR DETAILED CIVIL
L!NGINEERING INFORMATIC�j
'E FL AN
LE: 111 = 20'
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LIMITS
ROOF L
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APP 4I)VVED BY P ANNING
APPRc)VE1,'�;
Date: 11zot I
wovzo CIVIL Putz
9t41Iwz0E-wQ otmiremows .
1PAR101,119 SPAMS REM Lk.G.
BARRIER FREE PARKING SPACES: &
Zone _CdGul, Comer &Flag _L�Lo
Setbacks Ag�Luired
Actual
ront
Sides (IVjsA__Q-' If
Rear ( E) o "
Other'
Height
BUILDING HEIGHT CALQULATION
BENCHMARK:
C5 LID LOCATED IN 12ND AVE. W. RIGHT-OF-WAY
RIM EL. = 354--51 = I�Ds�
AVERAGE GRADE:
NE CORNER OF HEIGHT ENVELOPE 'S 354.1 -
SE CORNER OF HEIGHT ENVELOPE 9 354.6,
NW CORNER OF HEIGHT ENVELOPE 10 354.0
aw coisNER OF: HEIGHT ENVELOPE e 353z
TOTAL / 4 = AVERAGE GRADE 1,411.1 / 4 354.21
MAXIMUM BUILDING HEIGHT
354.21 + -75-0 = 42e.2-1
ACTUAL BUILDING HEIGHT
354.2-1 + 50.all = 405.14
TOP OF MECHANICAL EQUIPMENT
354.2-1 + 48.5 = 402.1-T
* SE CORNER HEIGHT CALCULATION
INTERSECTION 6 'EAST'PROPERTY LINE 354B
INTERSECTION 6 'SOUTH' PROPERTY LINE 354.4
AVERAGE SE GRADE FOR HEIGHT CALL = 354AS,
M
16398 NE 85th Street
Suite 101
Redmond, Wa 98052
425.285-9992
ddgarchitects.com
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SITE PLAN
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,SCORE JOINTS im 51-011 O.C. TYP
TOOL JOINT W1 c-gRoOvER/JOINTER
FLAT TOOLED AREA
CENTER ON JOINT JIl DEPTH
LT. BROOM FINISH MINIMUM
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SCALE: 11/2"
BLUE 5Ar
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WORDING PER HANDICAP COPE
REQIMTS
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SCALE: IIIIIIIII-01,
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c,OLORl Ujp.)tjTM
—&,, ID. SCHw ao PIPE BOLLARD
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—PROVIDE IOXIO EMBED PLATE
NITH (4) NN5 PER MNM'S
RECOMMENDATIONS.
NOTE. COORDINATE EMBED
LOCATIONS PRIOR TO SHOP Vy'&
PREPARATION.
FIN15H FLOOR
T--1
NOVIM mew IN CMRM FLOOR
ExPANSION JOINTS
lo--O-1 O.C. TYP-
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RESERVED BLUE 5ACK- GROUND W/ WHITE
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REO-MTS
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REFLECTORIZED
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PARKING
LIMIT
I nAn AND
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POST CENTERED ON
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DETECTABLE WAf;NING
pER ICC/ANSI A111.1-2003
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WIDTH PER
PLAN
N-OTES:
CHAWjF=5 IN LE I YEL UP TO Y4" MAYBE vERTICAL ANII, WITPOILIT
EDGE TREATMENT- cHANaes iNLEVEL BETWEEN Y4" 4)j" SHALL BE
BEVELED WITH A SLOPE NO CiREATER THAN 1:2.
MANUF-
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3�5" (TY�P)
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rn Inv! DOME seam cr- 9xm STAllr
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SCALE: 11411
FAINT
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C)IRECTIONAL ARROW
WHEEL STOP
SEE ��TL. (olA-102
*TfkIff ING-
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TYP.-�
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al -al MIN
STANDARD PARKING STALL
W.&Lr
=:
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FINISH GRADE OR
— PLANTING 15ED
— PAINTED CUR5 a FIRE
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r,>IRECTIONAL ARROW
SCALE. 3/411
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C,OLOR: "RNTER &REEN"
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BOLTED rONNECTION
FIN15H FLOOR
CONCF-ETE WHEEL
la" 104 5AR. EM5ED
IN CONCRETE
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SCALE: 11/2" - 1'-0"
TAPE : HEA
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_ PLAN
TRAFFIC SIGNAGE
SCALE; 3/S" 11-011
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PAINTED WHITE
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SITE DETAILS
F,1
19
E
C=)
CD
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Ppnpnqrn Piin
BEARBERR
THROUGHC
i:/. 010
110
�p 0�
EMERGENCY
GENERATOR AND
CONCRETE PAD
PLANTING NOTES:
1. ALL PLANTS MUST BE HEALTHY, VIGOROUS MATERIAL, FREE OF PESTS AND DISEASE.
2. ALL PLANTS MUST BE CONTAINER GROWN OR BALLED AND BUIRLAPPED AS INDICATED IN THE PLANT LIST.
3. ALL TREES MUST BE STRAIGHT TRUNKED AND FUH HEADED AND MEET ALL REQUIREMENTS SPECIFIED.
4. ALL PLANTS ARE SUBJECT TO THE APPROVAL OF THE LANDSCAPE ARCHITECT BEFORE, DURING, AND AFTER INSTALLATION.
5. ALL TREES MUST BE GUYED OR STAKED AS SHOWN IN THE DETAILS.
6. ALL PLANTING AREAS MUST BE COMPLETELY MULCHED AS SPECIFIED.
7. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL AVOID DAMAGE TO ALL UTILITIES DURING
THE COURSE OF THE WORK. THE CONTRACTOR IS RESPONSIBLE FOR REPAIRING ANY AND ALL DAMAGE TO UTILITIES, STRUCTURES, SITE APPURTENANCES, ETC. WHICH
OCCURS AS A RESULT OF THE LANDSCAPE CONSTRUCTION.
8. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL QUANTITIES SHOWN ON THESE PLANS BEFORE PRICING THE WORK.
9. TH E CONTRACTOR IS RESPONSIBLE FOR FULLY MAINTAINING ALL PLANTING (INCLUDING BUT NOT LIMITED TO: WATERING, SPRAYING, MULCHING, FERTILIZING, MOWING,
ETC.) OF THE PLANTING AND LAWN AREAS UNTIL THE WORK IS ACCEPTED IN TOTAL BY THE OWNER.
10. THE CONTRACTOR SPALL COMPLETELY GUARANTEE ALL PLANT MATERIAL FOR A PERIOD -OF ONE (1) YEAR BEGINNING ON THE DATE OF TOTAL ACCEPTANCE. THE
CONTRACTOR SHALL PRUh9TLY MAKE ALL REPLACEMENTS BEFORE OR AT THE END OF THE GUARANTEE PERIOD.
11. AFTER BEING DUG AT THE NURSERY SOURCE, ALL TREES IN LEAF SHALL BE ACCLIMATED FOR TWO (2) WEEKS UNDER A MIST SYSTEM PRIOR TO INSTALLATION.
12. ANY PLANT MATERIAL WHICH DIES, TURNS BROWN, OR DEFOLIATES (PRIOR TO TOTAL ACCEPTANCE OF THE WORK) SHALL BE PROMPTLY REMOVED FROM THE SITE AND
REPLACED WITH MATERIAL OF THE SAME SPECIES, QUANTITY, AND SIZE AND MEETING ALL PLANT LIST SPECIFICATIONS.
13. STANDARDS SET FORTH IN "AMERICAN STANDARD FOR NURSERY STOCK" REPRESENT GUIDELINE SPECIFICATIONS ONLY AND SHALL CONSTITUTE MINIMUM QUALITY
REQUIREMENTS FOR PLANT MATERIAL.
14. ALL SHRUB, GROUND COVER AND SEASONAL COLOR ANNUAL PLANTING BEDS ARE TO BE COMPLETELY COVERED WITH BARK MULCH TO A MINIMUM DEPTH OF TWO
INCHES.
15. LOCATIONS OF EXISTING BURIED UTILITY LINES SHOWN ON THE PLANS ARE BASED UPON BEST AVAILABLE INFORMATION AND ARE TO BE CONSIDERED APPROXIMATE. IT
SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE LOCATIONS OF UTILITY LINES AND ADJACENT TO THE WORK AREA. THE CONTRACTOR IS RESPONSIBLE
FOR THE PROTECTION OF ALL UTILITY LINES DURING THE CONSTRUCTION PERIOD.
16. SAFE, CLEARLY MARKED PEDESTRIAN AND VEHICULAR ACCESS TO ALL ADJACENT PROPERTIES MUST BE MAINTAINED THROUGHOUT THE CONSTRUCTION PROCESS.
17. DURING THE GROWiNG SEASON ALL ANNUALS SHALL REMAIN IN A HEALTHY, VITAL CONDITION THROUGHOUT THE CONSTRUCTION PERIOD.
18. ALL PLANT MATERIALS QUANTITIES SHOWN ARE APPROXIMATE. CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLETE COVERAGE OF ALL PLANTING BEDS AT SPACING
SHOWN GRAPHICALLY.
19. ALL LAWN AREAS ARE TO RECEIVE 4" OF TOPSOIL. ALL LANDSCAPE BED AREAS ARE TO RECEIVE 6" OF TOPSOIL.
20. REFER TO SPECIFICATIONS FOR ALL INFORMATION NEEDED FOR IMPLEMENTATION OF PLANTING PLANS.
21. ALL LANDSCAPED AREAS ARE TO BE WATERED VIA AUTOMATIC IRRIGATION SYSTEM.
22. INSTALL A WEED BARRIER IN ALL LANDSCAPE BED AREAS (SEE SPECIFICATIONS).
23. A 4"X6" WOOD HEADERBOARD (SEE LANDSCAPE & IRRIGATION DETAIL SHEET) SHALL BE INSTALLED BETWEEN ALL GRASSED AREAS (SOD OR HYDROSEED) AND
LANDSCAPE PLANT'ING BEDS. ALSO, A WOOD HEADERBOARD SHALL BE INSTALLED BETWEEN GRAVELED OR ROCKED AREAS AND LANDSCAPE AREAS (BED OR GRASSED).
24. PARKING LOT PLANTERS SHALL BE BERMED AT A 5:1 SLOPE. THERE SHALL BE A 1.5" CURB REVEAL ALONG THE BACK EDGE OF CURB TO PREVENT MULCH FROM
SLUFFING ONTO PAVEMENT.
PLANT SCHEDULE
0
BOTANICAL/COMMON NAME SIZE/COMMENTS
SYMBOL
".0001 ,
IL 0 -.1f TREES
En
01
01 ACER PALMATUM JAPANESE MAPLE 2" CAL., B&B, SPECIMEN QUALITY,
8' MIN. HEIGHT
LU
�V
EXISTING VEGETA11ON TO
PICEA ABIES CUPRESSINA/ 6-7' MIN. HT., SPECIMEN QUALITY, B&B
" 0 ,
0,
)0 REMAIN. PLANT ANY
WK
N NORWAY SPRUCE
o
0,
0 DISTURBED OR BARE AREA
0
OC WITH SALAL GROUNDCOVER TO THUJA OCCIDENTALIS 'SMARAGD� 6' HT., FULL & BUSHY,
01 ACHIEVE FULL COVERAGE EMERALD GREEN ARBORVITA MATCHED VARIETIES
WITHIN PLANTING BED.
0 (7) EXISTING TREES
0, THUJA PLICATA 'FAS11GIATA'/ 6' MIN. HT., SPECIMEN QUALITY, B&B
C L....... . " IRRIGATION WATER TO REMAIN,
Ell 0 � ", . I HOGAN CEDAR
0
0 PRESERVE AND
METER WITH DCVA
PROTECT EXISTING SWEETGUM TREES 3-4" CAL., TREES TO BE PRESERVED
(DSHRUBS
ARBUTUS UNEDO 'COMPACTA 5 GAL CONT., 24" MIN. HEIGHT,
ALONG COMPACT STF - - VEEE FULL & BUSHY
ESERVE CALAMAGROSTIS X ACUTIFLORA 'KARL FOERSTERY 5 GAL., CONT., 21" MIN. SPRD.,
CT10N. '\�2� 'KARL FOERSTER' FEATHER REED GRASS 18' MIN. HT., FULL & BUSHY
n->, PHOTINIA X FRASERI/FRASER'S PHOTINIA 5 GAL. CONT., B&B, 18" MIN. HT.,
V& FULL & BUSHY
r
4"MAPLE MAPLE I I I'WAPLV MAPLE All;�: VIBURNUM PLICATUM TOMENTOSUM 'MARIESII'/ 5 GAL., CONT., 21" MIN. SPRD.,
%;,� 'MARIE'S' DOUBLEFILE VIBURNUM FULL & BUSHY, 18" MIN. HT.
MAHONIA AQUIFOLIUM 'COMPACTA'/ 5 GAL. CONT., PLANT 0 24" O.C.
c'-D COMPACT OREGON GRAPE
15 MISCANTHUS SINENSIS 'MORNING LIGHT'l 5 GAL. CONT., PLANT @ 36" O.C.
9 e_%1% Ski "t CPO 'MORNING LIGHT' MISCANTHUS
I @M
cl-v GROUNDCOVER
R ��q ARCTOSTAPHYLOS UVA-URSI 'VANCOUVER JADE'/ 1 GAL. CONT., PLANT @ 24" O.C.
c,00000 VANCOUVER JADE' BEARBERRY
.0000..
GAULTHERIA SHALLON/SALAL 1 GAL. CONT., PLANT @ 24" O.C.
HELICTOTRICHON SEMPERVIRENS/ 2 GAL. CONT., PLANT @ 24- O.C.
BLUE OAT GRASS - O.C.
LAVANDULA ANGUSTIFOLIA 'HIDCOTE'/ 1 GAL CONT., PLANT @ 24
'HIDCOTE' LAVENDER (607.)
HEMEROCALLIS FULVA/
ORANGE DAYLILY (407.)
PENNISETUM ALOPECUROIDES 'LITTLE BUNNY/ 1 GAL. CONT., PLANT @ 24" O.C.
'LITTLE BUNNY FOUNTAIN GRASS
IRRIGATION NOTES:
1. A SEPARATE IRRIGATION PERMIT MUST BE OBTAINED FROM THE CITY PUBLIC WORKS DEPARTMENT. PRIOR TO FINAL
ACCEPTANCE, PROVIDE THE CITY CROSS -CONNECTION CONTROL SPECIALIST WITH A COPY OF THE BACKIFLOW TEST
REPORT. TEST REPORTS CAN BE FAXED TO 425-744-6057 OR EMAILED TO MCMURPHY@CI.EDMONDS.WA.US
BACKFILOW TESTING WILL BE REQUIRED ON AN ANNUAL BASIS THEREAFTER.
2. THE IRRIGATION SYSTEM SHALL BE LOCATED ENTIRELY ON PRIVATE PROPERTY.
GRAPHIC SCALE
( IN FEET )
I inch = 20 &
CL
0
CD
No. Date By Revision Description
DeWgned W_ hwie Date:
0
E
TSP 5/3/2012
Drawn W.
A
0
PERMIT
RCL
AML
cn
53
Ctwwked W. Prood No.:
21911 76th Ave. West T (425) 275-9808
TSP 70004007
Suite 208 IF (425) 275-0272
Edmonds. WA 98026 www.PAcLAND.COM
4 �w=
CEITWIFICATE N0.31V
PLANTING- NOTES:
nPv I I
�O
ril
W
IVANIMM/F AN,
_J BEARBERRY'
THROUGHOU�
Z
0
0
(D
W
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CD
CD
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L0
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0
0
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u)
PROPOSED P.U.D.
VAULT N 88'48'25" W
EMERGENCY
GENERATOR AND
CONCRETE PAD
(7) EXISTING TREES
TO REMAIN,
PRESERVE AND
PROTECT
TGUM TREES ALONG
RETAINED. PRESERVE
ING CONSTRUCTION.
1. ALL PLANTS MUST BE HEALTHY, VIGOROUS MATERIAL, FREE OF PESTS AND DISEASE.
2. ALL PLANTS MUST BE CONTAINER GROWN OR BALLED AND BURLAPPED AS INDICATED IN THE PLANT LIST.
3. ALL TREES MUST BE STRAIGHT TRUNKED AND FULL HEADED AND MEET AH REQUIREMENTS SPECIFIED.
4. ALL PLANTS ARE SUBJECT TO THE APPROVAL OF THE LANDSCAPE ARCHITECT BEFORE, DURING, AND AFTER INSTALLATION.
5. ALL TREES MUST BE GUYED OR STAKED AS SHOWN IN THE DETAILS.
6. ALL PLANTING AREAS MUST BE COMPLETELY MULCHED AS SPECIFIED.
7. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL AVOID DAMAGE TO ALL UTILITIES DURING
THE COURSE OF THE WORK. THE CONTRACTOR IS RESPONSIBLE FOR REPAIRING ANY AND ALL DAMAGE TO UTILITIES, STRUCTURES, SITE APPURTENANCES, ETC. WHICH
OCCURS AS A RESULT OF THE LANDSCAPE CONSTRUCTION.
8. TH E CONTRACTOR IS RESPONSIBI F FOR VERIFYING ALL QUANTITIES SHOWN ON THESE PLANS BEFORE PRICING THE WORK.
9. TH E CONTRACTOR IS RESPONSIBLE FOR FULLY MAINTAINING ALL PLAN11NG (INCLUDING BUT NOT LIMITED TO: WATERING, SPRAYING, MULCHING, FERTILIZING, MOWING,
ETC.) OF THE PLANTING AND LAWN AREAS UNTIL THE WORK IS ACCEPTED IN TOTAL BY THE OWNER.
10. THE CONTRACTOR SHALL COMPLETELY GUARANTEE ALL PLANT MATERIAL FOR A PERIOD OF ONE (1) YEAR BEGINNING ON THE DATE OF TOTAL ACCEPTANCE. THE
CONTRACTOR SHALL PROMPTLY MAKE ALL REPLACEMENTS BEFORE OR AT THE END OF THE GUARANTEE PERIOD.
11. AFTER BEING DUG AT THE NURSERY SOURCE, ALL TREES IN I EAF SHALL BE ACCLIMATED FOR TWO (2) WEEKS UNDER A MIST SYSTEM PRIOR TO INSTALLATION.
12. ANY PLANT MATERIAL WH ICH DIES, TURNS BROWN, OR DEFOLIATES (PRIOR TO TOTAL ACCEPTANCE OF THE: WORK)� SHALL BE PROMPTLY REMOVED FROM THE SITE AND
REPLACED WITH MATERIAL OF THE SAME SPECIES, QUANTITY, AND SIZE AND MEETING ALL PLANT LIST SPECIFICATIONS. i
13. STANDARDS SET FORTH IN "AMERICAN STANDARD FOR NURSERY STOCK" REPRESENT GUIDELINE SPECIFICATIONS ONLY AND SHALL CONSTITUTE MINIMUM QUALITY
REQUIREMENTS FOR PLANT MATERIAL
14. ALL SHRUB, GROUND COVER AND SEASONAL COLOR ANNUAL PLANTING BEDS ARE TO BE COMPLETELY COVERED VATH BARK MULCH TO A MINIMUM.DEPTH OF TWO
INCHES. I '
15. LOCATIONS OF EXISTING BURIED UTILITY LINES SHOWN ON THE PLANS ARE BASED UPON BEST AVAILABIE INFORM�\TION AND ARE TO BE CONSIDERED APPROXIMATE. IT
SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE LOCATIONS OF UTILITY LINES AND ADJACENT TO THE WORK AREA. THE CONTRACTOR IS RESPONSIBLE
FOR THE PROTECTION OF ALL U11LITY LINES DURING THE CONSTRUCTION PERIOD.
16. SAFE, CLEARLY MARKED PEDESTRIAN AND VEHICULAR ACCESS TO ALL ADJACENT PROPERTIES MUST BE MAINTAINED THROUGHOUT THE CONSTRUCTION PROCESS.
17. DURING THE GROWING SEASON ALL ANNUALS SHALL REMAIN IN A HEALTHY, VITAL COND11ION THROUGHOUT THE CONSTRUC11ON PERIOD.
18. ALL PLANT MATERIALS QUANTITIES SHOWN ARE APPROXIMATE. CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLETE COVERAGE OF ALL PLANTING BEDS AT SPACING
SHOWN GRAPHICALLY.
19. ALL LAWN AREAS ARE TO RECEIVE 4� OF TOPSOIL. ALL LANDSCAPE BED AREAS ARE TO RECEIVE 6" OF TOPSOIL!
20. REFER TO SPECIFICATIONS FOR ALL INFORMATION NEEDED FOR IMPLEMENTATION OF PLANTING PLANS.
21. ALL LANDSCAPED AREAS ARE TO BE WATERED VIA AUTOMATIC IRRIGA11ON SYSTEM.
22. INSTALL A WEED BARRIER IN ALL LANDSCAPE BED AREAS (SEE SPECIFICATIONS).
23. A 4�W WOOD HEADERBOARD (SEE LANDSCAPE & IRRIGA11ON DETAIL SHEET) SHALL BE INSTALLED BETWEEN. ALL GRASSED AREAS. (SOD OR HYDROSEED) AND
LANDSCAPE PLANTING BEDS. ALSO, A WOOD HEADERBOARD SHALL BE INSTALLED BETWEEN GRAVELED OR ROCKED ARE ' AS AND LANDSCAPE AREAS (BED OR GRASSED).
24. PARKING LOT PLANTERS SHALL BE BERMED AT A 5:1 SLOPE. THERE SHAH BE A 1.5" CURB REVEAL ALONG THE BACK EDGE OF CURB TO PREVENT MULCH FROM
SLUFFING ONTO PAVEMENT.
PLANT SCHEDULE
SIZE/COMMENTS
The applicant shall comply with all conditions of approval from the design review
decision for File No. PLN20110063, including the following: CF shall be provided
1. Screening of the interior of the first floor of the parking garage
along the western and southern building fagades in one of the following ways:
a. A minimum three and one half foot high screening wall shall be constructed
within each of the open bays of the lower level of the parking garage on the
western and southern sides of the building consistent in style with the guardrails
provided on the second level of the parking garage. If such screening wall is
istent with the sizes
constructed, then the applicant shall install landscaping cons
and spacing indicated in the landscape plan (Attachment 3, Sheet L- 1 -0) or in any
modified landscape plan, as approved by the Planning Division.
b. Alternatively, all three of the following performance standards shall be met:
i. The row of vegetation planted closest to the building adjacent to the open bays
of the lower level of the parking garage on the western and southern sides of
the building shall be a minimum of three feet in height at the time of planting
and shall be planted at a minimum spacing of three feet on center-
ii. The row of vegetation planted closest to the building adjacent to the open bays
of the lower level of the parking garage on the western and southern sides of
the building shall. be maintained at a minimum height of three and one half
feet and shall be maintained as a continuous "hedge" across the garage bays in
order to screen vehicles parked within the garage. These grasses shall not be
seasonally trimmed lower than three and one half feet.
iii. A temporary black mesh (or other color and material approved by the
of three feet in height shall be
planning Division) screen a minimurn
established within the open bays of the lower level of the parkinD, garage on
t'
the western and southern sides of the building in order to prevent pedestrians
A .. r] tn allow theplants along these
from cutting through The MuSCapC, — backdrop shall be maintained
faqades to reach full rn�aturitY- This temporary final
for a minimum of two years and its removal will be contingent upon
approval of the Planning Division's two-year landscape maintenance
inspection.
0
01
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CD
a_
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GRAPHIC SCALE
WASii� ?�,,JGTON
RWUSTERED
�'T,
20 0 10 20 40 so
E ARCHITECT
IN FERT
T. SHAW $
I inch 20 &
CRITTIFICATE NO. W/
(D
!W; Mi
7 111
rM
F-
L.L1
ED
A,�-FiuVP AS NOTEIID
By INQ
Date:
0
APPROVED B"YP HNINO
IRRIGATION NOTES:
SYMBOL
BOTANICAL/COMMON NAME
TREES
ACER PALMATUM / JAPANESE MAPLE
:Zo,
PICEA ABIES CUPRESSINA/
Rik
NORWAY SPRUCE
THUJA OCCIDENTALIS 'SMARAGD
EMERALD GREEN ARBORVITAE
THUJA PLICATA 'FAS11GIATA'/
HOGAN CEDAR
0
EXIS11NG SWEETGUM TREES
SHRUBS
ARBUTUS UNEDO 'COMPACTA7
COMPACT STRAWBERRY TREE
x-7)
CALAMAGROSTIS X ACUTIFLORA XARL FOERSTER'/
\IV
'KARL FOERSTER' FEATHER REED GRASS
PHO-11NIA X FRASERI/FRASER'S PHOTINIA
4%
VIBURNUM PLICATUM TOMENTOSUM 'MARIESII'/
'MARIE'S' DOUBLEFILE VIBURNUM
MAHONIA AQUIFOLIUM 'COMPACTA/
COMPACT OREGON GRAPE
MISCANTHUS SINENSIS 'MORNING LIGH-r/
I MORNING LIGHT' MISCANTHUS
GROUNDCOVER
POOOOOOOT
ARCTOSTAPHYLOS UVA-URSI 'VANCOUVER JADE'/
'VANCOUVER JADE' BEARBERRY
GAULTHERIA SHALLON/SALAL
HELICTOTRICHON SEMPERVIRENS/
BLUE OAT GRASS
LAVANDULA ANGUSTIFOLIA 'HIDCOTE'/
'HIDCOTE' LAVENDER (60%)
HEMEROCALLIS FULVA/
ORANGE DAYLILY (40%)
PENNISETUM ALOPECUROIDES 'LITTLE BUNNY'/
'LITTLE BUNNY FOUNTAIN GRASS
2" CAL., B&B, SPECIMEN QUALITY,
8' MIN. HEIGHT
6-7' MIN. HT., SPECIMEN QUALITY, B&B
6' HT., FULL & BUSHY,
MATCHED VARIETIES
6' MIN. HT., SPECIMEN QUALITY, B&B
3-4" CAL., TREES TO BE PRESERVED
5 GAL. CONT., 2*�14N. HEIGHT,
FULL �& BUSHY'
5 GAL., CONT., 21'; MIN. SPRD.,
18" MIN. HT., FULL & BUSHY
5 GAL CONT., B&B, 18" MIN. HT.,
FULL & BUSHY
5 GAL., CONT., 21" MIN. SPRD.,
FULL & BUSHY, 18" MIN. HT.
5 GAL. CONT., PLANT @ 24" O.C.
5 GAL. CONT., PLANT @ 36" O.C.
1 GAL
CONT.,
PLANT @ 24-
O.C.
1 GAL.
CONT.,
PLANT @ 24"
O.C.
2 GAL.
CONT.,
PLANT @ 24"
O.C.
1 GAL.
CONT.,
PLANT @ 24"
O.C.
I
GAL CONIT., PLANT @ 24" O.C.
A
PLAN
30 2-PLY RUBBER HOSE
)OUBLE STRAND 12 GAUGE WIRE
MVERED W/2-PLY RUBBER HOSE
�AINTED FLUORESCENT ORANGE
WHITE RAGGING (TYP-)
TREE WRAP
2 INCHES MULCH
4 INCH DEEP SAUCER
V STEEL TEE POST
BACKFILL MIX
UNDISTURBED SUBSOIL
REMOVE BURLAP & ROPE
FROM TOP 1/3 OF THE BALL
NOTE:- SEE LANDSCAPE NOTE FOR 'ME TYPE OF MULCIi MATERIAL TO USE
I
TREE PLANTING.
N.T.S.
PARKING LOT PLANTING DETAIL
NO SCALE
—FOR
2 INCHES MULCH
/(
SEE LANDSCAPE NOTES
TYPE OF MULCH )
IF SHRUB IS B & B, THEN
I
REMOVE BURLAP & ROPE
FROM TOP 1/3 OF BALL
BACKFILL MIX
UNDISTURBED SUBSOIL
SHRUB
PLANTING
N.T.S.
PLAN11NG SOIL
GROUND COVER
ROOT BALL
lt
]OR EQ. TO PLANT
SPACING
MULCH
HARD SURFACE
Cc, c
cul
zo
v—
NOTE TAPER MULCH
THICKNESS DOWN
TO TOP OF ROOT
MASS.
NO SCALE
IRRIG I ATION DETAILS
NOTE:- FOR INSTALLATION OF POINT OF CONNECTION WITHIN A STRUCTURE REFER TO THE
QUICK COUPLING VALVE SET
GENERAL CONTRACTOR AND MECHANICAL ENGINEER CONTRACTOR.
FLUSH WITH FINISH GRADE
IN LAWN AREA Y ABOVE
SIDE FINISH GRADE IN OTHER AREAS OR"X
NOTE: ALL FITTINGS TO BE GALV. CUR
PAINT ALL GALVANIZED PIPE WITH ONE COAT FINISH GRADE SHRUB AREAS
CARBON ELASTIC PAINT
BICW it MA�L FINISH GRADE LAWN AREAS
. AS NOTED
SIDEWALK, CURB. ETC.
FINISH GRADE
127 ROUND PLASTIC BOX AND
COVER
AMETEK BOX AMETEK BOX AMERTEK SPRINKLER NOZZLE
BOX
ECONOMY 12' JUMBO STANDARD STAINLESS STEEL CLAMP
SIZE AND LENGTH AS REQUIRED
TURF BOX 12-
QUICK SCH. 80 PVC NIPPLE
COUPLER PVC TEE OR ELBOW (SXSXT)
PEA GRAVEL
T TRIPPLE
R'pp' SCH. 40 PVC
FSYIMNG JOINT I
C-4 DOUBLE CHE ELL ELBOW SCH. 40 PVC STREET ELBOW
ELL
UNION UNION LL
UNION— ;EELL
lo PVC SUPPLY SCH. 00 PVC NIPPLE SIZE AND POP-UP ASSEMBLY
LINE (SXSXT) LENGTH AS REQUIRED (INSTALLED 1* ABOVE
60- GATE TEE FITTING FINISH GRADE IN
2 SCH. 40 PVC STREE I timun
P.v.C. 'Z'
VALVE 'P lo' NIPPLE AND ELL OPEN AREAS OR
AS NOTED)
PVC SUPPLY LINE
12'
SLEEVE 4 - X 6m X 162
UNION $CH. 80 MALE ADAPTER— SCH. 80 PVC NIPPLE
P GRAVEL
co (LENGHT AS REQUIRED)
2
CONCRETE BLOCK MAIN LINE-
8 12-
)E!.8;r- SCH. 40 PVC STREET ELBOV
R=_ I p :j SCH. 40 PVC STREET ELBOW
�NETER (AS REQUIRED)
e DIAMETER DRAIN LINE NOTE: -
RUN TO DAY U PRESSURE QUICK 1-1/2' PVC PIPE.STAKE
REDUCING COUPLING (SCH. 40 MIN. 36 LONG OR 1. INSTALL HEAD FLUSH WITH TOP OF HARDSCAPE AT INTERSECTION AND CMNERS.
POINT OF BACKFLOW VALVE VALVE AS SITE REQUIRES 2. USE TEFLON TAPE ON ALL THREADED FITTINGS.
METER CONNECTION FOR WINTERIZATION ON ALL THREADED FITTINGS
TEST COCKS TO FACE UP FOR TESTING TO BE SET FOR NOTE- USE TEFLON TAPE
70 PSI. BLOW-OUT AND
PRESSURE TESTING TYPICAL QUICK COUPLING VALVE ASSEMBLY TYPICAL SHRUB HEAD POP—UP ASSEMBLY
CUT - IN DETAIL NO SCALE
NO SCALE POINT OF CONNECTION NO SCALE
INSTALLATION OF POINT OF CONNECTION OUTSIDE OF STRUCTURE
PVC MINIMUM TWO TIMES THE DIAMETER
Alf 2e SLEEVE OF PIPE TO BE INSERTED INTO SLEEVE.
TYP. Typ.
60 OR AS
NOTED
PLANTER SIDEWALX, v...
CURB, ETC.
MAIN OR LATERAL
STUB -UP AND PLUG
WIRE WIRE SLEEVE (MINITMUOM OF SPRINKLER NOZZLE
PLTER PAVING W
AN INCHES
DIAMETER.)
CURB
CURB
POP-UP BODY ASSEMBLY
LDING WALL
TYPICAL BUI (1/t ABOVE FINISH GRADE)
2e 24! MIN. AUTOMATIC CONTROLLER ASSEMBLY
X
BUILDING FINISH GRADE
TO BE WALL MOUNTED
WIRE, MAIN OR LATERAL COMMON WIRE SHALL BE TIED INSIDE
HOUSING WHEN REQUIRED
MAIN OR
SLEEVE ON - OFF SWITCH TO BE PROVIDED BY
LATERAL CONTRACTOR
k—CURB 24' 18r, C 0 STRAIGHT CONDULET FOR WIRING CONNECTIONS
Tw rip- SIDEWALK
a_ USING WIRE NUTS PVC SCH. 80 NIPPLE
RE A (LENGTH AS REQUIRED)
v ELECTRICAL CONDUIT TO INDEPENDENT
CURB SOURCE (CONTROL UNIT ELECTRICAL
REQUIREWENTS- 115V., 60CYC, 2 AMPS MAX) S x S x T)
RC TEE
CURB NOTES- vAiITE AND CONTROL OR ELBOW LATERAL LINE (SIZE
LINE OF CURB 1. COMMON WIRE TO BE AS NOTED ON DRAWING)
OR WALK WIRE TO BE BLACK IN COLOR.
PLANTING
2. NO SPLICES SHALL BE MADE BETWEEN
PAVING CONTROLLER AND REMOTE CONTROL VALVE.
FINISH
SCH. 40 PVC STREET El -BOWS
FLOOR 3. CONTROL WIRING SEQUENCE CORRESPONDS
TO OPERATING SEQUENCE OF REMOTE
CONTROL VALVES AND AUTOMATIC NOTE. USE TEFLON TAPE ON ALL THREADED FITTINGS
RRIGATION FLAG STATION CONNECTION
CONTROLLER UNIT
(SEE IRRIGATION PLAN FOR CORRECT
E CLOSED
_—TAP
VALVE SEQUENCE).
VERTICAL STUB -OUT
MARKER PIPE SLEEVE FOR CONTROL WIRES PROVIDED By
TRACTM (2)
TYPICAL SHRUB HEAD ASSEMBLY
OR 1. IRRIGATION WIRE GENERAL CON
TRE%� OR 2. mETALIC TAPE ELECTRICAL TAPE - TAPE WIRINGS AT INTERVALS OF NO SCALE (POP-UP TYPE)
Cli
10 FEET ON CENTER
C 'ROL WIRINGJAWG UF
ONI
To CONTROL UNI AT TERMINALS)
METALLIC TAPE
1 CONTROL WIRE TO EACH R.C.V.
RRIGATION WIRE 1 CONTROL WIRE TO ALL R.C.V.'S
PVC
SLEEVE
MAIN LINE OR
LATERAL LINE PVCC
TYPICAL SLEEVING DETAIL TYPICAL AUTOMA11C CONTROLLER ASSEMBLY
NO SCALE
PLAN
EXISTING GRADE
OR PROPOSED GRADE
EXISTING GROUND 80 2-PLY RUBBER HOSE
DOUBLE sTRmb 12 GAUGE WIRE
COVERED W/2-PLY RUBBER HOSE
2 INCHES MULCH
PAINTED FLUORESCENT ORANGE
E
( SEE LANDSCAPE NOTES
FOR TYPE OF MULCH
WHITE FLAGGING (TYP.)
7
CUT BACK SLOPE TO
CUT BACK
SLOPE
TREE WRAP
PROVIDE A FLAT SURFACE
IF SHRUB IS B & B, THEN TD PROVIDE
FOR PLANTING
REMOVE BURLAP & ROPE A FLAT
SURFACE
2 INCHES MULCH
FROM TOP 1/3 OF BALL FOR PLANTING
4 INCH DEEP SAUCER
BACKFILL MIX
I -TEEL
8 S TEE POST
...... FILL MIX
UNDISTURBED SUBSOIL
UNDISTURBED SUBSOIL
SHRUB
PLAN11NG ON SLOPE
REMOVE BURLAP & ROPE
N.T.S.
FROM TOP 1/3 OF THE BALL
CD
rl-)
NO
(NOTE. SEE LANDSCAPE NOTES FOR THE TYPE OF MULCH MATERIAL TO USE
C)
TREE PLANTING
cl)
ON
S
LOPE
N.T.S.
cl-4
_0
CD
NO SCALE (WALL MOUNTED TYPE) u.n.—Olt
Al
SIDEWALK,
CURB, ETC.
N
zi401 72"D AVE WEST
AM vr-
D Ail' 0 wBorkv 'a
FINISH GRADE
SIDEWALK, CURB,
BOX TO BE PLACED AT RIGHT ANGLE TO ETC.
HARDSCAPE EDGE it OR
AS NOTED
itXjIr PLASTIC BOX AND COVER
WITH LOCK TOP
CURL TYPE EXPANSION LOOP (MIN 24!)
WATERPROOFED WIRE CONNECTION
Z :1 :l: I I
CHRISTY'S I.D. TAG (STANDARD), NON -PRESSURE
SECURE TO SOLENOID LINE FITTING
PIGTAIL k
3 4"
FINISH GRADE
LAM AREA PVC LINE PIPE
FINISH GRADE
SHRUB AREA SOLENOID
FLOW ADJUSTMENT
3
PEA GRAVEL (MIN.
VA(4 3 CU. FT.)
PVC SCH. 40 MALE ADAPTOR
ll? MIN. (TYP. 2 PLACES)
PVC LINE PIPE
PVC ELBOW
PVC LINE PIPE
PVC SUPPLY LINE FITTING(SxSxT)
COMMON WIRE
NOTE CONTROLWIRE
1. VALVES ARE TO BE INSTALLED IN SHRUB AREAS UNLESS OTHERWISE NOTED.
2. WHEN MORE THAN ONE VALVES IS LOCATED IN THE SAME AREA, PROVIDE A SPACE A
MIN. OF 3 FEET APART.
3. USE TEFLON TAPE ON ALL T14READED FITTINGS.
TYPICAL REMOTE CONTROL VALVE ASSEMBLY
NO SCALE
FINISH GRADE
MARLEX Eli
SCH. 80 NIPPLE
OR FUNNY PIPE
MARLEX ELL
NO SCALf
SPRINKLER NOZZLE
POP-UP BODY ASSEMBLY
9 INSTAii 1/27 ABOVE FINISH
RADE)
LAWN PLAN*TING AREA
RISER POP—UP D — IL
—TYP. SUPPLY LINE
PVC STREET ELBOW
(STRAIGHT TYPE)
NISH GRADE
I HEAD POP-UP
PVC LATERAL
PVC: T OR 'L`
TYP. PVC TEE (LINE SIZE)
W/ 1/27 OUTLET
DRAIN VALVE
PVC SHC. 80 NIPPLE SIZE
AS REQUIRED
AUTOMATIC DRAIN VALVE ASSEMBLY
PVC SCH. 40 STREET ELBOW
NO SCALE
PVC SCH. 40 ELBOW
lt
PVC SCH. 80 NIPPLE (SIZE
PVC TEE r7111 AS REQUIRED) IN FINAL
POSITION RISER SHALL BE
S x S x T
OR ELBOW .5 DEGREE ANGLE
AT A 4
PVC SCH. 40 STREET ELBOW
LATERAL LINE (SIZE AS NOTED ON DRAWING)
NOTE- USE 1MON TAPE ON ALL THREADED FITTINGS
TYPICAL LAWN HEAD ASSEMBLY
NO SCALE
CEITFOCATE NO. W
R F-9 U B
NOV 17 2011
BUILDINS DEPAFMAEW
01-Ty or- EDMONDS
.0
TREET FIL
212th STREET S.W.
214th STREET S.W. BENCH MARK
TnP np- MnKIHMENT
ELEV: 366.93
e
V)
. . ... ............ X�'
0 M
z M
0 0 D
C) C) Ilk
0
0
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30'
30
% C% V ee-
p
C
EX MH SIGN
r
S 0 L N E R' S F I V E A C R E T R A C T S
U-
(V 0 L. 7, P G. 2 5)
TOP=356.27 I : �O
INV=347.42
ELECTRICAL BOX
ON CONC. PAD EX. CB
TOP=354.91
EX. CBMH NV=352.11(12"OUT-W
SOLID LID . ==352.46(12"(N-E)
TOP=355.68 Ld
NV=347.73(30"OUT-S)
NV=348.03(30"IN-N) . ....... ...
INV=351.23(12"IN-E)
�-C -_EX. 355- - - -- - - ------- -
=352.65
E 12
AP SD'j
- ------- --
0
TEL PED 0
355.0
TEL PED +
. ....... . .. ......
1=352.41 . ........ - -------- - -
R E
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- - - - - - - - - - -
EX. 1),
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4 7r i
54-
PV
t [tvi
13.17'
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.... ....... ....
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SID INV. 353.0 PV
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. ...........
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2+83.3; 38.5!RT
L
3
PAVEMENT E15' LAN A-101
Z!� L� 1. 0 FOR . .......
V 18* PRIVATE PVC AREA DRAIN & LANDSCAPE P
IPA!
V) 'NYLOPLAST' (OR EqUAL-) . ....... . ... RkjON REQUIREMENTS. R�E=OCATE -
4.
22' '�=ATE
A
18*0 D.I. H-20 TRAFFIC GRATE
(TYP-)
ON 18"0 DRAIN BAi'94 ........... . ....... . ..
TOP=355.0 6" PVC SID 0 1.5X MIN
0 3
EX. CB M 1NV=353.50 (6"OUT-S)
TOP=354 52 . .......
< . ....... . .. . ........ --- - ----------- .. . . ............
INV=348.8'2-E/W
.... . .......
co. ...........
18W- 6' PVC SD 0 1.5X'MIN
0
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2 0 11:
... ....... -
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01
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: >� 0 \E :
355
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35 355.2 . ........ . .
4.1
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. . . . . . . . . . . - - - - -
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....... . . .
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..... . ....
1+28.5; 34.51'RT
BUS
--- .... ... ......
STOP -355.25
RIM
A
SIGN TOP OF RISER-353.26\
.. . . . .......
INV-350.00(i ..-PUT-W) .. .... . .....
INV-349.25( lk,�7E)
INV-351.25(6 IN4&S)
!NV=346.0
AT MAIN "IF .......
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OUTLET INV=349.75 . ....
1+19.1.7. 32.,50'RT i
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W INVZ
WATE -OUI
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fl, L
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0 < 353.,r
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2� \1 PASS DETENTION INV=350.10
<
V) MCDOITA-12D -DWY/ N
/�CONCREJT CURB
. . ........ . .......
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r4"MAPLE 6"MAPLE
. . ....... lr> CONCRETE WALK
... . ..... . ... ....... . . ........
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co
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EX. CB
I 0I`=.JbI. /U
INV=349.40(8"OUT-S)
V)
V)
z
C)
z
0
EX. CBMH 0
SOLID LID 0 EX M H
00
TOP=351.34 TOP=351.95
NV=341.94(30"OUT-S) Q), INV=345.05
EX. 12" CONC SD EX., 12" CONC SD
:NV=341.94(30"IN-N) 0 SD
Of SD
INV=347.84(12"IN-NW)
INV=342.84(12"IN-NE)
01
z 1,
0
>
-j
0
K) 30' C:)
3 0'
0
NE1/4, NW11/4 SECTION 29, T.27N., RAE., W.M.
PREMIER OR THOPEDIC GROUP
72ND AVE W. BLDG.rN--*SHELL & CORE CIVIL PLANS
PLE 4"MAPLE ...'.3 5.2
-N-:-.-...'% 4 - :., * .
. .........
. ... ... .
CONCRETE CURB
M PLE
ALDER NEW
E N C 3 - 07SAUSRHEE
BY OTHERS
BACKUP POWER
SERVICE/GENERATOR
EX. CB
TOP=353.68
INV=350.98(8"OUT-S)
IL
co
EX. CB
TOP=353.16
NV=350.94(61N-N)
NV=350.94(8"OUT--S)
0i
EX. CB
TOP=353.62
INV=350.90(8"IN-N)
INV=347.87(8"OU-'-E)
REMOVE EXISTING CURBING &
PAVEMENT. SEE SITE PLAN A-101
& LANDSCAPE PLAN L-1.0
FOR RESTORATION REQUIREMENTS.
(TYP-)
INV=350.1 Viv
CONC.
BLOCK CONCRETE
WALL CURB
TRASH
DISPOSAL
1CV
L
354.0
cli"
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. . ........... . ....... . ..
CONCRETE
CU�B
EX. CB
TOP=353.75
INV=349.75(12::OUT-E)',,
INV=349.85(l 2 IN-N) L� j"
0 CONCRETE
CURB
CONCRETE
3"MAPLE
CURB
...... . . ........ PaStGN
P A R C E L A
SCALE 1"=20'
10 0 30
In=" I'="
0 20
LEGEND
SEWERMANHOLE
o CBMH
CATCH BASIN MANHOLE
El CB
CATCH BASIN
M WV
WATER VALVE
'Q FH
FIRE HYDRANT
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SANITARY SEWER LINE
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-W-
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- G -
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0
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TREE AS NOTED
PROPOSED FINISHED GRADE
AS NOTED
CONSTRUCTION NOTES:
1. THE LOCATION OF UNDERGROUND UTILITIES SHOWN HEREON IS
APPROXIMATE ONLY. THE OWNER SHOULD CONTACT THE
PURVEYORS OF ALL UTILITIES IN THE AREA TO DETERMINE
THE LOCATION AND DEPTH OF ALL UTILITIES ON AND
ADJACENT TO THE PROPERTY. CONTRACTOR TO VERIFY
UTILITY LOCATIONS PRIOR TO CONSTRUCTION. IF ANY
CONFLICTS ARE IDENTIFIED CONTACT ENGINEER IMMEDIATELY.
2. ADDITIONAL UTILITY EASEMENTS MAYBE REQUIRED DEPENDING
ON EXISTING UTILITY LOCATIONS.
3. PROJECT CLASSIFICATION: CATEGORY 2, SMALL SITE (PROJECT
AREA = 0.78 AC., IMPERVIOUS = 29,120 SF)
4. CONNECT ROOF DRAINS TO DRAINAGE SYSTEM.
5. ALL DISTURBED PERVIOUS SURFACE AREAS WHICH ARE TO
REMAIN PERVIOUS SHALL RESTORE SOIL QUALITY AND DEPTH
BY AMMENDING/COMPOSTING SOILS (PER D.O.E. BMP T5.13).
6. COMPACTION TEST REPORTS WILL BE REQUIRED FOR ALL
UTILITY TRENCHES WITHIN THE CITY RIGHT-OF-WAY.
SUBGRADE SHALL BE COMPACTED TO 95% AND COPIES OF
TEST REPORTS PROVIDED TO THE CITY PRIOR TO PAVING.
7. A SEPARATE RIGHT-OF-WAY CONSTRUCTION PERMIT IS
REQUIRED FOR ALL WORK WITHIN THE CITY RIGHT-OF-WAY.
A ROW PERMIT APPLICATION WITH CONTRACTOR'S SIGNATURE
SHALL BE PROVIDED TO THE CITY.
8. BUS STOP: APPLICANT HAS COORDINATED WITH COMMUNITY
TRANSIT AND COMMUNITY TRANSIT WILL TEMPORARILY MOVE
THE BUS STOP NORTH. THEN THEY WILL RELOCATE IT TO THE
SOUTH END OF THE PROPERTY AFTER CONSTRUCT10N IS
COMPLETE. THIS WILL REMAIN A TEMPORARY STOP UNTIL IT
IS PERMANENTLY LOCATED AFTER CONSTRUCTION OF A
FUTURE TURN -AROUND WHICH IS CURRENTLY BEING PLANNED.
9. REMOVE EX. CB AND THE EX. PIPE CAN BE PLUGGED AND
ABANDON ED-IN- PLACE ONLY IF THE EX. STORM CROSSING IF
TV'D PRIOR TO REMOVING THE CB AND AFTER THE ELECTRIC,
GAS AND CABLE BORINGS ARE COMPLETE. IF THIS
CONSTRUCTION SEQUENCE CAN NOT HAPPEN IN THIS ORDER,
THEN THE EX. PIPE SHALL BE REMOVED AND PLUGGED AT
THE MAIN.
10. WATER SERVICE CONNECTION: FOR WATER SERVICES 2" AND
LESS, THE CITY SHALL PERFORM THE TAP ON THE MAIN.
THE CONTRACTOR WILL BE, RESPONSIBLE FOR TRENCHING,
BACKFILL, AND RESTORATION. CONTRACTOR SHALL
COORDINATE WITH PUBLIC WORKS (425-771-0235).
11. WATER OUTAGES: CONTRACTOR SHALL COORDINATE WITH THE
CITY SIX (6) WEEKS IN ADVANCE OF SHUT DOWN. THE
CONTRACTOR SHALL NOTIFY BUSINESSES OF SHUT DOWN
FOUR (4) WEEKS IN ADVANCE USING THE CITY FORM ON THE
THE CITY'S WEBSITE.
AW*ant sheili repe wroplacv 4 dwrap to
UUMbs or frontag& wrIpmvemants in Cly
011ht-01-ViaY POrCol-q stanl*rds ftt b 0819Md
or mufa during t4x4 rollttad pmj=t
IMPERVIOUS AREAS
BUILDING AREA = 27,200 SF
DRIVEWAY = 1,920 SF
TOTAL = 29,120 SF
LINE
TYPE
AREA (SQUARE FEET)
NON -REGULATED
0
.777777,
EXEMPT
REGULATED
2.
REPLACED
0
0
3.
NEW (POST 1977)
+
29,120
4.
TOTAL REGULATED IMPERVIOUS AREA
29,120
5.
TOTAL AREA MITIGATED BY EXISTING STORMWATER MANAGEMENT SYSTEM(S)
0
6.
REGULATED AREA NOT YET MITIGATED
29,120
7.
AREA PROPOSED TO BE MITIGATED BY LOW IMPACT DEVELOPMENT TECHNIQUES
0
8.
AREA PROPOSED TO BE MITIGATED THROUGH CONVENTIONAL SWM TECHNIQUES,
29,120
BASIS OF BEARINGS
THE CENTERLINE OF 72nd AVENUE W. PRE SHORT PLAT RECORDED UNDER
AUDITOR'S FILE NUMBER 9809150-"17
-BENCH MARK
TOP OF CONCRETE MONUMENT IN CASING AT THE INTERSECTION OF 214th
STREET S.W. AND 72nd AVENUE W.
ELEVATION : 366.93
DATUM : CITY OF EDMONDS (M.L.L.W.)
LEGAL DESCRIPTION
LOT C OF CITY OF EDMONDS SHORT PLAT NO. S-98-44, ACCORDING TO
THE SHORT PLAT RECORDED SEPTEMBER 15, 1998 UNDER RECORDING NO.
9809150217, IN SNOHOMISH COUNTY, WASHINGTON.
PARCEL TO BE PURCHASED FROM EASTERLY ADJOINER:
THE WEST 20 FEET OF LOT B OF CITY OF EDMONDS SHORT PLAT NO.
S-98-44, ACCORDING TO THE SHORT PLAT RECORDED SEPTEMBER 15,
1998 UNDER RECORDING NO. 9809150217, IN SNOHOMISH COUNTY,
WASHINGTON.
SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON.
ALL SUBJECT TO EASEMENTS, RESTRICTIONS AND RESERVATIONS OF
RECORD.
OWNER ZONING:
EDMONDS MEDICAL BUILDING ASSOC. LLC CG2: GENERAL COMMERCIAL
8129 LAKE BALLINGER WAY, #104
EDMONDS, WA 98026
APPLICANT LOT AREA
FIRST WESTERN DEVELOPMENT 34,043 SF (0.78 AC.)
CONTACT: SCOTT SHANKS
8129 LAKE BALLINGER WAY, #104
EDMONDS, WA 98026 TA.XPARCEL
TELEPHONE: (206) 533-2181 005867 000 022 08
ARCHITECT SITE ADDRESS
DDG ARCHITECTS 21401 72nd AVE W
CONTACT: JIM WIEBEN EDMONDS, WA 98020
16398 NE 85th STREET, SUITE 101
REDMOND, WA 98052
TELEPHONE: (206) 285-9992
ENGINEER ZSURVEYOR
LOVELL- SAU ERLAND & ASSOCIATES, INC.
CONTACT. JERRY OCONNELL
19217 36TH AVENUE W., SUITE 106
LYNNWOOD, WA 98036
rELEPHONE: (425) 775-1591
SANITARY SEWER & WATER
,CITY OF EDMONDS
ELECTRICITY
P.U.D. NO. 1 OF SNOHOMISH COUNTY
VERIZON
POLICE PROTECTION
CITY OF EDMONDS
FIRE PROTECTION
CITY OF EDMONDS
PUBLIC SCHOOLS
EDMONDS SCHOOL DISMCT
PUBLIC TRANSPORTATION
SNOHOMISH COUNTY COMMUNITY TRANSIT
velzws
SHELL & CORE CIVIL
SHEET INDEX_
C1
C2
SITE DEVELOPMENT PLAN
GRADING AND SWPPP PLAN
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C3
ROAD SECTION, PROFILE
AND SITE DETAILS
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72ND AVE. W. FRONTAGE
IMPROVEMENT PLAN
C5
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C6
CITY OF EDMONDS El &
E2 DETAILS
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CITY OF EDMONDS E6 &
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Call 2 Working Days Beiore You Dig
1-800-424-5555
Utilities Underground Location Center
(ID,MT,ND,OR,WA)
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE: - '!Yol 0 d
BY: CW&NjytA
YCITY ENGINEERING DIVISION
19217 36th Avenue W.
Suite 106
Lynnwood, WA 98036
phone: (425)775-1591
e-mail: info@lsaengineei
web: lsaengineering.com
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NE1/4, NW1/4 SECTION 29, T.27N., R.4E., W.M.
.CONSTRUCTION SEQUENCE
SWPPP LEGEND SEE SHEETS C5 AND C6 FOR DETAILS
1. ATTEND PRE -CONSTRUCTION MEETING. CALL ENGINEERING
SYMBOL
INSPECTOR (771-0220 EXT.1326) TO SET UP MEETING.
. .......... . .......... INTERCEPTOR DIKE & SWALE (DOE BMP#C200)
2. CALL FOR UTILITY LOCATIONS (1-800-424-5555).
WITH CHECK DAMS 25' O.C.
3. CONTRACTOR TO REVIEW AND READ ESC NOTES AND PLAN.
CLEARING LIMITS
4. FLAG CLEARING LIMITS.
5. INSTALL AND MAINTAIN ALL TESC MEASURES ACCORDING TO
FILTER FENCE (STD DETAIL E1.11)
CITY OF EDMONDS STANDARD DETAILS, E1.1, E1.2, E1.3, AND
ALL OTHER MEASURES THAT MAY BE REQUIRED DURING
CONSTRUCTION.
6. CLEAR SITE PER THIS PLAN (DEMO, ROUGH GRADING).
F-1 1
INLET PROTECTION (STD DETAIL E1.3)
0
INSTALL INLET PROTECTION UPON INSTALLATION
7. CONTRACTOR TO ADHERE TO STABILIZATION OF EXPOSED AREA
OF NEW CATCH BASINS.
REQUIREMENTS AND MAINTAIN DUST CONTROL.
SEDIMENT TRAP (DOE BMP#C240)
8. INSTALL UTILITIES (SEWER, STORM, WATER, POWER, GAS, ETC.).
9. FINAL GRADE/PAVE, MAINTAIN CB PROTECTION.
10. LANDSCAPE, HYDROSEED AND MULCH ALL EXPOSED AREAS.
. . . CONSTRUCTION ENTRANCE- EXISTING GRAVEL
DRIVEWAY TO BE USED.
ONCE EXISTING GRAVEL
11. REMOVE ESC DEVICES ONCE PERMANENT SITE STABILIZATION
IS REMOVED, INSTALL QUARRY SPALL ACCESS
MEASURES ARE INSTALLED. APPROVAL BY CITY REQUIRED,
PER STANDARD DETAIL E1.2.
PRIOR TO REMOVAL OF ESC DEVICES.
EROSION AND SEDIMENT CONTROL (ESC) NOTES
BEST MANAGEMENT PRACTICE (BMP) NOTES
1. ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE CONSTRUCTION VEHICLE:
ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE
1) PRESERVE VEGETATION /COVER SOILS. A) PRESERVE AS MUCH NATIVE VEGETATION AS
STABILIZED NTH QUARRY SPALLS OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF SEDIMENT
POSSIBLE. BE SURE TO OBSERVE CLEARING AND GRADING LIMITS, AND COMPLY WITH
�O C S-FAI -7 1 "=20' ONTO PUBLIC ROADS. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL ALL CITY VEGETATION PRESERVATION AND STREAM/WETLAND SETBACK REQUIREMENTS.
A C R E T R 0 30 BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM TIME THE CLEARING SO IT OCCURS NO SOONER THAN NECESSARY FOR SUBSEQUENT
ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT CONSTRUC11ON ACTIVITIES. B) PROVIDE TEMPORARY VEGETATION /COVER AS NEEDED.
P G. 2 5) DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT EXAMPLES OF THIS INCLUDE: TEMPORARY SEEDING/ HYDROSEEDING; MULCH, SUCH AS
0 20 IS REMOVED IN THIS MANNER. HAY STRAW, OR WOOD FIBER; MATS/BLANKETS, SUCH AS JUTE MAT EXCELSIOR-
355 - - - - - - - - - - - -
2. ESC MINIMUM REQUIREMENT - STABILIZATION OF EXPOSED AREAS: WOVEN STRAW BLANKET, OR NETTING; PLASTIC SHEETING WITH ANCHORS. C) PROVIDE
ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE PERMANENT VEGETATION COVER AS SOON AS EARTHWORK IS COMPLETE (SEEDING OR
APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR OTHER HYDROSEEDING OR SODDING).
VEGETATION, PLAS11C COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED, DESIGNED, AND
MAINTAINED IN ACCORDANCE WITH THE MANUAL. THE EXPOSED SOILS SHALL BE STABILIZED 11) CONTROL RUNOFF DURING CONSTRUCTION: PREVENT RUNOFF TO THE MAXIMUM EXTENT.
ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR WHEN RUNOFF FROM THE SITE IS UNAVOIDABLE DUE TO SITE CONDITIONS, ALL
MORE THAN TWO DAYS FROM OCTOBER I THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS
FROM MAY 1 THROUGH SEPTEMBER 30). RUNOFF SHALL BE CLEAR ENTERING THE CITY SYSTEM. TECHNIQUES INCLUDE:
VEGETATING EXPOSED SOILS AND DITCHES; RIPRAP; CHECK DAMS INCLUDING STRAW
3. ESC MINIMUM REQUIREMENT - PROTECTION OF ADJACENT PROPERTIES: BALES, ROCKS, PEA GRAVEL BAGS, AND SAND BAGS; TERRACING OR CONTOURING
3"ALDER 55 ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOS11ION BY APPROPRIATE USE THE SITE; AND FILTER FABRIC FENCING.
OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY A
COMBINATION OF THESE MEASURES AND �THER APPROPRIATE BMPS. 111) INSTALL AND MAINTAIN SEDIMENT CONTROLS. A) INSTALL SEDIMENT CONTROLS SUCH
BACKUP POWER 4. ESC MINIMUM REQUIREMENT - MAINTENANCE: AS: 1) LOWER COST (NON -ENGINEERED), FILTER FABRIC FENCE, CHECK DAMS, ROCK
SERVICE/GENERAIOR ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND MAINTAINED BERMS, SEDIMENT TRAPS, AND CATCH BASINS AND DRAIN FILTERS. 2) MODERATE
BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL COST (ENGINEERED), INTERCEPTING DITCHES, CUT-OFF TRENCHES, LEVEL SPREADER,
MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH THE MANUAL. AND GRADIENT TERRACIN G/CON TOURING. 3) HIGHER COST (ENGINEERED),
LID 5. ESC MINIMUM REQUIREMENT - OTHER BMPS: SILTATION/SEDIMENTATION POND, GRASS -LINED SWALE OR CONSTRUCTED WETLAND.
AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMP'S TO MITIGATE THE EFFECTS INCREASED B) MAINTAIN SEDIMENT CONTROLS BY FREQUENT INSPECTION OF CONTROL FACILITIES
RUNOFF SHALL BE APPLIED. TO MAKE SURE THEY ARE WORKING PROPERLY (TRAPPING SEDIMENT ON -SITE, WITH
WATER LEAVING SITE CLEAR), AND REMOVING COLLECTED SEDIMENT AS NEEDED FROM
6. ESC MINIMUM REQUIREMENT - UNDERGROUND UTILITY CONSTRUCTION: SEDIMENT TRAPS.
THE CONSTRUC11ON OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS THE
FOLLOWING: IV) KEEP FRESH CONCRETE MORTAR OUT OF STORM DRAINS AND STREAMS. A) USE
A. EROSION CONTROL FOR EXCAVATED STOCKPILED MATERIALS; DESIGNATED WASH -OUT AREAS. B) TAKE CARE WHEN BUILDING CONCRETE
B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY AND SPACE
EX. CB CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES; AGGREGATE DRIVEWAYS MAKING SURE TO WASH OUT THE FINES TO THE SIDE, NOT
TOP=35. Be C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT DOWN THE DRIVEWAY. IF THE DRIVEWAY IS SLOPED, PLACE STRAW BALES AT THE
INV=350.98(8"OUT-S) PONDS, OR OTHER ACCEPTABLE MEANS); BOTTOM OR DIVERT FLOW TO A SAFE SEDIMENT BASIN. C) NEVER WASH FRESH
D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING; CONCRETE MORTAR INTO THE STORM DRAIN OR A STREAM.
E. DAILY CLEANUP AND STREET MAINTENANCE. V) KEEP BUSINESS AND WORK AREAS CLEAN AND MAINTAIN CATCH BASINS. EXAMPLES
INCLUDE: PICKING UP LITTER, SWEEPING SURFACES WHICH DRAIN TO STORM DRAIN,
SING A TARP TO COVER THE GROUND WHEN SANDING TO CATCH CHIPS, CLEANING
UP ALL WASTES AT THE WORK SITE, MAINTAINING CONSTRUCTION EQUIPMENT TO FIX
Z ANY OIL LEAKS, INSTALLING AND MAINTAINING AN OIL/WATER SEPARATOR, COVERING
/ ALL STOCK PILED MATERIALS, AND CLEANING CATCH BASINS.
P A R C
COVER CONTAINERS AND MATERIALS. A) COVER ALL POTENTIALLY POLLUTING
EX. CB
0 R TOP=353.16 MATERIALS SUCH AS DUMPSTERS, WASTE CONTAINER DRUMS, TANKS, BOXES,
INV=351.94(3"IN-N) CHEMICALS, PAINTS. SOLVENTS, STOCKPILES OF LUMBER, OTHER BUILDING MATERIAL,
INV=350.94�1 3"OUT-5) METAL PRODUCTS, TOP SOIL, AND LANDSCAPING MATERIALS. B) COVER ADEQUATELY
BY DEVELOPING GOOD STORAGE AREAS THAT KEEP MATERIALS COVERED SO
POLLUTANTS CAN'T WASH AWAY DURING RAIN OR SNOW.
3.5'-5'
co
CB IP
EX - 1.5' MIN. VII) PREPARE FOR AND CLEAN UP SPILLS. A) THERE ARE THREE OVERALL PRACTICES TO
TOP=32TIZI
53-62 FLAT BOTTOM iMINIMIZE POLLU11ON FROM SPILLS: 1) HANDLE MATERIALS CAREFULLY TO AVOID
INV=350.90(8"IN-N) t2"-4"ROCK SPILLS AND LEAKS, 2) PREPARE A CLEAN UP PLAN, AND 3) IMMEDIATELY CLEAN UP
INV= 347.87(8"OUT---) C ON J"-1.5"WASHED GRAVEL ANY SPILLS. WHEN PREPARING A CLEAN UP PLAN MAKE SURE TO: A) ESTABLISH
PVC ON GEOTEXTILE WHO TO NOTIFY IN THE EVENT OF A SPILL, B) PROVIDE SPECIFIC CLEAN UP
C_� INSTRUCTIONS, C) ASSIGN A PERSON -ro BE IN CHARGE OF CLEAN UP, AND D)
SEDIMENT TRAP (DOE BMP#C240) PREPARE SPILL CONTAINMENT AND CLEAN UP KITS WHICH ARE EASY TO REACH AND
U
S T USE. REMEMBER TO CLEAN UP SPILLS IMMEDIATELY, AND OBSERVE CLEAN UP PLANS
21 _S AND SAFETY REQUIREMENTS. IF THERE ISN'T A PLAN, TAKE THE FOLLOWING STEPS:
NO SCALE
1) STOP OR ISOLATE THE SOURCE OF THE SPILL, 2) IF THERE'S A CHANCE THE
SPILL COULD ENTER THE STORM DRAIN OR SEWER, CLOSE DRAIN INLET AND DIVERT
ANY INCOMING WATER. 3) COVER THE SPILL WITH ABSORBENT MATERIAL(S) THAT CAN
BE EASILY SWEPT OR PICKED UP SUCH AS KITTY LITTER, SAWDUST, OR VERMICULITE
FF (MAKE SURE THAT MATERIALS USED FOR HAZARDOUS WASTE CLEAN UP ARE
TREATED AS HAZARDOUS WASTE FOR DISPOSAL), AND 4) REPORT SPILLS TO CITY OF
EDMONDS ENGINEERING DIVISION, HYDRAULICS ENGINEER AT 425-771-0220: OR FOR
-355 LARGE SPILLS, CONTACT DEPARTMENT OF ECOLOGY AT 425-649-7000.
PV 3PV VIII) DISPOSE OF WASTES PROPERLY. PROPER WASTE DISPOSAL DEPENDS ON BOTH THE
PROPERTIES AND THE AMOUNT OF THE WASTE. TO DISPOSE OF WASTE:1) IDENTIFY
IF IT IS HAZARDOUS, 2) ESTIMATE THE AMOUNT IN POUNDS, 3) DETERMINE THE
>_ WBLOCK CONCRETE DISPOSAL METHOD, AND 4) IF NECESSARY, CONTACT A HAZARDOUS WASTE SERVICE.
. WALL CURB THIS IS A VERY BROAD SUBJECT AND IF YOU HAVE ANY QUES11ONS ABOUT WASTE
TRASH DISPOSAL CONTACT THE CITY OF EDMONDS RECYCLING COORDINATOR AT
DISPOSAL 425-771-0235; OR THE SNOHOMISH COUNTY HOUSEHOLD HAZARDOUS WASTE
DISPOSAL STATION AT 425-388-6050.
0.75' IX) MINIMIZE WASTE. WASTES CAN BE MINIMIZED THROUGH GOOD HOUSEKEEPING,
SEPARATING DIFFERENT WASTES, SUBSTITUTING NON -HAZARDOUS MATERIALS IN THE
0 PLACE OF HAZARDOUS ONES, AND MAINTAINING PRODUCTS AND CONSTRUCTION
ICV r STRAW WATTLES OR EQUIPMENT. REDUCING WASTES REDUCES POTENTIAL SOURCES OF POLLUTANTS TO
ROCKCHECKDAMS AT 25' O.C. THE DRAINAGE SYSTEM AND ALSO PRESERVES NATURAL RESOURCES. THE FOLLOWING
0.5' ARE A FEW IDEAS: 1) USE SOLVENTS MORE THAN ONCE, 2) BUY THE LEAST TOXIC
PRODUCTS AVAILABLE, 3) BUY ONLY WHAT YOU NEED AND USE ONLY WHAT IS
TER EPTOR DITCH 1, SWALE (DOE BMPIC200) NEEDED, 4) PURCHASE PRODUCTS THAT LAST LONGER (BETTER QUALITY), AND 5)
SEE IF OTHERS CAN USE YOUR WASTE (USE THE SERVICES OF THE INDUSTRIAL
MATERIALS EXCHANGE 206-296-4899), FOR MORE INFORMATION CONTACT THE CITY
QIN 0 SCALE OF EDMONDS RECYCLING COORDINATOR AT 425-771-0235.
X) RECYCLE UNWANTED MATERIALS. UNWANTED MATERIALS PRODUCED AT CONSTRUCTION
CjCI!ETE
CU SITES CAN OFTEN BE RECYCLED, AT LESS COST THAN CONVENTIONAL DISPOSAL
METHODS. THE CITY HAS RECYCLING GUIDES AVAILABLE REGARDING CONSTRUCTION,
EX. CBS DEMOLITION, AND LAND CLEARING (CDL) ACTIVITIES. THE RECYCLING GUIDE LISTS
0.75'
I* _� _t V
0
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ROCK
- jo
C
CU
TOP=353.75 SITES THAT ACCEPT CDL MATERIALS, AND OUTLINES HOW TO SE -UP WORKSITE
ZNV=349.75(12"OUT-E) RECYCLING. OTHER WAYS TO MAKE RECYCLING WORK ARE: 1) PURCHASE RECYCLED
=349.85(12"IN-N) CONCRETE
cr PRODUCTS, 2) SEPARATE WASTES, 3) AVOID PHENOL, 4) KEEP RECEIPTS, AND 5)
CURB
GAIFCONCRETE RECYCLE WHAT YOU CAN.
CURB TI
LGN . XI) PRESERVE/ENHANCE STREAMS, WETLANDS, AND ADJACENT VEGETA ON. PROTECT
STREAMS AND WETLANDS, REMEMBER, STREAM AND WETLAND PROTECTION IS
REQUIRED BY CITY OF EDMONDS CODES. CONTACT CITY OF EDMONDS, PLANNING
DIVISION AT 425-771-0220 FOR MORE INFORMATION.
P A R C E L A XII) EDUCATE EMPLOYEES AND CUSTOMERS. PARTICIPATE IN WORKSHOPS, COURSES, AND
KNOWLEDGE TRANSFER. CONDUCT ANNUAL W&TER QUALkTY _VRAA"k"r_ s�_7ss�43"s 743vk
ALL EMPLOYEES. INCLUDE WATER QUALITY TRAINING IN NEW -EMPLOYEE ORIENTATIONS
AND IN WRITTEN PROCEDURES. MAKE SURE CUSTOMERS ARE AWARE OF BMPS, AND
EXPLAIN BMPS TO PEER BUSINESSES. REMEMBER, WATER QUALITY IS THE
RESPONSIBILITY OF EVERYONE.
BASIS OF BEARINGS
THE CENTERLINE OF 72nd AVENUE W. PRE SHORT PLAT RECORDED UNDER
AUDITOR'S FILE NUMBER 9809150217
BENCHMARK
Call 2 Working Days Before You Dig TOP OF CONCRETE MONUMENT IN CASING AT THE INTERSEC11ON OF 214th
1-800-424-5555 STREET S.W. AND 72nd AVENUE W.
Ailities Underground Location Center ELEVATION : 366.93
(ID,MT,ND,OR,WA)
DATUM : CITY OF EDMONDS (M.L.L.W.)
GRADING QUANTITIES:
TOTAL CUT = 2,300 C.Y.
TOTAL FILL = 700 C.Y.
THE QUANTITIES OF EXCAVAT10N AND FILL ARE APPROXIMATE,
AND ARE SHOWN ONLY FOR THE PURPOSE OF OBTAINING A
GRADING PERMIT AND SHALL NOT BE USED FOR
CONTRACTUAL PURPOSES.
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE: ��6 140a
6 Y. r7so t_yoft 2)
'CITY ENGINEERING 61VISION
19217 36th Avenue W.
Suite 106
Lynnwood, WA 98036
phone: (425)775-1591
e-mail: info@lsaengineering.com
web: Isaengineering. corn
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-N)*
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72ND AVENUE W. PROFILE
1" 20' HORZ., 1" 2' VERT.
BORROW MAY BE REQUIRED PAVEMENT CLASS 1/2" ACTUAL "REMOVE EX. SIDEWALK, CURB & GUTTER
PENDING SOILS CONDITIONS.
DEPTH TO MATCH EXISTING. INSTALL NEW CURB, GUTTER AND 5' SIDEWALK
OVER 4" ATB* PER C.O.E. STD DETAILS E2.8 AND E2.13.
2 FT. MIN. SAWCUT FROM GUTTER SEE SHT C6
(TYPICAL MINIMUM)
IN AREAS OF TRENCH WORK OR WHERE
SUBGRADE IS TO BE REBUILT, C.O.E.#E2.3
FRONTAGE IMPROVEMENT SECTION A -A 72ND AVENUE W. SHALL APPLY. SEE SHT C6.
NO SCALE
PROVIDE CONSTRUCTION JOINT
BETWEEN VAULT LID AND
GARAGE FLOOR. SEE
STRUCTURAL PLANS BY OTHER'
A
INCORPORATE VAULT
SIDE WALLS INTO
GARAGE FLOOR. SEE
STRUCTURAL DESIGN
BY OTEHRS
qr
POLYPROPYLENE
r
MANHOLE STEPS OR
LADDER. SPACING
...r
SHALL CONFORM TO
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4:4
TYPE 2, (STANDARD
PLAN B-10.20-00),
TYP.
SID PIPE TO CONTROL
STRUCTURE CB#1
(ALL ACCESS MANHOLES SHALL HAVE SOLID LIDS)
TOP 355.25
MH RING & COVER SHALL CONFORM
TO WSDOT CIRCULAR FRAME (RING)
AND COVER, TYPE 2 (STANDARD
PLAN B-30.70-01), TYP.
BOTTOM OF LID=353.75 (MIN.)
100 YEAR ELEV=353.25
SEE STRUCTURAL
DESIGN BY OTHERS
PROVIDE CONSTRUCTION JOINT
BETWEEN VAULT LID AND
GARAGE FLOOR. SEE
STRUCTURAL PLANS BY OTHERS
V, 4.
BOTTOM OF LID=353.75 (MIN.)
DETENTION VAULT 521 x 16'W X 4.5'H
ACTIVE STORAGE ELEV. 350.00
DEAD STORAGE
INV. 349.75
BOTTOM OF VAULT=349.25
. .....
DETENTION VAULT SECTION DETAIL
NO SCALE
BOTTOM OF VAULT=349.25
INCORPORATE VAULT
SIDE WALLS INTO
GARAGE FLOOR. SEE
STRUCTURAL DESIGN
BY OTEHRS
FULL DEPTH 1/2"
EXPANSIGN JOINT
VERTICAL -
CONCRETE
CURB
3+00
358
354
350
346
OUT TO C
NO SCALE
ALL ACCESS MANHOLES SHALL HAVE SOLID LIDS
SOLID DRAIN COVER
MARKED "DRAIN" WITH
LOCKING BOLTS (TYP.).
TOP 355.25
ELEV. 353.25
6" ROOF DRAIN
`5
8" SD
TO/FROM VAULT
INV=349.25
48"TYPE-2 CB
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INV=351.25
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NO SCALE
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DETENTION VAULT
I'MIN.
ORIFICE #1
VMIN.
HOLE 1- INCH DIA.1--z"
48" TYPE 2
IN 12 GA. PLATE AND WELD CATCH BASIN
IN PLACE. HOLE TO BE . .. . *. " * . . : A., . 1
SHARP -EDGED SHOP DRILLED
CONTROL STRUCTURE CB#1 DETAIL
NO SCALE
WIDTH V�RIES, SEE PLAN
WELDED WIRE (6 x 6- W2.9 x W2.9)
FABRIC CENTERED IN SLAB- DO NOT
EXTEND THRU EXPANSION JOINTS
PROVIDE CONTROL JOINTS @
APPROX 4'-0" O.C. BETWEEN
EXP JOINTS @ 12' O.C.
BROOM FINISH
SLOPE 1/4"/FT.
X x X4 4"
4
s2u,
F4.'
q
q CONTROLLED FILL OR NATIVE
SUBGRADE, COMPACTED TO 95%.
EXCAVATE AS REQ'D
ON -SITE CONCRETE WALK
NO SCALE
5/8" MINUS CSTC (2" MIN.)
1/2"
JOINT SEALER
\-1/2" X 3" ASPHALT -
IMPREGNATED FIBER STRIP
EXPANSION JOINT
GENERAL NOTES
1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF
EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND
CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES,
RULES AND REGULATIONS:
- CURRENT INTERNATIONAL BUILDING CODE (IBC)
- 2010 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL
CONSTRUCTION
- WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL
FOR THE PUGET SOUND BASIN (CURRENT EDITION)
2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY
OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE
3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER
CONSTRUCTION IS IN PROGRESS.
4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD
AND THE LOCAL GOVERNING AUTHORITY.
5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET
OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE
SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT
COMPLETION AND ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED
TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING
OCCUPANCY/FINAL PROJECT APPROVAL.
6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION.
7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN
FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS
AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY
COMPLETE. * IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY
VERIFY THE ACCURACY OF ALL UTILITY LOCA 17IONS SHOWN AND TO FURTHER DISCOVER
AND PROTECT ANY OTHER U11LITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY
THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH,
SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING
POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO
RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES
AND SITE FEATURES PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED
IMMEDIATELY OF CONFLICTS THAT ARISE.
8. CONTRACTOR SHALL LOCATE AND PROTECT ALL U11LITIES DURING CONSTRUCTION AND
SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555)
AT LEAST 48 HOURS PRIOR TO CONSTRUCTION.
9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE
BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY
DISCREPANCIES.
10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD
CONDITIONS.
11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE
APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS
THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE
RECOMMENDATIONS OF THIS REPORT.
12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE
RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT.
13. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE
TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED,
SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION,
REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL
REPORT.
14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF
BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES.
15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION
DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE
TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS.
16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION
PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE
ENGINEER.
17. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER
EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS
NOTED OTHERWISE.
18. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION
OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS.
19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE
RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN
ACCORDANCE NTH APPROPRIATE REQUIREMENTS AND STANDARDS.
20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE
METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE COMPLETION OF
CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION
CONTROL REQUIREMENTS.
21. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING.
WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL.
22. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT
AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED.
23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR
SPOT ELEVATIONS SHOWN.
24. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE
FOR A MINIMUM DISTANCE OF 10 FEET.
25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN
SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS,
STREETS, WALKWAYS, U11LITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS
AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS.
CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING,
AS REQUIRED.
26. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY
PROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, STREET
CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR
ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE
FIRE MARSHAL. THE CITY HAS SPECIFIC POLICY AND PROCEDURES TO BE FOLLOWED
FOR WATER OUTAGES. CONTRACTOR SHALL COORDINATE WITH THE CITY SIX (6)
WEEKS IN ADVANCE OF SHUT DOWN. THE CONTRACTOR WILL BE REQUIRED TO NOTIFY
BUSINESSES OF SHUT DOWN FOUR (4) WEEKS IN ADVANCE USING THE CITY'S FORM
FOUND ON THE CITY'S WEBSITE.
27. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS
AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE
UTILITY COMPANIES. CONNEC11ONS TO EXISTING U11LIlIES SHALL BE MADE ONLY WITH
ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES.
28, EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION
WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND
ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTA11VE PRIOR TO
BACKFILLING.
29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO
DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD
ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY.
30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW U11LITY BY 6" OR LESS, PLACE
POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES.
31. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE
UTILITIES WITHIN THE BUILDING.
32. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK.
33. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM.
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE:
BY: -Cjw&yvv)j
YITY ENGINEERING DIVISION
19217 36th Avenue W.
Suite 106
Lynnwood, WA 98036
phone: (425)775-1591
e-mail: info@lsaengineering.com
web: Isaengineering.com
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_ - ---- CONSTRUCTION NOTES: CIO
6"SSCO INV= --- - . .... F
Z > C.o.E. #E6.4 i i 1 1. THE LOCATION OF UNDERGROUND UTILITIES SHOWN HEREON IS
. ... . ... APPROXIMATE ONLY. THE OWNER SHOULD CONTACT THE
PURVEYORS OF ALL UTILITIES IN THE AREA TO DETERMINE
THE LOCAT10N AND DEPTH OF ALL UTILITIES ON AND
ADJACENT TO THE PROPERTY. CONTRACTOR TO VERIFY vbt� *-,kk \0�c, Loe
UTILITY LOCATIONS PRIOR TO CONSTRUCTION. IF ANY
0+00 ROW 4 CONFLICTS ARE IDENTIFIED CONTACT ENGINEER IMMEDIATELY. G-0 per- c�
S s N SE 2. ADDITIONAL UTILITY EASEMENTS MAYBE REQUIRED DEPENDING c4e C.0
0 ON EXISTING UTILITY LOCATIONS. cp _r
SCALE i 11=1 09 3. PROJECT CLASSIFICATION: CATEGORY 2, SMALL SITE (PROJECT
5 0 15 AREA = 0.78 AC., IMPERVIOUS = 29,120 SF)
k5\. Cf) >
;1 0 y �_`- I I
N ) , - , W I P� 9
0 B WATERMAN Imm" 4. CONNECT ROOF DRAINS TO DRAINAGE SYSTEM.
G 0 10 5. ALL DISTURBED PERVIOUS SURFACE AREAS WHICH ARE TO
G REMAIN PERVIOUS SHALL RESTORE SOIL QUALITY AND DEPTH
cn G BY AMMENDING/COMPOSTING SOILS (PER D.O.E. BMP T5.13).
G G 6. COMPACTION TEST REPORTS WILL BE REQUIRED FOR ALL
UTILITY TRENCHES WITHIN THE CITY RIGHT-OF-WAY.
SUBGRADE SHALL BE COMPACTED TO 95% AND COPIES OF
TEST REPORTS PROVIDED TO THE CITY PRIOR TO PAVING.
EX. cONC S rn
> 7. A SEPARATE RIGHT-OF-WAY CONSTRUCTION PERMIT IS
REQUIRED FOR ALL WORK WITHIN THE CITY RIGHT-OF-WAY.
A ROW PERMIT APPLICATION WITH CONTRACTOR'S SIGNATURE
SHALL BE PROVIDED TO THE CITY.
x cn
j rn rn 8. BUS STOP: APPLICANT HAS COORDINATED NTH COMMUNITY
0 > 0 rn 56 a
E LY 5- 0
=N. ;0 r- TRANSIT AND COMMUNITY TRANSIT WILL TEMPORARILY MOVE
o > > co > rn
00 0 T c THE BUS STOP NORTH. THEN THEY WILL RELOCATE IT TO THE
c: Z rn rn rn ;0 > SOUTH END OF THE PROPERTY AFTER CONSTRUCTION IS
rn U) 0 > 0 COMPLETE. THIS WILL REMAIN A TEMPORARY STOP UNTIL IT
rn F go-
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0 x
0 *7- d x + cu Lh -0 0 IS PERMANENTLY LOCATED AFTER CONSTRUCTION OF A
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-0 c) -0 02 -40
cj)
0 c: 9. REMOVE EX. CB AND THE EX. PIPE CAN BE PLUGGED AND
0 > X F
:z Z cA (A ":a r- cn R M �l )) - ;U
ri �d -p- 4- Ln r-- C�l co >< Cpj C-) > z ;a - 0 ABANDONED- IN -PLACE ONLY IF THE EX. STORM CROSSING IF
0 > cp 91 rn U rn c: TV'D PRIOR TO REMOVING THE CB AND AFTER THE ELECTRIC,
;a C)O (_0
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00
SID
G rn. ca
0 b - n rri GAS AND CABLE BORINGS ARE COMPLETE. IF THIS
0 14 c) C) C:) to rl Cf) _p, 0 CONSTRUCTION SEQUENCE CAN NOT HAPPEN IN THIS ORDER,
2 CA 0 0 0 z;u M
0 rn 7 -p
THEN THE EX. PIPE SHALL BE REMOVED AND PLUGGED AT
0 00 > u, En THE MAIN.
0 00 0 " Z:
t 0 0 -0 �8
0 0 7- z z - I+ c rn > 0 10. WATER SERVICE CONNECTION: FOR WATER SERVICES 2" AND
rn c: rn Z rn rn BASIS OF BEARINGS LESS, THE CITY SHALL PERFORM THE TAP ON THE MAIN.
-n rn r;z ;0 q 3.0
C) THE CENTERLINE OF 72nd AVENUE W. PRE SHORT PLAT RECORDED UNDER THE CONTRACTOR WILL BE RESPONSIBLE FOR TRENCHING,
BACKFILL, AND RESTORATION. CONTRACTOR SHALL
U) r- Cf) AUDITOR'S FILE NUMBER 9809150217
.1% %.A %_ool Sir
(f) a)
NAIE Min rubLIL, WORKS k425-771-0235).
< FA <
M A
BENCH MARK
11. WATER OUTAGES: CONTRACTOR SHALL COORDINATE NTH THE
0
CITY SIX (6) WEEKS IN ADVANCE OF SHUT DOWN. THE
_q
4h. >
TOP OF CONCRETE MONUMENT IN CASING AT THE INTERSECTION OF 214th
CONTRACTOR SHALL NOTIFY BUSINESSES OF SHUT DOWN
FOUR (4) WEEKS IN ADVANCE USING THE
00
STREET S.W. AND 72nd AVENUE W.
CITY FORM ON THE
.-, rn
THE CITY'S WEBSITE.
M
ELEVATION : 366.93
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DATUM : CITY OF EDMONDS (M.L.L.W.)
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
,DATE: -_ Woke
BY: cpof_�Mrw
CITY ENGINEERING DIVISION
19217 36th Avenue W.
Suite 106
Lynnwood, WA 98036
phone: (425)775-1591
e-mail: info@lsaengineering.com
web: Isaengineering.com
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TLOPMENT SERVICES [R.
CITY OF EDMONDS
SCALE
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DRAWN CHECKED
RLL RLL SHEET
DATE F.B..
9-30-11 527, P.1 C4
"ITY FILE NO.
BLD2011-0815
LSA FILE NO- 5311 OF 9
-71
NE1/4, NW1/4 SECTION 29, T.27N., R.4E., W.M.
CURB RAMP WIDTH 4'- 0" MIN.
LANDING TO MATCH CURB RAMP WIDTH
LANDING SEE CONTRACT PLANS . LANDING
GRADE BREAK GRADE BREAK CURB RAMP
CEMENT CONCRETE
SEE CONTRACT PLANS SEE CONTRACT PLANS SIDEWALK - SEE NOTE 5
- 4'- 0" MIN. 4'- 0" MIN.
CURB RAMP WIDTH 4'- 0" MIN. NOTES
LANDING TO MATCH CURB RAMP WIDTH
SEE CONTRACT PLANS PROVIDE A SEPARATE CURB RAMP FOR EACH MARKED OR
UNMARKED CROSSWALK. CURB RAMP LOCATION SHALL
GRADE BREAK 01= 01 Af%C:M 1-rulKi -ruc Ir)-rU nC -rUC A0C!nr'IA-r[=r%
CROSSWALK, OR AS SHOWN IN THE CONTRACT PLANS.
2. WHERE GRADE BREAK IS CALLED OUT, THE ENTIRE
LENGTH OF THE GRADE BREAK BETWEEN THE TWO
CEMENT CONCRETE
SIDEWALK - SEE NOTE 5
PROVIDE SMOOTH
TRANSITION TO SEE CONTRACT P NS
SEE CONTRACT PLANS
ADJACENT SURFACE PLANES SHALL BE FLUSH.
2.0% MAX.
SIDEWALK 4'- O"MIN.
WIDTH (TYP.) )
2.0% MAX.
4'- 0" % MIN.
3. DO NOT PLACE GRATINGS, JUNCTION BOXES, ACCESS
FLAR
3/8" EXPANSION
BUFFER WIDTH -
COVERS, OR OTHER APPURTENANCES IN FRONT OF THE
(TYP.)
JOINT (TYP.) - SEE
MATCH TO CURB RAMP
CURB RAMP OR ON ANY PART OF THE CURB RAMP OR
3/8" EXPANSION
CURB RAMP STANDARD PLAN F-30.10
DEPTH(TYP.)
LANDING.
JOINT (TYP.) - SEE
STANDARD PLAN F-30.10
GRADE BREA
4. SEE THE CONTRACT PLANS FOR THE CURB DESIGN
TRANSITION TO SIDE AL BUFFER,
SPECIFIED.
GRAJDE BREAK
IF PRESENT, ORTO BACK OF C B( P.)
10-0% M,
................
SEE CONTRACT PLANS
MAX.
jo.(0)% MAX
5. THE CURB RAMP MAXIMUM RUNNING SLOPE SHALL NOT
..... ... ....
EXCEED 15 FEET TO AVOID CHASING THE SLOPE
CURB, OR CURB
MHUNN
CEMENT CONCRETE
INDEFINITELY WHEN CONNECTING TO STEEP GRADES.
AND GUTTER
CURB, OR CURB
PEDESTRIAN CURB
WHEN APPLYING THE 15 FOOT MAXIMUM LENGTH, THE
AND GUTTER
SEE NOTE 4
RUNNING SLOPE OF THE CURB RAMP SHALL BE AS FLAT
FACE OF CURB
DETECTABLE WARNING SURFACE
AS FEASIBLE.
SEE STANDARD PLAN F45.10 FACE OF CURB
DIFTECTABLE WARNING SURFACE
MEASURED PARALLEL
F
F7
SEE STANDARD PLAN F-45.10
6. CURB RAMP, LANDING, AND FLARES SHALL RECEIVE
TO CURB (TYP.)
BROOM FINISH.
PRESSED CURB AND GUTTER DEPRESSED CURB AND GUTTER
CROSSWALK CROSSWALK LEGEND
SLOPE IN EITHER DIRECTION
L L
FCEMENT CONCRETE DETECTABLE WARNING SURFACE
PEDESTRIAN CURB SEE STANDARD PLAN F-45.10
PLAN R-A PLANVIEWTYPE PERPENDICULAR-B - SEE NOTE 4 7< . - - -
SEE
FOR SLOPE TREATMENT _\
- L_:
LANDING -
CEMENT CONCRETE CURB RAMP "TYPE
PERPENDICULAR A" PAY LIMIT -
(SHOWN WITH BUFFER)
DETECTABLE WARNING SURFACE
SEE STANDARD PLAN F-45.10
SEE CONTRACT PLANS 15'- 0" MAX. - GRADE BREAK
PLAko�o�;WIN. SEE NOTE 7 COUNTER SLOPE
5.0% MAX.
GRADE BREAK
2.0% MAX. 8.3% MAX. GRADE BREAK
TOP OF ROADWAY
A- -A
CUR RAMP (L .
DEPRESSED CURB & GUTTER
SEE NOTE 4
SECTION
CEMENT CONCRETE CURB RAMP "TYPE
PERPENDICULAR B" PAY LIMIT - SEE NOTE 6 7k\
E PERPENDICULAR- A N.-Ill ISOMETRIC VIEW -TYPE PERPENDICULAR-B
BUFFER
MATCH SIDEWALK STRIP
WIDTH - 4'0" MIN.
SEE CONTRACT PLANS
MATCH SIDEWALK PEDESTRIAN CURB
WIDTH - 4'0" MIN. SEE NOTE 5 CURBRAMSP
SEE CONTRACT PLANS PEDESTRIAN CURB MATCH SIDEWALK SEE NOTE PEDESTRIAN CURB
SEE NOTE 5
SEE NOTE 5 WIDTH - 4'0" MIN
3/8" EXPANSION JOINT SEE CONTRACT PLANS ��70
(TYP.) - SEE STANDARD 0>0
PLAN F-30.10 NDING 3/8" EXPANSION JOINT - SEE
SIDEWALK 5' - 0" MIN. 3' STANDARD PLAN F-30.10 LANDING
SEE NOTE 6 T- 0" MIN. F1
IL-M
< W R.
&5 5'- 0" MIN. 3" R.
2 SIDEWALK 0
B
IR
0 SEE NOTE 6 4u
4u 4u
BUFFER STRIP -�EE lul DETECTABLE WARNING SURFACE BUFFER DETECTABLE WARNING SURFACE
CONTRACT PLANS 1W 4u SEE STANDARD PLAN F-45.10 STRIP SEE STANDARD PLAN F-45.10
CURB & GUTTER CURB & GUTTER
SEE NOTE 5 SEE NOTE 5
PEDESTRIAN CROSSING PEDESTRIAN C 3ROSSING CURBRAMP
CLOSURE S GN CURBRAMP CLOSURE SIGN FACE OF SEE NOTES
FACE OF CURB
CURB PLAN VIEW- TYPE SINGLE DIRECTION-B
PLAN VIEW- TYPE SINGLE DIRECTION -A
DETECTABLE WARNING SURFACE
15'- 0" MAX - SEE STANDARD PLAN F-45.10
SEE NOTE 8
COUNTER SLOPE
GRADE 5.0% MAX.
GRADE BREAK
GRADE BREAK
BREAK GRADE
SIDEWALK
BREAK
SEE NOTE 6 2.0% MAX.
8.3% MAX.
TOP OF
ROADWAY
DEPRESSED
CURB RAM a. LANDIN
CURB & GUTTER
L
- SEE NOTE 5
SECTIONO
"CEMENT CONCRETE CURB RAMP
�M= Olkl�l C Ml=n�l�kl All
r'l� T 1-11VII I
ISOMETRIC VIEW- TYPE SINGLE DIRECTION -A
15' - 0" MAX
GRADE ��SEE NOTE 8
BREAK
SIDEWALK
SEE NOTE 6 8.3-1. M\AX.
CURB RAMP
SECTIONO
"CEMENT CONCRETE CURB RAMP
TYPE SINGLE DIRECTION B" PAY LIMIT
SEE NOTE 7
1W
3" R. TYP. DEPRESSED CURB
& GUTTER
CEMENT CONCRETE CURB
AND GUTTER - SEE NOTE 4
CURB RAMP DETAIL 0
PERPENDICULAR CURB RAMPS
AdM TYPE A & B
MWashington State Department of Transportation
tg
PERPENDICULAR
CURB RAMP
WSDOT STD PLAN F-40.15-01
NO SCALE
W S:D 0
NOTES
1. THIS PLAN IS TO BE USED WHERE PEDESTRIAN CROSSING
IN ONE DIRECTION IS NOT PERMITTED.
2. CURB RAMP LOCATION SHALL BE PLACED WITHIN THE
WIDTH OF THE ASSOCIATED CROSSWALK, OR AS SHOWN
IN THE CONTRACT PLANS.
3. WHERE GRADE BREAK IS CALLED OUT, THE ENTIRE
LENGTH OF THE GRADE BREAK BETWEEN THE TWO
ADJACENT SURFACE PLANES SHALL BE FLUSH.
4. DO NOT PLACE GRATINGS, JUNCTION BOXES, ACCESS
COVERS, OR OTHER APPURTENANCES IN FRONT OF THE
CURB RAMP OR ON ANY PART OF THE CURB RAMP OR
LANDING.
5. THE CURB RAMP MAXIMUM RUNNING SLOPE SHALL NOT
EXCEED 15 FEET TO AVOID CHASING THE SLOPE
INDEFINITELY WHEN CONNECTING TO STEEP GRADES.
WHEN APPLYING THE 15 FOOT MAXIMUM LENGTH, THE
RUNNING SLOPE OF THE CURB RAMP SHALL BE AS FLAT
AS FEASIBLE.
6. CURB RAMP, LANDING, AND FLARES SHALL RECEIVE
BROOM FINISH.
1" RADIUS
CORNER
115'- 0" MAX
SEE NOTE 8 PEDESTRIAN CURB
GRADE
BREAK SIDEWALK 90A AN LE
SEE NOTE 6 RADIU AY
2.0% MAX. 8.3% MAX. RY
LMI14LJII14%J CURB RAMP
DETAIL
LEGEND
SLOPE IN EITHER DIRECTION
ISOMETRIC VIEW- TYPE SINGLE DIRECTION-B
DETECTABLE WARNING
SURFACE- SEE
STD. PLAN F-45.10
DEPRESSED CURB AND
GUTTER - SEE NOTE 5
SINGLE DIRECTION CURB RAMPS
AIIIIIIIIIIIII161 TYPES A & B
MAR Washington State Department of Transportation
SINGLE DIRECTION
CURB RAMP
WSDOT STD PLAN F-40.16-01
NO SCALE
BROOMED VARIES - 3/8" EXPANSION JOINT (TYP.)
FINISH (TYP.) SEE CONTRACT PLANS - SEE STANDARD PLAN F-30.10
2.00/( MAX. MATCH SIDEWALK WIDTH
4'- 0" MIN. SEE
KID 1\
CONTRACT PLANS
U)
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BUFFER STRIP(-- SEE NOTE 1 2'-6- 2'-6- CEMENT CONCRETE
fp.),\\ \_ CURB & GUTTER
(TYP.) (TYP.) SEE NOTE 3
PLAN VIEW -TYPE 3 DRIVEWAY ENTRANCE
SIDE SLOPE (TYP.)
MATCH SIDEWALK WIDTH SEE CONTRACT PLANS
1/2"R. (TYP-) SEE CONTRACT PIJA_T_
DRIVEWAY -4'0"MIN.
(SEE NOTE 7) 2.0% MAX.
7
R V WAY ......
SIDEWALK J
D VEWAY
3/8" EXPANSION JOINT (TYP.) RAMP DEPRESSED
SEE STANDARD PLAN F-30.10 CURB & GUTTER
SEE NOTE 3
SECTION 0
"CEMENT CONCRETE DRIVEWAY
ENTRANCE TYPE 3" PAY LIMIT
DRIVEWAY
(SEE NOTE 7)
CL. 4000 CONCRETE
PER STANDARD SPEC. 8-06.3 7
1/2" MAX. LIP BETWEEN
ROADWAY GUTTER & CURB,
OR SEE CONTRACT PLANS
ISOMETRIC VIEW -TYPE 3
D TA I S
3/8" EXPANSION JOIN
SEE STANDARD PLAN
VARIES -
)NTRACT PLANS
6--0-
FINISH (TYP.)
DRIVEWAY ENTRANCE �, SEE NOTE 1 CEMENT CONCRETE
SIDE SLOPE (TYP.) CURB & GUTTER
SEE NOTE 3
PLAN VIEW -TYPE 4
ENTRANCE TYPE SHALL NOT BE USED ALONG A PEDESTRIAN ROUTE
SEE CONTRACT PLANS
1/2" R.. (TYP.) 15D 1/2"MAX. LIP BETWEEN
ROADWAY GUTTER & CURB,
OR SEE CONTRACT PLANS
DR VEWAY
I\
(SEE NOTE 7) DRIVEWAY DEPRESSED
RAMP SECTION nF CURB & GUTTER
0 SEE NOTE 3
"CEMENT CONCRETE DRIVEWAY CEMENT CONCRETE DRIVEWAY ENTRANCES
ENTRANCE TYPE 4" PAY LIMIT
E
TYPES 1, 21 31 & 4
DRIVEWAY
(SEE NOTE 7)
CL 4000 CONCRETE
PER STANDARD SPEC. 8-06.3 Washington State Department of Transportation
CEMENT CONCRETE
DRIVEWAY ENTRANCE
TYPES 1, 2,3 & 4
ISOMETRIC VIEW -TYPE 4 WSDOT STD PLAN F-80.10-01
NO SCALE SHEET 2 OF 2
VARIES - SEE CONTRACT PLANS
BROOMED SEE NOTE 1 -1)
FINISH (TYP.) 3/8' EXPANSION JOINT (TYP.) VARIES SEE CONTRACT PLANS BROOMED
CEMENT CONC. PEDESTRIAN CURB (TYP.) SEE NOTE 1 FINISH (TYP.) DRIVEWAY
(WHEN SPECIFIED IN CONTRACT) SEE STANDARD PLAN F-30.10 ENTRANCE
SEE STANDARD PLAN F-10.12 SIDEWALK
3"R. CEMENT CONC. SIDEWALK CEMENT CONCRETE (TYP.)
(TYP.) 3/8" EXPANSION JC INT (TYP.) SIDEWALK .0,
SEE STANDARD P!:tN F-30.10 N.
L MATCH SIDEWALK WIDTH 'N rSEE NOTE 1
SEE CONTRACT PLANS
01-1-N INN
-4-1.1" MIN.
C. , 4
CEMENT CONCRETE CURB DRIVEWAY
PLAN VIEW -TYPE 1 CEMENT CONCRETE & GUTTER (SEE NOTE 3) 51-0. 2.1-6- TAPER (TYP.) NCE
CURB & GUTTER NOTES (TYP.) (TYP.) SIDE SLOPE (TYP.)
(�> (SEE NOTE 3) J (:i� \_ DRIVEWAY ENTRA
15'MAX. SEE NOTE 6 VARIES - SEE 1. When the driveway width exceeds 15 feet, construct a full depth PLAN VIEW -TYPE 2
expansion joint with 3/8" joint filler along the driveway centerline.
GRADE CONTRACT PLANS- See Standard Plan F-30.1 O.Construct expansion joints
BREA GRADE BREAK parallel with the centerline as required at 15 feet maximum 1/2" MAX. LIP BETWEEN
a: NOT STEEPER THAN SEE CONTRACT PLANS SEE CONTRACT PLANS ROADWAY GUTTER & CURB
8-3% MAX. ROAD GRADE 8.3% MAX. !;t spacing when driveway widths exceed 30 feet. - 4'-O"MIN.- OR SEE CONTRACT PLANS
R. (TYP.) :�
2. See Standard Plan F-30.10 for sidewalk details. 1/2 a.
DEPRESSED CURB &
FED S IAN RAMP PEDESTRIAN RAMP 3. Curb and gutter shown; see the Contract Plans for the 2.0% MAX. &D GUTTER (SEE NOTE 3)
CEMENT CONCRE GRAD curb design specified. See Standard Plan F-10.12
TE 3/8" EXPANSION JOINT (TYP.)
SIDEWALK (TYP.) BREAK SECTION SEE STANDARD PLAN F-30.10 for Curb Details. DRIVEWAY
(SEE NOTE 7) SIDEWALK DRIVEWAY RAMP
4. Avoid placing drainage structures, junction boxes 3/8" EXPANSION JOINT (TYP.)
1/2" MAX. LIP BETWEEN or other obstructions in front of driveway entrances. - SEE STANDARD PLAN F-30.10 SECTION
ROADWAY GUTTER & CURB,
SEE CONTRACT SEE CONTRACT OR SEE CONTRACT PLANS 5. Where "GRADE BREAK" is called out, the entire length of the
112'R. PLANS PLANS line between the two adjacent surface planes shall be flush.
(TYP.) DEPRESSED CURB
& GUTTER 6. The curb ramp maximum running slope shall not require the
SEE CONTRACT PLANS 2.0% MAX. (SEE NOTE 3) ramp length to exceed 15 feet to avoid chasing the slope LEGEND
indefinitely when connecting to steep grades. When
SLOPE IN EITHER DIRECTION
RIVEWAY RAMP applying the 15 foot max. length, the running slope
of the curb ramp shall be as flat as feasable.
VEWAY 3/8'EXPANSION JOINT (TYP.)
E NOTE 7) SEE STANDARD PLAN F-30.10 7. Pay item does not include driveway.
SECTION See Contract Plans. CEMENT CONCRETE DRIVEWAY ENTRANCES
TYPES 1, 2t 3t & 4
AIIIIIIIIIIIIIIIII,
"CEMENT CONCRETE DRIVEWAY "CEMENT CONCRETE DRIVEWAY Washington State Department of Transportation
ENTRANCE TYPE 1" PAY LIMITS ENTRANCE TYPE 2"PAY LIMITS OF
DRIVEWAY DRIVEWAY
(SEE NOTE 7) (SEE NOTE 7)
CL. 4000 CONCRETE CL ' 4000 CONCRETE CF.MF_%1T CONCRUTFE
PER STANDARD SPEC. 8-06.3 PER STANDARD SPEC. 8-06.3 DRIVEWAY ENTRANCE
ISOMETRIC VIEW -TYPE 1
TYPES 1, 213 & 4
WSDOT STD PLAN F-80.10-01
NO SCALE
ISOMETRIC VIEW -TYPE 2 SHEET1 OF 2
Lovell- Sauerland
& Associates, Inc.
Engine ers/Surveyors/Planners
Development Consultants
19217 36th Avenue W.
Suite 106
Lynnwood, WA 98036
phone: (425)775-1591
e-mail: info@lsaengineering.com
web: Isaengineering.com
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DEC - 7 2011
DEV LOPMENT SERVICES 011
CITY OF EDMONDS
SCAM
APPROVED FOR CONSTRUCTION AS SHOWN
CITY OF EDMONDS DRAWN CHECKED
DATE: DATE RILL F.B. RLL SHEET
9-30-11 527, P.1 C5
CITY FILE NO.
BY. BLD2011-0815
dITY ENGINEERING DIVISION LSA FILE NO - 5311 OF 9
-I
GROUND/ROADWAY
THIN
STEEL
C.I. 13R D.I.P.
PART CHART
1j' MTR SETTER
A.Y. MCDONALDi M30-F6_08-WWFF-a
FORD, VBBBfL-95147-OM
2' MTR SETTER
A.Y. MCDONALDt M30-FZOB-WWFF-ZZ
FORDi VBB8Z.-95147-012
NOTEi SERVICE TAP TO MAIN SHALL BE ANGLED AND NOT EXCEED 22 DEGREES
1) 2' <IP THREAD) DOUBLE STRAP SADDLE EQUAL TO ROMAC
STYLE 202 IS REQUIRED REGARDLESS OF PIPE MATERIAL
2) 21 BRASS CORP. CC X MIPT.
3) 2- 2' BRASS STREET ELLS FOR SWING JOINT
4) IPS POLY HI-MOL PIPE (160 PSI) OR COPPER TYPE K PIPE
WITH MALE IRON PIPE SIZE. FOR POLY & IPS OR CTS PACK JOINT
FILLING.
5) 12 GAUGE SOLID CORE WIRE (TRACE WIRE), STRIP PLASTIC AND
WRAP AROUND BRASS AT BOTH ENDS.
6) 2' STAINLESS STEEL STIFFENER AND 2' MIPT X IPS PAC JOINT
7) BALL VALVE (IRON PIPE SIZE) CURB STOP.
8) BACK SIDE OF METER BOX SHALL BE SET AT THE PROPERTY LINE,
NOTEi (METER BOXES SHALL NOT BE PLACED IN DRIVEWAY AREAS).
9) 2' BRASS 90* BEND
10) WATER METER- TO BE SUPPLIED BY THE CITY, CONTACT PUBLIC WORKS
BEFORE INSTALLATION OF THE OUTLET HALF OF THE SETTER.
11) 2' METER SETTER WITH HIGH BYPASS PER A.Y. MCDONALD OR FORD
(SEE PART CHART TO THE LEFT> VERT. IN, VERT, OUT, FLANGED BALL
VALVE WITH LOCK WINGS.
12) S ACK 2 METER BOXES, MID STATE PLASTIC METER BOXES (MS
17x3Oxl2), WITH MS 17x12 DUCTILE LID WITH 9'x6h' READER. PLACE
BACK OF BOX AT PROPERTY LINE.
13) BRASS NIPPLE
14) 2' THREADED BRASS NIPPLE (12' LONG)
15) SCHEDULE 40 2' PVC CAP. REMOVED WHEN CONNECTION MADE
TO CUSTOMER LINE.
16) 4' X 4' X 8' CONCRETE BLOCK SUPPORTS.
NOTEt ALL FITTINGS SHALL BE BRASS. 17) 2' RESILIENT WEDGE GATE VALVE (F.I.P. X F.I.P.). ULFM APPROVED,
-6103.
IF USING 1-112' METER, ALL PARTS FUSE BONDED EPDXY COATED BODY AND BONNET, WEDGE FULLY
SHALL BE 1-1/2' EXCEPT THE 2' VEDGE ENCAPSULATED WITH RUBBER AND WITH 2' AWWA OPERATING
GATE VALVE VITH BRASS BUSHINGS NUT. EQUAL TO CLOW F
1 (!590-1 gg\j
18) 2-PIECE VALVE BOX. TOP SECTION TO BE RICH 940 STYLE
18' WITH REGULAR BASE SECTION, LENGTH TO FIT.
C ITY 0 F EDMONDS
REVISIONS
APPROVED BY DATE STANDARD DETAIL
D. GEBERT 6/16/03 it
1-1/2 and 2" WATER SERVICE INSTALLATION
D, GEBERT 10/6/03
DATE SCALE DWG NO.
7/24/01 E7.6.1
NTS
A GEBERT 4/2/07
(FOR FUTURE DEVELOPMENT)
SEWER STUB SHALL BE LOCATED 10' INSIDE PROPERTY LINE Sc STAKED.
PLACE 2x4 AT END OF SIDE SEWER STUB AND CUT TO LENGTH TO
ENSURE 3 FEET EXTENDS ABOVE GRADE. PAINT TOP 18 INCHES WHITE. IN
3 INCH HIGH LETTERS, STENCIL THE NUMBER OF EVEN FEET FROM
GROUND ELEVATION TO THE SEWER STUB INVERT. 8 GAUGE WIRE TO BE
DOUBLE WRAPPED AROUND PIPE AND 2x4 STAKE AT OR ABOVE FINISHED
GRADE.
Z CASTIRON LOCKING LID
10, LAMPHOLE COVER
(EAST JORDAN IRON WORKS CO.)
W (MODEL #: 00366108)
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11� 6" LATERAL RUN TO HAVE
CL SLOPE OF 2% MIN. TO
50% MAX.
jjE AND '45. BEND
6 , LATERAL RUN To
S Lop 0 _ 7
E F 2 M IN.
07
5 MAX
RUBBER JOINT BISCUIT PLUG OR
OTHER APPROVED WATERTIGHT PLUG
N 0 T E: 2 2.5* 0 R
45' BEND
1. WHEN TAPPING INTO EXISTING MAIN
AN INSERTA-TEE SHALL BE USED.
PLACEMENT OF TEE SHALL DEPEND
ON DEPTH OF SEWER MAIN. AS A
MINIMUM, THE TEE SHALL BE PLACED
AT A 45 DEGREE ANGLE.
2. IF CONNECTING SIDE SEWER TO EXIST
CONCRETE LATERAL, A CONCRETE/PVC ADAPTER
SHALL BE USED AND SECURED PER MFGR'S INSTRUCTIONS.
o'go- 1 qLj-
6" TEE
POSSIBLE
r-- SEWER MAIN
LOCATION
CONNECTION AT
MAIN SHALL BE
AT 45* ANGLE
OR GREATER
POSSIBLE
SEWER MAIN
LOCATION
REVISIONS DATE
--APPROVED BY STANDARD DETAIL
D. GEBERT 01/28/04
D. GEBERT 05/06/05 TYPICAL SEWER LATERAL
D, GEBERT 4/2/07 DATE 7/24/01 SCALE NTS DWG NO. EGA
Nne
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120 VOLT ELECTRICAL OUTLET FOR
HEAT TAPE. INSTALL HEAT TAPE
FOR FREEZE PROTECTION
�1; a.
0
0
Of
13- REDUCED PRESSURE
��KFLOW ASSEMBLY
(RPBA)
IF RPDA USE SENSOR
SR2 METER W/ TRPL
REMOTE READ. TRPL
SHALL BE INSTALLED 12 MIN. -
ON SIDE OF HOT
BOX WITH EASY
ACCESS FOR METER
READING.
3/8- X 4- ANCHOR BOLTS
PER MANUFACTURER
CONCRETE SLAB
(2000 PSI MIN.)
Z
FINISHED
GRADE
6" MINIMUM
RAININGY
FREE DRAINING
GRAVEL
CONNECT TO
WATER METER
IMMEDIATELY
ADJACENT TO
RPBA-----�,�
FLOW _
CENTER BACKFLOW
PREVENTER IN
ENCLOSURE
3" MIN.
3" MIN.
3- MIN.
ENCLOSURE "HOT
BOX" OR EQUAL
IF RPDA USE SENSOR
SR2 MErER W/ TRPL
REMOTE READ. --
3" MIN.
UNION
_�---SUPPORTS
X.
lot",
DRAIN
Cb C
SEE NOTE 6
SLEEVE
(TYP-)
6x6-W2.9xW2.9
WWF (WELDED WIRE
FABRIC)
SEE ENLARGED DETAILS
E 7,18
T, WATER \MAIN
2' DOMESTIC SERVICE
(COPPER OR HI-MOL POLY)
x r
4' FIRE LINE (MIN) M
(D.I.P) X
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5 1>
IN tj
GRADE M
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A
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c,, G DE
CLEARANCE REQTS
D TH TO MEE
CURB
. 4
b. . 4
7'-10' SIDEWALK
TYPE K COPPER OR
APPROVED EQUAL TO OWNERS ELECTRICAL PANEL. FRONT VIEW
DIRECT BURIAL OR IN RIGID
_-V METER SIDE
(SIZE AS REQ..) CONDUIT PER ELECTRICAL
PERMIT REQUIREMENTS.
NOTES: SIDE VIEW
1. PROVIDE CITY APPROVED SUPPORT FOR DEVICES LARGER THAN 1" DIAMETER.
2. OWNER SHALL FURNISH, INSTALL AND MAINTAIN THE RPBA OR RPDA AND ALL PIPING AND
APPURTENANCES SHOWN ON THIS PLAN.
3. CITY WILL PROVIDE INSPECTION. INITIAL TEST OF THE RPBA OR RPDA PRIOR TO
ESTABLISHMENT OF WATER SERVICE WILL BE DONE BY A STATE CERTIFIED BAT TESTER
6. DRAIN SHALL BE SIZED IN ACCORDANCE WITH AWWA CROSS CONNECTION CONTROL
14. REDUCED PRESSURE BACKFLOW ASSEMBLIES SHALL BE STATE APPROVED DEVICES.
5. ANNUAL TESTING OF RPBA AND RPDA REQUIRED BY OWNER.
FIGURE 6-8 (SEE STID DETAIL SHEET E 7.11.1)
7. ENCLOSURES SHALL BE LOCATED ON PRIVATE PROPERTY.
CITY OF EDMONDS
REVISIONS
APPROVED BY I DATE STANDARD DETAIL
D. GEBERT 10/6/03 HOT BOX ASSEMBLY FOR REDUCED PRESSURE BACKFLOIN ASSEMBLY (RPBA)
AND RPDA
D, GEBERT 4/2/07
DATE 6/16/03 SCALE NTS DWG No- E 7.11
*I 1 1
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SEE DETAIL E7.8
rKurLKIT LINt
ROW
q777777777
3, FDC
X
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DCDA 40
M7
/,
NOTE (FOR BLDGS WITHOUT SETBACKS) 3/
U
1.
THE PIV AND FDC SHALL BE LOCATED -0
LOCATED ON THE EXTERIOR WALL OF THE BUILDING
OR IN A LANDSCAPED AREA. AT NO TIME 3' Piv
SHALL THE PIV OR FDC BE LOCATED IN THE PUBLIC S IDEWALK
2.
THE DCDA SHALL BE LOCATED ON THE
IMTERIOR WALL OR IN A ROOM ADJACENT TO THE RIGHT-OF-WAY
VHERE IT TIES INTO THE CITY MAIN,
3.
THE PIV AND FDC SHALL HAVE A 3' MINIMUM
CLEARANCE BETWEEN AND AROUND THEM,
4.
THE SENSUS ECR/WP REMOTE READER SHALL BE
REMOTE READER
R-ACED ON THE EXTERIOR WALL OF THE BUILDING
4' ABOVE GRADE,
5.
THE FDC SHALL BE 4' PIPE AND HAVE A 22* BEND WITH 4' S
;TORZ
ADAPTER ON THE END,
6.
HE WATER METER SHALL BE LOCATED AT THE PROPERTY
LINE WHENEVER POSSIBLE, LOCATION OTHER THAN THE
FROPERTY LINE, SHALL BE DETERMINED BY THE CITY INSPECTOR,
C ITY OF EDMONDS
REVISIONS
I
STANDARD
DETAIL
APPROVED BY
DATE
D. GEBERT
07/12/05
FIRE LINE AND 2" DOMESTIC SERVICE
CONNECTIONS LAN VIEW)
l�F
ZERO -SETBACK BUSINESS/ COMMERCIAL ZO E
78190
D. GEBERT
-1990
4/2/07
DATE
03/24/05
SCALE
NTS
DWG NO. E7.19
TA S
INSTALL CHECK VALVE ON METER INSTALLATIONS FOR NEW ROPERTY
BUILDING CONSTRUCTION ONLY. DELETE CHECK VALVE FOR R. 0. V. LINE
METERS INSTALLED WITH REPLACEMENT
OF EXISTING WATER MAINS, FINISHED
GRADE
00
METER INSTALLED BY CITY
ED
ALL VALVE CHECK VALVE
00
1-1 1'
;VALVE CHECK '
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UP, @ �
(3D FOR VACANT LOT (FUTURE USE) CLRB STOP SHALL BE PLACED
AT PROPERTY LINE AND LOCATION MARKED WITH PAINTED
2' X 4' WITH 'WATER' STENCILED ON IT,
SHALL BE INSTALLED IF EXISTING YOKE HAS NO CURB STOP.
DEPTH SHALL BE 18'.
MATERIAL LIST
OR V SERVICE TO BE TYPE 'K' SOFT COPPER TUBING,
01 ALL 3/4' 1
CEMENT LINED D,I, BRONZE CORP. STOP WITH CC THREAD INLET AND COPPER (CTS) GRIP OUTLET,
(FORD OR MUELLER)
WATERMAIN WITH
TYPE 'K' SOFT COPPER TUBING OR HIGH MOLECULAR POLY PIPE (160 PSI),
TYTON TYPE JOINT TRACER WIRE SHALL BE WRAPPED AND TAPED TO POLY PIPE.
BRONZE CURB STOP WITH EIP THREAD,
3/4' METER SETTER EQUAL TO A.Y,M, McDONALD AY20212WCID3
THIN WITH ANGLE BALL VALVE WITH LOCK WINGS, CHECK VALVE, 12' TALL
STEEL INLET AND OUTLETi HORIZONTAL WITH DUAL PURPOSE CONNECTIONS
DOUBLE STRAP SADDLE REQUIRED WHEN TAPPING THIN STEEL
MID -STATES PLASTIC METER BOX ( MS 11 X 18 X 12) WITH
MS 11x18 DUCTILE LID WITH 9'x6Y2' READER
BRASS COMPRESSION FITTING
PAINTED 2 X 4' WITH 'WATER' STENCILED ON IT 1' WATER SERVICE TO HOUSE
MIPT X CTS GRIP 14GA, WIRE TRACER (TAPED
Q TO POLY PIPE EVERY 100
NDTE,' PVC PIPE SHALL NO T BE USED FOR WA TER SERVICES
REVISIONS
APPROVED BY DATE STANDARD DETAIL
A GEBERT 6/16/03 3/4" and 1 " WATER SERVICE INSTALLATION
D. GEBERT 6/19/03
DATE SCALE DWG NO.
7,390-1990 D, GEBERT 4/2/07 7/24/01 NTS E7.6
CONC. BRICK SUPPORT
LING MAIN
Mi
FL X MJ RSGV
(TYPICAL)
FL X MJ RSGV
(TYPICAL)
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MJ RSGV
'PICAL)
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(TYPI
940 STYLE CAST IRON
VALVE BOX AND EXTENSION
ACP SURFACE
MATCH THICKNE
SS
(3' MINIMUM)
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APPR13VED BY
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6-(TYP)
ol
3" (TYP)
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EXIST GROUND
__ L(11
UNIONS REWD
TOP VIEW NO HIGHER THAN
5' TO CENTER OF
#2 SHUT OFF VALVE
TEST COCKS zi
WITH PLUGS 11 RESILIENT SEATED SHUTOFF
(4 REQ'D) . . VALVES (2 REVD)
PLASTIC OR CEMENT METER BOX
SIDE VIEW
1. APPROVED DOUBLE CHECK VALVE ASSEMBLY TO LAY HORIZONTAL WITH GROUND.
2. DESIGNED FOR BACK SIPHONAGE AND BACK PRESSURE.
3. TEST COCKS TO EITHER FACE OUTWARDS OR UPWARDS FROM ASSEMBLY.
4. ALL TEST COCKS MUST BE PROVIDED WITH PVC PLUGS. GRAVEL (12- MIN,'
5. THOROUGHLY FLUSH LINES PRIOR TO INSTALLATION OF BACK FLOW PREVENTER.
6. THE DCVA CAN 13E INSTALLED ABOVE OR BELOW THE GROUND PROVIDED ALL CLEARANCES
ARE MEr.
7. DO NOT INSTALL IN AN AREA SUBJECT TO FLOODING.
B. MUST BE PROTECTED FROM FREEZING CONDITIONS.
9. THE BACK FLOW PREVENTION ASSEMBLY MUST BE A WASHINGTON STATE APPROVED MODEL.
10. IF INSTALLED INSIDE A BUILDING THE DCVA SHALL BE INSTALLED NO HIGHER THAN 5 FEET FROM FLOOR TO C/L OF ASS
AND A MIN. OF 12 INCHES FROM FLOOR TO BOTTOM OF ASSY.
IF INSTALLED IN A VERTICAL CONFIGURATION, ASSY. MUST BE A MINIMUM OF 12 INCHES FROM FLOOR, AND NO HIGHER I
5 FEET FROM FLOOR TO C/L OF #2 SHUT OFF VALVE. *ONLY ASSY. WITH APPROVAL FROM WADOH.
MUST BE TESTED AFTER INSTALLATION AND YEARLY THERIEAFTER BY A WASHINGTON STATE CERTIFIED
dr90-199u
MJ X MJ D.I. LONG BODY COUPLING
3' MIN.
(TYP) d
WA�E�M N
FL X FL TEE
*q I
INSTALL RIBBED PVC PIPE (ASTM D-3034)
WHEN USING CDF BACKFILL ONLY
(TYP FOR ALL VALVES)
MAIN COUPLING
CONC. BRICK SUPPORT
NUMBER OF BRICKS REQUIRED
DEPENDS ON AMOUNT OF OVER EXCAVATION
EDMONDS
STANDARD DETAIL
TYPICAL WATER VALVE CLUSTER CONNECTION DETAIL
DATE SCALE DWG NO.
8/17/06 NTS E7.18.1
Vertical Installation
NDS---
C.JTY"--,..-0-F:--. '...."E.-DIM-0.
REVISIONS STANDARD IDE'TAIL
APPROVED BY
DATE
ASSEMBLY(
D. GEBERT 6/16/03 RESIDENTIAL DOUBLE CHECK VALVE DCVA)
(STANDARD D.C.U. 2" AND SMALLER)
D. GEBERT 4/2/07 DATE
7/24/01 SCALE NTS jDWG NO.
E7.7
4/2/07: CHANGED FLOOR MINIMUM CLEARANCE FROM 6" TO 12"
ROM
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE:
BY:
CNY ENGINEERING DIVISION
Lovell - Sauerland
& Associates, Inc.
Eiigineers/Surveyors/Planners
Development Consultants
19217 36th Avenue W.
Suite 106
Lynnwood, WA 98036
phone: (425)775-1591
e-mail: info@lsaengineering.com
web: Isaengineering.com
3" $u5mli-rAL - 12-/06/11
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Eml PMENT SERVICES
;ITY OF EDMONDS CTFLI
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DATE F.B.
9-30-11 1 527,
CITY FILE, NO. -O
BLD2011
ILSA FILE NO' 53
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15
11 1 OF 9
Close parking lanes on both sides
of street. Shift both N. and S.
bound traffic to the west side of
72nd allowing the parking and
traffic lane on the E. side to be
used for construction activity.
Maintain unobstructed 10'min.
width lane travel in both N. and S.
bound directions
12- & WWPO
0 — — — —
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— W ==-
SCALE ; 1'.ZW
S59� CIVIL
I Lane-ShiftPlan
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Maintain access to all neighboring
business's at all times
E
D-1
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TE 009TV'roll
72ND AVENUE W-
------- ir rokow
q% U�m TMVM UJK
—a— R IL Wito
A
*40 CT
Silo Traffic cones to
Maintain-'El-e-ar / unobstructed separate closed lane
access to McDonald's fire from lane of travel.
lane at all times Spaced every 10'
LTR
MUTCD
Sign Type
A
R 9-9
Sidewalk Closed
B
R 9-11L
Sidewalk Closed Ahead (arrow) Cross Here
B-1
R 9-11R
Sidewalk Closed Ahead (arrow) Cross Here
C
W 6-3
Two Way Traffic
D
W 1-4
Lane Curve (to the left)
D-1
W 1-4
Lane Curve (to the right)
E
W 20-1
Road Work Ahead
LE- 15NO 74ft W011241-
B-1 at
crosswalk
RECEIVED
DEC - 7 2011
DEVELOPMENT SERVICES CTR-
CITY OF EDMONDS
6e5, cl V1 L-
siwWr Ce
=too 'evro vow"t,
-gn —5-- -
I Lane Closed / One Lane Plan I
LTR
MUTCD
Sign Type
A
R 9-9
Sidewalk Closed
B
R 9-11L
Sidewalk Closed Ahead (arrow) Cross Here
B-1
R 9-1113
Sidewalk Closed Ahead (arrow) Cross Here
E
W 20-1
Road Work Ahead
F
W 20-4
One Lane Road Ahead
G
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V10
A104A
LNK
RE 0.11EIVE D
DEC - 7 2011
DEVELOPMENT SERVICES CTR-
CITY OF EDMONDS
VAW VUS-fo V�S?,5
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Va F--7
SCAtE ; 1-.Zo*
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fLftj�j Sflgj� —I Ce
I Sidewalk Closed Plan I
Maintain access to all neighboring
business's at all times
INORK AREA 03tsr4cnoll
VW
72NP NUE W.
-------- -----
Traffic Cones to
A
separate closed
sidewalk from
lane of travel.
Maintain clear/ unobstr6cted
access to McDonald's fire Spaced every 10'
lane at all times
LTR
MUTCD
Sign Type
A
R 9-9
Sidewalk Closed
B
R 9-11L
Sidewall(Closed Ahead (arrow) Cross Here
B-1
R 9-11R
Sidewalk Closed Ahead (arrow) Cross Here
owe M"O.
ue W.
7-7
E-
2
-1
B at
c rosswalk
RECEIVED
DEC - 7 2011
DEVELOPMENT SERVICES CTR.
I CITY OF EDMONDS
N
it
SCALE 1 Pt=20f
0 20
TRAFFIC CONTROL PLAN NOTES
NE1/4, NW1/4 SECTION 29,- T.27N., R.4E., W.M.
WORK 4RE4 (TYP.)
STRIP
27 S. BOUND TRAVEL LANE YELLOW CFgTERUNE E
PARKING
8!
S. BOUND TRAVEL LANE ======= ======= —
127 r 1127 N. BOUND 'TRAVEL LANE 8! K G
P iNG
LANE
127 N. BOUND TRAVEL
P KIN
.. .. . ......
0
VILY ROW
COORDINATE CONSTUCTION
To KEEP DWY OPEN
1. AFTER WORK WITHIN THE TRAVELED ROADWAY IS COMPLETED AT THE END OF EACH DAY,
THE ROAD SHALL BE COMPLETELY OPEN TO TRAFFIC AND ALL EQUIPMENT SHALL BE OUT
OF THE TRAVELED ROADWAY. ANY EQUIPMENT OR CONSTRUCTION MATERIALS LEFT WITHIN
THE PUBLIC RIGHT—OF—WAY SHALL HAVE LIGHTED TYPE 11 BARRICADES AROUND THEM.
ALL NONAPPLICABLE SIGNS SHALL BE REMOVED, TURNED OR COVERED DAILY WHEN
CONDITION NO LONGER EXISTS.
2. ACCESS BY EMERGENCY VEHICLES SHALL BE MAINTAINED AT ALL TIMES.
3. CONSTRUCTION SIGNS AND DELINEATORS SHALL BE PROVIDED AND MAINTAINED BY THE
CONTRACTOR.
4. TRAFFIC CONTROL PLAN IS SUBJECT TO CHANGE PRIOR TO CONSTRUCTION.
5. ADDITIONAL SIGNING AND FLAGGING MAY BE REQUIRED AS CONDITIONS WARRANT.
6. SHOULD A PROPOSED SIGN LOCATION FALL WITHIN A PRIVATE DRIVEWAY, CONTRACTOR TO
ADJUST LOCATION OF SIGN TO FALL 5'+ BEYOND EDGE OF DRIVEWAY IN DIRECTION OF
ROAD TRAFFIC. (10- MAX. FROM PLAN LOCATION) DRIVEWAY ACCESS SHALL BE MAINTAINED
AT ALL TIMES.
7. ALL TRAFFIC CONTROL SHALL COMPLY WITH MUTCD STANDARDS (I.E. FIGURE 6H-6).
8. ENTIRE CLOSURES OF 72ND AVE W WILL NOT BE PERMITTED, ONLY ONE LANE MAY BE
CLOSED AT A TIME.
9. CLOSURE OF THE SIDEWALK AND PARKING AREAS FOR MORE THAN 72 HOURS SHALL BE IN
WRITING AND AS APPROVED BY THE CITY AND DISRUPTION FEES WILL APPLY.
LONGITUDINAL BUFFER
SPACE = B
POSTED SPEED (MPH)
25
30
35
40
45
5
__F7
F-55
60
65
1 70
LENGTH B(FEET)
155
200
250
305
SEE STD. PLAN K-40.20
BUFFER DATA
TYPICAL PROTECTIVE VEHICLE WITH TMA (SEE NOTE 1)
VEHICLE TYPE
LOADED WEIGHT
4 YARD DUMP TRUCK,
MINIMUM WEIGHT 15,000 LBS.
SERVICE TRUCK,
(MAXIMUM WEIGHT SHALL BE
IN ACCORDANCE WITH MANU-
FLAT BED, ETC.
FACTURER RECOMMENDATION)
ROLL AHEAD STOPPING DISTANCE = 30 FEET MIN.
(DRY PAVEMENT ASSUMED)
LEGEND
N
R9-9
SIDEWALK
CLOSED
MINIMUM TAPER LENGTH L=(FEET)
SHOULDER WIDTH POSTE-1 SPEED (MPH)
(FEET) 25 30 35 1 40 45 50 1 55 1 60 65 70
6 63 90 123 160
8 84 120 1164 2141 �EE SITD. PLAN 11-40.26
....................................................................... ................. ................. ................ ................. ............. ........... I . ...............
10 105 150:1204 2671
I....... . . ...............
.. ...... .................. ............ . . . . . .. . ..............
LESSTHAN 6 3 DEVICES MINIMUM, SPACED 10'O.C.
CHANNELIZING DEVICE SPACING
POSTED SPEED
IN TAPER
IN TANGENT
(MPH)
(FEET)
(FEET)
35/40
30
.... ... .........
60
........... ........ ...................
.............................................................
25/30
1 * .......................
20
40
I :
COORDINA
To K
Co. k ?
TE CONSTUCT'ON
Ep DWy OPEN W`LY ROW
s! PARKING
j:e S. 13OUND TRAVEL LANE
127 N. BOUND TRAVEL LANE
12! PARKING
E Wk. 71�
ty�4y Cul 1 CLY ROW
COORDINATE CONSTUCTION
TO KELI- DWy OPEN
NOTES
1. A Protective Vehicle is recommended regardless if a Truck
Mounted Attenuator
(TMA) is available; a work vehicle may be used. When 'no TMA
is used, the
Protective Vehicle shall be strategically located to shield
workers, with no specific
Roll —Ahead distance.
2. Channelizin
09 Device spacing for the downstream taper option
shall be 2 0. C.
3. For signs size refer to Manual on Uniform Traffic Control
Devices (MUTCD) and
WSDOT Sign Fabrication Manual M55-05.
8' PARKING 8' PARKING
12' S. BOUND
12' S. BOUND
12' N. BOUND
8' PARKING
X
W20-1
ROAD
WORK
\HEA
X
W21-5
HOULDE
WORK
Im In ED 93 ES M 0 0 0
12' N. BOUND
C-4 0
EM Es 0 99 12 Es E3 so 12 ES 9
WORK AREA
B
SHOULDER CLOSURE
- LOW SPEED ROADWAY
(40 MPH OR LESS)
STANDARD PLAN K-40.40-00
SIGN LOCATION
CHANNELIZING DEVICES
PROTECTIVE VEHICLE r- RECOMMENDED
Washington State Department of Transportation
NO SCALE
12' PARKING
G20-2A END
OR ROAD WORKJ
DOWNSTREAM TAPER TO
SHOW END OF WORK AREA
- SEE NOTE 2
R9-9
SIDEWALK
CLOSED
SIGN SPACING= X (1)
RURAL ROADS & URBAN ARTERIALS 35 / 40 MPH 350'±
RURAL ROADS, URBAN ARTERIALS, 25 / 30 MPH 200'± (2)
RESIDENTIAL & BUSINESS DISTRICTS
URBAN STREETS 25 MPH OR LESS 100'± (2)
ALL SIGNS ARE BLACK ON ORANGE UNLESS DESIGNATED OTHERWISE
(1) ALL SIGN SPACING MAY BE ADJUSTED TO ACCOMMODATE INTERCHANGE
RAMPS, AT -GRADE INTERSECTIONS, AND DRIVEWAYS.
(2) THIS SIGN SPACING MAY BE REDUCED IN URBAN AREAS TO FIT ROADWAY
CONDITIONS.
TRAFFIC CONTROL CONSTRUCTION NOTE
THIS PLAN SHOWS THE TYPICAL MINIMUM CONTROL DEVICES AS SHOWN ON WSDOT STANDARD
PLANS. THE CONTRACTOR SHALL SUBMIT A SEPARATE SPECIFIC TRAFFIC CONTROL PLAN FOR
EACH CONSTRUCTION PHASE. PLANS SHALL BE SUBMITTED AND APPROVED BY THE CITY PRIOR
TO RIGHT—OF—WAY PERMIT ISSUANCE.
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE: �W [0 11
BY: (-,Om t��Na
��tCITY ENGINEERING DIVISION
19217 36th Avenue W.
Suite 106
Lynnwood, WA 98036
phone: (425)775-1591
e—mail: info@lsaengineering.com
web: lsaengine ering.com I
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F.B.
527, PA
CITY FILE NO.
BLD2011-0815
OF 9
LSA FILE NO 5311
Call 2 Working Days Before You Dig
1-800-424-5555
Utilities Underground Location Center
(ID,MT,ND,OR,WA)
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BASIS OF BEARINGS
THE CENTERLINE OF 72nd AVENUE W. PRE SHORT PLAT RECORDED UNDER
AUDITOR'S FILE NUMBER 9809150217
-BENCH MARK
TOP OF CONCRETE MONUMENT IN CASING AT THE INTERSECTION OF 214th
STREET S.W. AND 72nd AVENUE W.
ELEVATION : 366.93
DATUM : CITY OF EDMONDS (M.L.L.W.)
(A'
SAWCUT FOR PROPOSED UTILITY
SAWCUT FOR PROPOSED SIDE /GUTTER & SIDEWALK. EXTENSIONS. SEE SHT C4
SEWER CONNECTION. SEE SHT C4 ONC. VERT. CURB
220'* REMOVE EX. C a -MIN SAWCUT UMITS
REMOVE EX- AC PAVEMENT V
72nd AVE. W-
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BUS % Li�dA
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AC TE 8 045 9.
CONSTRUCTION NO, ON, N & CULVERT;.
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DEMOLITION NOTES:
1. A PRE —INSPECTION BY THE CITY BUILDING INSPECTOR IS
REQUIRED, 425-771-0220 EXT. 1333.
2. CONTACT THE CITY WATER DEPARTMENT TO SCHEDULE FOR
WATER METER REMOVAL (IF APPLICABLE), 425-771-0235
EXT. 1647.
3. THE SEWER LINE CAP AT THE PROPERTY LINE IS REQUIRED TO
BE INSPECTED BY THE CITY ENGINEERING DIVISION, CALL FOR
INSPECTION AT 425-771-0220 EXT. 1326. SEWER LATERALS
MAY ONLY BE CAPPED WITH THE CORRECT SIZE SCREW PLUG
(A CONCRETE PATCH IS NOT PERMITTED). IF THE LINE
CANNOT BE LOCATED, THE CITY SEWER DEPARTMENT MAY BE
REQUESTED TO LOCATE THE LINE FOR A FEE BASED ON 11ME
AND MATERIALS.
4. A POST INSPECTION BY THE CITY BUILDING AND CITY
ENGINEERING INSPECTOR IS REQUIRED.
5. CONTRACTOR/OWNER REQUIREMENTS:
A. TEMPORARY EROSION CONTROL MAY BE REQUIRED PRIOR
TO, DURING AND POST DEMOLITION WORK.
B. ALL MATERIALS MUST BE DUMPED AT APPROVED DUMP
SITES AND HAULED ONLY OVER APPROVED HAUL ROUTES.
C. THE STREET IS TO BE CLEAN OF DEBRIS AT ALL TIMES.
D. THE CITY MAY REQUIRE REPAIR, OR RESTITUTION OF, ANY
PUBLIC PROPERTY DAMAGED DURING THE WORK.
CONSTRUCTION NOTES:
1. THE LOCATION OF UNDERGROUND UTILITIES SHOWN HEREON IS
APPROXIMATE ONLY. THE OWNER SHOULD CONTACT THE
PURVEYORS OF ALL UTILITIES IN THE AREA TO DETERMINE
THE LOCATION AND DEPTH OF ALL UTILITIES ON AND
ADJACENT TO THE PROPERTY. CONTRACTOR TO VERIFY
UTILITY LOCATIONS PRIOR TO CONSTRUCTION. IF ANY
CONFLICTS ARE IDENTIFIED CONTACT ENGINEER IMMEDIATELY.
2. ADDITIONAL UTILITY EASEMENTS MAYBE REQUIRED DEPENDING
ON EXISTING UTILITY LOCATIONS.
3. PROJECT CLASSIFICATION: CATEGORY 2, SMALL SITE (PROJECT
AREA = 0.78 AC., IMPERVIOUS = 29,120 SF)
4. CONNECT ROOF' DRAINS TO DRAINAGE SYSTEM.
5. ALL DISTURBED PERVIDUS SURFACE AREAS WHICH ARE TO
REMAIN PERVIOUS SHALL RESTORE SOIL QUALITY AND DEPTH
BY AMMENDING/COMPOSTING SOILS (PER D.O.E. BMP T5.13).
6. COMPACTION TEST REPORTS WILL BE REQUIRED FOR ALL
UTILITY TRENCHES WITHIN THE CITY RIGHT—OF—WAY.
SUBGRADE SHALL BE COMPACTED TO 95% AND COPIES OF
TEST REPORTS PROVIDED TO THE CITY PRIOR TO PAVING.
7. A SEPARATE RIGHT—OF—WAY CONSTRUCTION PERMIT IS
REQUIRED FOR ALL YORK WITHIN THE CITY RIGHT—OF—WAY.
A ROW PERMIT APPLICATION WITH CONTRACTOR'S SIGNATURE
SHALL BE PROVIDED TO THE CITY.
8. BUS STOP: APPLICANT HAS COORDINATED WITH COMMUNITY
TRANSIT AND COMMUNITY TRANSIT WILL TEMPORARILY MOVE
THE BUS STOP NORTH. THEN THEY WILL RELOCATE IT TO THE
SOUTH END OF THE PROPERTY AFTER CONSTRUCTION IS
COMPLETE. THIS WIH REMAIN A TEMPORARY STOP UNTIL IT
IS PERMANENTLY LOCATED AFTER CONSTRUCTION OF A
FUTURE TURN —AROUND WHICH IS CURRENTLY BEING PLANNED.
9. REMOVE EX. CB AND THE EX. PIPE CAN BE PLUGGED AND
ABANDON ED—IN— PLACE ONLY IF THE EX. STORM CROSSING IF
TV'D PRIOR TO REMOVING THE CB AND AFTER THE ELECTRIC,
GAS AND CABLE BOFINGS ARE COMPLETE. IF THIS
CONSTRUCTION SEQUENCE CAN NOT HAPPEN IN THIS ORDER,
THEN THE EX. PIPE SHALL BE REMOVED AND PLUGGED AT
THE MAIN.
10. WATER SERVICE CONIIEC11ON: FOR WATER SERVICES 2" AND
LESS, THE CITY SHALL PERFORM THE TAP ON THE MAIN.
THE CONTRACTOR WILL BE RESPONSIBLE FOR TRENCHING,
BACKFILL, AND RESTORATION. CONTRACTOR SHALL
COORDINATE WITH PLBLIC WORKS (425-771-0235).
11. WATER OUTAGES: COqTRACTOR SHALL COORDINATE WITH THE
CITY SIX (6) WEEKS N ADVANCE OF SHUT DOWN. THE
CONTRACTOR SHALL `sIOTIFY BUSINESSES OF SHUT DOWN
FOUR (4) WEEKS IN ADVANCE USING THE CITY FORM ON THE
THE CITY'S WEBSITE.
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APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE:
BY.
CffY ENGINEERING DIVISION
19217 36th Avenue W.
Suite 106
Lynnwood, WA 98036
phone: (425)775-1591
e-mail: info@lsaengineering.com
web: Isaengineering.com
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527, P.1
C9
CITY FILE NO.
BLD2011-0815
OF 9
LSA FILE NO - 5311
S 2411 O.C.
2-04
all CMU - GROUT —
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IBOLTS e 3211 O.C.
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ALE: 3/811 n 11-0
POSITION STOP eARD 4
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NOT TO 5E WELDED TO
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PITTING
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HOLE TYR.
HINCzE DETAIL
SCALE. WS"
PRE -FINISHED
METAL FLASHING
600 TI E70-43
HARDIE PANEL
FASCIA, FAINTED
TOP OF MASONRY
HARDIE PANEL
5OARD, PAINTED
2-S
2-04 e 4511 O.C.
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DROP ROD
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FA5RIC
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TRASH ENCLOSURE ELEVATION
SCALE: 1/4"
5 4X3X311ro TYP.
5/6" PLYWOOD
IL
05 a (01, O.C.
TS 4X3XI/4 OFFSET
PRE -FINISHED
SECTION CUT To
METAL PLAS14ING
MATC14 RADIUS OF
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SCREWS 0 16" O-C
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mK V-411
TOP OF MASONRY
TS 4X3X311(o TYP.
WILDING SECTION
SCALE,
- 1/2" a 1'-0"
-1/41' END PLATE
NOTE:
EXISTING GATE
TO 5E RE -USED.
DETAIL 13
SCALIE- 1-1/211
GALVANIZED
ALUMINUM STEEL
OR SZ,
— METAL CAP
— TOP HINGE
— all TILT -UP CMIU
WALL
STRETCHER 5AR
& 11 STANDARD
STEEL PIPE POSTS,
TYP.
FINISH GRADE
50TTOM HINGE
NOTE:
EXISTING GATE TO
5E RE -USED.
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SINGLE -FLY 1) CO
ROOFINF
SDS 25 SCREWS
2411 O.C.
2xa PT PLATE
Hardware and fasteners in
contact with preservative -
treated wood shall be of
hot -dipped zinc galvanized
steel, stainless steel, silicon
bronze or copper.
IRC R317.3.1
EBC 2304.9.5.1
----------------------------------------- --- -------------- -------
--------------- f I
_T_
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all CMU WITH 05 a 2411
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161-011 121-611
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2x6 PLATE WITH 5/611 AB. a 45" O.C.
5/611 A.5.6 4S" O.C.
bo, L I
ISTORAGE
(UNHEATED -SPACE)
2-So HEAD
EXTEND 2'-0"
5EYOND JAM5
SOIL BEARING VERIFICATION SUBJECT TO
INSPECTION BY THE BUILDING INSPECTOR
PRIOR TO PLACEMENT OF CONCRETE. IF THE
BUILDING INSPECTOR FINDS THAT THE
SOILS ARE QUESTIONABLE TO SUPPORT THE
SPECIFIED LOAD BEARING PRESSURE,
VERIFICATION BY A GEOTECHNICAL
ENGINEER WILL BE REQUIRED.
BLOCK
CONC.
WALL
C14
EXISTING
OFFICE /
MINI -MART
EXISTING PARKING
TO REMAIN
EXIST. CAR
WASH
IBUILDING
EXIST.
PUMP ISLAND
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ZONING CO2 APPROVED BY PLANNING
E INEESING DIVISION
R E AS NOTEP j,
Date: _—ILZ442,
NG VE X5 1,
A FROFCeED TRA5H 5TORAGE RELOCATION
SCALE: P = 20'
ROOF FRAMINCi PLAN
SCALE: 1/4" 11-011
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Donahou Design Group
16398 NE 85th Street
Suite 101
Redmond, WA 98052
425.285.9992 T
425.242.0126 F
40. DONAHOU
OF WASHINGTON
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