HomeMy WebLinkAboutApplication APPLICANT 12/29/2021',City of Springfield
Development & Public Works
225 Fifth Street
Springfield, OR 97477
Minimum Development Standards (Minor)
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kPRINGF11-10
Required Project Information (Applicant., complete this section)
A licantName: A71(AIJ NZ)119 Phone: 141-(o$S X36
Company: J CtAW19T E uYc7RfC 5DA�-D E-mail: na: ✓t• :ce
Address: Y cp /taoSYvCL-- BLVD, CULEAIL o¢.. gTy02
A licant's Rep.: Acsr- A?Pt (CA&LEPhone:
Company: IE
-mail:
Address:
Pro a Owner: -u w LATER- A Et'crrt'LX-A,LT>
Phone:syl-bBs W.o
Company: E'U
E-mail•
Address: LiZoo 4c6fivf Ll- C✓(7� £v LCNE. omit- -7r{0'L
ASSESSOR'S MAP NO: - 1900
TAX LOT NOS : O3 00
Property Address: H IW fL\D(C- ILD IN FKU-) 0K, q7-
Size of Property: 153 Acres X square Feet ❑
Description of If you are filling in this form by hand, please attach your proposal description to this application.
Proposal: SEE E 7- 2 - UJC
Existing Use: c r Cv- av1 -VW6- - r or cmal aCf>.
Signatures: Please si nand rint our name and date in the a ro riate box on the next a e.
Associated Cases:
Case No.:
Date:
Reviewed by:
Application Fee:
Technical Fee:
Posta a Fee: 0
TOTAL FEES: PROJECT NUMBER:
Revised 5/21/13 KL 1 of 6
Signatures
Plan
The undersigned acknowledges that the information In this application is correct and accurate.
' LLI Date:
Signature
O Atyr,n1 eWtWl ll�
Print
If the applicant is not the owner, the owner hereby grants permission for the applicant to act in his/her behalf.
Date:
Signature
requirements checklist. I certify that the plot plan Is accurate based upon field locates and the best
available information. I understand that City staff will rely upon the plot plan In making any decisions
regarding the Minimum Development Standards application. I accept full responsibility and liability in the
event that there are any omissions, mistakes, or inaccuracies in the plot plan.
Date:
Plot Plan Preparer Signature
Revised 5/21/13 KL 2 of 6
Minimum Development Standards Submittal Requirements
Checklist
® Application Fee
Applicant Response: $1,138 and intend to pay by Credit Card.
® Site Plan Review Minor Modification Application Form
Applicant Response: A copy of the form is attached.
® Copy of the Deed
Applicant Response: A copy of the deed is included as Attachment 1.
® State or Federal Permits Required
Applicant Response: Not applicable.
® Narrative
Applicant Response: The Eugene Water & Electric Board's (EWEB)
Hayden Bridge Filtration Plant (plant) was first constructed in 1949 to
provide drinking water to the City of Eugene. The plant was expanded in
1954, 1979 and again in 2009 to increase the treatment capacity of the
plant to 80 million gallons a day. The source water is from the McKenzie
River watershed which recently experienced a massive wildfire resulting
in increased dosing of powder activated carbon (PAC) to resolve taste
and odor concerns. The existing PAC loading process is manually
intensive, requiring operators to lift tear, and dump 50 -pound sacks of
PAC into a supply hatch. The process is extremely messy and operator
safety is a concern.
The intent of this project is to retrofit the existing PAC loading system
with a safe, dust free, and automated bulk bag discharging system. The
project will include the following:
• Construction of a new 320 -square foot structure that will cover a
bulk bag unloading system. See Attachment 2 for the proposed
building use and Attachment 3 sheet Al, for the building area.
• Mechanical work including new dust collection and exhaust
systems.
• Civil sitework including improved access, concrete surfaces for
unloading bulk bags, earthwork for the new structure, drain lines
to existing sludge pond drainage systems, and site restoration
work as required.
• Electrical and controls work.
® Four (4) Copies of of a Plot Plan Drawn to Scale and
Incorporating the following MDS standards:
® A 5 -foot wide landscape planter strip
Applicant Response: Not applicable - The area that is being developed is
loft
an existing lawn as shown on the drawings, sheet C1, and on the aerial
photo of Attachment 4. A planter is not applicable because a lawn already
surrounds the entire project site.
® Trash Receptacle Enclosure and Outdoor Storage Areas
Applicant Response: Not applicable - There are existing trash and
recycling bins located adjacent to the headhouse building. These bins are
not visible beyond the property limits.
® Bicycle Parking Spaces
Applicant Response: Not applicable - The project site is not open to the
public. The plant has a 7 -person bike capacity bike rack and staff have
lockable areas as needed for additional bike storage.
® Parking and Circulation Areas.
Applicant Response: Not Applicable - the existing headhouse building has
sufficient parking for all treatment plant staff and visitors. The new
structure will cover treatment equipment. It is anticipated that no
additional staff will be required. Setbacks from property lines are well
beyond what is required for the Public Lands and Open Spaces Zoning
District due to the large size of the site. Roof drains will be routed to a
common drain pipe that will flow into an existing sludge pond containing
treatment plant effluent water.
® Access to the public Right -of -Way
Applicant Response: Not applicable - there is no work inside or near the
public right of way.
® Concrete sidewalks
Applicant Response: Existing sidewalks and new impervious surfaces are
shown. There will not be any sidewalks or curbs near any City streets or
right of way.
® Streetlight Locations
Applicant Response: Not applicable - There are no city streets nearby.
The existing building and proposed structure will have lights for nighttime
operation as needed.
® Connection to Public Utilities
Applicant Response: Not Applicable - There are no connections to public
utilities or work within easements. All project work is limited to private
utilities owned and maintained by EWEB.
2 oft
Attachment 1— Deed
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'IN THE CIRCUIT COU$T OF TRE STATE OF ORLGONFOR LAjIE.:GOUNTY
2.
.
s
ITY OF EUGENE, a'municipal
corporation, 1
4
Plaintiff-)
-
s
ps JUDGMENT
e
A. WEST JOHNSON and,
.,
ELIZABETH Y& X+ JOHNSON, Defendants
9
e
• '
Is
This matter coming on to be heard upon the motion of the
It
plaintiff for Judgment, and it appearing to the Court `
12
That based upon the verdict of the Jury the plaintiff has
is
paid Into Court 02,500.00 ,in addition to the 422500,.00 hereto -
14
fore deposited in payment of the judgment upon the verdict
-
,s
of 44,500.00 damages assessed by the Jury, and the additional
.L.r
,a
sum of 4500.00 attorneys, fees, and has further deposited -
17
with the Clerk the am of 4100.00 to cover the costa and die-
'
4,
is
bureements of the defendants a.s they shall appear by the ,
ie
Coat Bill when filed by the defendants.
i.
m
21
IT IS THEREFORE ,ADJUDOED that the plaintiff be aria it is
3
72
hereby given Judgment appropriating the lands o8 the, defendants
.'
-
m
described as follows:f..
h
24
Heijnning
at a point 5.17 chains East and 8;63 chains
'
North
of the quartgr section corner Sactions 19
'
as
.between
and 30; Township 17 South Range '2 West_. of the Willamette .
Meridian, Oregon, and .running thence kast,31,20.chalns
ae
to a atpne corner of County Survey #1271 on tha norther L7
_
line of the Southern raciflo,Railway Company right of
a
way, being.North:29° 30'.West.% 44 chains from -the corner
`.:
of Sections 19, 20, 29 and 30 of said Township; and >.
28
.running thence.'al6ng.the Northerly line of slid xlght.
.of way North 630 451 East 4.10 chains more or'leea to
, ..
29
the center line of.County Road #681, thence along the' -
centerline of the County Roikd-North 29° 171 West 0.56 -
*;,•
chains;. thence` North_,13' 171- Neat 10.75 -chains, ..thence
North 290 451 West -4.46 chainsto a atone corner.of
:-
County Survey #1.281, btling 5.06 chains West and 22.22
_
�ehains North' of, the corner of Sections 19, 20, 29 and
.'
30� of gaid'Towpahip;
thence along the middle of the
,101,
P)
r;
1 Count? RocQ,
A West 11.66 8 •3' },� nsi A h.EB$....nha,A�f;.,�;
fthence South 52,'; R'!+ 1Yrbt b,4 ': '.6 otiainal thdndd .
v 3auth 10.41 ohrina to the place or beginning, contain- --
!,�„ f Ing, 51 acres of Many, more or .leas, irk Lune Conhty,
4 Oregon
s and the plaintiff is hdreby declared to be the owner in See
y� f simple.o£"aaid real estate.
F 7 Td'HAVE AND TO HOLD the said real estate untq the
1 s plaintiri'.herein, its snce"sore'and assigns forever.
i
e,
4 If Dated, fiugene 'Oregon, March
12
AT - -OM,
'CLOCK-___.
fa ^ ',✓/ './ ;
MAR 2 01947 6/
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W 0 DILLARD •-judge
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Attachment 2 — Building Use
August 13, 2021
mwaarchitects SAN FRANCISCO OAKLAND PORTLAND
Attn: Nathan Endicott
RE: EW EB— Hayden Bridge Filtration Plant Carbon System
To whom it may concern;
OSSC Section 306, Factory Group F1 is the closest occupancy with electronics
and machinery listed as the nearest categories to the proposed Carbon
Building. While carbon dust can be combustible, it becomes potentially
airborne only when loading and when traveling from the bulk loader to the
storage silo. The loading room is ventilated to prevent dust concentration.
The screw conveyor is a closed system which will not contribute to dust
exposure. Table 307.1 allows discretion per note q and Section 414.1.3 that
unless hazardous conditions are created, the allowed quantities aren't
limited. With the proposed ventilation and closed system we believe that no
hazardous conditions will exist. In this case, the anticipated quantities are 2
pallets (or 4,000 Its.) delivered 2 weeks apart and only during the wet
season.
• NFPA 820 Table D.1.1 Material -Activated Carbon item lists it as combustible,
but intrinsically not classified per NEC and NR (no requirement) for
ventilation and fire protection.
• NFPA 70, Article 500 on classifications describes (in the paragraph on Class II,
Division 2) locations conditions where under abnormal operations there may
be quantities in the air which could be hazardous. With the nature of the
carbon, the quantities, the proposed use, the ventilation and closed system
delivery, that this building doesn't warrant any classification.
We believe the system, as designed, complies with OSSC section 306 for F1
occupancy and that with the proposed mechanical system, this is electrically a non-
classified facility.
Yours, David Williams, AIA
7U N W COUCH STREET I SUITE 901
PORTLAND, OR 97209
P 503 973 5151 F 503 973 SOSO
MWAARCHITECTS.CDM
Attachment 3 — Drawings
'I EUGENE WATER & ELECTRIC BOARD I9
E1IGENE
LOCATION MAP
I
EUGENE, OREGON
HAYDEN BRIDGE FILTRATION PLANT
POWDER ACTIVATED CARBON SYSTEM RETROFIT
EW EB PROJECT 2003344
SHIP NGF EL //
VICINITY MAP
HAYD' N BRIDGE---_' /
WATER FILTRATION
PLANT
INDEX OF DRAWINGS
01FEES SHEET, LOCATION MAP & INDEX OF DRAWINGS
G2 SITE PLAN. LEGEND & ABBREVIATIONS
Al
OODE SHEET
AS ARCHITECTURAL DETAILS
C1 EXISTING/PROPOSED SIZE PLAN
C2 UNDERGROUND UTILITY PLAN
M1 FLOOR PLAN & ELEVATION
M2 EQUIPMENT SECTIONS & DETAILS
M3 CONVEYOR PLAN & SECTION
51 GENERAL STRUCTURAL NOTES
S2/S3 QUALITY ASSURANCE PLAN AND SPECIAL INSPECTION TABLES
S4 BUILDING PLAN
55 ROOF FRAMING AND FOUNDATION PLAN
Sfi A,OIFONAL SECTIONS
57 STRUCTURAL DETAILS
Ell PRE -RETROFIT ELECTRICAL PLAN
E12 ELECTRICAL. DEMOLITION PLAN
E15 LOWER LEVEL ELECTRICAL PLAN
E16 UPPER LEVEL ELECTRICAL PLAN
E17 FEEDER BLDG. UGHTING PLAN N OF 2)
E18 FEEDER BLDG. LIGHTING PLAN (2 OF 2)
E10 LOADING BLDG. LIGHTING PLAN
E20 FEEDER BLDG. LOWER LEVEL ELEVATORS
E21OTHER ELEVATIONS
E25 EXTERNAL ELEVATIONS
E400 PRE -RETROFIT ONE -LINE DIAGRAM
E401ONE-LINE DIAGRAM DEMOLITION
E402 ONE -LINE DIAGRAM PROPOSED
E500 PRE -RETROFIT PANEL CBI SCHEDULE
E501 PRE -RETROFIT PANEL CBS SCHEDULE
E502 PANEL CB1 SCHEDULE, PROPOSED
E503 PANEL CBS SCHEDULE, PROPOSED
E510 POWER, CONDUIT AND CONDUCTOR SCHEDULE
E511 CONTROLS. CONDUIT AND CONDUCTOR SCHEDULE
WATER SYSTEMS
HAYDEN BRIDGE FILTRATION PLANT
E TIPOWDER ACTIVATED CARBON SYSTEM RETROFIT
TLE SHEET, LOCATION MAP & INDEX OF DRAW IN1
IN
OVERALL SITE PLAN
ITS
11 CONTRACT A "ALL I A ly IRLY 111, IIINDIDARN IS I III 1PRINIR FINT IF ALL PASIND "IF' Al � 1111TIENI "IF' I "I 19DIIIII OR 1A5- IR IFIf
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EDITION 'A,
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BE M
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a
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SECTION e EXHAUST FAN
EDITION 'A,
EXIEFROR —INTERIOR
E.EC?12eWALL LOUVER
BE M
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SECTION e PROPOSED CONVEYANCE PIPING CARBON BUILDING
G
T7
_ _zD _ - L- DD' -E' '
PROPOSED CONVEYANCE PIPING CARBON BUILDING - PLAN
�_ ..,.L.r' WATER SYSTEMS
HAYDENFRIDGE FILTRATION PLANT "
POWDER ACTIVATED CARBON SYSTEM RETROFIT
W
T
CONVEYOR PLAN&SECTION 38300—M3
-- T XN W. ENON a sir.. noe
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0
7
0
5
4
3
2
A I B I C I D I E
STRUCTURAL SHEETS:
S1 GENERAL STRUCTURAL NOTES
S2 QUALITY ASSURANCE PLAN & SPECIAL INSPECTION TABLES
S3 QUALITY ASSURANCE PLAN & SPECIAL INSPECTION TABLES
S4 BUILDING PLAN
S5 ROOF FRAMING & FOUNDATION PLAN
S6 STRUCTURAL SECTIONS
S7 STRUCTURAL DETAILS
GENERAL STRUCTURAL NOTES:
1. THESE NOTES ARE GENERAL IN NATURE AND ARE INTENDED TO SET MINIMUM STANDARDS FOR CONSTRUCTION. THE
CONTRACTOR SHALL BE COMPLETELY FAMILIAR WITH THE CONTRACT DOCUMENTS AND HAVE A COPY OF THEM ON SITE AT
ALL TIMES.
2. FOR ANY PORTION OF THE CONSTRUCTION WHICH THE CONTRACTOR IS UNABLE TO ASCERTAIN THE REQUIRED CONSTRUCTION
OR WHERE CONFLICTS EXIST, IT IS THE CONTRACTOR'S RESPONSIBILITY TO REQUEST ADDITIONAL INFORMATION (RFIs) AND/OR
CLARIFICATIONS BEFORE CONSTRUCTION.
3. ALL WORK SHALL BE IN STRICT CONFORMANCE WITH THE 2018 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED BY THE
2019 OREGON STRUCTURAL SPECIALTY CODE (OSSC).
4. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS BEFORE CONSTRUCTION. THE ARCHITECT AND ENGINEER
SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES.
5. THE CONTRACTOR, SUBCONTRACTORS AND SUPPLIERS SHALL ENSURE COORDINATION OF CONTRACTOR SUPPLIED/DESIGNED
ELEMENTS AND DEFERRED SUBMITTALS WITH ALL DESIGN DISCIPLINES WITHIN THE CONSTRUCTION SET. COORDINATION SHALL
IDENTIFY AND RECONCILE CONFLICTS BETWEEN THE CONTRACTOR SUPPLIED/DESIGNED ELEMENTS AND THE CONSTRUCTION
DRAWINGS PRIOR TO FABRICATION AND DELIVERY TO THE PROJECT SITE. THE PROJECT ENGINEER SHALL BE NOTIFIED IF
CONFLICTS EXIST.
6. THE CONTRACT STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE. METHODS, PROCEDURES, AND SEQUENCE OF
CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS
TO MAINTAIN AND ENSURE THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF CONSTRUCTION.
7. CONSTRUCTION LOADS SHALL NOT EXCEED THE DESIGN LIVE LOAD FOR THE
STRUCTURE. PROVIDE SHORING AND/OR BRACING
WHERE LOADS EXCEED DESIGN CAPACITY AND WHERE STRUCTURES HAVE NOT
ATTAINED DESIGN STRENGTH.
8. CLADDING, WATERPROOFING, AND ARCHITECTURAL FEATURES ARE OUTSIDE THE
STRUCTURAL SCOPE OF WORK. ANY DEPICTION
OF SUCH FEATURES ON THE STRUCTURAL DRAWINGS ARE NOT INTENDED TO
BE USED FOR CONSTRUCTION. REPRESENTATION
OF SUCH FEATURES ON THESE DRAWINGS MAY OR MAY NOT BE ACCURATE.
REFER TO ARCHITECTURAL DRAWINGS AND/OR
SPECIFICATIONS.
PER ACI -301, METHOD 2 OR THE ALTERNATE PROCEDURE. SUBMIT
DESIGN LOADS: PER 2018 IBC & 2019 OSSC
REVIEW BY STRUCTURAL ENGINEER FOR
1603.1.2 - ROOF LOADS:
2. STRUCTURAL CONCRETE SHALL
DEAD LOAD.............................................................................................
5 PSF
LIVE LOAD.............................................................................................
20 PSF
1603.1.3 - SNOW LOADS:
SLABS
GROUND SNOW LOAD, Pg............................................................................
11 PSF
FLAT -ROOF SNOW LOAD, Pf....................................................................
USE 29 PSF MIN (2019 OSSC)
SNOW EXPOSURE FACTOR, Ce....................................................................
0.9
SNOW LOAD IMPORTANCE FACTOR, Is ...................................................
1.2, CATEGORY IV
THERMAL FACTOR, Ct............................................................................
1.0
1603.1.4 - WIND DESIGN CRITERIA:
DESIGN WIND SPEED, Vult....................................................................
110 MPH
RISKCATEGORY.....................................................................................
IV
WIND EXPOSURE.....................................................................................
EXPOSURE C
INTERNAL PRESSURE COEFFICIENT............................................................
DIRECTIONAL PROCEDURE (ASCE 7 27.3)
COMPONENTS & CLADDING: DESIGN WIND PRESSURES
(+/-)
WALL ELEMENTS (Atrib = 10ft2)....................................................
42.82/-53.87 PSF (ZONE 5)
OVERHANG ELEMENTS (Atrib = 10ft2)............................................
NA/ -103.59 PSF (ZONE 3)
ROOF ELEMENTS (Atrib = 10ft2)....................................................
20.72/-103.59 PSF (ZONE 3)
1603.1.5 - EARTHQUAKE DESIGN CRITERIA:
RISK CATEGORY.....................................................................................
IV
SEISMIC IMPORTANCE FACTOR, IE............................................................
1.50
SPECTRAL ACCELERATION, Ss....................................................................
0.653 g
SPECTRAL ACCELERATION, S, ....................................................................
0.376 g
SITECLASS.............................................................................................
B
SPECTRAL RESPONSE COEFFICIENT, SOS ...................................................
0.392 g
SPECTRAL RESPONSE COEFFICIENT, Sol ...................................................
0.201 g
SEISMIC DESIGN CATEGORY....................................................................
CATEGORY D
SEISMIC FORCE RESISTING SYSTEM(S)...................................................
STEEL ORDINARY MOMENT FRAMES
RESPONSE MODIFICATION FACTORS(S), R ...................................................
3.5
SEISMIC RESPONSE COEFFICIENTS(S), CS ...................................................
0.168,
ANALYSIS PROCEDURE............................................................................
PER ASCE-7
FOUNDATIONS:
1. EXISTING SITE CONDITIONS SHALL BE VERIFIED TO BE IN CONFORMANCE WITH
THE FOLLOWING PARAMETERS AS OUTLINED IN
THE PREVIOUS GEOTECHNICAL REPORT FOR THE ADJACENT HAYDEN BRIDGE FILTRATION PLANT 2009 EXPANSION PROJECT. THE
PREVIOUS GEOTECHNICAL REPORT WAS PREPARED BY FOUNDATION ENGINEERING, INC. OF BEAVERTON. PHONE: (503)
643-1541, DATED JANUARY 17, 2008 (THEIR PROJECT No. 2071086). THE CONTRACTOR SHALL BE FAMILIAR WITH THAT
SUPPLEMENTAL REPORT INFORMATION AND THE RECOMMENDATIONS CONTAINED THEREIN.
2. ALL FOUNDATIONS TO BEAR ON UNDISTURBED NATIVE MATERIAL, OR GRANULAR
COMPACTED ENGINEERED FILL, PER THE
PROJECT CONTRACT DOCUMENTS. THE CONTRACTOR IS DIRECTED TO THE GEOTECHNICAL REPORT IN THE PROJECT
SUPPLEMENTAL INFORMATION FOR ADDITIONAL INFORMATION. EXCAVATIONS FOR FOUNDATIONS SHALL BE OBSERVED BY THE
GEOTECHNICAL ENGINEER PRIOR TO PLACING OF CONCRETE FOR FOUNDATION.
3. SOIL DESIGN CRITERIA, PER GEOTECHNICAL ENGINEER:
3.1. SOIL BEARING - 3,000 PSF
3.2. Y3 INCREASE ALLOWED PRESUMED CAPACITIES FOR SHORT TERM LOADS
3.3. SOIL PROFILE - D
3.4. FRICTION COEFFICIENT - 0.35
REVISION DESCRIPDON
MN I STD I CHK I APP
F
G
H
CONCRETE:
1. ALL CONCRETE
SHALL BE HARD
ROCK CONCRETE MEETING
REQUIREMENTS OF ACI -301, "SPECIFICATIONS FOR STRUCTURAL
CONCRETE FOR
BUILDINGS". MIX
PROPORTIONS SHALL BE
PER ACI -301, METHOD 2 OR THE ALTERNATE PROCEDURE. SUBMIT
MIX DESIGN FOR
REVIEW BY STRUCTURAL ENGINEER FOR
APPROVAL PRIOR TO CONSTRUCTION.
2. STRUCTURAL CONCRETE SHALL
ATTAIN THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS:
TYPE
f'c
SLUMP w/c
AIR
SLABS
5,000 psi
1-3" 0.42
6%
FOOTINGS
5,000 psi
1-4" 0.42
6%
3. ALL CONCRETE EXPOSED TO WEATHER SHALL CONTAIN 6% (f) 1% AIR ENTRAINMENT BY VOLUME. AIR ENTRAINMENT SHALL BE
IN CONFORMANCE WITH ASTM C260 AND C494.
4. COLD WEATHER PLACEMENT SHALL CONFORM TO ACI -306. HOT WEATHER PLACEMENT SHALL CONFORM TO ACI -305.
MECHANICALLY VIBRATE ALL FORMED CONCRETE. DO NOT OVER -VIBRATE. PLACE CONCRETE MONOLITHICALLY BETWEEN
CONSTRUCTION OR CONTROL JOINTS. PROTECT ALL CONCRETE FROM PREMATURE DRYING.
5. SLUMP LIMITS MAY BE INCREASED BY ADDITION OF ADMIXTURES PROVIDED THAT THE WATER/CEMENT RATIO OF THE ORIGINAL
MIX DESIGN IS NOT EXCEEDED. WATER REDUCING ADMIXTURE SHALL BE IN CONFORMANCE WITH ASTM494, USED IN
CONFORMANCE WITH MANUFACTURER'S INSTRUCTIONS. SUBMIT ADMIXTURES TO ENGINEER FOR REVIEW PRIOR TO
CONSTRUCTION.
6. CEMENT SHALL BY TYPE I OR II IN CONFORMANCE WITH ASTM C150. AGGREGATES SHALL BE IN CONFORMANCE WITH ASTM
C33 AND USE CRUSHED (NOT ROUND) GRAVEL OR STONE. COARSE AGGREGATES SHALL NOT EXCEED 3/4". WATER SHALL BE
CLEAN AND POTABLE.
7. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60. GRADE 40 MAY BE USED FOR #3 AND SMALLER TIES AND
STIRRUPS. DETAIL AND PLACE ACCORDING TO ACI MANUAL SP -66. BENDING OF REINFORCING STEEL IN THE FIELD IS NOT
PERMITTED WITHOUT APPROVAL BY EOR. REBENDING OR STRAIGHTENING OF REINFORCING OR BENDING OF REINFORCING STEEL
CAST INTO CONCRETE IS NOT ALLOWED.
8. UNLESS OTHERWISE NOTED, MINIMUM COVER SHALL BE 1 1/2" FOR #5 AND SMALLER BARS, 2" FOR #6 AND LARGER BARS
AND 3" WHEN POURED AGAINST EARTH. SUPPORT REINFORCEMENT WITH APPROVED CHAIRS, SPACERS, OR TIES.
9. PROVIDE MINIMUM 48 BAR DIAMETERS AT SPLICES. NO MORE THAN 50% OF REINFORCING SHALL BE SPLICED AT ANY
LOCATION. UNLESS OTHERWISE NOTED, BEND ALL HORIZONTAL REINFORCING A MINIMUM OF 2'-0" AT CORNERS AND
WALL/FOOTING INTERSECTIONS WITH MIN EMBEDMENT BEYOND INTERFACE PER DEVELOPMENT LENGTH SPECIFIED IN ACI 318.
10. FORMWORK SHALL BE IN ACCORDANCE WITH ACI -347 "GUIDE TO FORMWORK FOR CONCRETE". FORMS SHALL BE DESIGNED BY
THE CONTRACTOR. BRACING SHALL BE PROVIDED AS REQUIRED OR UNTIL THE CONCRETE HAS REACHED ITS SPECIFIED
28 -DAY STRENGTH. ALL SHORING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. FORMWORK, SUPPORTS, AND SHORING
SHALL PROVIDE FINISHED CONCRETE SURFACES AT ALL FACES: LEVEL, PLUMB, AND TRUE TO DIMENSIONS AND ELEVATIONS
SHOWN IN THE DRAWINGS.
STRUCTURAL STEEL:
1. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING GRADES, UNLESS NOTED OTHERWISE ON THE PLANS:
SHAPE ASTM DESIGNATION YIELD STRESS (Fy)
PLATES & BARS ASTM A36 36 ksi
HSS (RECTANGULAR) ASTM A500, GRADE C 50 ksi
W -SECTIONS ASTM A992 50 ksi
ANGLES ASTM A36 36 ksi
2. WELD ACCORDING TO CURRENT AWS STANDARDS WITH E70XX ELECTRODES.
3. WELD SIZES SHOWN ON THE DESIGN DRAWINGS ARE CONSIDERED EFFECTIVE WELD SIZES AND SHALL BE INCREASED IN
ACCORDANCE WITH AWS AS REQUIRED BY GAPS OR SKEWS BETWEEN COMPONENTS.
4. ALL STEEL SHALL BE HOT -DIP GALVANIZED, UNLESS NOTED OTHERWISE.
5. ALL STRUCTURAL CONNECTION BOLTS SHALL BE ASTM F3125 GRADE A325, UNLESS NOTED OTHERWISE. HOOKED, HEADED,
THREADED, AND NUTTED ANCHOR RODS SHALL BE ASTM F1554 (Fy = 36 ksi), UNLESS NOTED OTHERWISE.
6. CONTACT BETWEEN DISSIMILAR METALS SHALL BE ISOLATED USING PHENOLIC OR OTHERWISE APPROVED ISOLATION HARDWARE
7. WHERE WELDS ARE PART OF THE SEISMIC FORCE RESISTING SYSTEM (SFRS) OR ARE DEMAND CRITICAL, WELDS SHALL BE IN
CONFORMANCE WITH AWC D1.8.
JOB SITE CONDITIONS AND SAFETY:
1. CONTRACTOR AGREES THAT THEY SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING
THE COURSE OF CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS
REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR
SHALL DEFEND, INDEMNIFY, AND HOLD THE ENGINEER AND IT'S REPRESENTATIVE HARMLESS FROM ANY AND ALL LIABILITY,
REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING FOR LIABILITY ARISING
FROM THE SOLE NEGLIGENCE OF THE ENGINEER.
SUBMITTALS:
THE CONTRACTOR SHALL PROVIDE THE ENGINEER OF RECORD AND THE BUILDING OFFICIAL SUBMITTALS FOR APPROVAL , PRIOR
TO CONSTRUCTION, FOR THE FOLLOWING ITEMS:
1. STEEL FABRICATION SHOP DRAWINGS, MATERIAL CERTIFICATIONS, PROPOSED WELDING DETAILS AT LATERAL FORCE
RESISTING SYSTEM & WELDING PROCEDURES.
2. CONCRETE MIX DESIGN AND PROPOSED ADMIXTURES
3. REBAR SHOP DRAWINGS
4. BULK BAG EQUIPMENT PAD DESIGN (BY OTHERS)
PETERSON STRUCTURAL ENGINEERS
9400 SW Barnes Rd., Suite 100
Portland, Oregon 97225
(503) 292-1635
10/01/2021
PSE PROJECT NUMBER: 2101-0051
i K I L I M I N
STRUCTURAL OBSERVATION REQUIREMENTS:
1. THE OWNER SHALL EMPLOY THE ENGINEER OF RECORD OR AN ALTERNATE OREGON LICENSED PROFESSIONAL ENGINEER,
APPROVED BY THE ENGINEER OF RECORD, TO PERFORM STRUCTURAL OBSERVATIONS IN ACCORDANCE WITH SECTION 1704.6
OF THE INTERNATIONAL BUILDING CODE.
2. STRUCTURAL OBSERVATION IS THE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM BY A REGISTERED DESIGN
PROFESSIONAL FOR GENERAL CONFORMANCE TO THE APPROVED CONSTRUCTION DOCUMENTS AT SIGNIFICANT CONSTRUCTION
STAGES AND AT COMPLETION OF THE STRUCTURAL SYSTEM. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE
RESPONSIBILITY FOR ANY OTHER INSPECTION CRITERIA, INCLUDING SPECIAL INSPECTION, AS REQUIRED BY THE BUILDING
OFFICIAL OR AS INDICATED WITHIN THE INTERNATIONAL BUILDING CODE.
3. DEFICIENCIES SHALL BE REPORTED IN WRITING TO THE OWNER AND THE BUILDING OFFICIAL (AND THE ENGINEER OF RECORD IF
AN ALTERNATE ENGINEER IS USED FOR STRUCTURAL OBSERVATION). AT THE CONCLUSION OF THE STRUCTURAL WORK
INCLUDED WITHIN THE PERMIT, THE STRUCTURAL OBSERVER SHALL SUBMIT TO THE BUILDING OFFICIAL AND THE OWNER (AND
THE ENGINEER OF RECORD IF AN ALTERNATE ENGINEER IS USED FOR STRUCTURAL OBSERVATION) A WRITTEN STATEMENT
THAT THE SITE VISITS HAVE BEEN MADE AND IDENTIFY ANY REPORTED DEFICIENCIES WHICH, TO THE BEST OF THE
STRUCTURAL OBSERVER'S KNOWLEDGE, HAVE NOT BEEN RESOLVED.
4. THE CONTRACTOR SHALL MAKE AVAILABLE ALL MEANS AND METHODS NECESSARY FOR THE STRUCTURAL OBSERVER TO
PERFORM THE REQUIRED STRUCTURAL OBSERVATIONS. IN ADDITION, THE CONTRACTOR SHALL NOTIFY THE OWNER AND
STRUCTURAL OBSERVER A MINIMUM OF 48 HOURS BEFORE THE TIME AT WHICH THE SPECIFIED STRUCTURAL OBSERVATIONS
MAY BE PERFORMED. IN ADDITION THE CONTRACTOR SHALL UPDATE THE STRUCTURAL OBSERVER OF THE CONSTRUCTION
PROGRESS.
5. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED FOR THE FOLLOWING AREAS OF WORK:
5.1. FOLLOWING THE INSTALLATION OF THE FOOTING REINFORCING AND CIP ANCHORS FOR THE STEEL MOMENT FRAME.
5.2. FOLLOWING THE INSTALLATION OF THE MOMENT FRAMES
5.3. FOLLOWING THE COMPLETION OF ALL STRUCTURAL ELEMENTS CONTAINED HEREIN.
alID[ele�:l�ele:I �e11 J:
�\�1v NGI NEf`�� DES KEK RAH TGM
f. A
63186PE
�� DWN KEK RAH TGM
1�
OREGGNEWEB
STANDARDS CHECK
S GooLINEIS 2 INCHES_ I
AT FULL SIZE
EXPIRES 12/31/22 (IF NOT Z'-SWLEAGGORDNGLY
EWER WORK ORDER NO.
WATER SYSTEMS 2003344
HAYDEN BRIDGE FILTRATION PLANT SCALP NONE
POWER ACTIVATED CARBON SYSTEM RETROFIT DATE. 1 0101 1202 1
Dwc ND:
GENERAL STRUCTURAL NOTES 38300-S1
RROIECT SHEET NO:
51
U
0
0
7
0
5
4
3
2
1
A
NOTE: SIDING AND ROOFING
PER MECHANICAL SHEETS
r
a
9
REV NO. REV DATE
'n
B I c D I E
EX CARBON BUILDING
EXTERIOR FACE OF WALL
4-8" 6
- - - - - - - - - - -
r — — — — — — — — — — — — T 1
I I I
I I I
I I I
I I I
I I I
I I I
I I I
I I I
I I I
I I I
I I I
I I I
L — _ _ _
BULK BAG
DISCHARGER BELOW
REVISION DESCRIPDON
22 GAGE PLB-36 GRADE 50 2/
CONNECTION PATTERN TO
SUPPORTS W/ HILTI X—HSN 24 PAF
L- n-L-�--1- -
20--0"
HSS6x4xW,
OUTRIGGERS ® 24"
O.C. MAX
ROOF FRAMING PLAN o�
F
ROOF PERIMETER,
EDGE OF EAVES
G
HSS 7x7x% COLUMN,
(4) TOTAL
PROPOSED ADDITION
ROOF EDGE (ABOVE)
W8x10 ROOF RAFTERS
® 24" O.C. MAX
2
S6
BUILDING EDGE ABOVE
HSS9x7x3/8 MOMENT
FRAME BEAMS AT
EXTERIOR, (4) TOTAL
oILI
(3) #6 3-0 CORNER BARS,
EQUALLY SPACED,
TYP EACH CORNER
OWN STD CHK I APP
9400 SW Barnes Rd., Suite 100
eq
Portland, Oregon 97225
(503) 292-1635
10/01/2021
PETERSQN STRUCTURAL ENGINEERS PSE PROJECT NUMBER: 2101-0051
H
J0
G
0 0
eCOLUMN BASE
PLATE DETAIL
I
7'-0"
I <�
I I J K
EX BUILDING EDGE
8" SLAB W/ TYP SLAB
REINFORCING ABOVE PIPE
PENETRATIONS, MAX 4'—D" LENGTH
EDGE OF TURNDOWN EDGE
OPENING AT PIPES
4'-0"
I I
BY
Go
APP
DES
KEK
o
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OWN
O
RAH
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2
/ II
----
— — — —
—
(' II
«
--------
-
-
I I II
a
9
REV NO. REV DATE
'n
B I c D I E
EX CARBON BUILDING
EXTERIOR FACE OF WALL
4-8" 6
- - - - - - - - - - -
r — — — — — — — — — — — — T 1
I I I
I I I
I I I
I I I
I I I
I I I
I I I
I I I
I I I
I I I
I I I
I I I
L — _ _ _
BULK BAG
DISCHARGER BELOW
REVISION DESCRIPDON
22 GAGE PLB-36 GRADE 50 2/
CONNECTION PATTERN TO
SUPPORTS W/ HILTI X—HSN 24 PAF
L- n-L-�--1- -
20--0"
HSS6x4xW,
OUTRIGGERS ® 24"
O.C. MAX
ROOF FRAMING PLAN o�
F
ROOF PERIMETER,
EDGE OF EAVES
G
HSS 7x7x% COLUMN,
(4) TOTAL
PROPOSED ADDITION
ROOF EDGE (ABOVE)
W8x10 ROOF RAFTERS
® 24" O.C. MAX
2
S6
BUILDING EDGE ABOVE
HSS9x7x3/8 MOMENT
FRAME BEAMS AT
EXTERIOR, (4) TOTAL
oILI
(3) #6 3-0 CORNER BARS,
EQUALLY SPACED,
TYP EACH CORNER
OWN STD CHK I APP
9400 SW Barnes Rd., Suite 100
eq
Portland, Oregon 97225
(503) 292-1635
10/01/2021
PETERSQN STRUCTURAL ENGINEERS PSE PROJECT NUMBER: 2101-0051
H
J0
G
0 0
eCOLUMN BASE
PLATE DETAIL
I
7'-0"
I <�
I I J K
EX BUILDING EDGE
8" SLAB W/ TYP SLAB
REINFORCING ABOVE PIPE
PENETRATIONS, MAX 4'—D" LENGTH
EDGE OF TURNDOWN EDGE
OPENING AT PIPES
4'-0"
I I
L
M
N
^�
BY
Go
APP
DES
KEK
RAH
N~
OWN
O
RAH
TGM
2
/ II
----
— — — —
—
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--------
-
-
I I II
I I II
_�_I���_
I I II
1'-7" TYP
I I II
I I II
I
L
M
N
^�
BY
Go
APP
DES
KEK
RAH
N~
OWN
O
RAH
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2
—— — — ——
——
— — — —
—
— — S6 — — — — —
— — — — — — — -
--------
-
-
--
1'-7" TYP
I
EX PIPING TO BE
RELOCATED SEE
CONCRETE SLAB WITH
CIVIL SHEETS
TURNDOWN EDGE
L _ _
I
I
FOOTING OL
BULK BAG
I
BUILDING EDGE ABOVE
DISCHARGER
I
I
I
8'-7 1/2" EQUIPMENT PAD I L
5-2 1/2"t I MAX PER SECTION SLAB SEE CIVIL SHEETS
TURNDOWN EDGE
SLOPE I I I SLOPE
Yc 12 I I I FOOTING EDGE I Y,12
I 5 HSS5x501R POSTS,
(^ L 157 BASE PLATE
I II
II
CONCRETE SLAB,
5'-9" O1 I I REINFORCING PER
TYP I I � SECTION
m I I HEADERS ABOVE I
;0 I I TRENCH DRAIN SEE PER SECTION I
CIVIL SHEETS \yl�
I I II
L
o I o
II
1,_0. 120,_0„
22._0"
I I
EX PIPING TO REMAIN SEE CIVIL
SHEETS; PIPING CHANGES ARE
SHOWN ON SHEET C1, VERIFY
DEPTH OF PIPING IN FIELD
PRIOR TO FILED PREP
EWEB
EXPIRES i2�3i�22
FOUNDATION PLANA
ORECAN
FUNC
BY
CHK
APP
DES
KEK
RAH
TGM
OWN
KEK
RAH
TGM
STANDARDS CHECK
LINE IS 2 INCHES
AT FULL SIZE
(IF NG! 3'-S W LE ACCORDINGLY)
5'-9" X 5-9" X MIN 36" THE.
FOOTING, #6 BARS 0 10" O.C.
MAX, EACH WAY, TOP & BOTTOM
4 HSS5x2x%, POSTS,
$7 BASE PLATE
EWER WORK ORDER NO.
WATER SYSTEMS 2003344
HAYDEN BRIDGE FILTRATION PLANT SCALE. 112"= 1'-0"
POWER ACTIVATED CARBON SYSTEM RETROFIT DATN 10101121
o..c rvo:
ROOF FRAMING & FOUNDATION PLAN 38300-S5
WOOER SHE rvo:
SS
J
0
7
5
0
3
2
t
i
It
a
9
A B
NOTE: SIDING AND ROOFING
PER MECHANICAL SHEETS
EX ROOF
EX CARBON
BUILDING
CONTRACTOR SHALL FIELD
VERIFY WITH GROUND
PENETRATING RADAR AND
AVOID CORING THROUGH
REINFORCEMENT, TO
GREATEST EXTENT POSSIBLE,
AS REQUIRED TO INSTALL
CONVEYOR PIPE. IF CORING
THROUGH REINFORCEMENT IS
:I UNAVOIDABLE TREAT ALL
CUT REBAR WITH SIKA
ARMATEC-110 EPOCEM OR
1 EQUIVALENT.
BULK BAG DISCHARGER
C
0
SIM POST
BEAM CONNECI
W8z10 RAFTERS
® 24" O.C. MAX
E
S7
ROOF DECKING PER
ROOF FRAMING PLAN
12
\� 3
QD0a
�¢
mw
METAL STUDS PER
MECHANICAL SHEETS
- — — — — _ _ _ — — — — — -
I
I
5-3"
MAX
14'-10"
I
11 I
I
2 HEADER TO POST
S7 CONNECTION
I I
HSS5x5xX HEADER, TYP,
BEYOND, PER PLAN
B'-11 1/2"i
\ I HSS5z2zN5
POST, BEYOND
POST, BEYOND
I I-
� I �
13--10"i
I I I
CONVEYOR PIPING SEE CIVIL SHEETS
CONTRACTOR SHALL FIELD VERIFY WITH GROUND \
PENETRATING RADAR AND AVOID CORING THROUGH
GROUTED CELLS, TO GREATEST EXTENT POSSIBLE,
F
SIM HEADER TO
WALL CONNECTION S7
AS REQUIRED TO INSTALL CONVEYOR PIPE. IF ROUGHEN SURFACE AND APPLY
CORING THROUGH GROUTED CELLS IS UNAVOIDABLE I BONDING AGENT PRIOR TO POURING
TREAT ALL CUT REBAR WITH SIKA ARMATEC -110 EQUIPMENT PAD
EPOCEM OR EQUIVALENT AND NOTIFY THE ENGINEER
OF RECORD FOR REVIEW AND APPROVAL, TYP.
G
eHSS9z7z MOMENT FRAME
BEAM AT EXTERIOR, R
57 TOTAL, FOR CONNECTION
H
HSS6x4x%6
C OUTRIGGERS W/ END
CAP ® 24" O.C. MAX,
S7 FOR CONNECTION
HSS 7x7x%
COLUMN
e HEADER TO POST
$7 CONNECTION, OTYP
ST
I
HSS5x2x0i/5
POST, BEYOND
5 POST BASE
ST CONNECTION, TYP
I
TOP OF CONCRETE
BEYOND
TRENCH DRAIN,
SEE CIVIL SHEETS
w yd
0 F
zw
E o
om
I �
nd N
GRADE,
VARIES
1,_6„ 1'-6"6 1 ®12" O.C.
$6 ®12' O.C.
#6 ] ® 12" O.C.
SECTION e ADDITION 1. REINFORCING
NOTES:
1. REINFORCING MAY BE FLAT OR
1/2"=1'-0" S5 SLOPED WITH TOP OF SLAB.
2. SEE D/S7 & 1/S7 FOR
REQUIRED ANCHOR REINFORCING.
REV NO. REV DATE REVISION DESCRIPDON MN STD CHK APP
rm9400 SW Barnes Rd., Suite 100
eq
Portland, Oregon 97225
(503) 292-1635
p 5 10/01/2021
PETERSQN STRUCTURAL ENGINEERS PSE PROJECT NUMBER: 2101-0051
TIE END STUD
TO WALL PER
MECHANICAL
SHEETS
I I J
EX WALL
3'-2-
4'— 2,_2"i
u� u
I 16•_10'
F --------------
I I
I I
I I
BULK BAG
DISCHARGER
I I
I I
I
I I
I I
I I
I I
I I
I I
20,_0"
4'-2 1/2-±
MAX
I I
I
a�
t.
30
m
Z
a.
w
om
#5 ® 12' O.C., TYP J
22'-0"
SECTIONe2 ADDITION
K
EX ROOF
BW8x10 RAFTERS
S7 24" O.C. MAX, FOR CONNECTION
9'-11 1/2"i
EQUIPMENT PAD, CONTRACTOR SHALL
VERIFY PAD DIMENSIONS AND
REINFORCING AS REQUIRED FOR THE
APPROVED BULK BAG DISCHARGER.
L
M
N
HSS9x7x% MOMENT FRAME BEAMS
AT EXTERIOR, (4) TOTAL
_A
1 s
l 1
HSS 7x7x% COLUMN
4 POST BASE
S7 CONNECTION, TYP
8" SLAB W/ $6 BARS
BY
CHK
APP
DES
® 12" O.C., EW., T&B,
RAH
TGM
I N
KEN
3" CLEAR BOTTOM, 2"
CLEAR TOP & SIDES
TGM
I I I
X
EQUIPN
SHALL
AND R
FOR TI
DISCHt
a.
e "
#6 DOWEL 0-9m® 12" O.C. DOWEL 4" INTO EX
�
FOUNDATION WITH DEWALT PURE 110+ EPDXYMIN
8" SLAB W/ #6 BARS ®12" O.C., J
E,W., CENTERED, MIN 3" CLEAR BOTTOM,
•
.;,•a:
MIN 2" CLEAR TOP, & 2" CLEAR SIDES
G
eHSS9z7z MOMENT FRAME
BEAM AT EXTERIOR, R
57 TOTAL, FOR CONNECTION
H
HSS6x4x%6
C OUTRIGGERS W/ END
CAP ® 24" O.C. MAX,
S7 FOR CONNECTION
HSS 7x7x%
COLUMN
e HEADER TO POST
$7 CONNECTION, OTYP
ST
I
HSS5x2x0i/5
POST, BEYOND
5 POST BASE
ST CONNECTION, TYP
I
TOP OF CONCRETE
BEYOND
TRENCH DRAIN,
SEE CIVIL SHEETS
w yd
0 F
zw
E o
om
I �
nd N
GRADE,
VARIES
1,_6„ 1'-6"6 1 ®12" O.C.
$6 ®12' O.C.
#6 ] ® 12" O.C.
SECTION e ADDITION 1. REINFORCING
NOTES:
1. REINFORCING MAY BE FLAT OR
1/2"=1'-0" S5 SLOPED WITH TOP OF SLAB.
2. SEE D/S7 & 1/S7 FOR
REQUIRED ANCHOR REINFORCING.
REV NO. REV DATE REVISION DESCRIPDON MN STD CHK APP
rm9400 SW Barnes Rd., Suite 100
eq
Portland, Oregon 97225
(503) 292-1635
p 5 10/01/2021
PETERSQN STRUCTURAL ENGINEERS PSE PROJECT NUMBER: 2101-0051
TIE END STUD
TO WALL PER
MECHANICAL
SHEETS
I I J
EX WALL
3'-2-
4'— 2,_2"i
u� u
I 16•_10'
F --------------
I I
I I
I I
BULK BAG
DISCHARGER
I I
I I
I
I I
I I
I I
I I
I I
I I
20,_0"
4'-2 1/2-±
MAX
I I
I
a�
t.
30
m
Z
a.
w
om
#5 ® 12' O.C., TYP J
22'-0"
SECTIONe2 ADDITION
K
EX ROOF
BW8x10 RAFTERS
S7 24" O.C. MAX, FOR CONNECTION
9'-11 1/2"i
EQUIPMENT PAD, CONTRACTOR SHALL
VERIFY PAD DIMENSIONS AND
REINFORCING AS REQUIRED FOR THE
APPROVED BULK BAG DISCHARGER.
L
M
N
HSS9x7x% MOMENT FRAME BEAMS
AT EXTERIOR, (4) TOTAL
_A
1 s
l 1
HSS 7x7x% COLUMN
4 POST BASE
S7 CONNECTION, TYP
r �
8" SLAB W/ $6 BARS
BY
CHK
APP
DES
® 12" O.C., EW., T&B,
RAH
TGM
$6 BARS ® 12" D.C.,
KEN
3" CLEAR BOTTOM, 2"
CLEAR TOP & SIDES
TGM
E.W. UNDER COLUMN
BASE PLATE
r �
FUNC
BY
CHK
APP
DES
KEN
RAH
TGM
DWN
KEN
RAH
TGM
ORECAN EWEB
STANDARDS CHECK
Z'IbxS1
SGS LINE IS2NCHES
AT FULL SIZE
EXPIRES 12/31/22 (IF NOT r -Sc LE ACBBRDINGLYI
e,�'. i' i •i'.
*
o
7' •.a• '?� F,
• •ea •e
e.
e"
TYP
#6 BAR AT CORNER
(6) #6 LONGITUDINAL
BARS SPACED AS SHOWN
0^
0
7
5
4
EX BUILDING
3
SLAB PER
CIVIL SHEETS
EWER WORK ORDER NO.
WATER SYSTEMS 2003344
HAYDEN BRIDGE FILTRATION PLANT SCALE_ 112"= 1'-0"
DATE_ 10101121
POWER ACTIVATED CARBON SYSTEM RETROFIT
B rvo:
STRUCTURAL SECTIONS 38300-S6
WOJE�SHEETrvo:
56
J
2
1
A
)' CJP, SFRS WELC
a
0
a
B I c
CJP, SFRS WEL
CJP, SFRS WELL
PLAN
C
sS
"-IE BEAMS
ELEVATION
DETAILeA BEAM AND COLUMN CONNECTIONS
1-1/2"=1-0" $6
ROOF RAFTER
EX BUILDING
0
HSS FRAME BEAMS
E
F
HSS MOMENT FRAME
G
#5 ANCHOR REI
BELOW, SHALL B
FIELD VERIFY FINAL (3) ANCHORS, P
ATION OF BEAM PRACTICABLE
SURFACE WHILE
DETAILrB ROOF RAFTER TO BEAM CONNECTION
HSS MOMENT FRAME
BEAM
CJP, SFRS WELD
7YP1/4" L ROOF OUTRIGGER
1/4" NOTE:FIELD VERIFY FINAL
ELEVATION OF BEAM
DETAIL@CC ROOF OUTRIGGER TO BEAM CONNECTION
1-1/2"=1 -0" S6
GROUT INFILL OF
RECESSED BASE PLATE
ANCHOR REINFORCEMENT
HOOP, PLACE AS CLOSE
AS PRACTICABLE TO
THE ANCHORS
ANCHOR REINFORCEMENT
HOOP, PLACE AS CLOSE
AS PRACTICABLE TO
THE ANCHORS
X" THE. ANGLE CONNECTOR, ANGLE LEG HSS COLUMN
DIMENSIONS PER CONTRACTOR AS
REQUIRED TO MEET ANCHOR
MANUFACTURE INSTALLATION
REQUIREMENTS, (4) CONNECTORS AT
BEAM AND (4) CONNECTORS AT COLUMN,
(8) TOTAL, EQUALLY SPACE CONNECTORS
%1 'O HOLE W/ (1) SIMPSON
%" 0 STAINLESS-STEEL
TITEN HD SCREW ANCHOR
- PER CONNECTOR, (8) TOTAL
DETAILeE FRAME TO EX STRUCTURE CONNECTION DETAIL
j REV NO. REV DATE REVISION DESCRIPDON DWN STD CHK APP
D COLUMN ANCHORAGE AND
�BASE PLATE PER DETAIL
H
NFORCEMENT HOOP
E IN CONTACT WITH
LACE AS CLOSE AS
TO THE CONCRETE
MAINTAINING CLEAR
COVER
m
18" X 18" X 1-" THK.
ASTM A36 (Fy = 36 KSI)
BASE PLATE
I K I L
HSS COLUMN 1XIs'e HOLE W/ 1"0 GAL ASTM
F1554 GR 55 HEAVY HEX HEAD
CIP ANCHOR BOLT, EMBED 6",
V-6•• MAXIMUM 2" THE. NON -SHRINK
GROUT PAD W/ PSI
MINIMUM STRENGTH,TH, T TYP (4)
LOCATIONS PER BASE PLATE
M I N
1,14*
TYP
1 /4'
(2) TWSSS-10 STAINLESS
STEEL BLIND BOLTS
HSS5X2x'3�6 a 0 0
6x5"A," THK. ASTM A36
(Fy = 36KSI) PLATE
(2) #5 ANCHOR REINFORCING
HAIRPINS NTH STANDARD HOOKS, SECTIONe POST -HEADER DETAIL
PLACE AS CLOSE AS PRACTICABLE
TO THE ANCHORS, BELOW
S7
1. 4.. 5.. 5" 4..
,sQETAILeD BASE PLATE DETAIL NOTE: (4) BASE PLATES
S5 TOTAL, (3) SIM TO
DETAIL D/S5
EXISTING BUILDING
FOUNDATION
BY
c
APP
DES
n
RAH
TGM
MN
KEK
/
I
STANDARDS CHECK
I I
CJP
LINE IS 2 INCHES
I
na
.
N
°'
d.
a'
M I N
1,14*
TYP
1 /4'
(2) TWSSS-10 STAINLESS
STEEL BLIND BOLTS
HSS5X2x'3�6 a 0 0
6x5"A," THK. ASTM A36
(Fy = 36KSI) PLATE
(2) #5 ANCHOR REINFORCING
HAIRPINS NTH STANDARD HOOKS, SECTIONe POST -HEADER DETAIL
PLACE AS CLOSE AS PRACTICABLE
TO THE ANCHORS, BELOW
S7
1. 4.. 5.. 5" 4..
,sQETAILeD BASE PLATE DETAIL NOTE: (4) BASE PLATES
S5 TOTAL, (3) SIM TO
DETAIL D/S5
EXISTING BUILDING
FOUNDATION
A
c
TYP SLAB REINFORCING
18" LONG #6 DOWEL ® 12" O.C.
DOWEL 4" INTO EXISTING
FOUNDATION WITH DEWALT PURE
110+ EPDXY
SECTION FOUNDATION AT (E) PIPELINES
9" X 5" X Y" THK. ASTM
A36 (Fy = 36KSI) PLATE
A.
8
oad
a<
aa_'
A
e
Id A
d c
° ° a °
4 u
a pa
° ea ednad a d a d
T4
d
d
1/4
d4.a
1. FOOTING AND SLAB REINFORCING
d CLARITY.NOT SHOWN FOR
°
2. ANCHOR REINFORCING BEYOND
NOT SHOWN FOR CLARITY.
SECTION ANCHOR REINFORCING
9400 SW Burnes Rd., Suite 100
eq
Portland, Oregon 97225
(503) 292-1635
10/01/2021
PETERSQN STRUCTURAL ENGINEERS PSE PROJECT NUMBER: 2101-0051
O
O N
SECTION(? POST BASE DETAIL
(2) V'0 THREADED ROD W/ PURE
110+ EPDXY, MIN 4" EMBED
- HSS COLUMN
HSS5x5x-XB POST
(4) TW6SS-10 STAINLESS
STEEL BLIND BOLTS
HEADER PER SECTION
SECTION HEADER CONNECTION
ORECAN
EWEB
EXPIRES 12�31�22
FUNC
BY
c
APP
DES
n
RAH
TGM
MN
KEK
RAH
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TYP SLAB REINFORCING
18" LONG #6 DOWEL ® 12" O.C.
DOWEL 4" INTO EXISTING
FOUNDATION WITH DEWALT PURE
110+ EPDXY
SECTION FOUNDATION AT (E) PIPELINES
9" X 5" X Y" THK. ASTM
A36 (Fy = 36KSI) PLATE
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1. FOOTING AND SLAB REINFORCING
d CLARITY.NOT SHOWN FOR
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2. ANCHOR REINFORCING BEYOND
NOT SHOWN FOR CLARITY.
SECTION ANCHOR REINFORCING
9400 SW Burnes Rd., Suite 100
eq
Portland, Oregon 97225
(503) 292-1635
10/01/2021
PETERSQN STRUCTURAL ENGINEERS PSE PROJECT NUMBER: 2101-0051
O
O N
SECTION(? POST BASE DETAIL
(2) V'0 THREADED ROD W/ PURE
110+ EPDXY, MIN 4" EMBED
- HSS COLUMN
HSS5x5x-XB POST
(4) TW6SS-10 STAINLESS
STEEL BLIND BOLTS
HEADER PER SECTION
SECTION HEADER CONNECTION
ORECAN
EWEB
EXPIRES 12�31�22
FUNC
BY
CHK
APP
DES
KEK
RAH
TGM
MN
KEK
RAH
TGM
STANDARDS CHECK
LINE IS 2 INCHES
AT FULL SIZE
(IF NOT 3'-S W LE ACCORDINGLY)
OO t_J
SLAB EDGE
SECTION 95 POST BASE DETAIL
3"=11-0" S5
EWER WORK ORDER NO.
WATER SYSTEMS 2003344
HAYDEN BRIDGE FILTRATION PLANT SCALE VARIES
POWER ACTIVATED CARBON SYSTEM RETROFIT DATE. 10/01/21
D
NO
STRUCTURAL DETAILS 38300—S7
v ODER SHEEf No:
57
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Attachment 4 — Aerial Photo
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INFORMATION
SHOWN IS FOR EWER
USE ONLY AND IS NOT
WARRANTED TO RE
ACCURATE FOR
UNINTENDED
PURPOSES.
REVISED
7/24/2018