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STORM DRAINAGE REPORT ���� � '� lf�
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DALPAY SHORT PLAT .
NE 19T" STREET �
. RENTON, WA . ,
FOR
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JIM DALPAY �,.�'',i° �;� ,
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4Q33 NE SUNSET BLVD, STE 3 �'�e ��'�.�`°
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RENTON, WA 98059 '`��
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December 3, 2003 �e eJi.S�� S"�g���/ � r -Z�-pS �..,p
C.N.I. JOB NO. 2003-161 � -
Prepared by Larry S. Krueger, P.f.
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9�S N. Ce,�tra] Ave. Suite-l0� I:ent, WA 93032
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TABLE OF CONTENTS
I. PROJECT OVERViEW
II. CONDITIONS AND REQUIREMENTS SUMMARY
III. OFFSITE ANALYSIS
IV. RETENTION/DETENTION ANALYSIS AND DESIGN
V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN
VI. SPECIAL REPORTS AND STUDIES
VII. BASIN AND COMMUNITY PLANS
Vill. OTHER PERMITS
IX. EROSIONISEDIMENTATION CONTROL DESIGN
X. BOND QUANTITIES, FACILITY SUMMARIES AND DECLARATION OF
COVENANT
XI. OPERATIONS AND MAINTENANCE MANUAL ,
APPENDIX A OFFSITE ANALYSIS REPORT
APPENDIX B CONVEYANCE SYSTEM CALCULATIONS
I. PROJECT OVERVIEW
Existing Conditions:
This project is southeast of the intersection of NE 19`h Street and Redmond Ave
NE. It lies along the south side of NE 19th Street. The parcel # is 042305-9032.
The site is approximately 2.5 acres. The northern portion of the site consists of
mostly of grass and scotch broom. There is a large detention vault located in
the northeast portion of the project that was designed to detain the stormwater
from this site and the Dalpay Estates project northwest of this project. The
southern portion of the project is completely forested with mostly evergreens and
has a ravine that runs through it.
The existing drainage tends to sheetflow towards the ravine, where it becomes a
small stream that flows toward NE Sunset Boulevard. The small stream then
joins another stream that parallels NE Sunset Boulevard.
The site's soil is an Alderwood Gravelly Sandy Loam (AgC) and is considered a
Type C soil.
Proposed Conditions:
The project proposes to subdivide the site into five residential lots. Access to
the lots will be provided via a private street off of NE 19`h Street at the northeast
corner of the site. Roof runoff will be conveyed through perforated stubouts prior
to its connection to the proposed road drainage system. Road runoff from the
private street will be collected in catch basins and conveyed in storm pipes to
the existing detention vault. All drainage facilities have been designed per the
1990 King County Surface Water Design Manual as adopted by the City of
Renton.
II. CONDITIONS AND REQUIREMENTS SUMMARY
Preliminary conditions have been provided. The core requirements of the King
County Surface Water Design Manual (KCSWDM} will be provided as follows:
Core Requirement #1, Discharge at the Natural Location:
The natural discharge location for this site is into a ravine located in the
middle of the property. Runoff will be conveyed to an existing detention
vault located in the northeast portion of the property prior to being
released to the ravine.
V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN
Conveyance calculations for the proposed road drainage system are provided in
Appendix 6.
VI. SPECIAL REPORTS AND STUDIES
A Geotechnical Report prepared by Dennis Jewel has been prepared for this
project. A Drainage Report was prepared by Dick Stuth for the Dalpay Estates
p�oject to the northwest of this project.
VII. BASIN AND COMMUNITY PLANS
This site is located in the May Creek Basin Plan. No community plans are
known to exist.
VIII. OTHER PERMITS
No other permits are known to be required at this time.
IX. EROSION/SEDfMENTATlON CONTROL DESIGN
An erosion and sedimentation control plan has been provided for this project.
Some of the elements to be provided are a construction entrance, silt fence, inlet
protection and seeding.
Per Appendix D of the KCSWDM, silt fence can be the primary treatment if the
flowpath is 200 feet with a slope of 16.7°l0 or less. The flow path ofi the clearing
limits is about 200' with an average slope of 5%, thus satisfying the criteria.
X. BQND QUANTITIES, FACILITY SUMMARIES AND DECLARATION OF
COVENANT
This information will be provided prior to permit issuance if requested.
XI. MAINTENANCE AND OPERATIONS MANUAL
A maintenance and operations manual will be provided prior to permit issuance
if requested.
Core Requirement #2, Offsite Analysis:
An offsite analysis is provided in Appendix A.
Core Requirement #3, Runoff Control:
Flow control is provided via an existing detention vault located in the
northeast portion of the property. A flow control structure releases the
runoff at the appropriate rates to the ravine mentianed before. The
detention vault and flow control structure was designed as part of the
Dalpay Estates project located northwest of this project. The vault and
control structure was designed to accommodate this project also.
Core Requirement #4, Conveyance System:
The conveyance system will consist of catch basins and storm pipes.
Roof runoff will be conveyed through perforated stubouts prior to being
connected to the road drainage system. The storm system will convey the
runoff to the upstream end of the existing detention vault. Conveyance
calculations for the proposed road drainage system are provided in
Appendix B.
Core Requirement #5, Erosion/Sedimentation Control:
An erosion and sedimentation control plan has been designed for this
project. Some of the elements to be provided are a construction
entrance, silt fence, inlet protection and seeding.
Core Requirement#6, Maintenance and Operations:
A maintenance and operations manual will be provided prior to permit �
issuance.
Core Requirement #7, Financial Guarantees and Liability: '�i
The owner will provide this information prior to permit issuance.
III. OFFSITE ANALYSIS
A Level 1 Offsite Drainage Analysis has been provided in Appendix A. '
IV. RETENTION/DETENTION ANALYSIS AND DESIGN
No new retention/detention system is proposed. The existing detention vault I
and control structure was designed to accommodate this project's runoff. Please '
see the storm calculations for the Dalpay Estates project located no�thwest of
this project.
APPENDIX A
OFFSITE ANALYSIS REPORT
,I
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LEVEL 1 DRAINAGE ANA�YSIS
OF
DALPAY SHORT PLAT
NE 19T" STREET
�r_nr�r-nr.� �a�ncu►r.ir._-trnni
`r�_> II
JINI DALf'�iY
4033 NE SUNSET BLVD, STE 3
RENTON, WASHINGTON 98059
December 3, 2003
C.N.I. JOB NO. 2003-161 I
Prepared by Larry S. Krueger, P.E.
TABLE OF CONTENTS
I. TASK1 STUDY AREA DEFINITION AND MAPS
II. TASK 2 RESOURCE REVIEW
Ili. TASK 3 FIELD INSPECTION
IV. TASK 4 DRAINAGE SYSTEM DESCRIPTION AND PROBLEM
DESCRIPTIONS
V. TASK 5 MITIGATION OF EXISTiNG OR POTENTIAL PROBLEMS
TASK1 STUDY AREA DEFINITION AND MAPS
�
TASK 1
STUDY AREA DEFINITION
This project is southeast of the intersection of NE 19"' Street and Redmond Ave
NE. It lies along the south side of NE 19th Street. The parcel # is 042305-9032.
The site is approximately 2.5 acres. The northern portion of the site consists of
mostly of grass and scotch broom. There is a large detention vault located in
the northeast portion of the project that was designed to detain the stormwater
from this site and the Dalpay Estates project northwest of this project. The
southern portion of the project is completely forested with mostly evergreens and
has a ravine that runs through it.
The existing drainage tends to sheetflow towards the ravine, where it becomes a
small stream that flows toward NE Sunset Boulevard. The small stream then
joins another stream that parallels NE Sunset Boulevard.
The site's soil is an Alderwood Gravelly Sandy Loam (AgC) and is considered a
Type C soil.
MAPS
A vicinity map, sensitive areas map, aerial, and offsite drainage map can be
found in the proceeding pages.
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TASK 2 RESOURCE REVIEW
Adopted Basin Plans and Finalized Drainage Studies:
The site is located in the May Creek Basin Plan.
Basin Reconnaissance Summary Reports:
No known reports are known to exist.
Critical Drainage Area Maps:
The site is not known to be located in any critical drainage areas.
(FEMAj Maps:
The site is located outside the 100 year flood plain.
Other Offsite Analysis Reports:
A Drainage Report was prepared by Dick Stuth for the Dalpay Estates project
located northwest of this project.
Sensitive Areas Folio:
NOfI@ Of t�l@ Slte IS iOCziCC �', „ �a� ary� SBrcl_ ,�� .�� �d S�� S'�f1Sl!!✓e ���'a�
��.a� urde� Task i ,
DNR Drainage Probiems fVlaps:
Not applicable.
Road Drainage Problems:
Not applicable.
King County Soils Survey:
The site's soil is mostly Alderwood Gravelly Sandy Loam, 6 to 15 percent
slopes (AgC}. The extreme southern portion of the site contains Aldennrood
Gravelly Sandy Loam, 15 to 30 percent slopes {AgD).
Wetlands Inventory Maps: '
There are no wetlands located on or near the site.
Migrating River Studies:
Not applicable.
Drainage Complaints:
According to the list of drainage complaints provided by King County, there
were no complaints near the dow�stream analysis limits of this project that are
a result of runoff from this property.
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TASK 3 FIELD INSPECTION
A field inspection was conducted on December 3, 2003 to i�spect the onsite
drainage system of the site. Offsite drainage systems were also inspected
downstream approximately 1/4 mile(s) from the discharge point of the site. The
inspection involved investigation of the ten specific items of a Level 1
Inspection per the King County Surface Water Design Manual, 1990. The
inspection yielded the following findings:
1. There were no existing or potential problems observed.
2. The existing drainage system capacity was adequate.
3. There were no existing or potential flooding problems.
4. There were no existing/potential overtopping, sedimentation, scouring or
bank sloughing problems.
� 5. No significant destruction of aquatic habitat or organisms was noticeable.
6. Qualitative data such as land use, impervious surfaces, topography, and
soil types was noted and can be found in Task 4 information.
7. Information was collected an pipes, ditches, and structures. This
information is also included in the Task 4 information.
8. Tributary basins delineated in Task 1 were verified.
9. No neighbors were contacted.
10. The weather conditions at the time of the inspection were cool and cloudy.
TASK 4 DRAINAGE SYSTEM DESCRIPTION AND
PROBLEM DESCRIPTIC3NS
TASK 4 DRAINAGE SYSTEM DESCRIPTION AND PROBLEM
DESCRIPTIONS
Site Drainaqe
This project is southeast of the intersection of NE 19th Street and Redmond Ave
NE. It lies along the south side of NE 19`h Street. The parcel # is 042305-9032.
The site is approximately 2.5 acres. The northern portion of the site consists of
mostly of grass and scotch broom. There is a large detention vault located in
the northeast portion of the project that was designed to detain the stormwater
from this site and the Dalpay Estates project northwest of this project. The
southern portion of the project is completely forested with mostly evergreens and
has a ravine that runs through it.
The existing drainage tends to sheetflow towards the ravine, where it becomes a
small stream that flows toward NE Sunset Boulevard. The small stream then
joins another stream that parallels NE Sunset Boulevard.
The site's soil is an Alderwood Gravelly Sandy Loam (AgC) and is considered a
Type C soil.
Offsite Drainaqe
An Off-Site Analysis Drainage System Table is provided on the next page that
describes in detail the offsite drainage components at least '/4 mile downstream
from the project discharge location. Please refer to the offsite drainage map in
Task 1 because the map symbols listed in the table correspond to drainage
component symbols on the offsite drainage maps.
� � F1
OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE � ��
Surface Water Design Manual, Core Requirement#2
Basin: �o�-y ���@ f\ Subbasin Name: 8ubbasin Number:
Symbol ;: Qraina�e ' ; Drairta�e Compona�t Slape, Oist�nce: �x�sting Patenxial , (Jbservations t�f;freid �nspe�tor
::. Cnmponent Typ;�, ; nes��ipX��r� `< ' from site: Probi�+ris Pr�bl�ms r�so�rC�;r�vi�wer, or r�$ident
, ;,
Name an� Sixe . ! :. `:; ..: .dischar e:. ; ;
Type�shmeEllow��wale C�h5t�f�tiotl9�tlttdpt'��paC�Y�'I�hding;
�ma' screarr� enann��� Ipe, dr�lnage b�a(n,veg�tatien;;r.nv��, 96 : �1/4�I:�1 320;;1t overtnpping;,fioPdfng;::hebk�9f�rg4nism fCibut�ry A�Qa,rikelihobd af ptobfer�, ;;
p.. . , p , _
< ' p�td, ep type,. ,; ;: ' r ... g ��:: p ��.I�o mpgcts� ';:
Slza<;dlem+eier, d th nt seneathre area;volum� ; destructio(i;�au�ing trank slou hl aver�nw at t�rtti�i I
I:; :�uNece area ::.'. ;sed(mer��tlon`Inch3l�n:other pcoslon:;
� ( 7,�w�c�+� ��'t v�" ir`�-.�er.� ,..,. ,,,� +'10 P_!G$`�r,•, c�j`
..C�t�2 G..� �-z`� �.u�`et �frzPs v- �lis�, D _ 2�y Q VIO�n� ri On � �
n .. ��� ! /'',�, a fi? it;�rfP�rr.S ct�"or��
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s�ct^CS 'a
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G � ,�-���� �e � a ",�,.._ �R �:a�, „"15% 3� —6g0
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.1� -_ ' .
In�� f �
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� s �e C.L �w} �Fa. ��t��� Z•3.r�,�,�}�e�� �_�l 74v 'l l,s'0�
So�r t b: e/� r 0
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UTable.doc 11/2/92
TASK 5 MITIGATI�N OF EXISTING OR
POTENTIAL PROBLEMS
TASK 5 MITIGATION OF EXISTING OR POTENTIAL PROBLEMS
After a thorough field inspection and a detailed resource review there were no
major or existing problems identified. The proposed improvements will not
produce a significant impact to the existing drainage patterns once the site has
been stabilized and the runoff has been controlled via the existing detention
vault and control structure on site.
A temporary erosion and sedimentation control plan will be created to minimize
the transport of sediment laden runoff to the downstream conveyance system
prior to permit issuance.
APPENDIX B
CONVEYANCE SYSTEM CALCULATIONS
Project Summary Report
Project Description
Worksheet 8"DI�0.596
Flow Element Circular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Mannings Ccefficient 0.013
Slope 0.005000 ft/R
Depth 0.67 ft
Diameter 0.67 ft
Resutts
Discharge 0.87 cts
Flow Area 0.4 ft2
Wetted Perimeter 2.10 ft
Top Width 0.00 ft
Crkical Depth 0.44 ft
Percent Fult 100.0 °�6
Critical Slope 0.008468 ft/ft
Velocity 2.46 ft/s
Velocity Head 0.09 ft
Specffic Energy 0.76 ft
Froude Number 0.00
Maximum Discharfi 0.93 cfs
Discharge Full 0.87 cfs
Slope Full 0.005000 ft/ft
Flow Type N!A
Project Engineer:larry krueger
c:�haestad\fmw�2003167.fm2 cramer northwest FlowMaster v6.0(614e]
12/05/03 01:03:20 PM �Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 3 of 3
Project Summary Report
Project Description
Worksheet 10"PVC�0.3%
Flow Element Circular Channel
Method Manning's Formula
Sotve For Discharge
Input Data
Mannings Ccefficient 0.010
Slope 0.003000 ft/Ft
Depth 0.83 ft
Diameter 0.83 ft
Results
Discharge 1.54 cfs
Flow Area 0.5 ft2
Wetted Perimeter 2.61 ft
Top Width 0.00 ft
Critical Depth 0.56 ft
Percent Full 100.0 °� I
Critical Slope 0.004786 ft/ft
Velocity 2.85 ft/s
Velocity Head 0.13 ft
Specific Energy 0.96 ft
Froude Number 0.00
Maximum Dischar� 1.66 cfs
Discharge Full 1.54 cfs
Slope Full 0.003000 ft/ft
Flow Type N/A ,
Project Engineer:larry krueger
c:UiaestadUmw�2003-161.fm2 cramer northwest FlowMaster v6.0[614ej
1 Z05/03 01:03:20 PM O Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Paye 2 of 3
Project Summary Report
Project Description
Worksheet 10"DI�0.3%
Flow Element Circular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Mannings Coefficient 0.013
Slope 0.003000 fVft
Depth 0.83 ft
Diameter 0.83 ft
Results
Discharge 1.19 cfs
Flow Area 0.5 ft2
Wetted Perimeter 2.61 ft
Top Width 0.00 ft
Critical Depth 0.49 ft
Percent Full 100.0 °�
Critical Slope 0.007139 ft/ft
Velocity 2.19 ft/s
Velocky Head 0.07 ft
Specific Energy 0.90 ft
Froude Number 0.00
Maximum Dischar� 1.28 cfs
Discharge Full 1.19 cfs
Slope Full 0.003000 fVft
Flow Type N/A
Project Engineer:larry krue�er
c:Uiaestad\fmw12003-161.fm2 cramer northwest FlowMaster v6.0[614e]
12/05/03 01:0320 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 3
,.�_ ..�.r_ ., ,�_ � ._ . �..�_5 � ,.. <<= a ._�-_. _ ._-,,;
I Jan Illian Re: dalQay short plat � = Page 1 '
„
From: "L. Krueger'<ddub@localaccess.com>
t To: "Jan Illian" <Jillian@ci.renton.wa.us>
Date: 2/6/04 1:40PM
Subject: Re: dalpay short plat
Jan,
I have attached more calculations regarding this project and its storage
volumes.
This project, if it wasn't exempt from flow control, would require 1536
of active volume storage. The existing vault provides 25,152 cf of ac�
volume storage (24'x 131'x 8'). If we had to provide flow control o�.
required storage would only be 6% of the existing vault
E-mail me if you need ��yfi��na �i��
Larry S. Krueger, P.E
Cramer NW
----- Onginal Message ---��
From: "Jan Illian" <Jillian a�ci.rer�ton.wa.us>
To: <ddub@localaccess.com>
Sent: Friday, Febnaary 06, 2004 12:11 PM
Subject: Re: dalpay short plat
Thanks Larry I
So.... Based on the proposed plan of approximately 3,200 sq feet of new '
intemal roadway and IeYs say approximatley 5,000 square feet of roof '
area, how much volume would be needed in the vault to accomodate these
connections?
»>"L. Krueger" <ddub@localaccess.com> 02/06/04 11:25AM »>
Hi Jan,
Per our conversation this morning I have calculated the pre-developed
and developed basins for this project. Per Section 1.2.3 of the 1990
King County Surtace Water Design Manual, this project is exempt from
flow control. It is exempt because of the negligible peak runoff rate
increase. The 100 year developed runoff rate is less than 0.5 cfs more
than the 100 year pre-developed runoff rate.
The developed runoff rate was calculated to be 0.74 cfs, while the
pre-developed rate was calculated to be 0.42 cfs. The difference is
only 0.32 cfs, which is below the 0.5 cfs allowed.
I have attached the storm calculations for your review.
Hopefully this information, and the information that Dick Stuth is
going to provide, will enable you to continue your review and not put
the project on hold. ,
Thanks for your cooperation so far,
�
Storm Calcul�tion� (by StorrnShed)
Proiect Precips
[2 yr] 2.00 in
[10 yr] 2.90 in
[100 yr] 3.90 in
Predeveloped Basin
Drainage Area: PREDEV
Hyd Method: SBUH Hyd Loss Method: SGS CN Number
Peak Factor: 484.00 SCS Abs: 0,20
Storm Dur 24.00 hrs
Area CN TC
Pervious 0.9800 ac 85.00 0.40 hrs
Impervious 0.0100 ac 98.00 0.00 hrs
Total 0.9900 ac
Supporting Data:
Pervious CN Data:
GRASS, BRUSH 85.00 0.9800 ac
Impervious CN Data:
• EXISTING BUILDING 98.00 0.0100 ac
Pervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet GRASS, BRUSH 220.00 ft 1.80% 0.1500 23.71 min
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet DUMMY 1.00 ft 10.00% 0.0010 0.00 min
Developed Basin
Drainage Area: DEV
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor: 484.00 SCS Abs: 0.20
Storm Dur 24.00 hrs
Area CN TC
Pervious 0.4900 ac 86.00 0.10 hrs
Impervious 0.5000 ac 98.00 0.05 hrs
Total 0.9900 ac
Supporting Data:
Pervious CN Data:
GRASS, LAWN 86.00 0.4900 ac
Impervious CN Data:
BLDGS, DWAYS, PAVING, SIDEWALKS 98.00 0.500Q ac
Pervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet LAWNS 82.00 ft 7.00% 0.1500 6.25 min
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Shallow PAVEMENT 70.00 ft 1.00% 27.0000 0.43 min
Channel DI PIPE 257.00 ft 0.30% 36.0000 2.17 min
Channel CMP PIPE 37.00 ft 2.30% 21.0000 0.19 min
i �
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Basin List
BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event
-- (cfs) (hrs) (ac-ft) ac /Loss PREDEV
PREDEV 0.1156 8.17 0.0664 0.99 SBUH/SCS TYPEIA 2 yr
PREDEV 0.2513 8.17 0.1251 0.99 SBUH/SCS TYPEIA 10 yr
PREDEV 0.4197 8.17 0.1965 0.99 SBUH/SCS TYPEIA 100 yr
DEV 0.3058 7.83 0.1086 0.99 SBUH/SCS TYPEIA 2 yr
DEV 0.5057 7.83 0.1756 0.99 SBUH/SCS TYPEIA 10 yr
nFV n?'i�F ?,�� (??�4(? �qq cRl IHlSr S TYPF1A �^D:��
Oufiflow Hydroqraphv
HydID Peak Q Fcak 1 Pedk Vo� Cant�rea
(cfs) (hrs) (ac-ft) (ac)
2out 0.11 9.00 0.1086 0.9900
10out 0.25 8.33 0.1756 0.9900
100out 0.42 8.33 0.2530 0.9900
Storaqe Structure
Node ID: vault
Desc: Manhole structure
Start EI: 410.0000 ft Max EI: 418.0000 ft
Contrib Basin: Contrib Hyd:
Length Width Void Ratio
8.0000 ft 24.0000 ft 100.00
Discharqe Structure
Control Structure ID: orif- Multiple Orifice Structure
Descrip: Multiple Orifice
Start EI Max EI Increment
410.0000 ft 418.0000 ft 0.10
Orif Coeff: 0.62 Bottom EI: 410.00 ft
Lowest Diam: 1.4941 in
out to 2nd: 3.6000 ft Diam: 1.6699 in
2nd to 3rd: 2.0400 ft Diam: 1.4941 in
Hydroqraph Routinq
RLPCOMPUTE (Ipool] SUMMARY
2 yr Match Q: 0.1156 cfs Peak Out Q: 0.1148 cfs- Peak Stg: 413.59 ft-Active Vol: 689.73 cf
10 yr Match Q: 0.2513 cfs Peak Out Q: 0.2517 cfs- Peak Stg: 415.63 ft�Active Vol: 1081.78 cf
100 yr Match Q: 0.4197 cfs Peak Out Q: 0.4200 cfs- Peak Stg: 417.94 ft-Active Vol: 1523.70 cf �
Storm Calculations (by StormShed)
Proiect Precips
[100 yr] 3.90 in
Predeveloped Basin
Drainage Area: PREDEV
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor: 484.00 SCS Abs: 0.20
Storm Dur 24.00 hrs
Area CN TC
Pervious 0.9800 ac 85.00 0.40 hrs
Impervious 0.0100 ac 98.00 0.00 hrs
Total 0.9900 ac
Supporting Data:
Pervious CN Data:
GRASS, BRUSH 85.00 0.9800 ac
Impervious CN Data:
EXISTING BUILDING 98.00 0.0100 ac
Pervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet GRASS, BRUSH 220.00 ft 1.80% 0.1500 23.71 min
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet DUMMY 1.00 ft 10.00% 0.0010 0.00 min
Developed Basin
Drainage Area: DEV
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor: 484.00 SCS Abs: 0.20
Storm Dur 24.00 hrs
Area CN TC
Pervious 0.4900 ac 86.00 0.10 hrs
Impervious 0.5000 ac 98.00 0.05 hrs
Total 0.9900 ac
Supporting Data:
Pervious CN Data:
GRASS, LAWN 86.00 0.4900 ac
Impervious CN Data:
BLDGS, DWAYS, PAVING, SIDEWALKS 98.00 0.5000 ac
Pervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet LAWNS 82.00 ft 7.00% 0.1500 6.25 min
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Shallow PAVEMENT 70.00 ft 1.00% 27.0000 0.43 min
Channel DI PIPE 257.00 ft 0.30% 36.0000 2.17 min
Channel CMP PIPE 37.00 ft 2.30% 21.0000 0.19 min
Basin List
BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event
(cfs) (hrs) (ac-ft) ac /Loss
PREDEV 0.4197 8.17 0.1965 0.99 SBUHlSCS TYPEIA 100 yr
DEV 0.7376 7.83 0.2530 0.99 SBUHlSCS TYPEIA 100 yr
I
1ala6/2�94 16: 51 2538524955 CRaMER NW PAGt 02
� �� •
� � � ��
Mechanrcal & Civil Engineeiing
13232• 138th Ave. S.E.
Renton, wA 98059
f425) 228•4244
FAX (425) 228-4292
September 14, 2000
Robert L. Turner
Project Manager
Concrete Technology Corp.
1123 Port of Tacoma, WA 98421
RE: Dalpay Estates Vault
Deaz Robert,
I have received youz drawings and design calculations for th�e Dalpay Storm
Detention vau�t and they look fine. You have designed for a live load of HS24-44 an,d
dead loads that include 36 inches of backfill and a 3 i.nch thick topping eoarse.
Please let this letter serve as zny approval of your proposed roof sysiem.
S in rely,
Ric ard �. Stuth, P.E.
������
SEP15 �
c��c.�w.t;o�t�
wash�ngton State�egfstered mechanical and civ�l englneering corporatlon
10/66/2004 10: 51 253B524955 CRAMER N�' PAGE 63
DESIGN CA.LCULA.TIONS
�OR
12 1/z" TOPPED HOLLOW CORE SLABS
������������
� � 'P:-�? �f..l i � V_,
1
��` k�' �� r ' � ��►.a
� � �� �, �:; �? ���,. �' �����
i ��,� ��1y �1 , ��e �. �cp, ii4 �`�
Lq s - a...,a . ..:i�� :l9
FOR �g,r� � �� . -.: .�.�.. .���=��' �E
Ki��f,��."�;�i i';q'���:�t�4:- yA� � t.:�+;
1"E�.Sr�.f:, , c��.t: � Ar . ._ ..
R�-���������.� '� � . -:i �-.:�;;:.:Y�� ARE
�:;-
��`���'i''!i ';'' . .*.: i.: . �.�C♦
DALP.A.Y ESTA�TES DETENTION VA,ULT
RE�ITON
WASHII�IGTON
BY: CONCRE?E TECHNOLOGY CORPORATION
JAMES CORC4R.AN, P.E. �.Z3.�p
JOB #: 00099A-�i
DA7E. 21-Aug-Oo c� �' C�9c
'���oFwAsy�c��
� z
I L-iEItEBk'CERTIFY'IHAT TEiE PREC.4�'T CONCRE'IE �''
COtviPONEN'LS DESCRIBED HExF.iN HAVE 8E�I3
DESIGNED TO CAIZRY I�iE LOADS SP�CIFIFD BY 'f"' �Q�C 611�Rtip �
TIix�ic}INEER OF RECORD. T�iESE CALCULi#TIONS �j�N��yG�
ARE HEREHY SUBMITCED TO II�B ENGINEEA OP
I2FCO�2D FORREVIEV�� AND APPROVAL. � S
la/06/2004 10: 51 253c�24��5 CRAMER NW
PAGE 64
CONCRETE TECHNOLOGY CORPORATfON
TOPPED 12 '/z" HOLLOW CORE SLAB DESIGN CALCULATIONS SHEET � of 4
JOB NAME: DALPAY ESTATES DETENTION VAULT BY: JEC
JOB NO.: 00099A-H DATE: 21-Aug-00
DESIGN CONFIGURATION
3�-p MAXIMUM SOIL COVER
in
�� I2I�, HO�LOW CORE
, �,
�-— �-
n
���'2
• •
. . . . . . .
(4p} ��'�, 270 k�i PRESTRESSING STRANOS
(MINIMUM)
4'-0' NOMINAL
i
. _ . __ .___._. ._._._...._._ -----�---- . . . _ . __ .. �-- . _ '. ._
�a1e6/2�04 .�: 51 253852495� CRAMER N'� ?AGE 05
CONCRETE TECI-fNOLOGY CORPORATION
TOPPED 12 '/:" HOLLOW CORE SLAB DESIGN CALCULATIONS SMEET 2- of �-
JOB NAME: DALPAY ESTATES DETENT{ON VAULT BY: JEC
JOB NQ.: 00099A-H DATE: 21-Au -00
MATERiAL PROPERTlES:
CONCRETE: f� = 8000 psi Topping f, = 3000 psi
w� = 154 pcf w� = 150 pcf
E� = 5641 ksi E� = 3321 ksi
STRAND: '/i' Diameter, 7 wire, 270 ksi, Law Relaxation
Inferior Webs: Exterior Webs:
f,� = 189.00 ksi f,; = 124.Od ksi
f�, = 154.00 ksi f,Q = 100.00 ksi
SECTION PROPERTIES:
Bare Ultraspan Composite w/ Topping
De,vth = 12.50 in t = 3,00 in
A = 313 in2 n = 0.539
I = 6136 in4 I� = 9972 in°
Z� = 1019 in3 Z� = 2284 in3
Zb = 947 in3 Zb� = 1234 in3
Yr = 6.02 in Y� = 7.42 in
Yb = 6.48 in Ya� = 8.08 in
� b W = 10.00 in w��� = 38 psf
; b = 48.00 in b�,� = 28.26 in
e = 4.58 in Y;f = 4,42 in
d = 13.60 in Z J = 2257 in3
A , = 187 inZ A, = 272 in2
i
'LOADS:
a) LJve Laads = HS20-44
b) Superimposed Dead Loads - 120 pcf soil (maximum depth = 36")
c) Dead Load (PRECAST) = 84 psf (minimum depth = 0")
d) Dead Load (70PPING} = 38 psf
REFERENCES:
Building Code Requirements for Structural Concrete- ACI 318-99
Analysis of V1�heel Loads on Hollowcare Planks w/ Soil Cover 1988
ASSUMPTIONS:
a) Structure is simple span for all loads.
b} Maximum allowable tension stress = 6 f�
c) Maximum allowable compressive stress = O.dSJ'�
,. . d).Bare.section carries self weight and topping dead loads,
while com osite section carries all remainin loads.
10/06/2004 10: 5? 2538524955 CRAMER NW PAGE 06
� �� �
DALFAY ESTATES Da-EN'TZ�N VAliL2
�es.cn Ca:.culations Lor 12.5 in VL�RA6PAN
1 �pecif�c�*_ i�s_
12.5 �n ULTRASPR.*t. f'c = 9000 psi: 3 inCh Canposite Tapping, f'c = 3000 gsi
10 - .5 inch 270Y. 9Crands, fee � lSa, Ye = 1.90
A = 313,I ^ 6136,Yb = 6.48,Eb = 947,bw . 10.0,Ae = 272,IC = 9973,ZbC = I233
Length = 24.35 �t� Lo3dings: wg =0.486 k/iL, 0 lnche5 Soil @ 120 gef . HS20-44
2�_„R.PS/�PW of 6�� Mlf.�iM(1t�
�c rtoments iklp-in) Appl. S�ress Pres�resa NeG SCrG96 Streagch
(!C) Md Msd Ml Top BOLL TOp BOCt Top Bott Mu h�i
0.0 0 0 0 0.000 0.000 -0.402 0.012 -0.002 0.01� 0 1B
0.5 35 0 157 0.103 -0.164 -0.070 0.433 0.033 0.269 316 650
1.0 58 0 344 0.200 -0.318 -0.139 0.855 0.061 0.53� 611 1261
1.5 I0o 0 �29 0.286 -O.a53 -0.207 1.277 0.079 0.823 870 1853
I.0 130 0 537 0.363 ,-0.573 -0.275 1.699 0.088 1.126 1095 2924
�.5 159 0 635 0.434 -0.693 -0.284 1.�57 0.150 1.0�5 1302 Z669
3.0 187 0 710 0,49� -0.772 -0.284 1.75� 0.210 0.985 1s68 286=
3.5 213 0 780 0.550 -0.957 -0.284 1.757 0.266 0.9a0 16Z4 3050
4•0 237 0 831 0.59� -0.924 -0.284 1.75� 0.312 0.833 1��5 3237
4.5 260 0 870 0.637 -0.990 -a.294 1.�57 0.352 o.77T 184s 342Z
S.0 282 0 900 0.671 -1.027 -0.284 1.757 0.38� 0.730 1925 3603
5.5 30z 0 919 �.699 -1.064 -0.�94 1.757 O.A15 0.693 1986 3�83
6.0 321 0 933 0.723 -1.095 -0.284 :.75'7 0.439 0.662 2035 3960
6.5 338 0 997 0.�46 -1.124 -0.2fl4 1.75'1 0,462 0.633 2083 4134
7.0 354 0 959 0.767 -1.151 -0.281 1.?57 0.493 0.60b 21Z6 4286
7.5 368 0 961 0.782 -1.168 -0.294 1.?57 0.498 0.589 2149 4314
9.0 381 0 9B4 0.865 -1.200 -0.284 1.757 0.520 0-557 �206 43�8
9.5 393 0 999 0.823 -1.224 -0.284 I.�57 0.538 0.533 2248 9382
9.0 a02 D 1009 0.836 -1.��2 -0_285 1.�5� 0.552 0.515 2276 4416
9.5 411 0 1004 0.843 -1.�48 -0.284 1.�57 0.559 0.509 �ZB2 4a29 •
�o.0 418 0 995 0.846 -1.248 -0.284 1.757 0.562 0.509 22�7 at29
10.5 424 0 976 0.943 -1.23H -0.284 1.757 0.559 0.519 �252 q429
1.1.0 429 0 9S� 0.839 -1.22� -0.284 1.757 0.554 0.530 2225 46�9
11.5 430 0 951 0.839 -1.225 -0.294 1.757 0.554 0.532 2219 1429
12.0 431 0 9a3 0.83'f -1.220 -0,28a 1.757 0.55� 0,537 2208 4419
Ple.�cural Strengtri 1s adequate and aJ.l ecressee are within 511owable limi.�a.
'� R�►v w oP �rr Srr�n�rh
a Applied Shear (kipsl MCz Shear Strength lkips)
(LC1 Vd Vad v1 Vu (k-in VCi. Vcw Qri
0.0 5.6 0.0 29.3 56.0 690 999.9 ?2_7 61.8�;+
0.5 5.6 0.0 26.2 52.4 1152 211.8 63.9 54.3�
1_0 5.4 0.0 24.2 48.7 1619 155.4 62.4 53.0
1.5 5.2 0.0 22,2 45.0 2107 136.4 68.1 57.9
2-4 4.9 0.0 20.3 41.4 2598 7,18.6 73.4 62.4
2.5 4.7 0.0 20.3 s1.1 2623 106.1 74.4 63.2
3.0 4.5 0.0 16.5 ;?.6 2587 90.3 7a.� 63.5
3.5 4.� 0.0 16.7 34.4 2553 78.9 �5.0 63.9
4.0 4.0 0.0 15.2 31.4 2521. 70.3 75.3 59.8
4.5 3.7 0.0 13.9 28.3 ZA91 63.7 75.6 54.1
5.0 3.5 0.0 22.7 2fi.5 246J 58.3 75.8 49.5
5.5 3.2 0.0 12.7 26.2 2437 53.9 76.0 45•B
6.0 3.0 O.a 11.7 2a.1 2a12 SO.z �6.3 42 �
6.5 2.8 0.0 10.7 12.0 2]90 47.0 76.5 40.0
7.0 2.5 0,0 9.7 20.0 2369 44.2 76.6 37.6
7_S 2.3 0.0 8.? 18.0 2350 41.8 76.8 35.5
8.0 2.0 0.0 7,9 16.2 2334 39.7 76.9 33.7
e.5 1,9 0.0 7.8 15.8 2319 37.8 7i.1 32.�
9•0 1.5 0.0 �.0 14.0 2306 36.1 77.2 30.?
9.5 1.3 0.0 6.2 12,3 2295 34.5 7�.3 29.3
10.0 1.1 0.0 5.5 10.8 2295 33.0 77.4 28.0
10.5 0,8 0.0 S.0 9.� �z78 ]1 6 �7.a 26.9
1.1.0 0.6 0.0 5.0 9.4 2Z?3 30.5 �7.5 25.9
1I.5 0.3 0. 0 4.7 8.5 2269 29.4 77.5 25.0
12.9 0.1 0.0 4.4 �.6 2268 29.3 �7.5 24.0
Shear Stzenqth is adequate throughout. Plug voids a� er�Qs as iadicated. (+)
10/06/2004 1e: 51 2538524955 CRAMER N'� PAGE 07
• - �-t� oF i-�-
DALPAX sSTATES DETENTION VAULT
Design Caiculation< for 1z.5 �un ULTRASPAN
j S��fi a ia a
1Z.5 in UZTRASPAI4, E�c � Bo00 psi: 3 inch Com�os.ite Topping, f�c � 3000 �si
lo - .5 inch 2�ok Strands, fea .. 154, Ys = 1.90
A a 31], I = 6136,YA = 6.4B.2J� a 94�,bw = 10.0,Ae - 272.Zc - 9973, ZbG = ].233
Length = 24.3a fr: LoaBinge: Wg =0.486 k/ft, 36 inches Sol.l � lzo pc� + HSZO-44
� Review of Fl . �re M�C�MI��
X Mom,ents (kip-in1 A�pl. Strese Prescrees tv�t stress strengc,h
(ECI Md Med M1 Top Hott Top Hotc Top Hott Mu �Mn
0.0 0 4 0 0.000 0.000 -O.oa2 0.012 -0.002 0.012 0 19
0.5 35 103 5� 0.103 -0.16ti -0.070 0.433 0.033 0.270 ZB4 650
1.0 69 202 105 0.201 -0.32� -0.13A 0_855 0.06� 0.535 555 1262
1.S 100 296 152 0_294 -0.469 -U.207 1.277 0.098 0.808 813 1853
2.0 130 386 196 0.383 -0.609 -0.275 1.699 a.108 1.069 1056 2424
2.5 159 �e72 237 0.467 -0.74z -0.284 1.T57 0_182 1.015 1266 2669
3.0 197 553 z75 0.546 -O.B68 -0.284 1.�5� 0.261 0.399 1503 �861
3.5 213 630 310 0.621 -0.997 -0.284 1.757 0.336 0.77G 1707 3050
S.0 237 703 342 0.640 -1.097 -0.2H� 1.757 0.406 0.660 1990 323�
l.5 260 771 371 0.756 -1.201 -0.284 1.757 0.471 0.557 20'75 3422
5.0 292 835 39� O.A16 -1.296 -0.284 1.�57 0.532 0.461 2239 3603
5.5 302 895 422 0.9�3 -1.396 -0.28A 1.757 0.588 0.372 23?2 3783
6.0 321 951 442 0,925 -1.468 -0.284 1.7S7 0.640 0.290 2532 3960
6.5 338 1002 460 0.9'12 -1.542 -0.284 1.757 0.688 0.216 2657 4134
7.0 354 1099 4?6 1.015 -1.6t�9 -0.284 1.75� 0,730 0.148 2772 4�80
7.5 368 1091 4A9 Z.053 -I.670 -0.294 1.757 0.769 0.083 Z875 43.14
8.0 3B1 1129 500 1.oe8 -1.7Z3 -a.2A4 2.759 0.903 0.034 2965 4349
8.5 393 2163 509 1.118 -1.770 -0.284 1,757 0.833 -0.013 3044 439�
9.0 402 1193 516 1.1�3 -1.810 -0.284 1.757 0.859 -0.053 3111 4416
9_5 411 1218 521 1.165 -1.843 -0.284 1.75� 0.990 -0.086 3165 4429
10.0 4i8 1239 524 i.192 -1.870 -O,zes 1.75� 0.998 -a.i13 3210 sazg
10.5 424 1255 5�5 I.196 -J..890 -0,284 1.757 0.911 -0.133 3a43 44Z9
11.0 428 1268 525 1.205 -1.904 -0.284 1.757 0.920 -0.14'! 3Z65 4413 '
11.5 430 1Z75 523 1.210 -1.912 -0.294 1.757 0.926 -o.15S 32?7 4a��
12.0 432 1z79 519 I.211 -1.913 -0.284 1.75'7 0.927 -0.156 32y8 44.-
Flexi,ral Streag:h is adequste and all etresse9 are .+ithin allcwahle lim:.=�
'�,RPvi _w of h �1r SerPnQ h
x Applied 9hear (kipa) Mez 9hear Strengck (rc:,psJ
(ft) vd Vsd V1 Vu (k-in) vci VC�+ �vn
0.0 5.6 16.5 9.3 i6.A 687 999.9 57.0 48.4�
0.5 5.6 16.6 8.7 45.9 1099 �09.3 56.0 4?.6
1.0 5.4 16.1 8.2 �t.l 1427 153-a 6�.a 53.0
1.5 5.Z 15.4 9.2 a2.7 laii 133.2 6&.1 57.9
2.0 4.9 19.6 7.� 40.6 2202 122.7 73.1 62.4
2.5 4.7 13.9 7.3 38.4 2151 201.6 74.4 63 .�
3.0 4.5 13.2 6.8 36.3 203a 85.4 74.7 63.5
3.5 4.2 12.5 6.4 34.2 1923 73.8 75.0 62.7
a.e s.o 11.8 6.1 a2.4 1818 63.2 75.3 53.7
4,5 3.7 11.0 5.9 30.8 17�0 58-1 75.6 49.4
5.0 3.5 10.3 5.5 2B,7 1627 5Z.9 ?5.8 44.6
5.5 3.2 9.6 5.2 26.7 J.591 !?.7 76.0 90.5
6.0 3 0 8.9 4.8 24.8 1f62 43,? ?6.3 37.1
6.5 2.9 8.2 4.4 22.9 1389 40,2 76.5 34.2
7.0 2.5 7.9 4.4 i1.5 1321 37.3 76.6 31.7
7.5 �.3 6.7 4.1 19.6 1259 3�.6 76.8 29.4
8.0 2.0 6.0 3.8 17.� 1.ZOa 3Z.1 '76.9 2?.3
8.5 1.8 5.3 3.5 15.9 1156 29•9 7�.1 25.a
9.0 1.5 4.6 3.2 14.0 1113 27.9 7'f.2 23.7
9.5 1.3 3.A 3.0 12.Z 10�7 Z6.� 77.3 22.1
10.0 1.1 3.1 3.0 10.9 1047 24.3 �'1.4 20.7
10.5 0.8 2.4 Z.7 9.1 1�23 22.6 77.4 19 2
11.0 0.6 1.� Z.5 7.4 I005 21.0 77.5 17.9
11.5 0.3 1.0 2.3 5.� 9?a 20.� �7.5 17.6
22.0 0.1 0.2 2.1 4.0 989 10 7 77.5 1�.6
Shear S�rcngch ie ad�c�aa[e thzoughout• Plug vpids at ends as indicaced. (•1
10/06/2664 19: 51 2538524955 ��A�ER NW PAGE 08
'-e•
o, �s taK' s o 4•-0• r+ori. . 1sz•-o-
A
0
00 000 oa oo ao aoo 00 00 000 oaa o00 000 000 000 000 oao 000 0o aoo 00o a o
B
b
i
�i s
:
i � i
� J
QZ
Q
S, 07 Ot 01 01 Oi 01 01 01 O1 01 01 O1 01 Ot 01 01 01 Q1 01 01
� D�D 00 D0o 00 OOa OOD nOD Oao CDO 000 00o n0 000 Do0 D�D 00 DDD OD 000 00[
�, b '4
_ �
PLACEMENT PLAN \
-
wan�
r t�oP%Hc s.�e
Br o'T1�ORS T1�➢.
CJ.P. SLAB �Y�INNOLE
BY OTMERS O 9Y. Rf7NfURpNO � x 8' POUR SLOTS BY CTC 9"
g�r OT}�g O IST. 2HD �3RD 1KH0.5. TYPtCAL
PER PUW FlLL M�/GROUT
�..
BY on,Qes
_ ,
civ er •. . ,.�. ..r'.�`>�'� �' • `T':;
ohiats �1• . :�: . �:,
''�' '�. :' ,:� .�^: :�.,,�•,,. �•'� :
coo�sr `.���: ;�'. coNsr, ;.
JO!N7 JOINT ,,,
V0�0 FlLL
�0�$ VOID OMIS B1'C1C
8� �� 12H' MOLLOIM CORE (WSTALL BY OTN�t� GI.P. WALL
BRC. �AB BY CTC, Typ. BY OTNFRS
GI.V. Y/ALL M�' X i�' OONT. BEARINO STRP BY CTC CCHT. 6ACKER NOD
BV OTHERS (INSTAtl. 1!' FROM FACE Of' WALLJ IF REO'0., BY OTHERS
2'-0' O 15T. 2ND ��y
70� A�3RD v0ID5 tNALL
w� e- m�tri vans) CONTRACTOR
PLEASE NOTE sECT10H 8
8ECTI�N A a�: �. �
REF: 9ECL o0
OON7RACTOR :(425) 229-839J ,,,,,, . CONCFtETE TEC
OALPAY d ASSOC. CON3TRUCTION � roa DO NOT �����
+a33 NE SunSET BLVD. �.••• �� 9CALE �iu ran oc i
RF7tTDN, WA 880?6 Nr�. T�COr�.�u�EiS
Na R��41am By App Ool• '
NOTES
' 1. CTC M1L.L WST+LLL�LLL BLOOC011T9 REi�U�PED FOR StNUC1URAl
COWJSCTIONS �4 INqCAlFA OM TIE1fE ORAWN08, PFJIEIRATIONS
PCN YfO1IWICAL PUJMBING. O.EC�RIC�L�wD ALL dT16R 71tADLS
� ARE l0 6E �10.D wsT�/Am ev oniFJt9.
I FlE1D IMyTAUFD pplElqA1{ON8 YUST IpT IN1[li/YA[N1T1
rA��occ sm�wos, sne soenor et�ow rae wc.�na+
aF s�rE aau�a.a�.�6
� a oaeam�aawo snuu�as To�e�s�v w.�e,ro K�_ �Q'.
� U►lOOAIfD 7—NIR[LOM'qEUNtATiON. �
A �.NOIlAM CORE /c� 8,000 P9
� ❑o❑ oo❑ ❑o❑ o00 o0D ao0 000 00❑ ooa oao �NT�W�r�- �.�P�
q VOIO FlLL i i0PP1N0 Po� J,000 PBl
io
6.N.L Not1Aw ooRE.1ow19 8rW1 9E GAOUIRD �S Pet OTC'3
nECouutf+D�na+s 7� 'i1F1D N�woUroo�wo exFcnaw�
0 o io ekowunE suPPUEo vnm sKov ore�wNe wwrtr�
np, 8.Vp0 dINN HOlE3 MLL OE WIRALLm N NOLLDIY OOIIC SL1lB5,
b C�P TDP H0.Fb MtlOR TO 9011 pAq�F1LL OR TGPPINO POtlR 70
C j PqEYElIT YAR7tlAL/IIp1 WAb711N0 IN70 VpD A1�RUOPMQ .
' m pRA1MS pRA1M �WLFE YUbT 0[Q�JWm OVT AFhTi DID f1D41NE �
� CqiCREIE p0UR6 AIIC COYPlF1E Op►f1RALTDR YA`/PAiC41 HOIEL. .
IF NEL�X9AAY. OMCE STItUC7UNE 1S YIEAiNpt YAOOFED. -
J
7.9EE'SQl PROfA£OM TMY DRA111N4 i0P WXWIJH�wD
IGOfiY{�I/ALLOWABIE fElf�llT Of illl iROY TOV OF VAUL'f TO
B 6RApG Lq17F1ACTpp pFSPd�IyME Tp YMN7NN NF]faiT OF Fll1
I 01 01 01 01 01 01 01 01 Ot 01 03 eC�+ rr��u�nTs at u�on� cr�oF cHuices eEFa+E
YAMJFACRINC OF OR001JCT.
] 000 OO❑ �0 000 000 000 OOD 000 D00 00❑ ODO
DIMEN910N8 ROR SAFE DRILLINQ '
1O LfiAETO �� NO OFCI.IRlQ
A 4'-0�
3' 1-�� 16' 37�h•'
10� � I I�� I I �
�«
��.�.'�_ I,T „�I ,r�- I�I
Joe a: 00089 A PRODUCT: 12.5 INCH
REVlS�ON A; UNIT WT: 340 �IlLF
FlLL J GROUT �{pupW CpRE�pg pUANTITY TABULATION DATE:08/Ol/2000
BY OTHE�es. Tw. MARK PIECE PIECE PIECE TOTAL MINIMUM
NUMBER QTY. WT. LENOTH IENGT1i 3TRANDS
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