HomeMy WebLinkAbout801 E Front St Technical - BuildingTECHNICAL
Permit aG 70()
Address s El Frohft" St
Project description Nei Co rnrylerGal rEJ Jt cer er
Date the permit was finaled -2 'o7
Number of technical pages lZ
02/08/07 12 37 FAX 3606812086
782 KITCHEN DICK ROAD
SEQU /M, WA 98382
PHONE 360 681 -3333
FAX: 360 681 2086
Fax e
Cooper MV
To: Jim City of PA Bldg Dept From: Chris Hahn Estimator
Fax: 417 -4711 Dote: February 8, 2007
Phone: 417 -4816 Pages: 11
Re: Cooper Bldg CC:
Urgent For Review Please Comment Please Reply Please Recycle
•Comments:
Hi Jim,
Here are the balance of the commercial heat load talcs for the Cooper Building.
Spaces 1, 7 and 5 have 2# tern emits, and spaces 3 and 4 have 2 ton units, and all
hails have economizers an t# n. Let me beow as stoat as passible if there's
anything else you need.
.541as
Chris
Peninsula Heat
col
Peninsula Heat
FlOE
02/08/07 12 37 FAX 3606812086 Peninsula Heat a02
Page 1
Report Prepared By
Peninsula Heat, Inc.
For Copper Bldg Space #1 [Copy 21
Port Angeles, WA 98362
HVAC -Calc Commercial 4.0 by HVAC Computer Systems Ltd.
Loan calculations am swims :lies only actual loads may very due to weather and conelf bon differences.
Design Conditions. Port Angeles, Latitude. 47 Time 1 00 PM
Indoor Outdoor
Summer temperature. 75 Summer temperature: 77
Winter temperature: 70 Winter temperature: 28
Relative humidity' 50 Summer grains of moisture: 60
Daily temperature range: 16
Building Component Sensible Latent Total Total
Galn Gain Heat Gain Heat Loss
(BTUH) (BTUH) (BTUH) (BTUH)
Floors 0 0 0 1 358
Walls 92 0 92 1,634
Windows 3,712 0 3,712 1,865
Doors 1 102 0 1 102 538_
Door Leakage _0__ 0 0 11 411
Partitions 0 0 0 0
Ceilings 1 001 0 1 001 1 809
Skylights 0 0 0 0
Duct _0__ 0 0 0
People _2,500_ 2,000 4 500 0
Ventilation 0 0 0 9,240
Infiltration 0 _0 0 2,985
Lights 3,936 0 3,936 0
Miscellaneous 0 0 0 0
Whole Budding All Components 12,343 2,000 14,343 30,640
(1 tons
C tI
Commercial Heat Loss and Hge Gain Calculation 2/5/2007
888 736 -1101
02/08/07 12 37 FAX 3606812086
Page 1
Report Prepared By:
For
Building Component
Peninsula Heat E 03
Commercial Heat Loss and Heat Gain Calculation
Peninsula Heat, Inc.
Copper Bldg Space #1 [Copy 2]
Port Angeles, WA 98362
Design Conditions: Port Angeles; Latitude: 47' Time 1:00 PM
Indoor Outdoor
Summer temperature: 75 Summer temperature: 77
Winter temperature: 70 Winter temperature; 28
Relative humidity 50 Summer grains of moisture: 60
Daily temperature range: 16
Sensible Latent Total Total
Gain Gain Heat Gain Heat Loss
(BTUH) (BTUH) (BTUH) (BTUH)
Floor 1 435 6 sq.ft. 0 0 0 1,358
S Wall 298 sq.ft. 0 0 0 563
Window 53 sq.ft 2,534 0 2,534 668
E Wall 351 sq.ft. 92 0 92 663
W Wall 216 sq.ft. 0 0 0 408
Window 95sq.ft 1 178 0 1 178 1 197
Door 40 sq.ft. 1 102 0 1 102 538
Leakage Summer 144 cfm 0 0 0 0
Leakage Winter 247 cfm 0 0 0 11,411
Ceiling 1 435.6 sq.ft. _1,001 0 1 001 1 809
PeopleNent 10 people 2,500 2,000 4 500 0
Ventilation 200 cfm 0 0 0 9,240
Infiltration Summer 43.08 cfm 0 0 0 0
Infiltration Winter 64 62 cfm 0 0 0 2,985
Lights 960 watts 3,936 0 3 936 0
Whole Building All Components 12,343 2,000 14,343 30,840
(1 tons)
HVAC -Celc Commercial 4.0 by HVAC Computer Systems Ltd.
Load celaladona are earimelee only, actual lade may vary due to woOthor and cornawion dif._.
o' I I
2/5/2007
888 736 -1101
02/08/07 12 37 FAX 3606812086
Page 1
Report Prepared By-
Peninsula Heat, Inc.
For Cooper Bldg I Space #2 [Copy 1]
Port Angeles, WA
Building Component
HVAC -Calc Commercial 4 0 by HVAC Computer Systems Ltd.
Peninsula Heat a04
Design Conditions. Port Angeles; Latitude: 48; Time 1 PM
Indoor Outdoor
Summer temperature: 75 Summer temperature: 69
Winter temperature: 70 Winter temperature: 27
Relative humidity 50 Summer grains of moisture: 67
Daily temperature range: 18
lI
Commercial Heat Loss and Heat Gain Calculation 2/8/2007
Sensible Latent Total Total
Gain Gain Heat Gain Heat Loss
(BTUH) (BTUH) (BTUH) (BTUH)
Floors 0 0 0 1761
Walls 0 0 0 1 103
Windows 1 '131 0 1 131 968
Doors 842 0 842 275
Door Leakage 0 143 143 5,913
Partiti_ons___ 0 0 0 0
Ceilings 919 0 919 2,507
Skylights 0 0 0 0
Duct 0 0 0
People 3,500 2,800 6,300 0
Ventilation 0 571 571 13,244
Infiltration 0 119 119 4,138
Lights 3,936 0 3 936 0
Miscellaneous 0 0 0 0
Whole Building All Components 10,328 3,633 13,961 29,909
(1 tons)
Loan OalalaUons are estimates only, 801u81 10809 mar Vary due to reather eM rdnsL'uesien d
888 736 -1101
02/08/07 12 37 FAX 3606812086 Peninsula Heat
Page 1 Commercial Heat Loss and Heat Gain Calculation 2/8/2007
Report Prepared By
Peninsula Heat, Inc.
For Cooper Bldg Space #2 [Copy 11
Port Angeles, WA
Design Conditions. Port Angeles, Latitude: 48; Time 1 PM
Indoor Outdoor
Summer temperature: 75 Summer temperature: 69
Winter temperature: 70 Winter temperature: 27
Relative humidity 50 Summer grains of moisture: 67
Daily temperature range: 18
Building Component
Sensible Latent Total Total
Gain Gain Heat Gain Heat Loss
(BTUH) (BTUH) (BTUH) (BTUH)
Floor 1,943.5 sq.ft. 0 0 0 1 761
W Wall 63 sq.ft 0 0 0 95
Window 45 sq.ft. 558 0 558 581
SW Wall 58 sq.ft 0 0 0 87
Window 30 sq.ft. 573 0 573 387
Door 20 sq.ft 842 0 842 275
Leakage Summer 70 cfm 0 143 143 0
Leakage Winter 125 cfm 0 0 0 5 913
E Wall 612 sq.ft. 0 0 0 921
Ceiling 1 943.5 sq.ft. 919 0 919 2,507
PeopleNent 14 people 3 500 2,800 6 300 0
Ventilation 280 cfm 0 571 571 13,244
Infiltration Summer 58 32 cfm 0 119 119 0
Infiltration_ _Winter 87 48 cfm 0 0 0 4 138
Lights 960 watts 3,936 0 3 936 0
Whole Building All Components 10,328 3,633 13,961 29,909
(1 tons)
HVAC -Calc Commercial 4 0 by HVAC Computer Systems Ltd.
Load calculations are estimates only actual loads may vary due to weather and construction ddferences
888 736 -1101
IJ 05
02/08/07 12 37 FAX 3606812086
Page 1
Peninsula Heat Q 06
Commercial Heat Loss and Heat Gain Calculation 2/8/2007
Report Prepared By
Peninsula Heat, Inc.
For Cooper Bldg Space #3 (Copy 1]
Port Angeles, WA
Design Conditions' Port Angeles; Latitude: 48' Time 1'00 PM
Indoor Outdoor
Summer temperature: 75 Summer temperature: 69
Winter temperature: 70 Winter temperature: 27
Relative humidity' 50 Summer grains of moisture: 67
Daily temperature range: 18
Building Component Sensible Latent Total Total
Gain Gain Heat Gain Heat Loss
(BTUH) (BTUH) (BTUH) (BTUH)
Floors 0 0 0_ 1 589
Walls 0 0 0 752
Windows 844 0 844 697
Doors 84
2 0 842 585
Door Leakage 0 196 196 8,183
Partitions 0 0 0 0
Ceilings _693 0 693 1 890
Skylights 0 0 0 0
Duct 0 0 0 0
People 2,500 2,000 4,500 0
Ventilation 0 408 408 9 460
Infiltration 0 0 0 0
Lights 3 936 0 3,936 0
Miscellaneous 0 0 0 0
Whole Building All Components 8,815 2,604 11,419 23,156
(1 tons)
HVAC -Calc Commercial 4 0 by HVAC Computer Systems Ltd.
Load calaladons are estimates only, actual loads may very due to 'mover and o nstr elon ddlerenws.
888 736 -1101
02/08/07 12 37 FAX 3606812086
Peninsula Heat a 07
Page 1 Commercial Heat Loss and Meat Gain Calculation 2/8/2007
Report Prepared By
Peninsula Heat, Inc.
For Cooper Bldg Space #3 [Copy 1]
Port Angeles, WA
Design Conditions: Port Angeles; Latitude: 48 Time 1 00 PM
Indoor' Outdoor
Summer temperature: 75 Summer temperature: 69
Winter temperature: 70 Winter temperature: 27
Relative humidity 50 Summer grains of moisture: 67
Daily temperature range: 18
Building Component
Sensible Latent Total Total
Gain Gain Heat Gain Heat Loss
(BTUH) (BTUH) (BTUH) (BTUH)
Floor 1 465.3 sq.ft_ 0 0 0 1 589
SW Wall 58 sq.ft. 0 0 0 87
Window 30 sq.ft. 573 0 573 387
Door 20 sq.ft. 842 0 842 275
Leakage Summer 70 cfm 0 143 143 0
Leakage Winter 125 cfm 0 0 0 5 913
N Wall 442 sq.ft. 0 0 0 665
Window 24 sq.ft- 271 0 2_71 310
Door 20 sq.ft. 0 0 0 310
Leakage Summer 26 cfm 0 53 53 0
Leakage Winter 48 cfm 0 0 0 2,270
Ceiling 1 465.3 sq -ft. 693 0 693 1 890
PeopleNent 10 people 2,500 2,000 4 500 0
Ventilation 200 cfm 0 408 408 9 460
Infiltration Summer 0 cfm 0 0 0 0
Infiltration Winter 0 cfm 0 0 0 0
Lights 960 watts 3,936 0 3,_ 936 0
Whole Building All Components 8,815 2,604 11,419 23,156
(1 tons
HVAC -Calc Commercial 4.0 by HVAC Computer Systems Ltd.
Load calculations as ctinsates only, actual loads may vary duo to vmxhw and
688 736 -1101
02/08/07 12 37 FAX 3606812086 Peninsula Heat U] 08
Page 1 Commercial Heat Loss and Heat Gain Calculation 2/8/2007
Building Component
Report Prepared By'
Peninsula Heat, Inc.
For Cooper Bldg Space #4
Port Angeles, WA
Design Conditions: Port Angeles; Latitude. 48 Time 1 PM
indoor Outdoor
Summer temperature: 75 Summer temperature: 69
Winter temperature. 70 Winter temperature: 27
Relative humidity 50 Summer grains of moisture: 67
Daily temperature range: 18
Sensible Latent Total Total
Gain Gain Heat Gain Heat Loss
(BTUH) (BTUH) (BTUH) (BTUH)
Floors 0 0 0 1,409
Walls 0 0 0 1209
Windows 1,487 0 1,487 736
Doors 1 490 0 1 490 275
Door Leakage 0 29 29 1,277
Partitions 0 0 0 0
Ceilings 720 0 720 1,9
Skylights 0 0 0 0
Duct 0 0 0 0
People 2,750 2,200 4,950 0
Ventilation 0 449 449 10 406
Infiltration 0 93 93 3,237
Lights 2,952 0 2,952 0
Miscellaneus 0 0 0 0
Whole
All Components 9,399 2,771 12,170 20,511
(1 tons)
HVAC -Calc Commercial 4 0 by HVAC Computer Systems Ltd.
Load calculations ale eeomales only actual loans may very cue Ic weather and coneducUon differences.
688 736 -1101
02/08/07 12 37 FAX 3606812086 Peninsula Heat lj09
Page 1 Commercial Heat Loss and Heat Gain Calculation 2/8/2007
Report Prepared By
Peninsula Heat, Inc.
For Cooper Bldg Space #4
Port Angeles, WA
Design Conditions: Port Angeles; Latitude: 48; Time 1 PM
Indoor Outdoor-
Summer temperature: 75 Summer temperature: 69
Winter temperature: 70 Winter temperature: 27
Relative humidity 50 Summer grains of moisture: 67
Daily temperature range: 18
Building Component
Sensible Latent Total Total
Gain Gain Heat Gain Heat Loss
(BTUH) (BTUH) (BTUH) (BTUH)
Floor 1,521 sq_ft 0 0 0 1 409
N Wall 339 sq.ft 0 0 0 656
Window 12 sq.ft 136 0 136 155
S Wall 286 sq.ft. 0 0 0 553
Window 45 sq.ft. 1 351 0 1,351 561
Door 20 sq.ft. 1,490 0 1 490 275
Leakage Summer 14 cfm 0 29 29 0
Leakage Winter 27 cfm 0 0 0 1,277
Ceiling 1,521 sq.ft. 720 0 720 1 _9
PeopleNent 11 people 2,750 2,200 4 950 0
Ventilation 220 cfm 0 449 449 10 406
Infiltration Summer 45 63 cfm 0 93 93 0
Infiltration Winter 68A45 cfm 0 0 0 3,237
Lights 720 watts 2,952 0 2,952 0
Whole Building All Components 9,399 2,771 12,170 20,511
(1 tons
HVAC -Calc Commercial 4.0 by HVAC Computer Systems Ltd.
Load wlalaoorts are estimates only, actual loads may very cue to weather ene conslruceon
888 736 -1101
02/08/07 12 37 FAX 3606812086 Peninsula Heat 1110
Report Prepared By
Peninsula Heat, Inc.
For Cooper Bldg Space #5
Port Angeles, WA
4- I
Page 1 Commercial Heat Loss and Heat Gain Calculation 2/8/2007
Design Conditions: Port Angeles; Latitude: 48, Time 1'00 PM
Indoor' Outdoor
Summer temperature: 75 Summer temperature: 69
Winter temperature: 70 Winter temperature: 27
Relative humidity 50 Summer grains of moisture: 67
Daily temperature range: 18
Building Component Sensible Latent Total Total
Gain Galn Heat Gain Heat Loss
(BTUH) (BTUH) (BTUH) (BTUH)
Floors 0 0 0 1 607
Walls 0 0 0 2,115
Windows 2,234 0 2,234 1 523
Doors 1 863 0 1,863 550
Door Leakage 0 58 58 2,554
Partitions 0 0 0 0
Ceilings 923 0 923 2,515
Skylights 0 0 0 0
Duct 0 _0_ 0 0
People 3,500 2,800 6 300 0
Ventilation 0 571 571 13,244
Infiltration 0 119 119 4,151
Lights 3,936 0 3,936 0
Miscellaneous 0 0 0 0
Whole Building All Components 12,456 3,548 16,004 28,259
(1.5 tons
HVAC -Calc Commercial 4 0 by HVAC Computer Systems Ltd.
Load celouletlona are estimates only, actual bade may vary due to weather and onnstrudion dif
888 736 -1101
02/08/07 12 37 FAX 3606812086 Peninsula Heat
Page 1 Commercial Heat Loss and Heat Gain Calculation
Report Prepared By
Peninsula Heat, Inc.
For Cooper Bldg I Space #5
Port Angeles, WA
Design Conditions: Port Angeles; Latitude. 48 Time 1 PM
Indoor Outdoor
Summer temperature: 75 Summer temperature. 69
Winter temperature: 70 Winter temperature: 27
Relative humidity 50 Summer grains of moisture. 67
Daily temperature range: 18
Building Component
2/8/2007
Sensible Latent Total Total
Gain Gain Heat Gain Heat Loss
(BTUH) (BTUH) (BTUH) (BTUH)
Floor 1 950 sq.ft. 0 0 0 1 607
N Wall 410 sq.ft. 0 0 0 793
Window 20 sq.ft. 226 0 226 258
Door 20 sq.ft. 373 0 373 275
Leakage Summer 14 cfm 0 29 29 0
Leakage Winter 27 cfm 0 0 0 1,277
W Wall 298 sq.ft. 0 0 0 577
Window 53 sq.ft. 657 0 657 684
S Wall 385 sq.ft. 0 0 0 745
Window 45 sq.ft. 1 351 0 1 351 581
Door 20 sq.ft. 1 490 0 1 490 275
Leakage Summer 14 cfm 0 29 29 0
Leakage Winter 27 cfm 0 0 0 1,277
Ceiling 1 950 sq.ft 923 0 923 2,515
PeopleNent 14 people 3,500 2,800 6,300 0
Ventilation 280 cfm 0 571 571 13,244
Infiltration Summer 58 5 cfm 0 119 119 0
Infiltration Winter 87 75 cfm 0 0 0 4 151
Lights 960 watts 3 936 0 3,936 0
Whole Building All Components 12,456 3,548 16,004 28,259
(1.5 tons
HVAC -Calc Commercial 4 0 by HVAC Computer Systems Ltd.
Lae calculations am estima es only actual loads may vary due to vneelner and conslructlon dirterences.
888 736 -1101
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DRAINAGE, SEDIMENT AND EROSION CONTROL PLAN
For the Construction of a Commercial Building
Upon Parcel Number 063000- 513840
Lots 10 -12 of Block 38, Township of Port Angeles
Prepared for
James M Cooper
and
Lindberg /Smith Architects
Prepared by
Robert A. Leach, P E
info @nti4u corn
August, 2006
NTI Engineering and Land Surveying
717 South Peabody
Port Angeles, WA 98362
(360) 452 -8491 voice (360) 452 -8498 fax
AUG 2 3 2006 II 1 H
I. INTRODUCTION
NTI Engineering and Land Surveying (Northwestern Territories Inc was retained by
James M Cooper and Lindberg /Smith Architects to develop a grading drainage
erosion and sediment control plan for the construction of a new Commercial Building
upon property (parcel number 063000 513840) located on the northeast corner of the
intersection of Front and Francis Streets in Port Angeles in Clallam County This report
is a summary of the analysis and describes the type of storm water collection detention
and infiltration system proposed to collect, treat and detain the storm water runoff from
the commercial building and the developed site
II. DESCRIPTION OF SITE
The project is located on a parcel of land containing an existing building and parking
facilities which will be completely removed for site re- development. The project site is
made from three (3) city lots (21 000 sf total area) and is mostly open and grassy with
the exception of the existing building a parking area on the west side of the building
and a gravel driveway off of the alley The site matches the elevations of Front Street
on the south and the alley on the north but the northwest portion of the site remains
level while the alley and Francis Street drop in elevation creating a 2 slope up to the
site grade Aerial photographs from approximately 1972 from the Soil Conservation
Survey of Clallam County (SCS) and 2005 from the Clallam County Website are
included in this document's appendix for reference along with a site topographic map
showing existing contours and site improvement plans
The proposed collection system will intercept the drainage from the buildings and
parking lot, transport it to an underground detention facility where it will be detained and
control released to the City of Port Angeles storm drain in Front Street. Oil /water
separation will be accomplished by the use of catch basin inserts in CB #1 CB#4
(model Ultradrain Guard P /N- 11090U) The system is designed for the 25 year 24
hour storm per DOE's 1992 Storm Drainage Manual The soils on the site per the Soil
Conservation Survey of Clallam County is #14 Clallam (hydrologic group `C
III. DESCRIPTION OF PROPOSED DRAINAGE FACILITIES
This 'L shaped building project has two parking areas 1) along the alley north of the
new building and 2) along the inside of the "L in the southwest of the site In order to
collect drainage from both parking lots a pipeline is proposed to run through a
pedestrian causeway connecting the two parking areas The site will use graded and
paved slopes and topographic characteristics to collect, detain and control release the
collected storm runoff Roof drains are envisioned as being collected and piped into the
collection /detention system or can be allowed to discharge to the paved surface for
surface flow where not in conflict with pedestrian traffic Given the limited infiltration
capability of the Clallam soils, no infiltration is anticipated
Page 1
IV. CALCULATIONS
1. Desian Method
All drainage facilities have been designed using the Santa Barbara Urban
Hydrograph (SBUH) method and utilize a SCS Type 1A storm of 24 hour
duration as required by the Washington State Department of Ecology's storm
drainage manual as adopted by Clallam County for projects with more than 5000
SF of impervious surfaces An analysis has been performed using the 2 10 and
25 year storm event for both the pre and post construction conditions for
infiltration Other values for the 6 month and 100 year storms have been
calculated but are not used in this analysis
The Water Works computer software from Engenious Systems has been used to
model the site A simulation report is included in this document's appendix for
reference
2. Desian Criteria
a The following numbers for Port Angeles rainfall were used for the primary
variable's input values that were used in this analysis
6 mo 24 hr rainfall for 1 90" 60% of the 2 yr value
2 yr 24 hr rainfall for 3.20" per NOAA precip atlas
10 yr 24 hr rainfall for 4 40" per NOAA precip atlas
25 yr 24 hr rainfall for 5 30" per NOAA precip atlas
100 yr 24 hr rainfall for 6 30" per NOAA precip atlas
b Impervious Areas
Post development pavement curve number 98
Weighted average pre development (bldg driveway) 95 42
c Pervious Area
Pre development (grass yard 75 curve number 86
Post development (grass yard 75 curve number 86
d Storm Type SCS Type 1A, duration 24 hours
e Time of Concentration calculated by software based upon input
recognizing existence of drainage collection facilities
f Infiltration rates for the Clallam Soil (type `C 0 6 2 0 in /hr) 30min /in
max if considered due to decorative pond design infiltration is assumed
to be zero
Page 2
The elevations chosen in the simulation are on an assumed local datum relative to the
bottom of the Control Release Unit (CRU) at 100 00 and have a detention over flow
elevation of 101 98' The actual elevation of the outlet of the CRU is 84 29'
V. EROSION CONTROL
Due to the site s flat topography and small size erosion is not a serious issue but to
minimize risk of silt and other contaminants from leaving the project site a series of I
Erosion Control elements have been identified utilizing Best Management Practices
(BMPs) These BMPs including construction period catch basin filters on all on -site
catch basins and a gravel construction entrance as shown in this document's appendix.
If conditions warrant, a silt fence is also detailed for installation to solve localized
problems
VI. SUMMARY AND CONCLUSION
The following summary of both drainage and erosion control features are also
illustrated on the included schematic diagrams and facility drawings
1. Drainage
An on -site drainage collection and control release discharge system is proposed
for this project. This system will collect the storm runoff from roof and paved
areas 25 year recurrence storm of 24hr storm duration Normal and over flow
runoff from the detention system will discharge into the City's exiting storm drain
system located in Front Street. In the event of a storm in excess of the system s
capacity (100 yr storm) the site will overflow into the street.
Summary
Base outlet elevation 100 00' (84 51')
Maximum water detention elevation 101 98' (86 49')
Overflow elevation 101 98' use 102 00 (86 51')
Center of Lowest orifice elevation 99 9' (84 41 dia 1 90" (1 -7/8
Mid -level orifice elevation 101 39' (85 90 dia 2.24" (2 -1/4
High -level orifice elevation 101 86' (86 37 dia 1 36" (2 -3/8
Maximum stored volume 510 CF for the 25 yr storm event
Calculated detention volume 620+ CF overflow
Notes
1 Sufficient slope exists for the 8" pipe from the CRU assembly to the 18"
storm drain in Francis Street to drop the entire drainage system 0 5' to
Page 3
Summary
V. LIMITATIONS
increase the amount of cover over the 24" HDPE pipe at CB#4 for
additional pipe protection
2 The sanitary sewer main is located in the alley and is over 10' deep The
elevation of the side sewer connection to this sewer is unknown and may
need to be adjusted to fit under the storm water collection detention
system
2. Erosion Control
Erosion and sediment control will be provided by the use of BMPs identified in
the DOE 1992 Storm Drainage Manual and will include a selection of silt fencing
and straw filters
Silt fence if needed at trouble spots
Construction period catch basin filters on all new and existing catch
basins
Gravel construction entrance to the project to be at the contractor's
preferred location (the facility is shown off of Francis Street on the plans
for permitting purposes only)
This report has been prepared for the exclusive use of James M Cooper and
Lindberg /Smith Architects for the construction of a new Commercial Building at the
intersection of Front and Francis Streets in Port Angeles Clallam County Washington
State The recommendations in the report apply only to the property that was
examined and they are not applicable to other areas The investigation and
recommendations contained in this report are based upon site conditions as they
existed at the time of our site inspections During construction if subsurface or other
conditions are discovered that are significantly different from those described in the
report, NTI should be advised at once so that we can review the conditions and
reconsider our recommendations where necessary Unanticipated soil conditions are
commonly encountered on construction sites especially when the topography has been
altered years ago Such unexpected conditions frequently require that additional
expenditures be made to attain a properly constructed project. We recommend that a
contingency be established in the project budget and schedule to cover unexpected
conditions
Page 4
Within the limitations of scope schedule and budget, our services have been executed
in accordance with generally accepted professional engineering principles and practice
This warranty is in lieu of all others either expressed or implied
NTI Engineering and Land Surveying
Robert A. Leach, P E
Principal Engineer
H \Lindberg First and Francis \Site Drainage Plan b wpd
Page 5
EXPIRES
12/30/2006
DETAIL
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NOTIFY ENGINEER IF
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PATCH
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m
FL -80.87
CALC 7' B" HOPE 0 0.5
5 12 8" HOPE O 2.0%
58 D? E 6 JX
a FC =84.51
EX. SDMH
I
;n EXISTING
,4 CONCRETE
SIDEWALK
SCALE IN FEET
20
CRu
(4' C8 TYPE 2)
RIM=89.2J a- 84.51-
FL -84.51
SOLID U0
DRAIN"
Celt
15-
RIM -88.00
T1 -86.00
-a64i 8" HOP O.SA
6J' 24" HOPE 0 0.5%
24'4B'
ECCENTRIC
REDUCER
[70AI BOTTOM
ECCENTRIC
REDUCER
ON BOTTOM
PIPING DETAIL
NO SCALE
Underground
Utilities
Location
Services
Call TOLL TREE
CB/2
RIM -89.78
FL`5.68CO
1J' 8" HOPE
O 0.5%
FL -95.25
24
ECCENTRIC REDUCER
ON BOTTOM
-CO
ON 24"
(VENT IN
PLANTER)
f -100' 24" HOPE 0 0.5%
(102' INCLUDING 8
AFL -85.08
FL =aa 77�_ 5'
1 STORAGE C APACITY =6201 CF
MINIMUM NEEDED =510 CF
1- 800 424 -5555
NOT LESS THAN TWO BUSINESS OATS BEFORE 01001N0
6'±
1
NOTES,
I. INSTALL ULTRAORAIN GUARD P/N- 110900 CATCH BASIN
INSERT FOR POLLUTION CONTROL
2. ADJUST'SLOPE OF 8' HOPE TO MATCH ACTUAL ELEVATION
OF 18
3. SANITARY SEWER CONNECTS IN ALLEY. COORDINATE
RE -USE OF EXISTING CONNECTION ELEVATION AND
LOCA ZION N1 TH STORM DRAIN COLLECTION LINE
J6' B0 HOPE 11
0 J.5X
CB /4
mm-8E92
=85.06
1.9' 1.9' COVER
(J" WALL)
O f P
ST
R =84.75
8 CROSS
74 8 HOPE
O 0.5%
FL -85.62
CB/J
RIM -89.38
FL -86.88
4
C
U
z
REMOVE AND
REPLACE
CONCRETE
SIDEWALK
REMOVE EXISTING
DRIVEWAY WEB
REMOVE AND —4--
REPLACE
CURB ANO
GUTTER
MATCH NE
CONSTRUCI7ON
W L 3 1
=y
O ti0
N
N
U
N
I Un
W
W
MA
7 I
C9I 72• I 12'
T
II EXISTING
I I CONCRETE
WALL,
VARIABLE `I
M I TCH I
I
4."
3 2
N j_ MATCH
e EXISTING
Z
2.
N N
VARIABLE
CURB L VARIABLE
I fURB
•T T
II ZERO 6• it 6'
HEIGHT
CURB TYP
WHEELCHAI
RAMP I I _I
II/
j 0
II FULL `P
HEIGHT
CURB
II
II
II g 0 80
II I
II VARIABLE
rLMVt tAlSNt. ry U S /Fc W A /K
CURB
r
�I
FRONT STREET
EXISRNG
ASPHALT PAVING
29'
TAPER CURB
TIP. 3'
24'
25.5'
MA rCH EX/SRNC
I
FULL
HOCHT I L
CURB
REMOVE AND REPLACE
CURB AND CUTTER "I
0
I F
R£MOl2 tA/S I /N
�t, ,ylut�C��
tNEW T 1
SIDEWALK �LJ CONCR£t
E'F I SIDEVIAL
0 ID
tezi
SCALE IN FEET
21 2 ROOD POSTS
OR EOFNALENT
20
III IIIII
.s, fib.•
III \�:i� Sr 'I�L�� /e
III zs Mw. 1/41
��y�.
2" MIN •'IW
TO a 0111R SPILLS
OR APPROVED EO ML "PRONOE FVCL iRODI OF
NC INGRE55 /EGRESS A4E4
ENTRANCE SHALL BE MuNrA/NEO CONDIDON WHICH WILL PREVENT
TRACKING OR FLOW OF 1410 ONTO PUBLC RIGHTS -OFF- Y THIS MAY REQUIRE
PER100/C TOP DRESSING WITH 2 -INCH STONE OR OTHER APPROVED MATERIAL AS
CONDITIONS DEMAND. NM) REPAIR AND /OR CLEANO/T OF ANY STRUCTURES USED
TRAP SEDIMENT. ALL MATERIALS SPILLED. DROPPED. WASHED, OR TRACKED FROM
VEHICLES ONTO ROADWAYS OR NTO STOMA DRAINS MUST BE REMOVED /I/MEDIATELY
SECnoN
SITE ACCESS DETAIL
WHERE CATCH 84SIN LIES R ROUTE OF ACCEs5
USE SIT SACK MANUFACTURED BY ACE INC.
OR EQUAL. CILIA AFTER EACH RUN -OFF Mar
O C2 FILTER FABRIC FENCE
INLET FILTER DETAIL
1407 TD SOU
NOT SCALE
212•
M000 STARE
FTER FABRK
RUNOFF SE ATER
WITH SCOYENl�
LOW
BURIED TRIER
FABRIC
PROME C/C/N. 11IR0 SURFACE
ro EUM/NATE TRACKING OF SOIL ONTO
STREET. SURFACE MATERIALS MAY MCLVOE
0/1/88 SPILLS. CRUSHED ROCK OR OTHER
NON-SOIL OR NON-SOUND MATERIALS
6' UV
W000 POSTS
OR EQUIVALENT
FILTER FABRIC FENCE AS NEEDED
Nor TO SCALE
Underground
Utilities
Location
Services
Call: TOLL FREE
-800- 424 -5555
NOT LESS THAN TWO BVSONESS DAYS BEFORE mama DOVICS
L
O
c
w
o 8` 13
b
a ct
Cg
W
2 u
Li!
W b
I- W
o a
Z
a
SIDEWALK WITH PLANTING STRIP
DUMAN
JOINT
8
SIDEWALK AT CURB
3' Mo. I 5'
I. 28 SLOPE
COMPACTED SUBCRADE L .3 t/2 MNImUm
6" AT DAVERAIS
CRAWL
_5ECTION A-A
TI
TOP OF CURB
AT APPROACH
1"R 5 I/2"
LV' R
.7a
0.5 NORM
j.7 3/4j
OR 12 7/t6'
2.78 SOWN
.3 NORM
/71 CONCRETE BARRIER CURB
NOT TO SCALE
SEE NOTE /I
EXPANSION JOINT
SIDEWALK INSTALLATION
NOT TO SCALE
J t/2" WNIMUW
V AT DRIVEWAYS
6'
\,1 2% SLOPE I
•I
N.• /‹.,‘,C
IECTION
NOTES.
SIDEWALK LOCATION ID BE APPROVED BY CITY CHOKER.
2. EXPANSION JOINTS SHALL BE ASPHALT IMPREGNATED JOINT INITERIAL
J. EXPANSION JOINTS SHALL SE 1/4 Hock. FULL DEPTH AND AT 2V-0" INTERVALS.
DUMMY JOINTS SHALL BE 1/8' SACK. OEEP AND AT 5 INTERVALS.
5. ALL UTILITY POLES. METER SOARS. ETC. IN SIDEWALK AREA SHALL HAW EXPANSION JOINT MATERIAL (FULL DEPTH)
PLACED AROUND TIlLS BEFORE PLACING CONCRETE
6. ALL JOINTS SHALL BE CLEAN AND EDGED.
7 EXPOSED AGGRECATE OR SPECIAL SURFACE TREATMENT WORK NOT ALLOWED IN RIGHT-OF-wA InnioLIT APPROVAL.
8. ORNEWA AND SIDEWALK SHALL BE SEPARATED FROM OTHER CONCRETE WORK uSING EXPANSION AUITERTAL.
9. CONCRETE SHALL BE CLASS 3000.
10, HERBICIDE TO BE PLACED UNDER AvING. CURB AND SIDEWALK PRIOR TO PLACING OF MATERIALS.
SIDEWALK SHALL BE 2% SLOPE FROM TOP OF OMB.
12. SIDEWALK WIDTHS mom ARE FOR RESIDENTIAL AREA COMMERCIAL ARO DOWNTOWN AREAS YAWNS SHALL BE ID' AND
I RESPECTIVELY.
PAVEMENT SECT/ON
NOT TO SCALE
R.O.W.
v T.
COMPACTED SulIGRAISO
t TOP Or CURB AT DRIVEWAY
CEMENT CONCRETE BARRIER CURB
AND GUTTER PER WSOOT STANDARD PLAN F-I.
A
12" MN At JO' MA% or.
NCR
1 CEMENT CONCRETE CURB AND GUTTER
Not TO ScALE
NOTES
FORMS SHALL BE STEEL. 11000 MAY BE APPROVED FOR AREAS
REOTARINC SPEC/AL FORMING.
2. FORMS SHALL BE TRUE To LANE GRADE ANO SECURELY STAKED.
J. EXTRUDED CURBS REQUIRE PRIOR APPROVAL BY CITY ENO/SEER.
ME
EDGER OR BUILT ON BUILTTNIO CTRL/ CUR-B RATUS BEONFOLRMWOWER BY
rAcE OF
CURB SHALL BE FORMED BY THE FACE raw
CONCRETE SHALL BE CEMENT CONCRETE CLASS 3000
WHEN HATCHING DR/STING AVEmENT GRADE AvEmeIT SHALL BE
SAWCUT 2'.-6" FROM BACK OF cuRa
7. HERBICIDE II) BE PLACED UNDER PALING. CURB AND ADJACENT
SIDEWALK PRIOR TO PLAONG OF MATERIALS.
8. JOINTS SHALL BE PLACED AT ALL ALLEY ANO ORIVEWA RETURNS
STRUCHIRES CURB RAMPS AND AS Atom ON PLANS.
9. ALL .AONTS SHALL BE CLEAN ANO EDGED.
EXPANSION JOINTS SHALL BE VA NCI. MACK No 20 FT.
INTERVALS OR AS DIRECTED.
EXPANSION JOINTS SIMI. BE ASPHALT IMPREGNATED JO/LOT MAIERml.
12. oRDUAI...,Mr DIRECTED. HAU. S BE 1/8 'NCH 71107 AND 20 FT INTERVALS
r_t Demur JOINTS SHALL BE CONSTRUCTED TO AINTAALM DEPTH OF
NOT TO EXCEED
ExpANSION JOINT
1/2 RISE
6'
cOvPACIED SuBGRACE
ALL NOW ANO MATERIALS ID BE A wIN GuRRENT STAFOAR0 "PONCA notrS
nvw ROAR BRIDGE AND mumaPAL GaysMUCTIoN: TrA9ANGION STATE OCRARImair
GrAmmarTAIKH AMERICAN AVOW •003 ASSOCunat
REPLACE ACTEwALKS 111111 CoNCREIE
IN ORtvEwA AREA
■T" N' r
SECTION A-A
DRIICHAY BYPASS REWIRED W0E7V
SIDEWALK IS AT CURB
NO7ES.
1. DMVEWA LOCATION TO BE APPROVED BY CITY plegNEER.
2. WHEN SIDEWALK IS NOT PRESENT: DRIVEWAY APPROACH WU. BE CONSMUCTED TO MEET FUTURE SIDEWALK GRADE
J. SIDERMIX CROSS SLOPE AtALL NOT EXCEED 2% 54 DRIVEWAY AND BYPASS AREAS.
°MENA APRON AND SIDEWALK SHALL BE CONCRETE AND SEPARATED PROM OTHER CONCRETE WORK USING EXPANSION JOINTS.
5. HERBICIDE TO BE PLACED WIDER PAWN° CURB AND SIDEWALK PRIOR TO PLACTNG OF MATERIALS.
6. SIDEWALKS. CURB AND GLITTER PER CITY STANDARD PLANS.
EXPOSED AGGREGATE WORK OR SPECK SURFACE TREATMENT NOT ALLOWED IN RIGHT-OF- INTHOUT APPROVAL
IV LENGITUOINAL DWAIN JOINTS yr MICR AND 1 DEEP. SHALL BE AT INTERVALS NOT 10 EXCEED 15 FEET AND
DRIVEWAY APRONS.
SHALL BE CLASS 3000
10. ORNEWAY PAVING MAMMALS. OTHER MAN CONCRETE AMY BE USED SEWN rue SIOEwNX ANO R/W RIM OTT ENGINEER APPROVAL.
I EXPANSION JOINTS STOLL BE I/4 MICR. FULL DEPTH. ASPHALT RIME:MATED JONA MATERIAL..
IS. SIDEWALK wrDiNS SmOvw ARE FOR RESIDENTIAL AREAS COMMERCIAL AND AREA PROMS SMALL BE TO' A//WI
SIDEWALK INSTALLATION
NOT TO SCALE
MEET SIDEWALK OR Fl//I/RE
SIDEWALK CRADC
r mAxmlum SLOPE
AV SIDEWALK AREA
':«A•ec.c
5 MIN
WI' NoTE
BE EQUALLY SPACED IN
CALL NW FOILS AvsPECIToN VT CITY 1
Pear TO POURING CONCRETE
NOTFS,
ACP PATCH SHALL BE ROLLED NOT VIBRATED.
2.
re
12" hiat OVERLAP
alitIr7/ ttlit
it=
i
0 14:
NIT TO saw
C.O. RACKFILL SPFCIFICAT1ONS
2600 LBS. OF 0.375 M. AGGREGATE
800 LBS. OF STANDARD CONCRETE SAND
PA LBS. OF PORTLAND CEMENT
APPROX. GAL. OF WATER
ME NOWT OF ATER IS CRITICAL
FACTOR TO SET uP MME AND SHOuLD
BE ADDED T THE SITE.
IV BE USED FOR ALL EXISTING AM) 51 715 AND ALLEYS. BOOTLE LOCATION TO -0'
SOS/SD CURB OR EDGE OF AMC LwLESS OTHERWISE APPROVED IN ADVANCE BY CITY
ENGINEER
5. WHERE PAVEMENT JO/NT IS LESS 1/SIN -0" FROM SAWCur PIE AvEMENT SHALL
BE REMOVED TO IT/AT Jormr.
TEMPORARY PATCHTTO 107114 ASPHALT OR PLACEMENT OF STEEL PLATES IS REOuIRED WEN
TRAFFIC RILL CROSS CD?' FOR ATOM' THAN 24 HORS P5111/OUT PERMANENT RESTORATION. STEEL
PLATES SHALL HALE COLD ATCH WEDGES ON TRAFFIC EDGES
CALL FOR INSPECTOR MoR
TO PLACING cor BACOILL.
REDOING
8.0. .0 MA 07.3 ro er .0.11.7 FM CURREN, 57.0.0
SUM OF 17.1/670* MO% .071r... 1•00717 AMC. 00,4
CONTROL LED DENSITY BACKFII,L (ODE)
NOT TO SCALE
Underground
Utilities
Location
Services
Coll: TOLL. TREE
1-800-424-5555
NOT LESS THAN TWO BUSINESS DAYS BEFORE 0100180
ASPHALT AILMENT OR CLASS 8 FCC PAVEMENT
1-
(mai EARLY) HATCH EXISTING AILMENT TIRE AND OEPM,
SEE NOTE
r Curs SHALL BE SANCVT. SEE NOTE
EXPIRES 1/30/3811
SI
RE
RE
ID
a
a
OLMPC FOUNDRY IRAN[
SM 52-A NTH J/16 NON -SAO
DRMOND PATTERN ON RIW SURFACE
FRAME /NO GRATE OR RING 1110 L.
RAT SLAB COYER
IIO TAR FILLETS 1F
48. 044_6.
'FOR SEPARATE CAST
IN PLACE
DETAIL
CAST IRON RING AND COYER
PER WSLOT STAAD4RO RAN 8 -186.
COYER MARKED SEWER.
0.02
24 DNA f {-4+ STEPS ANO LAOOER
48
SEPARATE UST IN PUCE OR SEPARATE PRECAST BASE
RENFDRCNC STEEL (FOR SEPARME BASE ONI.Y)
0.23 50 N/FT IN EACH DIRECTION FOR 48'
REMOVABLE SCREW -ON CAP I/2' HOLE FLOP VENT
p♦1 j�.�y: 1N4SED GRADE
CONCRETE EACASEWENT
6" AC RISER
41 BD105
6' PAC DRAIN PPE
1E MN
DRAIN CLEANOUT
NOT TO SCALE
ADJUST 11000 1O MATCH CURB
HECHT (J' ANN. OPENING)
RISER OR ADNSTMEN SECION
NWONOID5
RENFORCNG STEEL (FOR PRECAST
BASE WIN INTEGRAL 01561) 0.11 50
W/FT N EACH DRECTKTN FOR AO' ON
RECAST BASE WITH INTEGRAL RISER
'I GRAVEL BOCKFUL FOR PIPE BEWNC.
6' MIN COMPACTED DEPTH FOR
-O. 1PREGAST BASS ONLY
/J BAH EACH CORNER-
/3 BAR EACH SIDE
NOTES
CATCH BASINS 10 BE CONSTRUCTED N ACCQPCAACE
WITH ASIA C -478 (AASRO M -199) M/0 AVM 0 -890
UNLESS O11IERWMSE SHOWN ON PLANS OR N]/ED N
HIE STAN014RD SPEL1FIGAT10415.
2. HANDHOLDS N RISER OR ADJUSTMENT SECTION SHALL
HONE 3 CLE/R4ACE STEPS N CATCN BASIN SHALL
HAW 6" NH. CLEARANCE NO STEPS ARE REOUARED
WHEN b' IS OR LESS FOR OETALS SEE Sr.4M0KO
PLAN SIKCELIANEOUS CATCH BASIN OETAJS
J. ALL RENFLLRCED UST N PLACE CONCRETE SILL BE
CLASS 4000. ALL PRECAST SMALL OBTAIN
400 PSI AT 28 CANS.
PRECAST BASES SHALL HAVE CUTOUTS OR KNOCKOUTS
WIN A WALL THICKNESS CF 2 KNOCKOUTS OR
CUTOUT HOLE SIZE /5 EMIR TO PIPE OUTER MMETER
PLUS CATCH BASH WALL 1060 KNESS. MA0WUM HOLE
SIZE IS Jr FOR 48" 041011 BASIN. MINIMUM 0/STANCE
BETWEEN /ONES IS
S. ALL BASE REINFORCING STEEL SILL BE PLACED N
THE TOP HALE OF THE BASE MIN CLEARANCE. MD
STRENGTH SHALL BE 60.000 PSI MN.
6. THE BOTTOM OF TINE PRECAST CANON 8451N MAY BE
ROUNDED
8 DESIGN 504 (EARWIG VALUE EOUALS
.1300 MN.
CATCH BASIN TYPE 2
NOT 70 SCALE
1 -/J BR ACROSS
8077044 FAO/ WAr
FRAME A10 GRATE MO' BE INSTALLED NTH FLANGE
DOWN OR CAST INFO RISER. PER DETAILS SEE
STANOARO PLAN PETAL FRAME AND GRATE FOR
CA IRN BASIN AND INLET.
S EA PPE MATERIAL
6 PRECAST BASE SECTION I MEASIRFMOIE THE TO')
[Y THE A7 BASE
s 4 11 01
NOT TO SCALE
1IA5N/D GRADE
,-111.111=111=111.,11.111=111
III
III
Ili
LKECUARO RP( OR
C0LN•4.017 TRACER TAPE
MNRKLT VA TER'
N501.4E0 CONTINUOUS 10 GA/CE
TWIG WE FOR SPLICES. USE
KING EDI/NOLOGI: NC. 1100a
KWIC rWnr MERPROOR
WE CONNECTORS OR EOUNALENT
(FOR 0104 TO THREE GOUGE
WTRES). eRNG 7ONNG WORE UP
INTO KKR BONES. BLOWOUTS.
410/14MM RELEASE EYES. ANN
SOACE LATERALS (TO 0101146
INCHES OF LID)
!,Ores
REINFORCED OR
RAN COI RETE
ALL METAL PIPE
IIQ
III
CPSSP•
(5/D. SPEC. 9 -05.20)
5OU0 WALL PK'
(STD. SPEC. 9-05.12(
PAC
PROFILE (S 912(2))
CORRUGATED POLIETNRLENE
STORM SEWER PPE
—2' CROW 4 N NON- DRAING AREAS
II_U
Ia' YAY0
PVC PIPE TRENCH DETAIL
NOT TO SCALE
AS AN ACCEPTABLE ALTERNATE TO ROAR. WIRE ME511 HAVING
NINIMU AREA OF 0.11 SOUBRE INCHES PER FOOT WIRE MESH SHAD.
NOT BE PLACED N KNOCKOUTS.
1. WE KNOCKOUT 0AMETER SHALL NOT BE GREATER MAN 20
KNOCKOUTS SHALL HAW WALL THICKNESS OF 2' MIPOMUM II) 2.5
MlK /MUM. PROACE A .5" MIN MUM GAP BETWEEN THE KNOCKOUT
WALL AND THE OUTSIDE OF THE PIPE AFTER THE PIPE IS INSTALLED.
FILL THE GAP WITH JOINT MORTAR CCOROONCE WITH 5ra. SPEC.
O .J.
NE I8RIMWI DEPTH FROM THE NOSHED GRADE 10 THE PIPE INERT
SHALL BE 5'
FRAME AND CRATE MAY BE INSTALLED WAR/ FLANGE DOWN OR CAST
NID ADNSTMENT SECTION.
5. MC PRECAST BASE SECTION MAY /1040 ROUNDED FLOOR AND THE
WALLS MAY BE SLOPED RATE OF :24 OR 51EEPER.
6. OPENING SHALL BE MEASURED AT THE TOP OF NNE PRECAST BASE
SECTION
PIPE ALLOWANCES
DIAMETER
II
W
11- N =1I1= II= III =1I1 =III III =III=III=
it n
MATER MARV
9 HA1AE BKx1u. COMPACT
FO 900 OF MODYICD
h PROCTOR DENSITY
11
II
11 PPE BENDING PER WSODT /.PIRA
w l6 CONSTRUCT TRENCH AND
INSTALL PPE PER *5001/ APWA
7 INS F /NOME 8401FlLL IS
LESS DM 2 PELT Maw
M L RONONAYS MEN ENCASE PIPE N
1- CLASS "C" CONC. TO WE SOME
1'� OMDNSKIVS SHORN FOR PPE
REDOING
e•
n
ELEVATION VIEW
8500
24
0. I
T=
S.6 2.24
lade"
OACR17OW CLEW. 6451'
NSTAU. N RIME OR a
CATCH BASIN
—OUTLET ELEVATION- 44.31'
I.90"
CONTROL RELEASE UNIT (CRU) DETAIL
NOT TO SCALE
Underground
Utilities
Location
Services
Call: TOLL FREE
1- 800 424 -5555
NOT LE33 TN TWO BUSINESS OATS BEFORE 01001N0
CONTROL RELEASE UNIT
(CRU) ASSEMBLY DETAIL
NOT TO SCALE
84.51
PLAN NEW
044145 11/00/7460
c
4 n
u 0
C
ec
IN O 1 44
Q
N
I ll tyi
Q h
ct
0 c
1
V
W
APPENDICES
SITE CHARACTERISTICS AND INFORMATION
Parcel Lookup Page 1 of 1
Parcel Number 0630005138400000
Site Address. 9999 E FRONT ST PA
Quit Back
Taxpayer
801 E FRONT LLC
Title Owner
801 E FRONT LLC
Description
SMITH NORMAN R
LOTS 10 -12 BL 38
2/3 -1/3 INT
C/O JAMES M COOPER
217 MARITIME DR
PORT ANGELES WA 98362
C/O JAMES M COOPER
217 MARITIME DR
PORT ANGELES WA 98362
Value Summary
Note Listed values do not reflect adjustments made for exemption programs such as
Senior /Disabled or Current Use programs (except Commercial Forestland properties)
Land Value 192 500
Improvements Value 80 925
Total Assessed Value 273 425
Property Characteristics 4»
Note Use Code is for Assessor's purposes only Contact the appropriate planning or
building departments for Zoning and allowable usage of propeity
Use Code 6511 PHYSICIANS'
Land Size (acreage) 00
Note Acreage is not listed for all properties in the
Assessor's records More information about land size
Tax Status Taxable
Tax Code Area. 0010
Zoning Code P_CA
Note Zoning and zoning codes change constantly Verify all
zoning with the appropriate planning or building department.
Building Characteristics. (Click on Bldg for more details
Bldg. Type Bldg. Style Total S.F BD BA
01 One Story 1488
Tax History Sales History
Quit Back
11901 94811
http.// apps.clallam.net/website /sitts.p pgm ?PARCEL 0630005138400000 6/1n /'1(1(16
O O
1
Map" rayided by Clallarn Cauniy DC D
DRAINAGE CALCULATIONS
Clallam County Area Washington 205
TABLE 15 WATER lEATURES
Flooding' and water table' and terms such as rare brief apparent and perched are explained in
the text The symbol means lees than means more than Absence of an entry indicates that the
feature is not a concern]
Flooding lllh water table**
Soil name and Hydrologic
map symbol group Frequency Duration Months Depth Kind Months
Ft
1 C None 2 0 -4 0 Perched Jan -Mar
Agnew
2 B None >6 0
Andeptic Udorthents
3*
Beaches
4 D None 0 -1 0 Perched Nov -Jun
Bellingham
5 B None >6 0
Calawah
6 A Rare >6 0
Carlsborg
7*
Carlsborg A Rare >6 0
Dungeness B Rare >6 0
D None 2 0 -4 0 Perched Dec -Apr
isey
9 C None 3 0 -4 0 Perched Jan -Mar
Cassolary
10 D None 0 5 -1 5 Perched Jan -May
Catla
11*
Catla D None 0 5 -1 5 Perched Jan -May
Hoypus A None >6 0
12 13 C None 1 5 -3 0 Perched Jan -Apr
Clallam
14*
Clallam C None 1 5 -3 0 Perched Jan -Apr
Hoypus A None >6 0
15 C None 2 5 -3 5 Perched Jan -Mar
Clallam Variant
16 A None >6 0
Dick
17 B Rare >6 0
Dungeness
18 19 B None >6 0
Dystric Xerorthents
20, 21 C None 1 5 -3 0 Perched Jan -Apr
Elwha
See footnotes at end of table
F
9 00 Soil Survey
Soil name and Ikipth Clay Permeability
map symbol
1
Agnew
4
7
3"
Beaches
2
Andeptic
Udorthents
Bellingham
5
Calawah
Carlsborg
Carlsbor
8
Ca,ey
Cassolary
symbol mr•rnz le than melt. rnor than I -.n to I. a under I'.ro•rlon t'ac tors -'1' apply to the entlrr,
prnt'I.I.r• 1.ntri kind r Or•g•inlc matter apply only to the •not•a c Layer Abacncc of an entry lndicatea
Chat d iLa wr r not ava1,lab1 or were not oat.i.niated]
L In Pct: In hr
0 -8 15 -25
8 -46 20 -35
46 -60 15 -30
0 -7
7 -60
See t'ootnotr at erid of table
TABU 14 -PH? IA Al AND r ;Itl M ICAl I'ItOI'Ii.11'1'I h OP 3011
o 2 -0 6
O 2 -0 6
0 06 -0 2
O 6 -2 0
2 0 -6 0
Available Soil Shrink- weLl
wat r capacity reaction potential
In/ in
O 15 -0 18
O 06 -0 09
O 18 -0 21 5 6 -6 5 Low
O 17 -0 20 5 6 -6 5 Moderate
O 17 -0 20 5 6 -7 3 Low
4 5 -5 5 Low
4 5 -6 0 Low
0 -9 27 -40 0 06 -0 2 0 20 -0 24 5 6 -6 5 High
9 -60 35 -60 0 06-0 2 0 20 -0 24 6 1 -7 3 High
0 2 2 0 6 0 0 08 10 6 1 6 5 Low
9 -20 2 -4 6 0-20 0 02 -0 04 6 1 5 Low
20 -60 0 -3 6 0 -20 0 01 -0 03 6 1 -7 3 Low
0 -8 5 -10 0 6 -2 0 0 12 -0 15 5 1 -6 5 Low
8 -22 5 -10 0 6 -2 0 0 13 -0 17 5 6-6 5 Low
22 -60 10 -20 0 2 -0 6 0 14 -0 18 5 6 -7 3 Low
10 0 -3 5 -10 0 6 -2 0 0 08 -0 10 5 1 -6 0 Low
Catla 3 -14 5 -15 0 6 -2 0 0 08 10 5 1 -6 o Low
14
11*
Catla 0 -3 5 -10 0.6 -2 0 0 08 -0 10 5 1 -6 0 Low
3 -14 5 -15 0 6 -2 0 0 08 -0 10 5 1 -6 0 Low
14
lloypu.> 0 2 -5 6 0 -20 0 03 -0 05 5 1 -6 0 Low
4 -15 5 6 0 0 05 -0 08 5 6 -6 5 Low
15 -60 0 -3 6 0 -20 0 01 -0 03 5 6 -6 5 Low
1 13 0 -10 3 -8 0 6 -2 0 0 08 -0 11 5 1 -6 5 Low
Clallam 10 -28 3 -12 0 6 -2 0 0 06 10 5 1 5 Low
28
14*
Clallam 0 10 3 0 6 -2 0 0 08 -0 11 5 1 -6 5 Low
10 -28 3 -12 0 6 -2 0 0 06 -0 10 5 1-6 5 Low
28
Era alon
factors
2'
Organic
matter
Pct
O 37 5 3 -5
O 32
O 32
O 20 3 5 -10
O 15
O 32 5 10 -15
O 24
0 -10 0 6 -2 0 0 18-0 21 4 5 5 Low 0 28 5 10 -15
10 -46 0 6 -2 0 0 18 -0 21 4 S -5 5 L.ow 0 28
46 -60 0 6 -2 0 0 11 -0 15 1 5 -5 5 Low 0 24
O 15 2 1 -4
O 10
O 05
0 -9 2 -5 2 0 -6 0 0 08 -0 10 6 1 5 Low 0 15 2 1 -4
9 -20 2 -4 6 0 -20 0 02 -0 04 6 1 -6 5°1 0 10
20 -60 0 -3 6 0 -20 0 01 -0 03 6 1 -7 3 Low 0 05
,ene 0 -8 5 -15 0 6 -2 0 0 18 -0 20 6 1 -7 3 Low 0 43 5 2 -5
8 -42 5 -15 0 6 -2 0 0 15 -0 17 6 1 -7 3 Low 0 37
42 -60 0 -10 0 6 -2 0 0 06 -0 10 6 6 -7 3 Low 0 24
0 -8 30 -40 0 2 6 0 14 -0 17 5 1 -6 5 Moderate 0 32 3 5
8 -36 35 -55 <0 06 0 13 -0 17 5 6 -7 3 Moderate 0 28
36 -60 35 -55 <0 06 0 13 -0 17 6 1 -7 3 Moderate 0 28
O 24 5 1 -3
O 37
O 20
O 20 1 2 -5
O 20
O 20 1 2 -5
O 20
O 15 3 1 -3
O 05
O 05
O 10 2 3 -5
O 15
O 10 2 3 -5
O 15
6 mo
2 yr
10 yr
25 yr
Preconstruction Post Construction
100 yr Basin ID 100y Basin ID 100y+
Ap 0 CN= B'(= Ap 0 i 2,3
Ai= Ot 1,36 CN= 75,E1Z. Ai= O.`tS,
Rain '140 Rain 4-,60
Tnp 3C f Tnp 3, 4 S
Tni S /4 i Tni rf,. n
Other:
Basin ID 6m
Ap 34&
Ai= 0,13k,
Rain I 3
Tnp 35,05
Tni S ov�1y
Basin ID 2y
Ap= Ci 346
Ai G, 136
Rain 240
Tnp =3S 7S
Tni
Basin ID 10y
Ap =0 34b
Ai= 0113'
Rain 3,2S
Tnp =35,6
Tni S
Basin ID 25y
Ap =O 34
Ai 0(13
Rain 3 7S
Tnp 35 b75
Tni s
Type 1A Storm
SBUH method
G' \GEN \t30t31Storm tabie.wpd
Basin ID 6m+
CN= B Ap 0 023 CN=
CN= 9S.412_ Ai (AS, CN
Rain I(31
Tnp 3S 6 75
Tni SJ► vt
Basin ID 2y+
Ap O 62,3 CN= S�
CN= %,4IZ Ai 0/152 CN =ca
Rain Z
Tnp 3S, 6,75
Tni 5 y eft,
Basin ID =10y+
CN= Ap =C,623 CN=
CN= 9S.,4 I Z Ai 0 45 CN=
Rain 3 ZS"
Tnp 35 6 75
Tn i7.rr <,r
Basin ID 25y+
CN Ap
CN= 75,4J: Ai Q,` S
Rain 7S
Tnp 3 5 675
Tni S ;i1
CN=
CN=
CN=
CN= g,&
0 i o' r ss C Pe" ShwllO1 G &id
p
Sizes of 24 -hour design storms for selected locations in the Puget Sound Basin
Rainfall in inches
LOCATION 6 Month 2 Year 10 Year 25 Year 100 Year
Event Event Event Event Event
Port Angeles 1 34 2 10 3 25 3 75 4 60
Sequim 0 99 1 55 2 45 2 95 3 25
Forks 3 19 5 00 7 00 10 00 11 00
Port Townsend 0 70 1 10 1 75 2 00 2 40
Port Hadlock I 0 89 I 1 40 I 2 20 2 60 I 3 00
Source NOAA Precipitation Atlas (Received NTI on 4/13/93)
G\GEN\BOBIMISC124 hour rainfall in inches wpd
STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN
Table III -1 3 SCS Western Washington Runoff Curve Numbers
(Published by SCS in 1982) Runoff curve numbers for selected agricultural
suburban and urban
land use for Type lA rainfall distribution, 24 -hour storm duration
Cultivated land(1)
Mountain open areas
Meadow or pasture
Wood or forest land
Wood or forest land
Orchard
LAND USE DESCRIPTION
winter condition
low growing brush grasslands
undisturbed
young second growth or brush
with cover crop
Open spaces, lawns, parks, golf courses, cemeteries,
landscaping
Good condition
Fair condition
grass cover on t75% of the
area
grass cover on 50 -75% of
the area
Gravel roads parking lots
Dirt roads parking lots
Impervious surfaces, pavement, roofs etc
Open water bodies
Single family residential(2)
Dwelling Unit /Gross Acre
1 0 DU /GA
1 5 DU /GA
2 0 DU /GA
2 5 DU /GA
3 0 DU /GA
3 5 DU /GA
4 0 DU /GA
4 5 DU /GA
5 0 DU /GA
5 5 DU /GA
6 0 DU /GA
6 5 DU /GA
7 0 DU /GA
PUD s, condos, apartments,
commercial businesses
industrial areas
lakes, wetlands, ponds etc
%Impervious(3)
15
20
25
30
34
38
42
46
48
50
52
54
56
%impervious
must be
computed
CURVE NUMBERS BY
HYDROLOGIC SOIL GROUP
A B C D
86 91 94 95
74 82 89 92
65 78 85 89
42 64 76 81
55 72 81 86
81 88 92 94
68 80 86 90
77 85 90 92
76 85 89 91
72 82 87 89
98 98 98 98
100 100 100 100
Separate curve number
shall be selected for
pervious impervious
portions of the site
or basin
(1) For a more detailed description of agricultural land use curve numbers refer
to National Engineering Handbook, Sec 4, Hydrology, Chapter 9, August 1972
(2) Assumes roof and driveway runoff is directed into street /storm system
(3) The remaining pervious areas (lawn) are considered to be in good
condition for these curve numbers
III -1 -12 FEBRUARY, 1992
e
"<aA .716, :4e P
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BASIN ID 100y
SBUH METHODOLOGY
TOTAL AREA
RAINFALL TYPE
PRECIPITATION
TIME INTERVAL
BASIN ID 100y+
SBUH METHODOLOGY
TOTAL AREA
RAINFALL TYPE
PRECIPITATION
TIME INTERVAL
BASIN ID lOy
SBUH METHODOLOGY
TOTAL AREA
RAINFALL TYPE
PRECIPITATION
TIME INTERVAL
BASIN ID 10y+
SBUH METHODOLOGY
TOTAL AREA
RAINFALL TYPE
PRECIPITATION
TIME INTERVAL
NAME 100 yr pre
0 62 Acres
TYPE1A
4 60 inches
10 00 min
ABSTRACTION COEFF 0 20
TcReach Sheet L 100 00 ns 0 4100 p2yr 2 10 s 0 0100
PEAK RATE 0 36 cfs VOL 0 17 Ac -ft TIME 480 min
NAME 100 yr post
0 48 Acres
TYPE1A
4 60 inches
10 00 min
BASIN SUMMARY
NAME 10 yr pre
NAME 10 yr post
page 1
BASEFLOWS 0 00 cfs
PERV IMP
AREA 0 48 Acres 0 14 Acres
CN 86 00 95 42
TC 35 68 min 5 00 min
BASEFLOWS 0 00 cfs
PERV IMP
AREA 0 02 Acres 0 46 Acres
CN 86 00 98 00
TC 35 68 min 5 00 min
ABSTRACTION COEFF 0 20
TcReach Sheet L 100 00 ns 0 4100 p2yr 2 10 s 0 0100
PEAK RATE 0 45 cfs VOL 0 17 Ac -ft TIME 480 min
0 62 Acres BASEFLOWS 0 00 cfs
TYPE1A PERV IMP
3 25 inches AREA 0 48 Acres 0 14 Acres
10 00 min CN 86 00 95 42
TC 35 68 min 5 00 min
ABSTRACTION COEFF 0 20
TcReach Sheet L 100 00 ns 0 4100 p2yr 2 10 s 0 0100
PEAK RATE 0 22 cfs VOL 0 11 Ac -ft TIME 480 min
0 48 Acres BASEFLOWS 0 00 cfs
TYPE1A PERV IMP
3 25 inches AREA 0 02 Acres 0 46 Acres
10 00 min CN 86 00 98 00
TC 35 68 min 5 00 min
ABSTRACTION COEFF 0 20
TcReach Sheet L 100 00 ns 0 4100 p2yr 2 10 s 0 0100
PEAK RATE 0 32 cfs VOL 0 12 Ac -ft TIME 480 min
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BASIN ID 25y
SBUH METHODOLOGY
TOTAL AREA
RAINFALL TYPE
PRECIPITATION
TIME INTERVAL
BASIN ID 25y+
SBUH METHODOLOGY
TOTAL AREA
RAINFALL TYPE
PRECIPITATION
TIME INTERVAL
BASIN ID 2y
SBUH METHODOLOGY
TOTAL AREA
RAINFALL TYPE
PRECIPITATION
TIME INTERVAL
ABSTRACTION COEFF
TcReach Sheet
PEAK RATE 0 11
BASIN ID 2y+
SBUH METHODOLOGY
TOTAL AREA
RAINFALL TYPE
PRECIPITATION
TIME INTERVAL
ABSTRACTION COEFF
TcReach Sheet
PEAK RATE 0 20
NAME 25 yr pre
0 62 Acres BASEFLOWS 0 00 cfs
TYPE1A PERV
3 75 inches AREA 0 48 Acres
10 00 min CN 86 00
TC 35 68 min
ABSTRACTION COEFF 0 20
TcReach Sheet L 100 00 ns 0 4100 p2yr 2 10 s 0 0100
PEAK RATE 0 27 cfs VOL 0 13 Ac -ft TIME 480 min
NAME 25 yr post
0 48 Acres BASEFLOWS 0 00 cfs
TYPE1A PERV
3 75 inches AREA 0 02 Acres
10 00 min CN 86 00
TC 35 68 min
ABSTRACTION COEFF 0 20
TcReach Sheet L 100 00 ns 0 4100 p2yr 2 10 s 0 0100
PEAK RATE 0 37 cfs VOL 0 14 Ac -ft TIME 480 min
NAME 2 yr pre
0 62 Acres
TYPE1A
2 10 inches
10 00 min
0 20
L 100 00 ns 0
cfs VOL 0 0
TYPE1A
2 10 inches
10 00 min
BASIN SUMMARY
BASEFLOWS 0 00 cfs
PERV
AREA 0 48 Acres
CN 86 00
TC 35 68 min
4100 p2yr 2 10 s 0 0100
6 Ac -ft TIME 480 min
NAME 2 yr post
0 48 Acres BASEFLOWS 0 00 cfs
AREA
CN
TC
PERV
0 02 Acres
86 00
35 68 min
0 20
L 100 00 ns 0 4100 p2yr 2 10 s 0 0100
cfs VOL 0 07 Ac -ft TIME 480 min
page 2
IMP
0 14 Acres
95 42
5 00 min
IMP
0 46 Acres
98 00
5 00 min
IMP
0 14 Acres
95 42
5 00 min
IMP
0 46 Acres
98 00
5 00 min
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BASIN ID 6m
SBUH METHODOLOGY
TOTAL AREA
RAINFALL TYPE
PRECIPITATION
TIME INTERVAL
BASIN ID 6m+
SBUH METHODOLOGY
TOTAL AREA
RAINFALL TYPE
PRECIPITATION
TIME INTERVAL
ABSTRACTION COEFF
TcReach Sheet
PEAK RATE 0 12
BASIN SUMMARY
NAME 6 mo pre
0 62 Acres BASEFLOWS 0 00 cfs
TYPE1A PERV IMP
1 34 inches AREA 0 48 Acres 0 14 Acres
10 00 min CN 86 00 95 42
TC 35 68 min 5 00 min
ABSTRACTION COEFF 0 20
TcReach Sheet L 100 00 ns 0 4100 p2yr 2 10 s 0 0100
PEAK RATE 0 04 cfs VOL 0 03 Ac -ft TIME 480 min
NAME 6 mo post
0 48 Acres BASEFLOWS 0 00 cfs
TYPE1A PERV IMP
1 34 inches AREA 0 02 Acres 0 46 Acres
10 00 min CN 86 00 98 00
TC 35 68 min 5 00 min
0 20
L 100 00 ns 0 4100 p2yr 2 10 s 0 0100
cfs VOL 0 04 Ac -ft TIME 480 min
page 3
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HYDROGRAPH SUMMARY
PEAK TIME VOLUME
HYD RUNOFF OF OF Contrib
NUM RATE PEAK HYDRO Area
cfs min cf \AcFt Acres
1 0 044 480 1125 cf 0 62
2 0 108 480 2417 cf 0 62
3 0 219 480 4638 cf 0 62
4 0 270 480 5655 cf 0 62
5 0 359 480 7425 cf 0 62
6 0 120 480 1903 cf 0 48
7 0 198 480 3199 cf 0 48
8 0 316 480 5184 cf 0 48
9 0 367 480 6052 cf 0 48
10 0 454 480 7529 cf 0 48
11 0 108 510 3199 cf 0 48
12 0 219 500 5184 cf 0 48
13 0 270 500 6051 cf 0 48
page 4
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ROUTING REPORT
UNDERGROUND PIPE ID No sl
Description Storage Pipe
Diameter 2 00 ft Length 240 00 ft
Slope 0 0050 ft /ft upstr dnstr
MULTIPLE ORIFICE ID No dl
Description Discharge Orifice
Outlet Elev 100 00
Elev 99 90 ft Orifice Diameter 1 8984 in
Elev 101 30 ft Orifice 2 Diameter 2 2383 in
Elev 101 80 ft Orifice 3 Diameter 1 3594 in
page 5
ROUTING CURVE
STAGE STORAGE OUTFLOW 0 +2S STAGE STORAGE OUTFLOW 0 +25 STAGE STORAGE OUTFLOW 0 +2S
(ft) (cf) (cfs) cfs min (ft) (cf) (cfs) cfs min (ft) (cf) (cfs) cfs min
100 00 0 0000 0 0000 0 0000 101 10 194 75 0 1026 0 7517 102 20 596 91 0 3058 2 2955
100 10 0 5873 0 0309 0 0329 101 20 236 17 0 1071 0 8944 102 30 630 59 0 3197 2 4217
100 20 3 2700 0 0437 0 0546 101 30 266 45 0 1115 0 9997 102 40 660 12 0 3329 2 5333
100 30 8 8650 0 0536 0 0831 101 40 301 49 0 1587 1 1637 102 50 685 40 0 3455 2 6302
100 40 17 892 0 0619 0 1215 101 50 338 75 0 1806 1 3097 102 60 706 43 0 3576 2 7123
100 50 30 709 0 0692 0 1715 101 60 376 99 0 1982 1 4548 102 70 723 29 0 3691 2 7801
100 60 47 561 0 0758 0 2343 101 70 415 23 0 2135 1 5976 102 80 736 10 0 3803 2 8340
100 70 68 595 0 0818 0 3105 101 80 452 49 0 2274 1 7357 102 90 745 13 0 3911 2 8749
100 80 93 879 0 0875 0 4004 101 90 487 53 0 2560 1 8811 103 00 750 72 0 4016 2 9040
100 90 123 40 0 0928 0 5041 102 00 517 82 0 2745 2 0006 103 10 7S3 40 0 4118 2 9231
101 00 157 08 0 0978 0 6214 102 10 559 25 0 2908 2 1549
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2yr
MATCH Q (cfs) 0 11
PEAK STAGE (ft) 101 21
PEAK TIME 510 00 min
INFLOW HYD No 7
LEVEL POOL ROUTING TABLE
I1 I2 2S1
0 0000 0 0000 0
0 0000 0 0009 0
0 0009 0 0030 0
0 0030 0 0054 0
O 0054 0 0075 0
0 0075 0 0093 0
0 0093 0 0109 0
0 0109 0 0133 0
0 0133 0 0160 0
O 0160 0 0175 0
0 0175 0 0187 0
0 0187 0 0200 0
0 0200 0 0210 0
O 0210 0 0217 0
0 0217 0 0228 0
0 0228 0 0235 0
0 0235 0 0240 0
O 0240 0 0248 0
0 0248 0 0254 0
O 0254 0 0277 0
0 0277 0 0300 0
O 0300 0 0306 0
0 0306 0 0313 0
0 0313 0 0315 0
O 0315 0 0319 0
O 0319 0 0407 0
0 0407 0 0494 0
0 0494 0 0501 0
0 0501 0 0507 0
O 0507 0 0513 0
0 0513 0 0519 0
O 0519 0 0503 0
0 0503 0 0486 0
0 0486 0 0487 0
0 0487 0 0490 0
O 0490 0 0496 0
0 0496 0 0496 0
0 0496 0 0792 0
0 0792 0 1096 0
0 1096 0 1106 0
0 1106 0 1533 0
0000
0000
0001
0002
0003
0005
0006
0007
0008
0010
0011
0012
0013
0013
0014
0014
0015
0015
0016
0016
0017
0019
0019
0021
0023
0025
0063
0139
0197
0224
0240
0253
0249
0227
0209
0207
0212
0217
0436
1055
1786
LEVEL POOL ROUTING TABLE
INFLOW Q (cfs)
PEAK OUTFLOW
OUTFLOW HYD No 11
SUM 01
cfs min
0 0000 0 0000
0 0009 0 0000
0 0039 0 0008
0 0086 0 0029
0 0132 0 0053
0 0172 0 0074
0 0207 0 0092
0 0249 0 0108
0 0302 0 0132
0 0345 0 0160
0 0373 0 0175
0 0398 0 0186
0 0423 0 0199
0 0441 0 0210
0 0459 0 0217
0 0477 0 0227
0 0490 0 0235
0 0503 0 0240
0 0517 0 0248
O 0546 0 0254
0 0594 0 0275
O 0625 0 0300
0 0638 0 0305
0 0649 0 0311
O 0657 0 0314
0 0751 0 0318
0 0963 0 0371
0 1133 0 0453
0 1205 0 0484
0 1244 0 0498
0 1272 0 0506
0 1274 0 0513
0 1238 0 0511
0 1199 0 0500
0 1186 0 0490
0 1192 0 0489
0 1203 0 0492
0 1505 0 0494
0 2324 0 0575
0 3256 0 0695
0 4425 0 0775
0 20
0 11
02 +2S2 STAGE
(ft)
page 6
TIME
(min)
0 0000 100 00 60 00
O 0009 100 00 70 00
0 0031 100 10 80 00
0 0057 100 10 90 00
O 0079 100 10 100 00
0 0098 100 10 110 00
0 0115 100 10 120 00
0 0141 100 10 130 00
0 0170 100 10 140 00
0 0186 100 10 150 00
O 0198 100 10 160 00
0 0212 100 10 170 00
0 0223 100 10 180 00
0 0231 100 10 190 00
0 0242 100 10 200 00
0 0250 100 10 210 00
O 0255 100 10 220 00
O 0263 100 10 230 00
0 0270 100 10 240 00
0 0293 100 10 250 00
O 0319 100 10 260 00
O 0325 100 10 270 00
0 0332 100 10 280 00
0 0338 100 10 290 00
0 0343 100 10 300 00
0 0434 100 11 310 00
0 0592 100 15 320 00
0 0680 100 22 330 00
0 0721 100 25 340 00
0 0746 100 26 350 00
0 0766 100 27 360 00
0 0761 100 28 370 00
0 0726 100 28 380 00
0 0700 100 26 390 00
0 0696 100 25 400 00
0 0703 100 25 410 00
O 0712 100 26 420 00
0 1011 100 26 430 00
0 1750 100 35 440 00
0 2561 100 51 450 00
0 3650 100 63 460 00
6/23/06 10 40 1 am Shareware Release
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LEVEL POOL ROUTING TABLE
page 7
LEVEL POOL ROUTING TABLE
Il I2 2S1 SUM 01 02 +2S2 STAGE TIME
cfs min (ft) (min)
0 1533 0 1966 0 2797 0 6296 0 0853 0 5443 100 76 470 00
O 1966 0 1985 0 4498 0 8449 0 0945 0 7504 100 93 480 00
0 1985 0 1433 0 6478 0 9896 0 1025 0 8871 101 10 490 00
0 1433 0 0872 0 7802 1 0107 0 1069 0 9038 101 19 500 00
0 0872 0 0873 0 7962 0 9707 0 1075 0 8632 101 21 510 00
0 0873 0 0825 0 7570 0 9268 0 1061 0 8206 101 18 520 00
0 0825 0 0780 0 7158 0 8763 0 1048 0 7715 101 15 530 00
0 0780 0 0780 0 6683 0 8243 0 1032 0 7211 101 11 540 00
0 0780 0 0660 0 6196 0 7636 0 1015 0 6622 101 08 550 00
0 0660 0 0540 0 5629 0 6829 0 0993 0 5836 101 03 560 00
0 0540 0 0539 0 4874 0 5953 0 0962 0 4991 100 97 570 00
O 0539 0 0541 0 4066 0 5147 0 0925 0 4221 100 90 580 00
0 0541 0 0538 0 3336 0 4415 0 0886 0 3529 100 82 590 00
0 0538 0 0538 0 2685 0 3761 0 0845 0 2916 100 75 600 00
0 0538 0 0515 0 2113 0 3167 0 0803 0 2363 100 68 610 00
0 0515 0 0492 0 1604 0 2612 0 0759 0 1853 100 60 620 00
0 0492 0 0492 0 1147 0 2131 0 0706 0 1425 100 52 630 00
0 0492 0 0489 0 0776 0 1758 0 0649 0 1109 100 44 640 00
0 0489 0 0492 0 0513 0 1495 0 0596 0 0899 100 37 650 00
0 0492 0 0493 0 0349 0 1334 0 0550 0 0784 100 32 660 00
0 0493 0 0444 0 0264 0 1201 0 0519 0 0681 100 28 670 00
0 0444 0 0395 0 0197 0 1036 0 0484 0 0552 100 25 680 00
0 0395 0 0394 0 0113 0 0902 0 0439 0 0462 100 20 690 00
0 0394 0 0397 0 0074 0 0866 0 0388 0 0478 100 16 700 00
0 0397 0 0394 0 0081 0 0872 0 0397 0 0475 100 17 710 00
0 0394 0 0394 0 0080 0 0868 0 0395 0 0472 100 17 720 00
0 0394 0 0397 0 0079 0 0869 0 0394 0 0476 100 17 730 00
0 0397 0 0394 0 0080 0 0871 0 0396 0 0475 100 17 740 00
O 0394 0 0394 0 0080 0 0868 0 0395 0 0472 100 17 750 00
0 0394 0 0397 0 0079 0 0870 0 0394 0 0476 100 17 760 00
0 0397 0 0394 0 0080 0 0872 0 0396 0 0476 100 17 770 00
O 0394 0 0394 0 0080 0 0869 0 0396 0 0473 100 17 780 00
0 0394 0 0348 0 0079 0 0822 0 0394 0 0427 100 17 790 00
0 0348 0 0299 0 0060 0 0707 0 0367 0 0340 100 15 800 00
O 0299 0 0298 0 0024 0 0621 0 0316 0 0306 100 11 810 00
0 0298 0 0298 0 0018 0 0615 0 0287 0 0327 100 09 820 00
0 0298 0 0298 0 0019 0 0616 0 0308 0 0308 100 10 830 00
0 0298 0 0298 0 0018 0 0614 0 0289 0 0325 100 10 840 00
0 0298 0 0321 0 0019 0 0638 0 0305 0 0333 100 10 850 00
0 0321 0 0347 0 0021 0 0689 0 0312 0 0378 100 10 860 00
0 0347 0 0347 0 0040 0 0734 0 0338 0 0396 100 12 870 00
0 0347 0 0345 0 0047 0 0739 0 0349 0 0391 100 13 880 00
O 0345 0 0348 0 0045 0 0738 0 0346 0 0392 100 13 890 00
0 0348 0 0348 0 0046 0 0741 0 0346 0 0395 100 13 900 00
O 0348 0 0345 0 0047 0 0740 0 0348 0 0392 100 13 910 00
0 0345 0 0348 0 0045 0 0739 0 0346 0 0393 100 13 920 00
0 0348 0 0348 0 0046 0 0743 0 0347 0 0396 100 13 930 00
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LEVEL POOL ROUTING TABLE
_page_
LEVEL POOL ROUTING TABLE
I1 I2 2S1 SUM 01 02 +2S2 STAGE TIME
cfs min (ft) (min)
0 0348 0 0346 0 0047 0 0741 0 0349 0 0393 100 13 940 00
O 0346 0 0349 0 0046 0 0740 0 0347 0 0393 100 13 950 00
0 0349 0 0349 0 0046 0 0744 0 0347 0 0396 100 13 960 00
0 0349 0 0273 0 0047 0 0670 0 0349 0 0321 100 13 970 00
O 0273 0 0203 0 0019 0 0496 0 0301 0 0194 100 10 980 00
0 0203 0 0202 0 0012 0 0417 0 0183 0 0235 100 10 990 00
0 0202 0 0199 0 0014 0 0415 0 0221 0 0195 100 10 1000 00
0 0199 0 0201 0 0012 0 0412 0 0183 0 0229 100 10 1010 00
0 0201 0 0201 0 0014 0 0416 0 0215 0 0201 100 10 1020 00
0 0201 0 0247 0 0012 0 0460 0 0189 0 0271 100 10 1030 00
0 0247 0 0297 0 0016 0 0561 0 0255 0 0305 100 10 1040 00
0 0297 0 0297 0 0018 0 0613 0 0287 0 0326 100 10 1050 00
0 0297 0 0298 0 0019 0 0615 0 0306 0 0309 100 10 1060 00
0 0298 0 0298 0 0018 0 0614 0 0290 0 0324 100 10 1070 00
0 0298 0 0298 0 0019 0 0616 0 0305 0 0311 100 10 1080 00
0 0298 0 0275 0 0019 0 0592 0 0292 0 0300 100 10 1090 00
0 0275 0 0249 0 0018 0 0542 0 0282 0 0260 100 10 1100 00
0 0249 0 0249 0 0015 0 0513 0 0245 0 0269 100 10 1110 00
0 0249 0 0339 0 0016 0 0604 0 0253 0 0351 100 10 1120 00
0 0339 0 0249 0 0029 0 0617 0 0322 0 0295 100 11 1130 00
O 0249 0 0162 0 0018 0 0429 0 0277 0 0151 100 09 1140 00
0 0162 0 0251 0 0009 0 0422 0 0142 0 0280 100 10 1150 00
0 0251 0 0248 0 0017 0 0516 0 0263 0 0253 100 10 1160 00
0 0248 0 0248 0 0015 0 0512 0 0238 0 0274 100 10 1170 00
0 0248 0 0251 0 0016 0 0516 0 0257 0 0259 100 10 1180 00
0 0251 0 0249 0 0015 0 0515 0 0243 0 0272 100 10 1190 00
O 0249 0 0249 0 0016 0 0513 0 0256 0 0258 100 10 1200 00
O 0249 0 0252 0 0015 0 0515 0 0242 0 0273 100 10 1210 00
O 0252 0 0249 0 0016 0 0517 0 0257 0 0260 100 10 1220 00
0 0249 0 0249 0 0015 0 0513 0 0244 0 0269 100 10 1230 00
0 0249 0 0252 0 0016 0 0516 0 0253 0 0264 100 10 1240 00
O 0252 0 0249 0 0016 0 0516 0 0248 0 0268 100 10 1250 00
0 0249 0 0249 0 0016 0 0514 0 0252 0 0261 100 10 1260 00
0 0249 0 0252 0 0016 0 0516 0 0246 0 0270 100 10 1270 00
0 0252 0 0249 0 0016 0 0517 0 0254 0 0262 100 10 1280 00
0 0249 0 0249 0 0016 0 0513 0 0247 0 0267 100 10 1290 00
0 0249 0 0252 0 0016 0 0517 0 0251 0 0266 100 10 1300 00
0 0252 0 0249 0 0016 0 0517 0 0250 0 0267 100 10 1310 00
0 0249 0 0249 0 0016 0 0514 0 0251 0 0263 100 10 1320 00
0 0249 0 0226 0 0016 0 0490 0 0248 0 0243 100 10 1330 00
0 0226 0 0202 0 0014 0 0442 0 0228 0 0214 100 10 1340 00
0 0202 0 0202 0 0013 0 0417 0 0201 0 0216 100 10 1350 00
0 0202 0 0199 0 0013 0 0414 0 0203 0 0211 100 10 1360 00
0 0199 0 0202 0 0013 0 0413 0 0198 0 0215 100 10 1370 00
0 0202 0 0202 0 0013 0 0416 0 0202 0 0214 100 10 1380 00
0 0202 0 0199 0 0013 0 0413 0 0201 0 0212 100 10 1390 00
0 0199 0 0201 0 0013 0 0413 0 0199 0 0214 100 10 1400 00
6/23/06 10 40 1 am _Shareware Release
Commercial Bldg at First Front Sts
for Lindberg /Smith Architects
LEVEL POOL ROUTING TABLE
page _9_
LEVEL POOL ROUTING TABLE
I1 I2 2S1 SUM 01 02 +252 STAGE TIME
cfs min (ft) (min)
0 0201 0 0201 0 0013 0 0415 0 0201 0 0215 100 10 1410 00
O 0201 0 0198 0 0013 0 0413 0 0202 0 0211 100 10 1420 00
0 0198 0 0201 0 0013 0 0412 0 0198 0 0214 100 10 1430 00
0 0201 0 0201 0 0013 0 0415 0 0201 0 0214 100 10 1440 00
0 0201 0 0102 0 0013 0 0316 0 0201 0 0115 100 10 1450 00
0 0102 0 0005 0 0007 0 0114 0 0108 0 0006 100 10 1460 00
O 0005 0 0004 0 0000 0 0009 0 0006 0 0004 100 10 1470 00
0 0004 0 0003 0 0000 0 0007 0 0003 0 0003 100 10 1480 00
0 0003 0 0002 0 0000 0 0005 0 0003 0 0002 100 10 1490 00
0 0002 0 0002 0 0000 0 0004 0 0002 0 0002 100 10 1500 00
0 0002 0 0001 0 0000 0 0003 0 0002 0 0001 100 10 1510 00
0 0001 0 0001 0 0000 0 0002 0 0001 0 0001 100 10 1520 00
0 0001 0 0001 0 0000 0 0002 0 0001 0 0001 100 10 1530 00
0 0001 0 0001 0 0000 0 0001 0 0001 0 0001 100 10 1540 00
0 0001 0 0000 0 0000 0 0001 0 0001 0 0000 100 10 1550 00
0 0000 0 0000 0 0000 0 0001 0 0000 0 0000 100 10 1560 00
O 0000 0 0000 0 0000 0 0001 0 0000 0 0000 100 10 1570 00
0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 100 10 1580 00
0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 100 10 1590 00
0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 100 10 1600 00
0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 100 10 1610 00
0 0000 0 0000 0 0000 0 0000 0 0000 0 0000 100 10 1620 00
0 0000 0 0000 0 0000 0 0000 0 0000 -0 0000 100 10 1630 00
6/23/06 10 40 2 am Shareware Release
Commercial Bldg at First Front Sts
for Lindberg /Smith Architects
ROUTING REPORT
UNDERGROUND PIPE ID No sl
Description Storage Pipe
Diameter 2 00 ft Length 240 00 ft
Slope 0 0050 ft /ft upstr dnstr
MULTIPLE ORIFICE ID No dl
Description Discharge Orifice
Outlet Elev 100 00
Elev 99 90 ft Orifice Diameter 1 8984 in
Elev 101 30 ft Orifice 2 Diameter 2 2383 in
Elev 101 80 ft Orifice 3 Diameter 1 3594 in
page 10
ROUTING CURVE
STAGE STORAGE OUTFLOW 0 +2S STAGE STORAGE OUTFLOW 0 +2S STAGE STORAGE OUTFLOW 0 +2S
(ft) (cf) (cfs) cfs min (ft) (cf) (cfs) cfs min (ft) (cf) (cfs) cfs min
100 00 0 0000 0 0000 0 0000 101 10 194 75 0 1026 0 7517 102 20 596 91 0 3058 2 2955
100 10 0 5873 0 0309 0 0329 101 20 236 17 0 1071 0 8944 102 30 630 59 0 3197 2 4217
100 20 3 2700 0 0437 0 0546 101 30 266 45 0 1115 0 9997 102 40 660 12 0 3329 2 5333
100 30 8 8650 0 0536 0 0831 101 40 301 49 0 1587 1 1637 102 50 685 40 0 3455 2 6302
100 40 17 892 0 0619 0 1215 101 50 338 75 0 1806 1 3097 102 60 706 43 0 3576 2 7123
100 50 30 709 0 0692 0 1715 101 60 376 99 0 1982 1 4548 102 70 723 29 0 3691 2 7801
100 60 47 561 0 0758 0 2343 101 70 415 23 0 2135 1 5976 102 80 736 10 0 3803 2 8340
100 70 68 595 0 0818 0 3105 101 80 452 49 0 2274 1 7357 102 90 745 13 0 3911 2 8749
100 80 93 879 0 0875 0 4004 101 90 487 53 0 2560 1 8811 103 00 750 72 0 4016 2 9040
100 90 123 40 0 0928 0 5041 102 00 517 82 0 2745 2 0006 103 10 753 40 0 4118 2 9231
101 00 157 08 0 0978 0 6214 102 10 559 25 0 2908 2 1549
6/23/06 10 40 2 am Shareware Release
Commercial Bldg at First Front Sts
for Lindberg /Smith Architects
l0yr
MATCH Q (.cfs) 0 22
PEAK STAGE (ft) 101 74
PEAK TIME 500 00 min
INFLOW HYD No 8
LEVEL POOL ROUTING TABLE
Il I2 2S1
0 0000 0 0000 0
0 0000 0 0012 0
0 0012 0 0035 0
0 0035 0 0081 0
0 0081 0 0136 0
0 0136 0 0174 0
0 0174 0 0205 0
0 0205 0 0232 0
0 0232 0 0255 0
0 0255 0 0297 0
0 0297 0 0342 0
0 0342 0 0361 0
0 0361 0 0374 0
0 0374 0 0391 0
0 0391 0 0403 0
0 0403 0 0410 0
O 0410 0 0423 0
0 0423 0 0431 0
0 0431 0 0435 0
0 0435 0 0445 0
0 0445 0 0451 0
O 0451 0 0489 0
O 0489 0 0526 0
0 0526 0 0532 0
0 0532 0 0541 0
0 0541 0 0542 0
0 0542 0 0547 0
0 0547 0 0692 0
O 0692 0 0835 0
0 0835 0 0843 0
0 0843 0 0849 0
O 0849 0 0856 0
0 0856 0 0861 0
0 0861 0 0832 0
0 0832 0 0801 0
0 0801 0 0800 0
0 0800 0 0803 0
0 0803 0 0811 0
0 0811 0 0809 0
0 0809 0 1285 0
0 1285 0 1770 0
LEVEL POOL ROUTING TABLE
INFLOW Q (cfs)
PEAK OUTFLOW
OUTFLOW HYD No 12
SUM
cfs min
O 32
O 22
page 11
01 02 +2S2 STAGE TIME
(ft) (min)
0000 0 0000 0 0000 0 0000 100 00 40
0000 0 0012 0 0000 0 0012 100 00 50
0001 0 0047 0 0011 0 0037 100 10 60
0002 0 0119 0 0034 0 0084 100 10 70
0005 0 0222 0 0079 0 0143 100 10 80
0008 0 0318 0 0134 0 0184 100 10 90
0011 0 0390 0 0173 0 0217 100 10 100
0013 0 0450 0 0204 0 0246 100 10 110
0015 0 0501 0 0231 0 0270 100 10 120
0016 0 0568 0 0254 0 0314 100 10 130
0019 0 0658 0 0295 0 0363 100 10 140
0034 0 0737 0 0329 0 0408 100 12 150
0052 0 0787 0 0356 0 0432 100 14 160
0062 0 0827 0 0370 0 0458 100 15 170
0072 0 0867 0 0385 0 0482 100 16 180
0083 0 0896 0 0400 0 0497 100 17 190
0089 0 0922 0 0408 0 0514 100 18 200
0096 0 0950 0 0418 0 0532 100 19 210
0103 0 0969 0 0429 0 0540 100 19 220
0107 0 0987 0 0434 0 0553 100 20 230
0113 0 1010 0 0440 0 0570 100 20 240
0125 0 1065 0 0446 0 0619 100 21 250
0157 0 1171 0 0462 0 0709 100 23 260
0215 0 1273 0 0493 0 0780 100 26 270
0262 0 1335 0 0518 0 0817 100 28 280
0286 0 1370 0 0531 0 0839 100 29 290
0301 0 1390 0 0537 0 0853 100 30 300
0313 0 1551 0 0540 0 1011 100 31 310
0436 0 1964 0 0575 0 1389 100 35 320
0745 0 2423 0 0644 0 1779 100 43 330
1081 0 2773 0 0698 0 2074 100 51 340
1345 0 3050 0 0729 0 2321 100 56 350
1566 0 3282 0 0755 0 2527 100 60 360
1755 0 3447 0 0772 0 2675 100 62 370
1891 0 3524 0 0784 0 2740 100 64 380
1951 0 3552 0 0789 0 2763 100 65 390
1972 0 3576 0 0791 0 2785 100 66 400
1992 0 3606 0 0793 0 2813 100 66 410
2018 0 3638 0 0795 0 2843 100 66 420
2045 0 4139 0 0797 0 3342 100 67 430
2509 0 5564 0 0833 0 4731 100 73 440
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
6/23/06 10 40 2 am Shareware Release
Commercial Bldg at First Front Sts
for Lindberg /Smith Architects
page 12
LEVEL POOL ROUTING TABLE
LEVEL POOL ROUTING TABLE
I1 I2 2S1 SUM 01 O2 +2S2 STAGE TIME
cfs min (ft) (min)
0 1770 0 1782 0 3819 0 7372 0 0912 0 6460 100 87 450 00
O 1782 0 2458 0 5473 0 9712 0 0987 0 8725 101 02 460 00
0 2458 0 3140 0 7661 1 3259 0 1064 1 2194 101 18 470 00
0 3140 0 3162 1 0524 1 6825 0 1671 1 5155 101 44 480 00
0 3162 0 2283 1 3108 1 8552 0 2047 1 6506 101 64 490 00
O 2283 0 1393 1 4317 1 7994 0 2188 1 5805 101 74 500 00
O 1393 0 1391 1 3689 1 6472 0 2117 1 4356 101 69 510 00
O 1391 0 1313 1 2397 1 5101 0 1958 1 3142 101 59 520 00
0 1313 0 1240 1 1331 1 3883 0 1811 1 2072 101 50 530 00
0 1240 0 1238 1 0420 1 2898 0 1652 1 1245 101 43 540 00
0 1238 0 1049 0 9771 1 2058 0 1474 1 0583 101 38 550 00
0 1049 0 0858 0 9299 1 1205 0 1284 0 9922 101 34 560 00
O 0858 0 0855 0 8810 1 0522 0 1112 0 9410 101 29 570 00
0 0855 0 0858 0 8320 1 0033 0 1091 0 8942 101 24 580 00
0 0858 0 0852 0 7870 0 9580 0 1071 0 8509 101 20 590 00
0 0852 0 0851 0 7452 0 9155 0 1057 0 8097 101 17 600 00
0 0851 0 0815 0 7053 0 8719 0 1044 0 7674 101 14 610 00
0 0815 0 0778 0 6644 0 8236 0 1031 0 7205 101 11 620 00
0 0778 0 0777 0 6191 0 7746 0 1014 0 6732 101 08 630 00
O 0777 0 0772 0 5735 0 7284 0 0997 0 6287 101 04 640 00
0 0772 0 0777 0 5306 0 6855 0 0981 0 5875 101 01 650 00
0 0777 0 0776 0 4911 0 6464 0 0964 0 5501 100 97 660 00
0 0776 0 0700 0 4553 0 6029 0 0948 0 5082 100 94 670 00
O 0700 0 0622 0 4152 0 5474 0 0930 0 4545 100 90 680 00
0 0622 0 0621 0 3642 0 4886 0 0902 0 3984 100 85 690 00
0 0621 0 0625 0 3110 0 4357 0 0874 0 3484 100 80 700 00
0 0625 0 0620 0 2642 0 3887 0 0842 0 3045 100 74 710 00
0 0620 0 0620 0 2232 0 3472 0 0814 0 2659 100 69 720 00
O 0620 0 0624 0 1876 0 3121 0 0783 0 2338 100 64 730 00
O 0624 0 0620 0 1581 0 2825 0 0757 0 2068 100 60 740 00
0 0620 0 0620 0 1339 0 2579 0 0729 0 1850 100 56 750 00
O 0620 0 0624 0 1145 0 2389 0 0706 0 1683 100 52 760 00
O 0624 0 0620 0 0996 0 2240 0 0687 0 1553 100 49 770 00
0 0620 0 0620 0 0885 0 2125 0 0668 0 1457 100 47 780 00
0 0620 0 0548 0 0803 0 1971 0 0654 0 1317 100 45 790 00
0 0548 0 0470 0 0684 0 1701 0 0633 0 1068 100 42 800 00
0 0470 0 0469 0 0481 0 1421 0 0587 0 0834 100 36 810 00
0 0469 0 0469 0 0297 0 1235 0 0536 0 0699 100 30 820 00
0 0469 0 0468 0 0209 0 1146 0 0490 0 0656 100 25 830 00
0 0468 0 0468 0 0181 0 1116 0 0475 0 0641 100 24 840 00
0 0468 0 0504 0 0171 0 1143 0 0470 0 0673 100 23 850 00
0 0504 0 0545 0 0192 0 1240 0 0481 0 0759 100 24 860 00
0 0545 0 0545 0 0248 0 1338 0 0511 0 0827 100 27 870 00
0 0545 0 0541 0 0293 0 1379 0 0534 0 0844 100 30 880 00
O 0541 0 0546 0 0306 0 1392 0 0539 0 0854 100 30 890 00
0 0546 0 0546 0 0313 0 1405 0 0541 0 0864 100 31 900 00
0 0546 0 0542 0 0321 0 1409 0 0543 0 0866 100 31 910 00
6/23/06 10 40 2 am Shareware Release
Commercial Bldg at First Front Sts
for Lindberg /Smith Architects
LEVEL POOL ROUTING TABLE
page 13
LEVEL POOL ROUTING TABLE
I1 I2 2S1 SUM 01 02 +2S2 STAGE TIME
cfs min (ft) (min)
0 0542 0 0546 0 0323 0 1411 0 0543 0 0867 100 31 920 00
0 0546 0 0546 0 0324 0 1416 0 0543 0 0873 100 31 930 00
0 0546 0 0542 0 0328 0 1417 0 0545 0 0872 100 31 940 00
0 0542 0 0547 0 0327 0 1416 0 0544 0 0872 100 31 950 00
0 0547 0 0547 0 0327 0 1420 0 0544 0 0876 100 31 960 00
0 0547 0 0429 0 0331 0 1306 0 0545 0 0761 100 31 970 00
0 0429 0 0319 0 0250 0 0998 0 0511 0 0486 100 28 980 00
0 0319 0 0318 0 0084 0 0721 0 0402 0 0319 100 17 990 00
0 0318 0 0312 0 0019 0 0649 0 0300 0 0349 100 10 1000 00
0 0312 0 0316 0 0028 0 0656 0 0321 0 0335 100 11 1010 00
0 0316 0 0315 0 0022 0 0653 0 0313 0 0340 100 10 1020 00
0 0315 0 0387 0 0024 0 0727 0 0316 0 0411 100 11 1030 00
0 0387 0 0465 0 0053 0 0906 0 0358 0 0548 100 14 1040 00
0 0465 0 0466 0 0110 0 1040 0 0438 0 0602 100 20 1050 00
0 0466 0 0466 0 0146 0 1077 0 0457 0 0621 100 22 1060 00
0 0466 0 0467 0 0158 0 1091 0 0463 0 0627 100 23 1070 00
0 0467 0 0467 0 0162 0 1096 0 0465 0 0630 100 23 1080 00
0 0467 0 0431 0 0164 0 1062 0 0466 0 0596 100 23 1090 00
0 0431 0 0390 0 0141 0 0962 0 0454 0 0508 100 22 1100 00
0 0390 0 0390 0 0093 0 0873 0 0415 0 0458 100 18 1110 00
0 0390 0 0530 0 0073 0 0993 0 0386 0 0607 100 16 1120 00
0 0530 0 0390 0 0149 0 1070 0 0458 0 0611 100 22 1130 00
0 0390 0 0254 0 0151 0 0796 0 0460 0 0336 100 22 1140 00
0 0254 0 0393 0 0022 0 0670 0 0313 0 0356 100 10 1150 00
0 0393 0 0389 0 0031 0 0813 0 0325 0 0487 100 11 1160 00
0 0389 0 0389 0 0085 0 0862 0 0403 0 0460 100 17 1170 00
0 0389 0 0393 0 0073 0 0855 0 0386 0 0469 100 16 1180 00
0 0393 0 0389 0 0077 0 0859 0 0392 0 0468 100 16 1190 00
0 0389 0 0389 0 0077 0 0854 0 0391 0 0463 100 16 1200 00
0 0389 0 0393 0 0075 0 0857 0 0389 0 0469 100 16 1210 00
0 0393 0 0389 0 0077 0 0860 0 0392 0 0468 100 16 1220 00
0 0389 0 0389 0 0077 0 0855 0 0391 0 0464 100 16 1230 00
0 0389 0 0394 0 0075 0 0858 0 0389 0 0469 100 16 1240 00
0 0394 0 0389 0 0077 0 0860 0 0392 0 0468 100 16 1250 00
0 0389 0 0389 0 0077 0 0855 0 0391 0 0464 100 16 1260 00
0 0389 0 0394 0 0075 0 0858 0 0389 0 0469 100 16 1270 00
0 0394 0 0389 0 0077 0 0860 0 0392 0 0468 100 16 1280 00
0 0389 0 0389 0 0077 0 0855 0 0391 0 0464 100 16 1290 00
0 0389 0 0394 0 0075 0 0858 0 0389 0 0469 100 16 1300 00
0 0394 0 0389 0 0077 0 0860 0 0392 0 0468 100 16 1310 00
0 0389 0 0389 0 0077 0 0855 0 0391 0 0464 100 16 1320 00
0 0389 0 0353 0 0075 0 0817 0 0389 0 0428 100 16 1330 00
0 0353 0 0316 0 0061 0 0730 0 0368 0 0362 100 15 1340 00
0 0316 0 0316 0 0033 0 0665 0 0329 0 0337 100 12 1350 00
0 0316 0 0311 0 0023 0 0650 0 0314 0 0336 100 10 1360 00
0 0311 0 0315 0 0022 0 0648 0 0313 0 0335 100 10 1370 00
0 0315 0 0315 0 0022 0 0652 0 0313 0 0339 100 10 1380 00
6/23/06 10 40 2 am Shareware Release
Commercial Bldg at First Front Sts
for Lindberg /Smith Architects
LEVEL POOL ROUTING TABLE
page 14
LEVEL POOL ROUTING TABLE
Il I2 2S1 SUM 01 02 +2S2 STAGE TIME
cfs min (ft) (min)
0 0315 0 0310 0 0024 0 0649 0 0315 0 0334 100 10 1390 00
0 0310 0 0315 0 0022 0 0647 0 0312 0 0334 100 10 1400 00
0 0315 0 0315 0 0022 0 0651 0 0313 0 0339 100 10 1410 00
0 0315 0 0310 0 0024 0 0648 0 0315 0 0333 100 10 1420 00
0 0310 0 0315 0 0021 0 0646 0 0312 0 0334 100 10 1430 00
0 0315 0 0315 0 0022 0 0651 0 0312 0 0338 100 10 1440 00
0 0315 0 0160 0 0023 0 0498 0 0315 0 0183 100 10 1450 00
0 0160 0 0009 0 0011 0 0180 0 0172 0 0007 100 06 1460 00
0 0009 0 0007 0 0000 0 0016 0 0007 0 0009 100 10 1470 00
0 0007 0 0005 0 0001 0 0012 0 0008 0 0004 100 10 1480 00
0 0005 0 0004 0 0000 0 0009 0 0004 0 0005 100 10 1490 00
0 0004 0 0003 0 0000 0 0007 0 0005 0 0002 100 10 1500 00
0 0003 0 0002 0 0000 0 0005 0 0002 0 0003 100 10 1510 00
0 0002 0 0002 0 0000 0 0004 0 0003 0 0001 100 10 1520 00
0 0002 0 0001 0 0000 0 0003 0 0001 0 0002 100 10 1530 00
0 0001 0 0001 0 0000 0 0002 0 0002 0 0000 100 10 1540 00
0 0001 0 0001 0 0000 0 0002 0 0000 0 0001 100 10 1550 00
0 0001 0 0001 0 0000 0 0001 0 0001 0 0000 100 10 1560 00
0 0001 0 0000 0 0000 0 0001 0 0000 0 0001 100 10 1570 00
0 0000 0 0000 0 0000 0 0001 0 0001 -0 0000 100 10 1580 00
6/23/06 10 40 3 am Shareware Release
Commercial Bldg at First Front Sts
for Lindberg /Smith Architects
ROUTING REPORT
UNDERGROUND PIPE ID No sl
Description Storage Pipe
Diameter 2 00 ft Length 240 00 ft
Slope 0 0050 ft /ft upstr dnstr
MULTIPLE ORIFICE ID No dl
Description Discharge Orifice
Outlet Elev 100 00
Elev 99 90 ft Orifice Diameter 1 8984 in
Elev 101 30 ft Orifice 2 Diameter 2 2383 in
Elev 101 80 ft Orifice 3 Diameter 1 3594 in
page 15
ROUTING CURVE
STAGE STORAGE OUTFLOW 0 +25 STAGE STORAGE OUTFLOW 0 +2S STAGE STORAGE OUTFLOW 0 +2S
(ft) (cf) (cfs) cfs min (ft) (cf) (cfs) cfs min (ft) (cf) (cfs) cfs min
100 00 0 0000 0 0000 0 0000 101 10 194 75 0 1026 0 7517 102 20 596 91 0 3058 2 2955
100 10 0 5873 0 0309 0 0329 101 20 236 17 0 1071 0 8944 102 30 630 59 0 3197 2 4217
100 20 3 2700 0 0437 0 0546 101 30 266 45 0 1115 0 9997 102 40 660 12 0 3329 2 5333
100 30 8 8650 0 0536 0 0831 101 40 301 49 0 1587 1 1637 102 50 685 40 0 3455 2 6302
100 40 17 892 0 0619 0 1215 101 50 338 75 0 1806 1 3097 102 60 706 43 0 3576 2 7123
100 50 30 709 0 0692 0 1715 101 60 376 99 0 1982 1 4548 102 70 723 29 0 3691 2 7801
100 60 47 561 0 0758 0 2343 101 70 415 23 0 2135 1 5976 102 80 736 10 0 3803 2 8340
100 70 68 595 0 0818 0 3105 101 80 452 49 0 2274 1 7357 102 90 745 13 0 3911 2 8749
100 80 93 879 0 0875 0 4004 101 90 487 53 0 2560 1 8811 103 00 750 72 0 4016 2 9040
100 90 123 40 0 0928 0 5041 102 00 517 82 0 2745 2 0006 103 10 753 40 0 4118 2 9231
101 00 157 08 0 0978 0 6214 102 10 559 25 0 2908 2 1549
6/23/06 10 40 3 am Shareware Release
Commercial Bldg at First Front Sts
for Lindberg /Smith Architects
25yr
MATCH Q (cfs) 0 27
PEAK STAGE (ft) 101 98
PEAK TIME 500 00 min
INFLOW HYD No 9
LEVEL POOL ROUTING TABLE
I1 I2 2S1
O 0000 0 0005 0 0000
0 0005 0 0029 0 0000
0 0029 0 0063 0 0002
0 0063 0 0122 0 0004
0 0122 0 0191 0 0008
0 0191 0 0234 0 0012
0 0234 0 0270 0 0015
0 0270 0 0299 0 0017
0 0299 0 0323 0 0019
0 0323 0 0373 0 0025
0 0373 0 0426 0 0051
0 0426 0 0446 0 0088
0 0446 0 0459 0 0113
0 0459 0 0477 0 0129
0 0477 0 0489 0 0155
0 0489 0 0496 0 0183
0 0496 0 0509 0 0204
O 0509 0 0518 0 0223
0 0518 0 0521 0 0244
0 0521 0 0532 0 0258
0 0532 0 0538 0 0272
O 0538 0 0582 0 0288
O 0582 0 0625 0 0331
0 0625 0 0631 0 0421
0 0631 0 0641 0 0512
0 0641 0 0641 0 0576
0 0641 0 0646 0 0622
0 0646 0 0816 0 0657
0 0816 0 0983 0 0831
0 0983 0 0991 0 1253
0 0991 0 0998 0 1738
0 0998 0 1004 0 2149
0 1004 0 1009 0 2511
0 1009 0 0974 0 2836
O 0974 0 0938 0 3092
0 0938 0 0936 0 3250
0 0936 0 0939 0 3356
0 0939 0 0947 0 3452
0 0947 0 0945 0 3549
0 0945 0 1498 0 3641
0 1498 0 2062 0 4248
LEVEL POOL ROUTING TABLE
INFLOW Q (cfs)
PEAK OUTFLOW
OUTFLOW HYD No 13
SUM
cfs min
0 0005
O 0035
0 0094
0 0189
0 0320
0 0437
0 0519
0 0586
O 0641
0 0722
0 0849
O 0960
0 1017
0 1065
O 1121
0 1167
0 1209
O 1250
0 1283
0 1311
0 1342
0 1408
0 1537
O 1677
0 1784
0 1858
0 1909
0 2119
0 2631
0 3227
0 3727
0 4151
0 4524
0 4819
O 5004
0 5124
0 5232
0 5339
0 5441
0 6084
0 7808
0 37
0 27
01 02 +2S2 STAGE
(ft)
0 0000
0 0005
0 0028
0 0062
0 0119
0 0189
0 0233
0 0268
0 0298
0 0318
0 0354
0 0408
0 0439
0 0448
0 0462
0 0476
0 0487
0 0498
0 0509
0 0516
0 0523
0 0532
0 0545
O 0570
0 0595
O 0613
0 0623
0 0629
0 0659
O 0719
O 0771
0 0806
0 0833
0 0855
0 0872
0 0881
0 0887
O 0892
0 0897
0 0902
0 0934
0 0005 100 00
0 0030 100 00
O 0066 100 10
0 0127 100 10
0 0201 100 10
O 0248 100 10
0 0285 100 10
0 0317 100 10
0 0343 100 10
O 0404 100 11
O 0496 100 13
0 0552 100 18
0 0578 100 20
0 0617 100 21
0 0659 100 22
0 0691 100 24
O 0721 100 25
0 0753 100 26
0 0774 100 27
0 0795 100 28
0 0819 100 29
O 0876 100 30
O 0992 100 31
0 1107 100 34
0 1188 100 37
O 1245 100 39
0 1286 100 41
0 1490 100 41
0 1972 100 46
O 2509 100 54
O 2956 100 62
O 3344 100 68
0 3691 100 73
O 3964 100 77
0 4132 100 80
0 4243 100 81
0 4345 100 82
0 4446 100 83
0 4544 100 84
0 5182 100 85
0 6874 100 91
page 16
TIME
(min)
40 00
50 00
60 00
70 00
80 00
90 00
100 00
110 00
120 00
130 00
140 00
150 00
160 00
170 00
180 00
190 00
200 00
210 00
220 00
230 00
240 00
250 00
260 00
270 00
280 00
290 00
300 00
310 00
320 00
330 00
340 00
350 00
360 00
370 00
380 00
390 00
400 00
410 00
420 00
430 00
440 00
6/23/06 10 40 3 am Shareware Release
Commercial Bldg at First Front Sts
for Lindberg /Smith Architects
LEVEL POOL ROUTING TABLE
page 17
LEVEL POOL ROUTING TABLE
I1 I2 2S1 SUM 01 O2 +2S2 STAGE TIME
cfs min (ft) (min)
O 2062 0 2074 0 5872 1 0009 0 1002 0 9006 101 05 450 00
0 2074 0 2858 0 7932 1 2865 0 1074 1 1791 101 21 460 00
0 2858 0 3648 1 0181 1 6687 0 1610 1 5076 101 41 470 00
0 3648 0 3671 1 3038 2 0358 0 2038 1 8319 101 64 480 00
0 3671 0 2652 1 5856 2 2179 0 2463 1 9716 101 87 490 00
0 2652 0 1619 1 7016 2 1287 0 2700 1 8587 101 98 500 00
0 1619 0 1616 1 6071 1 9307 0 2516 1 6791 101 88 510 00
O 1616 0 1525 1 4574 1 7714 0 2217 1 5498 101 76 520 00
0 1525 0 1439 1 3414 1 6378 0 2084 1 4294 101 67 530 00
0 1439 0 1437 1 2343 1 5220 0 1951 1 3269 101 58 540 00
0 1437 0 1217 1 1442 1 4096 0 1827 1 2270 101 51 550 00
0 1217 0 0996 1 0588 1 2800 0 1682 1 1119 101 44 560 00
0 0996 0 0992 0 9681 1 1669 0 1438 1 0231 101 37 570 00
0 0992 0 0995 0 9048 1 1036 0 1182 0 9853 101 31 580 00
0 0995 0 0988 0 8744 1 0727 0 1109 0 9618 101 29 590 00
0 0988 0 0987 0 8519 1 0494 0 1099 0 9394 101 26 600 00
0 0987 0 0944 0 8304 1 0235 0 1090 0 9145 101 24 610 00
0 0944 0 0902 0 8066 0 9912 0 1080 0 8832 101 22 620 00
0 0902 0 0901 0 7764 0 9567 0 1068 0 8499 101 19 630 00
O 0901 0 0895 0 7442 0 9238 0 1057 0 8180 101 17 640 00
0 0895 0 0900 0 7133 0 8928 0 1047 0 7881 101 15 650 00
0 0900 0 0900 0 6844 0 8643 0 1037 0 7606 101 13 660 00
0 0900 0 0811 0 6577 0 8288 0 1029 0 7259 101 11 670 00
0 0811 0 0721 0 6243 0 7775 0 1016 0 6758 101 08 680 00
0 0721 0 0720 0 5760 0 7202 0 0998 0 6204 101 04 690 00
0 0720 0 0724 0 5226 0 6670 0 0978 0 5693 101 00 700 00
0 0724 0 0719 0 4737 0 6180 0 0956 0 5224 100 96 710 00
0 0719 0 0718 0 4289 0 5726 0 0936 0 4790 100 92 720 00
O 0718 0 0723 0 3875 0 5316 0 0915 0 4401 100 88 730 00
O 0723 0 0718 0 3506 0 4947 0 0895 0 4052 100 84 740 00
0 0718 0 0718 0 3175 0 4610 0 0877 0 3733 100 80 750 00
0 0718 0 0723 0 2875 0 4316 0 0858 0 3458 100 77 760 00
0 0723 0 0718 0 2618 0 4058 0 0840 0 3218 100 74 770 00
0 0718 0 0718 0 2392 0 3828 0 0825 0 3002 100 71 780 00
0 0718 0 0634 0 2192 0 3544 0 0810 0 2734 100 69 790 00
0 0634 0 0544 0 1945 0 3124 0 0789 0 2335 100 65 800 00
0 0544 0 0543 0 1578 0 2666 0 0757 0 1909 100 60 810 00
0 0543 0 0543 0 1197 0 2283 0 0712 0 1571 100 53 820 00
0 0543 0 0542 0 0901 0 1985 0 0671 0 1315 100 47 830 00
0 0542 0 0541 0 0681 0 1765 0 0633 0 1132 100 42 840 00
0 0541 0 0583 0 0531 0 1656 0 0601 0 1055 100 38 850 00
0 0583 0 0630 0 0471 0 1684 0 0584 0 1100 100 36 860 00
O 0630 0 0631 0 0507 0 1768 0 0594 0 1174 100 37 870 00
0 0631 0 0626 0 0564 0 1821 0 0610 0 1211 100 39 880 00
O 0626 0 0631 0 0593 0 1851 0 0618 0 1233 100 40 890 00
0 0631 0 0632 0 0612 0 1875 0 0621 0 1254 100 40 900 00
0 0632 0 0627 0 0629 0 1888 0 0624 0 1264 100 41 910 00
6/23/06 10 40 3 am Shareware Release
Commercial Bldg at First Front Sts
for Lindberg /Smith Architects
LEVEL POOL ROUTING TABLE
page 18
LEVEL POOL ROUTING TABLE
I1 I2 2S1 SUM 01 02 +2S2 STAGE TIME
cfs min (ft) (min)
0 0627 0 0632 0 0638 0 1897 0 0626 0 1271 100 41 920 00
0 0632 0 0632 0 0644 0 1909 0 0627 0 1282 100 41 930 00
0 0632 0 0627 0 0653 0 1913 0 0628 0 1284 100 41 940 00
0 0627 0 0632 0 0656 0 1915 0 0629 0 1287 100 41 950 00
0 0632 0 0633 0 0658 0 1923 0 0629 0 1294 100 41 960 00
0 0633 0 0496 0 0664 0 1793 0 0630 0 1163 100 42 970 00
O 0496 0 0370 0 0555 0 1421 0 0607 0 0814 100 39 980 00
0 0370 0 0368 0 0284 0 1022 0 0530 0 0492 100 29 990 00
O 0368 0 0361 0 0087 0 0816 0 0405 0 0411 100 18 1000 00
0 0361 0 0366 0 0053 0 0780 0 0357 0 0423 100 14 1010 00
0 0366 0 0365 0 0058 0 0789 0 0365 0 0424 100 14 1020 00
0 0365 0 0448 0 0059 0 0872 0 0365 0 0506 100 14 1030 00
0 0448 0 0538 0 0093 0 1078 0 0414 0 0664 100 18 1040 00
0 0538 0 0539 0 0186 0 1262 0 0478 0 0784 100 24 1050 00
0 0539 0 0539 0 0265 0 1342 0 0519 0 0823 100 28 1060 00
0 0539 0 0540 0 0290 0 1369 0 0533 0 0836 100 30 1070 00
0 0540 0 0540 0 0299 0 1379 0 0537 0 0843 100 30 1080 00
0 0540 0 0499 0 0305 0 1343 0 0538 0 0805 100 30 1090 00
0 0499 0 0451 0 0278 0 1228 0 0527 0 0702 100 29 1100 00
0 0451 0 0451 0 0211 0 1113 0 0491 0 0622 100 25 1110 00
0 0451 0 0613 0 0158 0 1222 0 0463 0 0759 100 23 1120 00
O 0613 0 0452 0 0248 0 1313 0 0511 0 0802 100 27 1130 00
0 0452 0 0294 0 0277 0 1022 0 0526 0 0496 100 29 1140 00
O 0294 0 0455 0 0088 0 0837 0 0408 0 0429 100 18 1150 00
0 0455 0 0450 0 0061 0 0965 0 0368 0 0597 100 15 1160 00
0 0450 0 0450 0 0142 0 1041 0 0455 0 0587 100 22 1170 00
0 0450 0 0455 0 0135 0 1040 0 0451 0 0589 100 21 1180 00
0 0455 0 0450 0 0137 0 1041 0 0452 0 0589 100 21 1190 00
O 0450 0 0450 0 0137 0 1037 0 0452 0 0584 100 22 1200 00
0 0450 0 0455 0 0134 0 1039 0 0451 0 0588 100 21 1210 00
0 0455 0 0450 0 0136 0 1041 0 0452 0 0589 100 21 1220 00
0 0450 0 0450 0 0137 0 1037 0 0452 0 0585 100 22 1230 00
O 0450 0 0455 0 0134 0 1039 0 0451 0 0588 100 21 1240 00
0 0455 0 0450 0 0137 0 1042 0 0452 0 0590 100 21 1250 00
O 0450 0 0450 0 0137 0 1037 0 0452 0 0585 100 22 1260 00
O 0450 0 0455 0 0134 0 1039 0 0451 0 0589 100 21 1270 00
0 0455 0 0450 0 0137 0 1042 0 0452 0 0590 100 21 1280 00
0 0450 0 0450 0 0138 0 1038 0 0452 0 0585 100 22 1290 00
0 0450 0 0455 0 0134 0 1040 0 0451 0 0589 100 21 1300 00
0 0455 0 0450 0 0137 0 1042 0 0452 0 0590 100 21 1310 00
0 0450 0 0450 0 0138 0 1038 0 0453 0 0585 100 22 1320 00
0 0450 0 0408 0 0135 0 0993 0 0451 0 0542 100 21 1330 00
O 0408 0 0366 0 0107 0 0881 0 0435 0 0446 100 20 1340 00
0 0366 0 0365 0 0068 0 0799 0 0379 0 0420 100 15 1350 00
0 0365 0 0360 0 0057 0 0782 0 0363 0 0419 100 14 1360 00
0 0360 0 0364 0 0057 0 0781 0 0362 0 0418 100 14 1370 00
0 0364 0 0364 0 0056 0 0785 0 0362 0 0423 100 14 1380 00
6/23/06 10 40.3 am Shareware Release
Commercial Bldg at First Front Sts
for Lindberg /Smith Architects
LEVEL POOL ROUTING TABLE
page 19
LEVEL POOL ROUTING TABLE
I1 I2 2S1 SUM 01 02 +2S2 STAGE TIME
cfs min (ft) (min)
0 0364 0 0359 0 0058 0 0781 0 0365 0 0417 100 14 1390 00
0 0359 0 0364 0 0056 0 0778 0 0361 0 0417 100 14 1400 00
0 0364 0 0364 0 0056 0 0784 0 0361 0 0422 100 14 1410 00
0 0364 0 0358 0 0058 0 0780 0 0364 0 0416 100 14 1420 00
0 0358 0 0364 0 0055 0 0777 0 0361 0 0417 100 14 1430 00
0 0364 0 0364 0 0056 0 0783 0 0361 0 0422 100 14 1440 00
0 0364 0 0185 0 0058 0 0607 0 0364 0 0242 100 14 1450 00
0 0185 0 0010 0 0014 0 0210 0 0228 -0 0018 100 07 1460 00
0 0010 0 0008 -0 0018 0 0000 0 0000 0 0000 100 10 1470 00
0 0008 0 0006 0 0000 0 0014 0 0000 0 0014 100 10 1480 00
0 0006 0 0004 0 0001 0 0011 0 0013 -0 0002 100 10 1490 00
WOHK S
240.000'_
2.000 2
0.50
.131
klense
*t; ktagitittioTZ6 edt; P'ir:sfrVe.:44
EROSION CONTROL
Appendix II -A
Recommended Standard Notes for Erosion Control Plans
The following standard notes are suggested for use in erosion control plans. Local jurisdictions
may have other mandatory notes for construction plans that are applicable. Plans should also
identify with phone numbers the person or firm responsible for the preparation of and
maintenance of the erosion control plan.
Standard No
Approval of this erosion/sedimentation control (ESC) plan does not constitute an approval of
permanent road or drainage design (e.g. size and location of roads, pipes, restrictors, channels,
retention facilities, utilities, etc.).
The implementation of these ESC plans and the construction, maintenance, replacement, and
upgrading of these ESC facilities is the responsibility of the applicant/contractor until all
construction is completed and approved and vegetation/landscaping is established.
The boundaries of the clearing limits shown on this plan shall be clearly flagged in the field prior
to construction. During the construction period, no disturbance beyond the flagged clearing
limits shall be permitted The flagging shall be maintained by the applicant/contractor for the
duration of construction.
The ESC facilities shown on this plan must be constructed in conjunction with all clearing and
grading activities, and in such a manner as to insure that sediment and sediment laden water do
not enter the drainage system, roadways, or violate applicable water standards.
The ESC facilities shown on this plan are the minimum requirements for anticipated site
conditions. During the construction period, these ESC facilities shall be upgraded as needed for
unexpected storm events and to ensure that sediment and sediment -laden water do not leave the
site.
The ESC facilities shall be inspected daily by the applicant/contractor and maintained as
necessary to ensure their continued functioning.
The ESC facilities on inactive sites shall be inspected and maintained a minimum of once a
month or within the 48 hours following a major storm event.
At no time shall more than one foot of sediment be allowed to accumulate within a trapped catch
basin. All catch basins and conveyance lines shall be cleaned prior to paving. The cleaning
operation shall not flush sediment laden water into the downstream system.
Stabilized construction entrances shall be installed at the beginning of construction and
maintained for the duration of the project. Additional measures may be required to insure that all
paved areas are kept clean for the duration of the project.
August 2001
Volume II Construction Stormwater Pollution Prevention A -1
STORMWATER MANAGEMENT MANUAL FOR THE PUCET SOUND BASIN
II-5 6 STRUCTURAL EROSION CONTROL BMPs
II -5.6.1 BMP E2.10. Stabilized Construction Entrance and Tire Wash,
Definition A temporary stone stabilized pad located at points of vehicular ingres
and egress on a construction site
Purpose
Code
To reduce the amount of mud dirt rocks etc transported onto public roads by
motor vehicles or runoff by constructing a stabilized pad of rock spalls at
entrances to construction sites and washing of tires during egress
Conditions Where Practice Applies
Planning Considerations
Design Criteria
Symbol
Whenever traffic will be leaving a construction site and moving directly ontc
public road or other paved areas
Advantages
Mud on vehicle tires is significantly reduced which avoids hazards caused by
depositing mud on the public roadway
Sediment which is otherwise contained on the construction site does not ent
stormwater runoff elsewhere
Construction entrances provide an area where mud can be removed from vehicle tire
before they enter a public road If the action of the vehicle traveling over the
gravel pad is not sufficient to remove the majority of the mud then the tires mu
be washed before the vehicle enters a public road If washing is used provision
must be made to intercept the wash water and trap the sediment before it is carriE
off -site Construction entrances should be used in conjunction with the
stabilization of construction roads to reduce the amount of mud picked up by
vehicles
It is important to note that this BMP will only be effective if sediment control
used throughout the rest of the construction site
Material should be quarry spalls (where feasible), 4 inches to 8 inches size
The rock pad shall be at least 12 inches thick and 100 feet in length for sit
more than 1 acre and may be reduced to 50 feet in length for sites less thar
1 acre
A filter fabric fence (see BMP E3 10) should be installed down gradient from
the construction entrance in order to contain any sediment -laden runoff from
the entrance
Width shall be the full width of the vehicle ingress and egress area (minimun
20 feet)
Additional rock should be added periodically to maintain proper function of t
pad
See Figure II -5 4 for details
1I -5 -30
FEBRUARY 1992
STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN
Tire washing should be done before the vehicle enters a paved street Washing
should be done on an area covered with crushed rock and the wash water should
be drained to a sediment retention facility such as a sediment trap or basin
The volume of wash water produced by tire washing should be included when
calculating the sediment trap or basin size
taintenance
The entrance shall be maintained in a condition which will prevent tracking or
flow of mud onto public rights -of -way This may require periodic top dressing
with 2 -inch stone as conditions demand, and repair and /or cleanout of any
structures used to trap sediment All materials spilled dropped washed or
tracked from vehicles onto roadways or into storm drains must be removed
immediately
All temporary erosion and sediment control measures shall be removed within
30 days after final site stabilization is achieved or after the temporary BMPs
are no longer needed Trapped sediment shall be removed or stabilized on site
Disturbed soil areas resulting from removal shall be permanently stabilized
Figure II -5 4 Stabilized Construction Entrance
R 25 min
12 min
4 to 8 quarry spalls
II -5 -31
provide full width of
ingress /egress area
FEBRUARY 1992
STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN DRAFT
II -5 8 SEDIMENT RETENTION
II -5.8.1 BMP E3.10. Filter Fence
Code
Definition A temporary sediment barrier consisting of a filter fabric stretched
across and attached to supporting posts and entrenched The filter fence is
constructed of stakes and synthetic filter fabric with a rigid wire fence backing
where necessary for support
Purpose
1 To intercept and detain small amounts of sediment under sheet flow conditions
from disturbed areas during construction operations in order to prevent
sediment from leaving the site
2 To decrease the velocity of sheet flows
Conditions Where Practice Applies
Advantages
Symbol
Filter fences must be provided just upstream of the point(s) of discharge of
runoff from a site before the flow becomes concentrated They may also be
required
1 Below disturbed areas where runoff may occur in the form of sheet and ri
erosion wherever runoff has the potential to impact downstream resource
2 Perpendicular to minor swales or ditch lines for contributing drainage
areas up to one acre in size
Downstream riparian areas will not be damaged by sediment deposits originatin
from the development
Sediment will not cause damage to fish habitat
Disadvantages /Problems
Filter fences are not practical where large flows of water are involved, henc
the need to restrict their use to drainage areas of one acre of less, and flo
rates of less than 0 5 cfs This flow should not be concentrated; it should
spread out over many linear feet of filter fabric fence
Problems may arise from incorrect selection of pore size and /or improper
installation
Filter fences should not be constructed in streams or used in V- shaped ditche
They are not an adequate method of runoff control for anything deeper than
sheet or overland flow
Planning Considerations
Laboratory work at the Virginia Highway and Transportation Research Council has
shown that silt fences can trap a much higher percentage of suspended sediments th
can straw bales Silt fences are preferable to straw barriers in many cases
However, while the failure rate of silt fences is lower than that of straw barrier
there are many instances locally in which silt fences have been improperly
II -5 -74 FEBRUARY, 1992
STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN DRAFT
installed The installation methods outlined here can improve performance
Fabric Types
There are four types of material used for filter fabric fences; woven slit -film
fabric, woven monofilament fabrics, woven composites (of differing materials) and
non -woven heat- treated or needle punched fabrics Slit -film fabrics are made from
woven sheets of nonporous polymers The sheets are very thin but are cut or slit in
wider bands to form the threads which are then woven into the fabric Since slit
film weaves use strands that are quite thin, the resulting woven fabric has little
rigidity, and pore spaces are not uniform Wire fencing must be used as a backing
for this type of filter fabric fence While this type of fabric is generally
cheapest and the most widely used, the additional costs of the wire fence
installation must be figured in
Woven monofilament fabrics are made from uniform spun or extruded filaments which
are then woven to form the fabric They are usually thicker and thus more rigid
than slit -film fabrics The pores in monofilament fabrics are regularly spaced and
the increased rigidity offers more resistance to pore distortion The material has
a very low flow- through rate Woven composites are similar in structure but use
more than one fiber type
Non -woven fabrics are made by using either continuous filaments or short staple
fibers These fibers are then bonded together by various processes that can include
a needling process that intertwines the fibers physically or a thermal or chemical
bonding operation that fuses adjacent fibers together The resulting fabric has a
random fiber orientation and may have a thickness that ranges from thick felt to a
relatively thin fabric
King County Conservation District recently completed tests on 18 different types of
filter fabrics Their results have been incorporated into the design criteria
Design Criteria
Drainage area of 1 acre or less or in combination with sediment basin in a
larger site
Maximum slope steepness (normal (perpendicular) to fence line) 1 1
Maximum sheet or overland flow path length to the fence 100 feet
No concentrated flows greater than 0 5 cfs
Selection of a filter fabric is based on soil conditions at the construction
site (which affect the apparent opening size (AOS) fabric specification) and
characteristics of the support fence (which affect the choice of tensile
strength) The designer shall specify a filter fabric that retains the soil
found on the construction site yet will have openings large enough to permit
drainage and prevent clogging The larger the AOS number, the smaller the AOS
size of the opening in the fabric
The material used in a filter fabric fence must have sufficient strength to
withstand various stress conditions and it also must have the ability to allow
passage of water while retaining soil particles The ability to pass flow
through must be balanced with the material s ability to trap sediments
The following criteria are recommended for selection of the AOS
1 Because of the properties of soils in the Puget Sound basin, field work
must be done to determine the optimum AOS for filter fence installations
Because of glaciation, many soils in this area contain both cobbles and
II -5 -75 FEBRUARY, 1992
STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN DRAFT
fines If an SCS standard soil description is used, (e g Alderwood
gravelly sandy loam) the AOS specified will not be sufficient to trap th
finer particles of soil Including gravels and larger sizes skews the
results towards an AOS which is too small to capture suspended settleabl
solids and reduce TSS Monofilament and non -woven geotextiles must have
minimum AOS of 70 when used in glacial soils Composites and slit film
fabrics must be extra strength to perform similarly; in their case the A
range may be from 40 -60 In areas where Mazama ash is plentiful in the
soil profile, a larger AOS will be necessary, or fabric with an AOS of
should be used for outwash soils
2 For all other soil types, the AOS should be determined by first passing
soil through a #10 sieve (2 0 mm) Based on the amount of the remaining
soil, by weight, which passes through a U S standard sieve No 200,
select the AOS to retain 85 percent of the soil Where direct discharge
to a stream, lake, or wetland will occur, then the AOS shall be no large
than Standard Sieve No 100
Non -woven and regular strength slit film fabrics shall be supported with wire
mesh Filter fabric material shall contain ultraviolet ray inhibitors and
stabilizers to provide a minimum of six months of expected usable constructic
life at a temperature range of 0 °F to 120 °F
Standard Notes
In addition to the Technical Information Report (see Chapter 1 -3) required by the
local government when preparing an erosion and sediment control plan, add the
following notes to the Filter Fabric Fence Detail (Figure II -5 18)
a The filter fabric shall be purchased in a continuous roll cut to the length c
the barrier to avoid use of joints When joints are necessary, filter cloth
shall be spliced together only at a support post with a minimum 6 inch
overlap and both ends securely fastened to the post
b Posts shall be spaced a maximum of 6 feet apart and driven securely into the
ground a minimum of 30 inches (where physically possible)
c A trench shall be excavated approximately 8 inches wide and 12 inches deep
along the line of posts and upslope from the barrier The trench shall be
constructed to follow the contour
d When slit film filter fabric is used, a wire mesh support fence shall be
fastened securely to the upslope side of the posts using heavy -duty wire
staples at least 1 inch long, tie wires or hog rings The wire shall extend
into the trench a minimum of 4 inches and shall not extend more than 36 inche
above the original ground surface
e Slit film filter fabric shall be wired to the fence, and 20 inches of the
fabric shall extend into the trench The fabric shall not extend more than
36 inches above the original ground surface Filter fabric shall not be
stapled to existing trees Other types of fabric may be stapled to the fence
f When extra strength or monofilament fabric and closer post spacing are used,
the wire mesh support fence may be eliminated In such a case, the filter
fabric is stapled or wired directly to the posts with all other provisions of
Standard Note e applying Extra care should be used when joining or
overlapping these stiffer fabrics
g Local governments may specify the use of properly compacted native material
In many instances, this may be the preferred alternative because the soil fox
a more continuous contact with the trench below and use of native materials
II -5 -76 FEBRUARY, 1992
STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN DRAFT
cuts down on the number of trips that must be made on and off -site If gravel
is used instead, the trench shall be backfilled with k-inch minimum diameter
washed gravel Care must be taken when using gravel to ensure good contact
between the fabric and the trench bottom to prevent undercutting
h Filter fabric fences shall be removed when they have served their useful
purpose but not before the upslope area has been permanently stabilized
Retained sediment must be removed and properly disposed of or mulched and
seeded
Maintenance
Inspect immediately after each rainfall and at least daily during prolonged
rainfall Repair as necessary
Sediment must be removed when it reaches approximately one third the height of
the fence especially if heavy rains are expected
Any sediment deposits remaining in place after the filter fence is no longer
required shall be dressed to conform with the existing grade prepared and
seeded
All temporary erosion and sediment control measures shall be removed within
30 days after final site stabilization is achieved or after the temporary BMPs
are no longer needed Trapped sediment shall be removed or stabilized on site
Disturbed soil areas resulting from removal shall be permanently stabilized
References
(1) Kulzer Louise Considerations for Usina Geotextiles in Silt Fence
Applications, Metro Technology Transfer Publication Nov 1988
(2) Varney Dick An Evaluation of Geotextiles as Filter Fabric Fence Usina
Local Soils for Planning and Enaineerino King County Conservation
District Sept 1991
(3)
Varney Dick personal communication March 4 1992
II -5 -77 FEBRUARY, 1992
STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN DRAFT
L'7
O
(V
Filter fabric
materiel
Figure II -5 18 Filter Fabric Fence Detail
n
L1
Wire mesh support fence
for alit film fabrics
\WI
Provide washed gravel
backfill or compacted
native soil as directed
by local government
2 by 2 wood posts standard or better
or equivalent
to wire
f
t p. 1. /Iiiii \q l lriiill�tl !h r/
Bury bottom of filter material
in 8 by 12 trench
Bury bottom of filter material
in 8 by 12 trench
Filter fabric material in continuous rolls
Use staples or wire rings to attach fabric
6 Max
2 by 2 wood posts standard or better
or equivalent
(.0
t
8' h9 n
O
N
CV
Wire mesh support fence
for slit film fabrics
O
LC)
H
LI
L
II -5 -78 FEBRUARY, 1992
STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN
I1 -5.8.5 BMP E3.30. Storm Drain Inlet Protection,
Purpose
Advantages
Code
Conditions Where Practice Applies
II -5 -87
Symbol
Definition A sediment filter or an excavated impounding area around a storm drain
drop inlet or curb inlet
To prevent sediment from entering storm drainage systems prior to permanent
stabilization of the disturbed area
Where storm drain inlets are to be made operational before permanent
stabilization of the disturbed drainage area Different types of structures
are applicable to different conditions
a Filter Fabric Fence applicable where the inlet drains a relatively small
(less than 1 acre) flat area (less than 5 percent slope) (see Figure II-
5 23) Do not place fabric under grate as the collected sediment may fall
into the drain when the fabric is retrieved This practice cannot easily
be used where the area is paved because of the need for driving stakes to
hold the material
b Block and Gravel Filter applicable where heavy flows (greater than
0 5 cfs) are expected (Figure II -5 24)
c Gravel and Wire Mesh Filter applicable where flows greater than 0 5 cfs
are expected and construction traffic may occur over the inlet (Figure II-
5 25)
Inlet protection prevents sediment from entering the storm drain system and
clogging it
Disadvantages /Problems
Sediment removal may be difficult especially under high flow conditions
Planning Considerations
Storm sewers which are made operational before their drainage area is stabilized can
convey large amounts of sediment to natural drainageways In cases of extreme
sediment loading, the storm sewer itself may clog and lose a major portion of its
capacity To avoid these problems, it is necessary to prevent sediment from,
entering the system at the inlets
There are several types of inlet filters and traps which have different applications
dependent upon site conditions and type of inlet Other innovative techniques for
accomplishing the same purpose are encouraged but only after specific plans and
details are submitted to and approved by the Plan Approving Authority of the local
government (see Design Criteria for the description of a new method currently under
development by Emcon Northwest) Note that these various inlet protection devices
are for drainage areas of less than one acre Runoff from larger disturbed areas
should be routed through a Temporary Sediment Trap or Pond (see BMPs E3 35 E3 40)
FEBRUARY, 1992
STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN DRAFT
The best way to prevent sediment from entering the storm sewer system is to
stabilize the site as quickly as possible preventing erosion and stopping sediment
at its source
Desian Criteria
Grates and spaces of all inlets should be secured to prevent seepage of
sediment -laden water
All inlet protection measures should include sediment sumps of 1 to 2 feet in
depth, with 2 1 side slopes (Figure II -5 23)
Installation procedure for filter fabric fence
a Place 2 inch by 2 inch wooden stakes around the perimeter of the inlet a
maximum of 3 feet apart and drive them at least 8 inches into the ground
The stakes must be at least 3 feet long
b Excavate a trench approximately 8 inches wide and 12 inches deep around
the outside perimeter of the stakes
c Staple the filter fabric (for materials and specifications see BHP E3 1(
Filter Fence) to wooden stakes so that 32 inches of the fabric extends of
and can be formed into the trench Use heavy -duty wire staples at least
1 inch in length
d Backfill the trench with 3/4 inch or less washed gravel all the way
around
Installation procedure for block and gravel filter
a Place wire mesh over the drop inlet so that the wire extends a minimum o
1 foot beyond each side of the inlet structure Use hardware cloth or
comparable wire mesh with one -half inch openings If more than one strL)
is necessary overlap the strips Place filter fabric over the wire mes
b Place concrete blocks lengthwise on their sides in a single row around ti
perimeter of the inlet, so that the open ends face outward, not upward
The ends of adjacent blocks should abut The height of the barrier can 1
varied, depending on design needs, by stacking combinations of blocks th
are 4 inches, 8 inches, and 12 inches wide The row of blocks should be
at least 12 inches but no greater than 24 inches high (Figure II -5 24)
c Place wire mesh over the outside vertical face (open end) of the concret(
blocks to prevent stone from being washed through the blocks Use
hardware cloth or comparable wire mesh with one half inch openings
d Pile washed stone against the wire mesh to the top of the blocks Use 3
to 3 inch gravel
Installation procedure for gravel and wire mesh filter
a Place wire mesh over the drop inlet so that the wire extends a minimum o
1 foot beyond each side of the inlet structure Use hardware cloth or
comparable wire mesh with 1/2 inch openings If more than one strip of
mesh is necessary, overlap the strips Place filter fabric over wire
mesh
b Extend the filter fence /wire mesh beyond the inlet opening at least
18 inches on all sides Place 3/4 to 3 -inch gravel over the filter
fabric /wire mesh The depth of the gravel should be at least 12 inches
II -5 -88 FEBRUARY, 1992
STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN DRAFT
Maintenance
over the entire inlet opening (see Figure II -5 25)
Experimental Inlet Protection BMP.
EMCON Northwest, Inc has recently developed a catchbasin filter (patent
pending) that prevents sediments and other contaminants from entering storm
drainage systems The catchbasin filter is inserted in the catchbasin just
below 'the grating The catchbasin filter is equipped with a sediment trap and
up to three layers of a fiberglass filter material (see Figure II -5 26) This
type of system may not be applicable in all catchbasins but would work well at
construction sites, industrial facilities service stations, marinas /boatyards
etc
During research and development of the catchbasin filter, EMCON Northwest, Inc
has found that particulates as small as 15 microns are retained by the filter
Additionally high levels of particulate heavy metals, oil and grease and TSS
have been removed at both industrial facilities and construction sites The
catchbasin filter is equipped with an overflow mechanism which allows it to
pass peak flows up to 240 gallons per minute Effective filtration can be
accomplished at flows as high as 40 gallons per minute
For further information contact John MacPherson at EMCON Northwest Inc (206)
485 -5000
Please note that this information is
only While this technology appears
controlling some types of pollutants
confirm or deny its efficacy at this
For systems using stone filters If the
sediment the stones must be pulled away
replaced Since cleaning of gravel at a
alternative approach would be to use the
stone around the inlet
presented for informational purposes
to be an effective method of
Ecology is not in a position to
time
For systems using filter fabric inspections should be made on a regular
basis especially after large storm events If the fabric becomes clogged it
should be replaced Sediment should be removed when it reaches approximately
one -half the height of the fence If a sump is used sediment should be
removed when it fills approximately one half the depth of the hole
stone filter becomes clogged with
from the inlet and cleaned or
construction site may be difficult an
clogged stone as fill and put fresh
All temporary and permanent erosion and sediment control practices shall be
maintained and repaired as needed to assure continued performance of their
intended function All maintenance and repair shall be conducted in accordance
with an approved manual
All temporary erosion and sediment control measures shall be removed within
30 days after final site stabilization is achieved or after the temporary BMPs
are no longer needed Trapped sediment shall be removed or stabilized on site
Disturbed soil areas resulting from removal shall be permanently stabilized
II -5 -89 FEBRUARY 1992
STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN
Figure II -5 23 Filter Fabric Fence Inlet Filter
Drop Inlet
with Grate
Stakes
Filter Fabnc
Filter Fabnc
Runoff Water
with Sediment
Buned Filter
Fabric f
Stakes
l -4
i
I
_Washed Gravel
Filtered Water
II -5 -90 FEBRUARY, 1992
Runoff Water
with Sediment
,I
11 1 =1.
Wire Screen
Concrete Block
STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN
=11111- =1UHE: 1111 =III!
lI uMITZ1ll `:1111 p
0 1
Sediment
Figure II -5 24 Block and Gravel Filter
Figure II -5 25
Runoff Water
with Sediment
Y A f
L Sediment
Gravel Fitter
Overflow
TII
6
sri��le
d 1�
a.
L-18 Min Gravel (12 Min depth)
Gravel and Wire Mesh Filter
II -5 -91
9
1 0 o lo p=
Filtered
Water
ire Screen
Filtered Water
Drop Inlet
with Grate
Wire Mesh with Filter
Fabric on top
FEBRUARY, 1992