ATTACHMENT C PLANS AND DRAWINGS Prineville Reservoir State Park Jasper Point Campground Deluxe Cabin.pdf

C1.0 DEMOLITION AND

EROSION CONTROL PLAN

C2.0 GRADING PLAN

C3.0 UTILITY PLAN

C4.0 DETAILS

C2.0 GRADING PLAN

C3.0 UTILITY PLAN

C4.0 DETAILS

C4.0 DETAILS

DEMOLITION AND

EROSION CONTROL PLAN

DEMOLITION AND

EROSION CONTROL PLAN

GRADING PLAN

UTILITY PLAN

GRADING PLAN

UTILITY PLAN

DETAILS

DETAILS

DEMOLITION AND

EROSION CONTROL PLAN

SITE 2

SITE 4

SITE 6

SITE 1

SSx

SS

x

AREA OF

CONSTRUCTION

SITE 5

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LEGEND

SSx

PROPOSED SEDIMENT FENCE

EXISTING SEWER LINE

ESTIMATED CONSTRUCTION EXTENTS

EXISTING HOSE BIB TO BE REMOVED/SALVAGED

EXISTING POWER PEDESTAL TO BE REMOVED/SALVAGED

EXISTING ROCK RETAINING WALL

DEMOLITION NOTES

1. REMOVE POWER PEDESTAL. SEE ELECTRICAL PLANS

REGARDING DEMOLITION.

2. TREE TO BE REMOVED

3. TREES TO BE PROTECTED IN PLACE

4. INSTALL SEDIMENT FENCE FOR EROSION AND SEDIMENT

CONTROL PER OREGON STANDARD DRAWING RD1040. SEE

SHEET C4.0 FOR DETAILS.

5. REMOVE EXISTING FENCE WITHIN LIMITS OF CONSTRUCTION

AND AS COORDINATED WITH PARK STAFF TO IMPROVE

CONSTRUCTION ACCESS. CONTRACTOR TO COORDINATE

THE REALIGNMENT OF REMAINING FENCE WITH OPRD UPON

COMPLETION OF THE CABIN.

6. EXISTING ROCK RETAINING WALL TO BE REMOVED WITHIN

CONSTRUCTION LIMITS. COORDINATE WITH PARK STAFF FOR

RELOCATION AND/OR REUSE OF ROCKS

7. REMOVE HOSE BIB

DEMOLITION AND

EROSION CONTROL

SCALE IN FEET

10' 20'

EXISTING FENCE

EXISTING

BATHROOM

ASPHALT REMOVAL

EXISTING SEWER STRUCTURE

EXISTING TREE TO BE REMOVED

GENERAL NOTES

1. PERMANENT OR TEMPORARY SOIL STABILIZATION MEASURES SHALL BE APPLIED TO ALL DISTURBED AREAS AND SOIL

STOCKPILES WITHIN 30 DAYS TO ALL AREAS INCLUDING AREAS WHICH WILL BE LEFT DORMANT FOR MORE THAN 60 DAYS.

2. THE PHYSICAL FEATURES AND EXISTING UTILITIES WITHIN THE LIMITS OF THE PROJECT HAVE BEEN SHOWN BASED ON GIS INFORMATION MADE AVAILABLE TO THE ENGINEER AT THE TIME OF DESIGN AND FEATURES OBSERVED ONSITE. THE CONTRACTOR SHALL VERIFY ALL FEATURES AND EXISTING UTILITIES PRIOR TO BEGINNING ANY WORK AND SHALL NOTIFY

ENGINEER OF ANY CONFLICTS AND/OR CONSEQUENTIAL DISCREPANCIES.

3. CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO PROTECT EXISTING UTILITIES, INFRASTRUCTURE, AND IMPROVEMENTS IN PLACE. ANY DAMAGE TO FEATURES NOT NOTED FOR DEMOLITION, RESULTING FROM THE CONTRACTOR'S

OPERATION, SHALL BE REPAIRED OR REPLACED AT CONTRACTOR'S EXPENSE.

4. ALL UNSUITABLE SOILS MATERIALS, RUBBISH AND DEBRIS RESULTING FROM GRADING OPERATIONS SHALL BE REMOVED FROM

THE JOB SITE AND DISPOSED OF PROPERLY.

5. COORDINATE WITH PARK STAFF TO HAVE WATER AND ELECTRICAL SERVICE CONNECTIONS SHUTOFF BEFORE STARTING

DEMOLITION WORK.

6. CONTRACTOR TO PREVENT TRACKING OF DIRT AND DEBRIS ONTO ROADWAYS IN ACCORDANCE WITH SPECIFICATIONS.

7. CLEAR AND GRUB ALL AREAS WHERE GRADING, PAVEMENT, OR BUILDING CONSTRUCTION WILL OCCUR BY REMOVING AND DISPOSING OF TREES, PLANTS, AND SOIL WITH ORGANIC MATERIAL, AS REQUIRED AND APPROVED BY THE PROJECT MANAGER.

STOCKPILE APPROVED SOIL IN A LOCATION APPROVED BY THE PARK MANAGER AND REUSE THIS SOIL TO COVER DISTURBED

AREAS.

8. BRING ALL EXCAVATIONS AND DAMAGED AREAS TO A SMOOTH SURFACE AND RESEED WITH A SEED MIX APPROVED BY THE

PROJECT MANAGER.

9. EROSION AND SEDIMENT CONTROL MEASURES SHOWN ON THIS PLAN ARE FOR ANTICIPATED SITE CONDITIONS. ADJUST OR UPGRADE THESE MEASURES FOR UNEXPECTED STORM EVENTS OR CHANGES TO THE WORK AREA TO ENSURE THAT SEDIMENT AND SEDIMENT-LADEN WATER DOES NOT LEAVE THE SITE. THE CONTRACTOR IS RESPONSIBLE FOR THE INSTALLATION, MAINTENANCE, AND ADJUSTMENT OF EROSION CONTROL MEASURES FOR THE DURATION OF THE PROJECT.

CLEARING AND GRUBBING

4EXISTING

SEPTIC

SYSTEM

CONSTRUCTION

DOCUMENTS

PROPOSED CABIN

FF = 3258.21± (101.41±)

(SEE ARCHITECTURAL PLANS)

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PROPOSED BERM> > 0

GRADING PLAN

SCALE IN FEET

5' 10'

STORMWATER FLOW DIRECTION

1. ELEVATIONS ARE BASED OFF OF A LOCALIZED DATUM LOCATED AT

THE SW CORNER OF THE EXISTING PARKING STALL AND

APPROXIMATED SLOPES . AN ELEVATION OF 100.00 WAS ASSIGNED

TO THAT LOCATION FOR REFERENCE ONLY. CONTRACTOR TO

CONFIRM ACTUAL CONDITIONS AND NOTIFY ENGINEER TO ANY

CHANGES NECESSARY TO ACHIEVE COMPLIANCE WITH

ACCESSIBILITY REQUIREMENTS BEFORE CONSTRUCTION BEGINS.

2. A TOPOGRAPHIC SURVEY WAS NOT PERFORMED FOR THIS

PROJECT. CONTOURS SHOWN FOR REFERENCE ARE BASED ON

LIDAR SURFACE DATA.

3. SEE ARCHITECTURAL PLANS FOR CABIN BUILDING, DECK, RAILING,

AND RAMP INFORMATION.

4. ACCESSIBLE ROUTES SHALL COMPLY WITH SECTION 1017 OF THE

ABA ACCESSIBILITY STANDARDS AND OPRD ACCESSIBILITY DESIGN

STANDARDS.

5. ALL ACCESSIBLE PATHWAYS SHALL HAVE A 2% MAX. CROSS SLOPE

AND 5% MAX. RUNNING SLOPE. LANDING AND TURNING PADS

SHALL NOT EXCEED 2% SLOPE IN ANY DIRECTION.

GENERAL NOTES

PROPOSED SEDIMENT FENCE

ESTIMATED CONSTRUCTION EXTENTS

EXISTING ROCK RETAINING WALL

EXISTING FENCE

ACCESSIBLE

TABLE BY

OWNER

ACCESSIBLE

FIRE PIT BY

OWNER

WHEEL STOP

PER DETAIL

5/C4.0

PREPARE FIRM, STABLE, AND

FLAT (2% MAX) PAD WITH 4"

DEPTH OF COMPACTED 1

4" OR 38"

MINUS GRAVEL

GRADE BREAK

ACCESSIBLE RAMP

4" CONCRETE PAD ON 4" THICK

COMPACTED 3

4"-0 AGGREGATE

BASE

DECKING

ACCESSIBLE ROUTE

PROPOSED BERM

3:1 SIDE SLOPE, 6" HEIGHT MIN.

CONTRACTOR TO GRADE TO

PROMOTE POSITIVE DRAINAGE

AWAY FROM CABIN

SITE 6

SSx

SS

x

SS

x

SS

SS

SS

SS

SS

SS

SS

CO

2+41

1+00

1+50

2+00

BP STA 1+00.00

EP STA 2+40.78

PI STA 1+10.60

PI STA 2+02.373260

CO

UGP

W

PROPOSED CABIN

FF = 3258.21± (101.41±)

(SEE ARCHITECTURAL PLANS)

3250'

3260'

3250'

3260'

0+75 1+00 2+00 2+50

11 LF 4 " PVC Pipe S=-0.0200

92 LF 4 " PVC Pipe S=-0.0420

38 LF 4 " PVC Pipe S=-0.0655

.6

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LEGEND

PROPOSED POWER CONNECTION

W

SSx

UGP

PROPOSED WATER CONNECTION

EXISTING SEWER LINE

SS PROPOSED SEWER LINE

PROPOSED BERM> >

CONSTRUCTION NOTES

1. CONNECT TO CABIN 4" SEWER LINE. SEE PLUMBING PLANS TO

VERIFY POINT OF CONNECTION.

2. REROUTE ELECTRICAL CONDUIT TO SERVE CABIN. SEE

ELECTRICAL PLANS TO COORDINATE AND VERIFY POINTS OF

CONNECTION. SEE DETAIL 6/C4.0 FOR SHARED UTILITY TRENCH.

3. INSTALL 4" PVC SEWER LINE PER DETAIL 1/C4.0

4. INSTALL SEWER CLEANOUT PER DETAIL 3/C4.0

5. INSTALL 22.5° BEND PER PROJECT SPECIFICATIONS

6. INSTALL 45° BEND PER PROJECT SPECIFICATIONS

7. CONNECT TO EXISTING SEWER LINE. CONTRACTOR TO VERIFY

LOCATION AND ELEVATIONS

8. PROPOSED BERM. GRADE TO PROMOTE POSITIVE DRAINAGE

AWAY FROM CABIN, 3:1 SIDE SLOPES, 6" MINIMUM HEIGHT

9. REPLACE ASPHALT PER DETAILS 1/C4.0 AND 2/C4.0

10. INSTALL TWO-WAY CLEANOUT PER DETAIL 4/C4.0

11. REROUTE 34" PEX WATER LINE TO SERVE CABIN. SEE PLUMBING

PLANS TO COORDINATE AND VERIFY POINTS OF CONNECTION.

SEE DETAIL 6/C4.0 FOR SHARED UTILITY TRENCH.

12. INSTALL 34" SERVICE VALVE BOX PER DETAIL 7/C4.0

CONNECT TO CABIN

PLUMBING

IE = 3254.1±

CONNECT TO

EXISTING SEWER

STA = 2+40.5

IE = 3247.60±

SEWER PROFILE

SCALE IN FEET

10' 20'

UTILITY PLAN

SCALE IN FEET

10' 20'

4 6

CLEANOUT

EXISTING

GROUND

EXISTING

BATHROOM

APPROXIMATE SEPTIC

TANK EXTENTS.

CONFIRM IN FIELD

EXISTING

SEPTIC

SYSTEM

SHEET NOTES

1. SEE PLUMBING PLANS FOR WATER AND SEWER SERVICE

CONNECTIONS.

2. SEE ELECTRICAL PLANS FOR ELECTRICAL SERVICE CONNECTION

TO EXISTING PEDESTAL AND EXTENSION TO BUILDING POWER

PANEL.

3. FIELD-ADJUST SEWER MAIN ALIGNMENT IN COORDINATION WITH

OPRD, IF NEEDED TO AVOID IMPACTS TO EXISTING TREES AND

ROOTS LARGER THAN 4".

4. COORDINATE WITH PARK STAFF TO HAVE WATER AND

ELECTRICAL SERVICE CONNECTIONS SHUT OFF BEFORE

STARTING UTILITY WORK.

5. EXISTING UTILITY INFORMATION AND ESTIMATED SEWER INVERT

ELEVATION IS BASED ON FIELD MEASUREMENTS BY PARAMETRIX.

CONTRACTOR TO VERIFY IN FIELD AND PROMPTLY REPORT AND

MAJOR DISCREPANCIES TO ENGINEER.

6. SEWER SERVICE PIPING SHALL BE INSTALLED AT 2% MINIMUM

SLOPE WITH 36" MINIMUM COVER.

ACCESSIBLE RAMP

DECKING

EXISTING ROCK RETAINING WALL

EXISTING FENCE

22.5° BEND & TWO-WAY CO

STA = 2+00

IE = 3250.37±

45° BEND & CO

STA = 1+10

IE = 3254.00±

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SEWER LINE

TRENCH DETAIL 1

C4.0N.T.S

CLEANOUT

ASSEMBLY 3

C4.0N.T.S

SEWER LINE

TRENCH DETAIL

UNDER ASPHALT 2

C4.0N.T.S

PRECAST

CONCRETE WHEEL

STOP 5

C4.0N.T.S

TWO-WAY

CLEANOUT

ASSEMBLY 4

C4.0N.T.S

SHARED UTILITY

TRENCH DETAIL 6

C4.0N.T.S

WATER SERVICE

VALVE BOX DETAIL 7

C4.0N.T.S

SEDIMENT FENCE

DETAIL 8

C4.0N.T.S

STRUCTURAL NOTES

OPRD - PRINEVILLE RESERVOIR STATE PARK DELUXE CABIN - VLMK JOB #20240088

DIVISION 1 - GENERAL

A. GENERAL

1. THESE DRAWINGS HAVE BEEN PREPARED SOLELY FOR USE IN THE CONSTRUCTION OF:

A. OREGON PARKS AND RECREATION DEPARTMENT, PRINEVILLE RESERVOIR STATE PARK.

B. PRINEVILLE RESERVOIR STATE PARK, JUNIPER CANYON RD., PRINEVILLE, OR 97754.

C. POSSESSION OF THESE DRAWINGS DOES NOT GRANT A LICENSE TO CONSTRUCT OR

FABRICATE THE WHOLE, OR PARTS OF THIS PROJECT IN OTHER LOCATIONS.

2. THESE NOTES SET MINIMUM STANDARDS FOR CONSTRUCTION. THE DRAWINGS GOVERN OVER

THE GENERAL NOTES TO THE EXTENT SHOWN.

3. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS ON DRAWINGS AND IN FIELD.

COORDINATE LOCATIONS OF OPENINGS THROUGH FLOORS, ROOFS AND WALLS WITH

ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS. NOTIFY ENGINEER OF ANY

DISCREPANCIES OR IF ACTUAL CONDITIONS DIFFER FROM THOSE SHOWN OR NOTED.

4. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL

TEMPORARY BRACING, SHORING, ANCHORS, ETC., INCLUDING, BUT NOT LIMITED TO, WALL AND ROOF BRACING, LIFTING AND HANDLING INSERTS AND DEVICES, TRENCH SHORING, FORMS, ETC.

5. CONTRACTOR SHALL CONSIDER CONSTRUCTION LOADS WHENEVER SUCH LOADS ARE IN EXCESS OF NORMAL DESIGN LOADS. PARTICULAR ATTENTION SHOULD BE GIVEN TO CRANES, FORKLIFTS, WORKMAN, WHEEL LOADS, STORAGE OF MATERIALS, ETC. CONTRACTOR SHALL BE SOLELY

RESPONSIBLE FOR ALL SHORING, BRACING, CRIBBING, ETC. REQUIRED TO SUPPORT

CONSTRUCTION LOADS.

6. INSPECTION AND/OR JOB SUPERVISION IS NOT PROVIDED BY ENGINEER.

7. WHERE REFERENCE IS MADE TO ASTM, AISC, ACI, ASCE OR OTHER STANDARDS, THE LATEST

ISSUE SHALL APPLY.

8. ALL WORK SHALL BE IN STRICT COMPLIANCE WITH:

A. 2022 OREGON STRUCTURAL SPECIALTY CODE.

(BASED ON THE 2021 INTERNATIONAL BUILDING CODE)

B. ALL OTHER STATE AND LOCAL BUILDING REQUIREMENTS THAT APPLY.

9. DESIGN CRITERIA:

a. FLOOR LIVE LOADS (PER IBC 1603.1.1)

CABIN FLOOR 40 PSF

b. ROOF LIVE LOADS (PER IBC 1603.1.2)

MINIMUM 20 PSF

c. ROOF SNOW LOAD (PER IBC 1603.1.3)

FLAT-ROOF SNOW LOAD (Pf) 25 PSF SNOW DRIFT SURCHARGE AND WIDTH (Pd, W) SEE DWGS SNOW EXPOSURE FACTOR (Ce) 1.0 SNOW LOAD IMPORTANCE FACTOR (Is) 1.0 THERMAL FACTOR (Ct) 1.0

d. WIND LOAD (PER IBC 1603.1.4) ULTIMATE DESIGN WIND SPEED (Vult) 110 MPH NOMINAL DESIGN WIND SPEED (Vasd) 85 MPH

RISK CATEGORY II

WIND EXPOSURE C

INTERNAL PRESSURE COEFFICIENT (GCpi) ±0.18

e. EARTHQUAKE DESIGN DATA (PER IBC 1603.1.5) SEISMIC IMPORTANCE FACTOR (Ie) 1.0

RISK CATEGORY II

MAPPED SPECTRAL RESPONSE ACCELERATIONS Ss = 0.323 S1 = 0.163 SITE CLASS D (default) DESIGN SPECTRAL RESPONSE COEFFICIENTS Sds = 0.332 Sd1 = 0.247

SEISMIC DESIGN CATEGORY D

BASIC SEISMIC-FORCE-RESISTING SYSTEM LIGHT FRAME WOOD SHEAR WALLS

ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE

10. MECHANICAL EQUIPMENT, MECHANICAL AND SPRINKLER PIPING LARGER THAN 2 INCHES IN

DIAMETER OR ANY OTHER ITEMS PRODUCING A HANGER OR SUPPORT LOAD OF OVER 50

POUNDS SHALL BE HUNG BY A SYSTEM APPROVED BY ENGINEER. ANY HANGER OR SUPPORT

PRODUCING A LOAD OVER 200 POUNDS SHALL HAVE ADDITIONAL FRAMING INSTALLED TO

TRANSFER THESE LOADS TO THE MAIN STRUCTURAL BEAMS OR WALL UNLESS OTHERWISE

APPROVED.

11. WHERE REQUIRED, SEISMIC BRACING FOR MECHANICAL AND ELECTRICAL EQUIPMENT,

SPRINKLER PIPING OR OTHER NON-STRUCTURAL COMPONENTS SHALL BE PROVIDED BY THE

CONTRACTOR IN ACCORDANCE WITH CHAPTER 13 OF ASCE 7. STRUCTURAL CALCULATIONS AND

DETAILS STAMPED BY A LICENSED ENGINEER SHALL BE SUBMITTED TO ENGINEER FOR REVIEW.

12. PROVIDE SHOP DRAWINGS FOR ALL STRUCTURAL PRODUCTS DELIVERED TO THE PROJECT.

ENGINEER WILL REVIEW AND MARK-UP ELECTRONIC SUBMITTALS IN PDF FORMAT OR A MAXIMUM

OF THREE HARD COPIES OF SUBMITTALS. THE CONTRACTOR WILL BE RESPONSIBLE FOR

DUPLICATING MARK-UPS IF ADDITIONAL COPIES ARE REQUIRED. SUBMITTALS WILL BE REVIEWED

AND RETURNED TO THE GENERAL CONTRACTOR WITHIN TWO WEEKS. ALL SUBMITTALS SHALL BE

REVIEWED AND STAMPED BY THE CONTRACTOR PRIOR TO SUBMITTAL TO THE ENGINEER.

UNLESS OTHERWISE INDICATED, SHOP DRAWINGS SHALL BE PROVIDED ON THE FOLLOWING:

a. CONCRETE MIX DESIGNS.

b. ALL REINFORCING STEEL.

DIVISION 2 - SITE WORK

A. GENERAL

1. REMOVE ALL ORGANIC MATERIAL AND TOPSOIL FROM AREAS UNDER THE BUILDING OR UNDER

PAVED AREAS.

2. FILL MATERIAL TO CONSIST OF A GRANULAR MATERIAL OR CONDITIONED SITE MATERIAL. PLACE FILL IN LIFTS NOT TO EXCEED 8 INCHES AND COMPACT TO 95% STANDARD ASTM D-1557 UNDER

FOOTINGS, UNDER PAVED AREAS AND UNDER FLOOR SLABS.

3. BASE MATERIAL IMMEDIATELY UNDER SLAB TO BE 6 INCH LAYER OF COMPACTED CRUSHED ROCK

WITH LESS THAN 5% PASSING THE #200 SIEVE.

4. DESIGN SOIL PRESSURE 1,500 (DL + LL), (PER IBC 1806.2).

5. ALL FOOTINGS TO BEAR A MINIMUM 18 INCHES BELOW FINAL GRADE ON FIRM, UNDISTURBED SOIL

OR APPROVED COMPACTED FILL. NOTIFY ENGINEER BEFORE PROCEEDING IF ANY UNUSUAL

CONDITIONS ARE ENCOUNTERED IN THE FOOTING EXCAVATIONS.

6. DO NOT EXCAVATE CLOSER THAN 2:1 SLOPE BELOW FOOTING EXCAVATIONS.

7. CLEAN ALL FOOTING EXCAVATIONS OF LOOSE MATERIAL.

8. EXCAVATIONS MAY BE MADE UNDER CONTINUOUS FOOTINGS FOR PIPES. BACKFILL TO BE

APPROVED BY GEOTECHNICAL ENGINEER.

B. REINFORCING

1. ALL REINFORCING TO BE ASTM A615 GRADE 60 UNLESS OTHERWISE NOTED.

2. USE ONLY A706 WELDABLE REBAR IF REBAR IS TO BE WELDED. USE ONLY LOW HYDROGEN

ELECTRODES. ALL WELDING TO BE IN COMPLIANCE WITH AWS D1.4.

3. FABRICATE AND INSTALL REINFORCING STEEL ACCORDING TO THE MANUAL OF STANDARD

PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES - ACI STANDARD 315.

DIVISION 4 - MASONRY - NOT USED

DIVISION 3 - CONCRETE AND REINFORCING

A. CONCRETE MIX/MATERIAL

1. STRENGTH: AVERAGE 28 DAY CONCRETE STRENGTH DETERMINED BY JOB CAST LAB CURED

CYLINDER TO BE AS INDICATED BELOW PLUS INCREASE DEPENDING ON THE PLANT'S STANDARD

DEVIATION AS SPECIFIED IN ACI 318. PROVIDE MIX DESIGNS TO THE ENGINEER FOR ALL

CONCRETE TO BE USED. CLEARLY LABEL ALL MIX DESIGNS FOR PROPOSED AREA OF USE.

2. MINIMUM MIX REQUIREMENTS:

LOCATION MIN. COMP. SLUMP MIN. CEMENT ADMIXTURES

STRENGTH (a) CONTENT

FOOTINGS AND STEMWALLS 3,000 PSI 0"-5" 470 LB NONE

CONCRETE RAMP 3,000 PSI 2"-4" 517 LB (b), (c) MISCELLANEOUS 3,000 PSI 0"-5" 470 LB (b)

(a) - SLUMP EXCEEDING SPECIFIED LIMITS SHALL NOT BE INCORPORATED IN THE PROJECT

EXCEPT BY WRITTEN APPROVAL FROM ENGINEER.

(b) - WRA = WATER REDUCING AGENT.

(c) - AE = AIR ENTRAINMENT.

(d) - UP TO 1 1/2 PERCENT CALCIUM CHLORIDE ALLOWED DURING COLD WEATHER.

(e) - POZZUTEC 20 REQUIRED FOR CONCRETE PLACED BELOW 40 DEGREES FAHRENHEIT.

3. USE TYPE I CEMENT, PER ASTM C-150 UNLESS OTHERWISE APPROVED.

4. AGGREGATES PER ASTM C33. USE 3/4 INCH MINUS UNLESS OTHERWISE NOTED OR APPROVED.

5. WATER REDUCING AGENT (WRA) SHALL BE POLYHEED 900 OR DARACEM 55 (MINIMUM 6 OZ. PER

100 POUNDS CEMENT). COMPLY WITH ASTM C-494.

6. AIR ENTRAINMENT (AE) SHALL COMPLY WITH ASTM C-260 AND SHALL BE USED ONLY WHERE

SPECIFIED AND/OR APPROVED BY ENGINEER.

7. ACCELERATORS: POZZUTEC 20+ NON-CHLORIDE FOR COMPONENTS EXPOSED TO WEATHER IN

THE COMPLETED STRUCTURE (WALLS, EXTERIOR PAVING, ETC.), CALCIUM CHLORIDE IN THE

INTERIOR SLABS ON GRADE. QUANTITY (DOSAGE) TO BE DETERMINED BY CONTRACTOR AND

APPROVAL OBTAINED FROM ENGINEER BEFORE USE OF ACCELERATORS.

8. PLACE AND CURE ALL CONCRETE PER ACI CODES AND STANDARDS.

9. SLEEVES, PIPES OR CONDUITS OF ALUMINUM SHALL NOT BE EMBEDDED IN STRUCTURAL

CONCRETE UNLESS EFFECTIVELY COATED.

DIVISION 5 - METAL

A. GENERAL

1. ALL STRUCTURAL MEMBERS TO BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE

WITH THE LATEST EDITION OF AISC STANDARDS.

B. MATERIALS

1. ANCHOR BOLTS AND WOOD CONNECTIONS TO BE A307. PROVIDE STANDARD PLATE WASHERS

UNDER ALL BOLT HEADS AND NUTS IN CONTACT WITH WOOD.

2. ANCHOR RODS TO BE ASTM F1554, GRADE 36 UNLESS OTHERWISE NOTED.

3. LAG BOLTS IN WOOD TO BE SAE J429 GRADE 1 WITH MINIMUM DIMENSIONS MEETING ANSI/ASME B.18.2.1.

C. POST-INSTALLED ANCHOR BOLTS:

1. UNLESS A SPECIFIC ANCHOR PRODUCT IS NOTED IN THE DRAWINGS, POST-INSTALLED

ANCHORS MAY USE ONE OF THE ANCHORS LISTED BELOW FOR THE REQUIRED TYPE AND BASE

MATERIAL. OTHER ANCHORS ARE ACCEPTABLE ONLY WITH PRIOR WRITTEN APPROVAL OF THE

ENGINEER.

2. INSTALL ALL ANCHORS PER MANUFACTURER'S INSTRUCTIONS AND PRODUCT EVALUATION

REPORTS.

3. EMBEDMENT SPECIFIED ON DRAWINGS FOR ADHESIVE ANCHORS ARE ‘EFFECTIVE’ EMBEDMENT.

‘NOMINAL’ EMBEDMENT IS SPECIFIED FOR EXPANSION AND SCREW ANCHORS, UNLESS

OTHERWISE NOTED. REFERENCE MANUFACTURER LITERATURE FOR MEASURING TOTAL

EMBEDMENT AND HOLE DEPTH REQUIREMENTS.

4. NOTE THAT ADHESIVE ANCHOR INSTALLATION TEMPERATURES AND CURE TIMES VARY BY

PRODUCT. CONSULT MANUFACTURER LITERATURE FOR SPECIFIC REQUIREMENTS.

5. ALL EXPANSION AND SCREW ANCHORS SPECIFIED AT EXTERIOR LOCATIONS OR EXPOSED TO

THE ELEMENTS SHALL BE THE STAINLESS STEEL VERSION PER EACH APPROVED

MANUFACTURER. EPOXY ANCHORS SPECIFIED AT EXTERIOR LOCATIONS OR EXPOSED TO THE

ELEMENTS SHALL USE STAINLESS STEEL OR HOT DIPPED GALVANIZED THREADED ROD.

6. SPECIAL INSPECTION OF ANCHOR INSTALLATION IS REQUIRED UNLESS SPECIFICALLY NOTED

OTHERWISE IN DRAWINGS. SEE SPECIAL INSPECTION AND MATERIALS TESTING PROGRAM AND

NOTES.

7. NO STEEL REINFORCEMENT SHALL BE CUT TO INSTALL ANCHORS WITHOUT THE PRIOR WRITTEN

APPROVAL OF THE ENGINEER.

8. ADHESIVE ANCHORS:

BASE MATERIAL PRODUCT REPORT#

CONCRETE SIMPSON SET-3G EPOXY ADHESIVE ANCHOR ICC ESR-4057

CONCRETE SIMPSON AT-3G ADHESIVE ANCHOR ICC ESR-5026

CONCRETE HILTI HIT-HY 200 V3 ADHESIVE ANCHOR ICC ESR-4868

9. EXPANSION ANCHORS:

BASE MATERIAL PRODUCT REPORT#

CONCRETE SIMPSON STRONG-BOLT 2 WEDGE ANCHOR ICC ESR-3037

CONCRETE HILTI KWIK BOLT TZ2 ANCHOR ICC ESR-4266

10. SCREW ANCHORS:

BASE MATERIAL PRODUCT REPORT#

CONCRETE SIMPSON TITEN HD SCREW ANCHOR ICC ESR-2713

CONCRETE HILTI KWIK HUS-EZ SCREW ANCHOR ICC ESR-3027

2. PROVIDE FIRE BLOCKING AS REQUIRED AND BLOCKING FOR ALL SPECIFIED WALL-MOUNTED ITEMS

INCLUDING CABINETS, DOORSTOPS, ETC.

3. CONNECTORS:

a. TIE STRAPS, FRAMING ANCHORS, HANGERS, STIRRUPS, COLUMN CAPS, COLUMN BASES, ETC., TO BE SIMPSON AS DETAILED, OR AS APPROVED.

b. FULLY FASTEN ACCORDING TO MANUFACTURER'S SCHEDULE USING LARGEST SIZE SHOWN.

c. ALL BEAMS AND JOISTS NOT BEARING ON ANOTHER MEMBER TO CONNECT WITH 'U' TYPE

HANGERS UNLESS OTHERWISE NOTED ON DRAWINGS.

d. NAILING: ALL NAILS SPECIFIED IN THE DRAWINGS TO BE "COMMON" NAILS UNLESS OTHERWISE

NOTED. ALL NAILING SHALL COMPLY WITH IBC FASTENING SCHEDULE PER CHAPTER 23.

OBTAIN ENGINEERS APPROVAL OF ALL PROPRIETARY NAILING SYSTEMS.

e. NAILS AT ROOF, FLOOR, AND WALL DIAPHRAGMS TO BE DRIVEN SO THAT THEIR HEAD OR

CROWN IS FLUSH WITH THE SURFACE OF THE SHEATHING. CHECK AND RESINK IF NEEDED,

IMMEDIATELY BEFORE ROOFING.

f. BOLTS - SEE DIVISION 5, METAL.

g. CORROSION PROTECTION:

1. CONFIRM REQUIRED CORROSION PROTECTION FOR HARDWARE AND FASTENERS WITH

SPECIFIC RECOMMENDATIONS FROM PRESSURE TREATING MANUFACTURER OR HANGER

MANUFACTURER (USE MOST CONSERVATIVE) FOR SPECIFIC WOOD TREATMENTS USED.

2. MINIMUM CORROSION PROTECTION ON METAL CONNECTORS EXPOSED TO THE

ENVIRONMENT OR PRESSURE TREATED LUMBER TO BE PER ASTM A653 CLASS 185

(SIMPSON ZMAX) OR ASTM A123.

3. FASTENERS FOR PRESSURE TREATED LUMBER MUST BE MINIMUM HOT-DIP GALVANIZED,

STAINLESS STEEL, SILICON BRONZE OR COPPER.

4. HOT-DIP GALVANIZED HARDWARE AND FASTENERS MUST COMPLY WITH ASTM A153,

STAINLESS STEEL FASTENERS TO BE TYPE 304 OR TYPE 316.

5. HARDWARE AND FASTENERS USED TOGETHER MUST BE THE SAME TYPE (E.G. HOT-DIP

GALVANIZED NAILS WITH HOT-DIP GALVANIZED HANGERS).

4. DELIVERY AND STORAGE: ALL LUMBER AND SHEATHING DELIVERED TO THE SITE, SHALL BE

STACKED OR STORED OFF THE GROUND AND PROPERLY PROTECTED AGAINST WEATHER.

5. CUTTING AND NOTCHING OF JOISTS NOT ALLOWED. A 1 INCH DIAMETER HOLE MAY BE DRILLED IN

THE CENTER 1/3 OF THE MEMBER DEPTH. ALL OTHER HOLES TO BE APPROVED BY ENGINEER.

6. STUDS MAY BE NOTCHED IN THE LOWER 1/5 OF THE HEIGHT OF THE STUD FOR ELECTRIC AND PLUMBING PIPES, BUT NO PART OF THE NOTCH IS TO BE DEEPER THAN 25 PERCENT OF THE WIDTH OF THE STUD. HOLES OF DIAMETERS UP TO 1/3 OF WIDTH OF STUD MAY BE DRILLED IN THE STUD.

DIVISION 6 - WOOD

A. ROUGH CARPENTRY

1. LUMBER SPECIES AND GRADES TO BE AS FOLLOWS UNLESS OTHERWISE SHOWN ON DRAWINGS:

JOISTS, BEAMS & STRINGERS: DOUGLAS FIR #2

6 INCH NOMINAL AND GREATER: DOUGLAS FIR #1

BUCKS, BLOCKING, BRIDGING AND MISCELLANEOUS: DOUGLAS FIR OR HEM FIR #3

2x STUDS: DOUGLAS FIR #2

SILLS, LEDGERS, STRIPPING, ETC. IN CONTACT PRESSURE TREATED HEM FIR #2

WITH CONCRETE, AND WOOD CURBS:

PLATES AND HEADERS: KILN DRIED DOUGLAS FIR #2

POSTS, COLUMNS (SAWN): DOUGLAS FIR #1

ROOF, FLOOR AND WALL SHEATHING:

APA RATED SHEATHING, EXPOSURE 1, CONFORMING TO APA PERFORMANCE STANDARD PS

1-95 AND EXCERPT NER-108. SEE DRAWINGS FOR REQUIRED THICKNESS OF SHEATHING

AND/OR SPAN RATING. INSTALL ROOF AND FLOOR SHEATHING WITH LONG DIMENSION

PERPENDICULAR TO SUPPORTS UNLESS OTHERWISE NOTED. USE SPACERS TO PROVIDE 1/8

INCH END AND EDGE JOINTS WHENEVER SHEATHING IS EXPOSED TO WET WEATHER. FILL ANY

JOINT SPACING OVER 3/8 INCH UNLESS OTHERWISE APPROVED BY ENGINEER. INSTALL 2x4

OR THICKER BLOCKING AT UNSUPPORTED JOINTS IN WALL SHEATHING. BLOCK ROOF AND

FLOOR SHEATHING WHERE NOTED ON DRAWINGS.

GLULAM BEAMS:

• Fb = 2,400 PSI, E = 1,800,000 PSI PER ANSI A190.1 SPECIFICATION.

• SIMPLE SPANS COMBINATION: 24F-V4

• CANTILEVER SPANS COMBINATION: 24F-V8

• SUBMIT CERTIFICATE OF CONFORMANCE INDICATING MEMBERS MEET THE REQUIREMENTS

OF ANSI A190.1

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EXP. 12/31/2025

Justin Elliott

CODE REQUIRED SPECIAL INSPECTION AND MATERIALS TESTING PROGRAM

SOILS AND FOUNDATION SUBGRADE:

GRADING AND SUBGRADE COMPACTION

FOOTING EXCAVATION AND COMPACTION

CONCRETE:

VERIFY USE OF ENGINEER APPROVED CONCRETE MIX DESIGNS

FOOTING FORMWORK AND REINFORCING PLACEMENT

PRIOR TO AND DURING CONCRETE PLACEMENT FOR

CAST ANCHOR BOLTS AND EMBEDMENT PLATES

POST-INSTALLED ADHESIVE ANCHORS, RODS AND DOWELS IN

CONCRETE, PLACED HORIZONTALLY OR UPWARDLY INCLINED

POST-INSTALLED ADHESIVE ANCHORS, RODS AND DOWELS IN

CONCRETE, PLACED DOWNWARDLY INCLINED

POST-INSTALLED EXPANSION/WEDGE ANCHORS IN CONCRETE

POST-INSTALLED SCREW ANCHORS IN CONCRETE

WOOD:

ROOF-DIAPHRAGM SHEATHING AND NAIL SPACING

PRE-FABRICATED WOOD SHEAR PANEL CONNECTIONS

AND HOLDOWNS

SHEARWALL SHEATHING, NAIL SPACING AND HOLDOWNS

PRE-FABRICATED STRUCTURAL ELEMENTS

ARCHITECTURAL:

CEILING CLIPS

STRUCTURAL OBSERVATION

FOOTING REINFORCING

WOOD FRAMING PRIOR TO COVER

AT COMPLETION OF ROOF DIAPHRAGM NAILING

(INCLUDING WALL ANCHORAGE CONNECTIONS)

STRUCTURAL OBSERVATION NOTES:

1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING THE ENGINEER OF RECORD A MINIMUM OF 24 HOURS IN ADVANCED OF REQUIRED OBSERVATION(S). APPROVAL BY THE MUNICIPAL INSPECTOR DOES NOT PRECLUDE OBSERVATION BY THE ENGINEER OF RECORD AND APPROVAL BY THE ENGINEER OF RECORD DOES NOT PRECLUDE THE INSPECTION PROCESS BY THE MUNICIPAL INSPECTOR AND ANY OTHER CODE REQUIREMENTS FOR INSPECTION.

2. UPON COMPLETION OF WORK THE STRUCTURAL OBSERVER SHALL SUBMIT A REPORT TO OWNER AND BUILDING OFFICIAL WITH WET STAMP AND SIGNATURE ATTESTING TO THE VISUAL OBSERVATIONS MADE. THE REPORT SHALL IDENTIFY ANY

REPORTED DEFICIENCIES WHICH HAVE NOT BEEN RESOLVED.

COMMENTS

REF. PROJECT SPECIFICATIONS

DURATION INSPECTION AGENCY

P

C

C

P

P

P

P

P

P

P

P

P

P

P

P

P

P

TESTING LAB

TESTING LAB

TESTING LAB

TESTING LAB

TESTING LAB

TESTING LAB

TESTING LAB

TESTING LAB

TESTING LAB

TESTING LAB

TESTING LAB

TESTING LAB

ENGINEER

ENGINEER

ENGINEER

PER ICC EVALUATION REPORT

SEE NOTE 4, ITEM B

PER ICC EVALUATION REPORT

SEE NOTE 4, ITEM B

PER ICC EVALUATION REPORT

SEE NOTE 4, ITEM B

PER ICC EVALUATION REPORT

SEE NOTE 4, ITEM B

PER ICC EVALUATION REPORT

1. DURATION REFERS TO TIME AND FREQUENCY OF INSPECTION FOR THE PORTIONS OF WORK INDICATED.

C = CONTINUOUS INSPECTION IN WHICH THE SPECIAL INSPECTOR IS ON SITE AT ALL TIMES, OBSERVING THE WORK

REQUIRING SPECIAL INSPECTION.

P = PERIODIC INSPECTION IN WHICH THE SPECIAL INSPECTOR IS ON SITE AT TIME INTERVALS NECESSARY TO CONFIRM

THAT THE WORK REQUIRING SPECIAL INSPECTION IS IN CONFORMANCE WITH APPROVED PERMIT DRAWINGS AND

SPECIFICATIONS.

2. THE INSPECTION AGENCIES ARE AS FOLLOWS:

TESTING LAB: TO BE DETERMINED

TESTING LAB SHALL PERFORM INSPECTIONS OF ALL PORTIONS OF WORK DESIGNATED IN THE PROGRAM. THE SELECTED INSPECTION AGENCY SHALL BE AN ACCREDITED, APPROVED SPECIAL INSPECTION AGENCY EMPLOYED BY THE PROJECT

MANAGER, NOT THE CONTRACTOR OR SUB CONTRACTOR, PER IBC SECTION 1704.2.

3. DUTIES OF THE CONTRACTOR INCLUDE, BUT ARE NOT LIMITED TO:

A. NOTIFY THE SPECIAL INSPECTOR THAT THE WORK IS READY FOR INSPECTION AT LEAST 24 HOURS BEFORE SUCH

INSPECTION.

B. ALL WORK REQUIRING SPECIAL INSPECTION SHALL REMAIN ACCESSIBLE AND EXPOSED UNTIL IT HAS BEEN OBSERVED

AND INDICATED TO BE IN CONFORMANCE BY THE SPECIAL INSPECTOR AND APPROVED BY THE BUILDING OFFICIAL.

C. PROVIDE THE SPECIAL INSPECTOR WITH ACCESS TO APPROVED PERMIT DRAWINGS AND SPECIFICATIONS AT THE JOB

SITE.

D. MAINTAIN AT THE JOB SITE, COPIES OF ALL REPORTS SUBMITTED BY THE SPECIAL INSPECTOR.

4. IN ADDITION TO THE INSPECTION AND TESTING REQUIREMENTS INDICATED IN THE IBC, THE FOLLOWING SHALL ALSO APPLY:

A. CONCRETE INSPECTION AND TESTING REQUIREMENTS ARE AS FOLLOWS:

1. OBTAIN (4) TEST CYLINDERS FOR EACH 100 CUBIC YARDS PLACED (OR PORTION THEREOF IF LESS THAN 100 CUBIC YARDS ARE PLACED). BREAK (1) CYLINDER AT 7 DAYS AND (2) CYLINDERS AT 28 DAYS. (IF THE FIRST 28 DAY CYLINDER BREAK IS LESS THAN REQUIRED STRENGTH, HOLD (2) CYLINDERS FOR 56 DAY BREAK) HOLD 4TH CYLINDER FOR 56 DAY BREAK. BREAK 4TH CYLINDER ONLY IF REQUIRED STRENGTH IS NOT MET WITH (2) CYLINDERS AT 28 DAYS

2. VERIFY THAT THE APPROVED MIX DESIGNS ARE BEING DELIVERED TO THE SITE. BATCH TICKETS SHOULD BE

CHECKED FOR ALL TRUCKS ENTERING THE SITE.

B. POST INSTALLED ANCHORS IN CONCRETE SHALL BE INSPECTED AS FOLLOWS:

1. PROVIDE 'CONTINUOUS' OR 'PERIODIC' INSPECTION AS INDICATED IN THE SPECIAL INSPECTION TABLE (THIS SHEET).

INSPECTIONS ARE TO BE IN ACCORDANCE WITH THE MANUFACTURER'S CURRENT PRODUCT EVALUATION REPORT

AND INSTALLATION INSTRUCTIONS.

2. A COPY OF THE EVALUATION REPORT AND INSTALLATION INSTRUCTIONS ARE TO BE MAINTAINED ON THE JOB SITE.

ICC EVALUATION REPORTS ARE AVAILABLE ONLINE AT WWW.ICC-ES.ORG, AND IAPMO EVALUATIONS REPORTS ARE

AVAILABLE AT WWW.IAPMOES.ORG.

3. WHERE PERIODIC INSPECTION IS ALLOWED:

• THE SPECIAL INSPECTOR MUST BE ON SITE INITIALLY DURING ANCHOR INSTALLATION TO VERIFY MATERIALS AND

PROCEDURES AS REQUIRED BY THE EVALUATION REPORT.

• SUBSEQUENT INSTALLATIONS OF THE SAME ANCHOR TYPE AND SIZE BY THE SAME CONSTRUCTION PERSONNEL

ARE PERMITTED TO BE PERIODICALLY INSPECTED.

• A NEW INITIAL INSPECTION SHALL BE MADE FOR ANY CHANGE IN PERSONNEL PERFORMING THE ANCHOR

INSTALLATION OR CHANGE IN THE ANCHOR PRODUCT BEING INSTALLED.

• FOR ONGOING INSTALLATIONS OVER AN EXTENDED PERIOD, THE SPECIAL INSPECTOR MUST MAKE REGULAR

INSPECTIONS TO CONFIRM CORRECT HANDLING AND INSTALLATION. IF DISCREPANCIES ARE NOTED, CONTINUOUS INSPECTION SHOULD BE PROVIDED FOR ALL SUBSEQUENT ANCHORS.

4. ADHESIVE ANCHORS IN CONCRETE SHALL ADDITIONALLY CONFORM TO THE FOLLOWING

• CONCRETE IS TO HAVE A MINIMUM AGE OF 21 DAYS AT THE TIME OF ANCHOR INSTALLATION.

• CONTINUOUS INSPECTION IS REQUIRED FOR ALL ADHESIVE ANCHORS INSTALLED IN A HORIZONTAL TO VERTICAL

OVERHEAD ORIENTATION.

• INSTALLATION OF ADHESIVE ANCHORS IN A HORIZONTAL TO VERTICAL OVERHEAD ORIENTATION ARE TO BE DONE

BY A CERTIFIED ADHESIVE ANCHOR INSTALLER (AAI) AS CERTIFIED THROUGH ACI AND IN ACCORDANCE WITH ACI

318-19, SECTION 26.7. (NOT REQUIRED IN OREGON).

• ADHESIVE ANCHORS INSTALLED IN A HORIZONTAL TO VERTICAL OVERHEAD ORIENTATION ARE TO UTILIZE A

PISTON PLUG OR RETAINING CAP IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.

C. MOISTURE TESTS PRIOR TO INSULATION

SPECIAL INSPECTION PROGRAM NOTES:

APPROVED FABRICATORS:

CERTIFICATE OF COMPLIANCE MUST BE SUBMITTED TO THE

ARCHITECT OR ENGINEER OF RECORD FOR ALL OFF-SITE

FABRICATION SUCH AS STRUCTURAL STEEL AND GLU-LAMS

P TESTING LAB

TESTING LAB

TESTING LAB

REF. STRUCTURAL NOTES

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OPRIS#: CONTRACT #:

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1 2 3

C

B

A

12' - 10" 10' - 7 1/2" 8' - 11"

/2

/2

2' - 0"

NOTE:

ALL DIMENSIONS TO CENTERLINE OF BEAMS ABOVE

H D U

H D U

D

TT2Z

D

TT2Z

3 3

8" CONCRETE STEM

WALL PER 3

S3.0

S3.0

S3.0

32' - 7 1/2"

25' - 10" 6' - 9 1/2" PER ARCH

TYP

TYP

S3.0

USE SIMPSON 'HB' TOP

FLANGE HANGER AT

FLOOR BEAM CONNECTION

S3.0

TYP

S3.0

USE SIMPSON 'HUC' CONCEALED

FACE MOUNT HANGER AT FLOOR

BEAM CONNECTION

CONCRETE FOOTING PER SCHEDULE THIS SHEET

FOUNDATION LEGEND:

H D U X

SIMPSON HOLDOWN PER PLAN

6x6 POST

FLOOR BEAM PER

B

S1.0

1. CONTRACTOR TO VERIFY ALL DIMENSIONS AND ELEVATIONS WITH

ARCHITECTURAL DRAWINGS.

2. CONTRACTOR TO VERIFY ALL FOOTING ELEVATIONS WITH THE

FOLLOWING CRITERIA: TOP OF FOOTING TO BE MINIMUM 12"

BELOW FINISH GRADE AND FINISH FLOOR. BOTTOM OF FOOTING

TO BE A MINIMUM OF 18" BELOW FINISH GRADE.

FOUNDATION NOTES:

1 2 3

C

B

A 6x12 6x12 6x10

6x106x126x12 x x

6x106x126x12 x x x x

2x10 AT 24" O.C.

(TYPICAL U.O.N.)

x x x

H D U

H D U

D

TT2Z

D

TT2Z

A

A

B

A

(3) 2x6

JA

M B S

TU

D S

(3) 2x6

JA

M B S

TU

D S

(3) 2x4

JA

M B S

TU

D S

(3) 2x4

JA

M B S

TU

D S

(3) 2x6

JA

M B S

TU

D S

(3) 2x6

JA

M B S

TU

D S

S3.0

S3.0

S3.0

S3.0

A

32' - 7 1/2"

25' - 10" 6' - 9 1/2"

S3.0

TYP

S3.0

TYP 10

S3.0

ABOVE

TYP

S3.0

TYP

S3.0

2x6 DOUG FIR #2 STUDS AT 16" O.C. TYPICAL, U.O.N.

ON PLAN. ALIGN JOISTS WITH STUDS

FOOTING BELOW PER FOUNDATION PLAN

FLOOR FRAMING LEGEND:

WOOD POST PER FOUNDATION PLAN

X

SHEAR WALL TYPE PER SCHEDULE THIS SHEET. ALL

EXTERIOR WALLS TO BE TYPE 'A' SHEAR WALLS

UNLESS OTHERWISE NOTED

FLOOR BEAM PER PLAN

2x4 DOUG FIR #2 STUDS AT 24" O.C.

FLOOR FRAMING NOTES:

1. CONTRACTOR TO VERIFY ALL DIMENSIONS AND ELEVATIONS

WITH ARCHITECTURAL DRAWINGS.

2. FLOOR DESIGN CRITERIA:

DEAD LOAD = 15 PSF

LIVE LOAD = 40 PSF

DEFLECTION = SMALLER OF LL/360, TL/240

3. FLOOR SHEATHING TO BE T&G APA RATED STURD-I-FLOOR

SHEATHING WITH A MINIMUM SPAN RATING OF 24" O.C. AND

MINIMUM THICKNESS OF 3/4". GLUE WITH CONTINUOUS WAVY

3/8" BEAD AT ALL SUPPORTS AND NAIL AS INDICATED BELOW.

ORIENT STRONG AXIS OF SHEATHING PERPENDICULAR TO

SUPPORTS.

4. FLOOR NAILING TO BE 10d RING OR SCREW SHANK NAILS WITH A

MINIMUM 1 5/8" PENETRATION. NAIL AT 6" O.C. AT ALL

SUPPORTED EDGES AND AT 12" O.C. AT INTERMEDIATE

SUPPORTS. BLOCKING IS NOT REQUIRED.

5. SPLICE DOUBLE TOP PLATE AT ALL EXTERIOR WALLS AND

SHEARWALLS BY LAPPING 6'-0" MINIMUM AND NAILING WITH 16d

AT 4" O.C. STAGGERED.

6. TYPICAL HEADERS (HDR) TO BE PER DETAIL , U.O.N.

7. AT BEAM TO POST CONNECTIONS USE SIMPSON 'AC' OR 'ACE'

POST CAP TYPICAL, U.O.N.

8. ALL SOLID SAWN HEADERS, PLATES (OTHER THAN P.T.) AND

HORIZONTAL MEMBERS TO BE KILN DRIED (K.D.) LUMBER.

9. ALL EXTERIOR WALLS TO BE SHEATHED PER SHEAR WALL TYPE

'A'. SEE SCHEDULE FOR REQUIREMENTS.

10. PROVIDE DOUBLE JOIST BELOW INTERIOR NON-BEARING WALLS

RUNNING PARALLEL WITH JOISTS.

11. SOLID BLOCK AT RIM LOCATIONS WHERE POSTS OR BUILT-UP

STUDS ARE BEARING.

S2.0

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OPRIS#: CONTRACT #:

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S1.0 1/4" = 1'-0"

A FOUNDATION PLAN

STRUCTURAL FOUNDATION SCHEDULE

MK BEAM FOOTING REINFORCING PIER SIZE NOTES

1 BEAM PER PLAN 2'-0" x 2'-0" x 12" DEEP (3) #4 EACH WAY BOTTOM 16" DIA. SEE DETAIL 2/S3.0

2 BEAM PER PLAN 2'-6" x 2'-6" x 12" DEEP (4) #4 EACH WAY BOTTOM 16" DIA. SEE DETAIL 1/S3.0

3 BEAM PER PLAN 3'-0" x 3'-0" x 12" DEEP (4) #4 EACH WAY BOTTOM 16" DIA. SEE DETAIL 1/S3.0

4 BEAM PER PLAN 3'-6" x 3'-6" x 12" DEEP (5) #4 EACH WAY BOTTOM 16" DIA. SEE DETAIL 1/S3.0

S1.0 1/4" = 1'-0"

B FLOOR FRAMING PLAN

1 2 3

C

B

A

2x10 AT 24" O.C.

(TYPICAL U.O.N.)

2x10 AT 24" O.C.

(TYPICAL U.O.N.)

6x10 x H

D R x x

6x10

5 1/8x13 1/2 GLB (RIDGE BEAM) 5 1/8x13 1/2 GLB (RIDGE BEAM) 5 1/8x13 1/2 GLB (RIDGE BEAM)

S3.1

S3.1

S3.1

6x6A B O

VE

H D R

4x6A B O

VE

H D R

6x6A B O

VE

H D R

6x

AB

O

VE

H

D R

S3.1

S3.1

OPP

S3.1

32' - 7 1/2"

25' - 10" 6' - 9 1/2"

HDR HDRHDR

HDR HDR

H D

R H

D R

H D

R x H

D R x H

D R x H

D R

TYP

TYP

TYP

STRUCTURAL BEARING WALL BELOW

ROOF FRAMING LEGEND:

WOOD POST PER FOUNDATION PLAN

HEADER PER PLANHDR

NON-STRUCTURAL WALL BELOW

1. CONTRACTOR TO VERIFY ALL DIMENSIONS AND ELEVATIONS

WITH ARCHITECTURAL DRAWINGS.

2. ROOF DESIGN CRITERIA:

DEAD LOAD = 15 PSF

SNOW LOAD = 75 PSF + DRIFT

DEFLECTION = SMALLER OF LL/360, TL/240

3. ROOF SHEATHING TO BE APA RATED EXPOSURE I SHEATHING

WITH MINIMUM SPAN RATING OF 40/20 AND A MINIMIM

THICKNESS OF 19/32".

4. ROOF NAILING TO BE 10d COMMON OR GALVANIZED BOX

NAILS. NAIL AT 6" O.C. AT ALL SUPPORTED PANEL EDGES AND

AT 12" O.C. INTERMEDIATE SUPPORTS. BLOCKING IS NOT

REQUIRED.

5. SPLICE DOUBLE TOP PLATE AT ALL EXTERIOR WALLS AND

SHEARWALLS BY LAPPING 6'-0" MINIMUM AND NAILING WITH 16d

AT 4" O.C. STAGGERED.

6. TYPICAL HEADERS (HDR) TO BE PER DETAIL , U.O.N.

7. AT BEAM TO POST CONNECTIONS USE SIMPSON 'AC' OR 'ACE'

POST CAP TYPICAL, U.O.N.

8. ALL SOLID SAWN HEADERS, PLATES (OTHER THAN P.T.) AND

HORIZONTAL MEMBERS TO BE KILN DRIED (K.D.) LUMBER.

9. ALL EXTERIOR WALLS TO BE SHEATHED PER SHEAR WALL

TYPE 'A'. SEE SCHEDULE FOR REQUIREMENTS.

10. INTERIOR BEARING WALLS WITHOUT A SCHEDULED SHEAR

ASSEMBLY TO BE PER DRAWINGS.

11. SOLID BLOCK AT RIM LOCATIONS WHERE POSTS OR BUILT-UP

STUDS ARE BEARING.

ROOF FRAMING NOTES:

S2.0

1 2 3

C

B

A

2x6 AT 16" O.C.

4x8 HDR 4x8 HDR

S3.1

S3.1

S3.1

S3.1

32' - 7 1/2"

25' - 10" 6' - 9 1/2"

1. CONTRACTOR TO VERIFY ALL DIMENSIONS AND ELEVATIONS

WITH ARCHITECTURAL DRAWINGS.

2. ROOF DESIGN CRITERIA:

DEAD LOAD = 10 PSF

LIVE LOAD = 10 PSF

DEFLECTION = SMALLER OF LL/360, TL/240

3. SOFFIT SHEATHING PER ARCH

4. SOFFIT NAILING TO BE 10d COMMON OR GALVANIZED BOX

NAILS. NAIL AT 6" O.C. AT ALL SUPPORTED PANEL EDGES AND

AT 12" O.C. INTERMEDIATE SUPPORTS. BLOCKING IS NOT

REQUIRED.

CEILING/SOFFIT FRAMING NOTES:

2x6 DOUG FIR #2 STUDS AT 16" O.C. TYPICAL U.O.N.

ON PLAN. ALIGN JOISTS WITH STUDS

CEILING/SOFFIT FRAMING LEGEND:

WOOD POST PER FOUNDATION PLAN

NON-STRUCTURAL WALL BELOW

2x4 DOUG FIR #2 STUDS AT 24" O.C.

HEADER PER PLAN, SEE ALSO FLOOR FRAMING NOTESHDR

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OPRIS#: CONTRACT #:

1032437551

S1.1

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S1.1 1/4" = 1'-0"

B ROOF FRAMING PLAN

S1.1 1/4" = 1'-0"

A CEILING FRAMING PLAN

WOOD STUD SHEARWALL SCHEDULE - 10d NAILS

MARK SHEATHING AND NAILING SILL PLATE AND ANCHORAGE CAPACITY NOTES

UPPER WALL: 2x SOLE PLATE WITH 16d NAILS

AT 6" O.C. STAGGERED

FOUNDATION: 2x P.T. SILL PLATE WITH 5/8" DIA

LAG BOLTS AT 18" O.C.

435 PLF

(WIND)

310 PLF

(SEISMIC)

TYPICAL

EXTERIOR

WALLS

U.O.N.

UPPER WALL: 3x SOLE PLATE WITH SIMPSON SDS 1/4" x 6" AT 8" O.C.

FOUNDATION: 3x P.T. SILL PLATE WITH 5/8" DIA

LAG BOLTS AT 12" O.C.

WOOD STUD SHEARWALL SCHEDULE NOTES

A

B

15/32" APA RATED, EXPOSURE 1 SHEATHING,

ONE SIDE, ALL EDGES BLOCKED, WITH 10d

COMMON WIRE NAILS AT 6" O.C. ALL PANEL

EDGES AND 12" O.C. IN-FIELD

15/32" APA RATED, EXPOSURE 1 SHEATHING,

ONE SIDE, ALL EDGES BLOCKED, WITH 10d

COMMON WIRE NAILS AT 3" O.C. ALL PANEL

EDGES AND 12" O.C. IN-FIELD

1. INSTALL SHEATHING HORIZONTAL OR VERTICAL. NO PIECE SMALLER THAN 2'-0" x 2'-0".

2. ALL INTERIOR WALLS WITHOUT A SCHEDULE SHEAR ASSEMBLY TO BE SHEATHED PER ARCHITECTURAL DRAWINGS.

3. APPLY GYPSUM BOARD OVER SHEATHING AS REQUIRED BY ARCHITECTURAL DRAWINGS.

4. AT POSTS EMBEDDED IN SHEAR WALLS, ATTACH SHEATHING PER THE EDGE NAILING REQUIREMENTS FOR THAT SHEAR WALL.

5. ALL SHEAR WALL NAILS TO BE COMMON WIRE (10d = 0.148") OR GALVANIZED BOX NAILS (10d DIA = 0.128"). MINIMUM PENETRATION TO BE 1 3/8" FOR 8d NAILS. STAPLES ARE NOT AN ACCEPTABLE SUBSTITUTION.

6. ANCHOR BOLTS TO BE STANDARD LAG BOLTS WITH 5" MINIMUM EMBED AND 1 1/2" MINIMUM EDGE DISTANCE. PROVIDE A

MINIMUM OF (2) LAG BOLTS PER WALL SECTION.

7. PROVIDE PLATE WASHERS - MINIMUM OF 1/4" x 3" x 3" IN SIZE, AT ALL SILL PLATE ANCHOR BOLTS.

8. DO NOT USE NAILS FOR ANCHORAGE OF 3x SILL/SOLE PLATES. PROVIDE SIMPSON 'SDS' SCREWS AS SPECIFIED.

9. WHERE SHEAR WALL CAPACITY IS GREATER THAN 350 PLF, PANEL EDGE FRAMING RECEIVING EDGE NAILING FROM ABUTTING PANELS TO BE 3x NOMINAL FRAMING. PLYWOOD JOINT AND SILL PLATE NAILING TO BE STAGGERED IN ALL CASES.

840 PLF

(WIND)

600 PLF

(SEISMIC)

V E

R

IF

Y

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HEADER PER PLAN

SIMPSON 'CS20' x 2'-0"

LONG COILED STRAP,

TYPICAL TOP AND

BOTTOM OF OPENING,

TYPICAL

POST PER FLOOR

FRAMING NOTES,

TYPICAL

2x6 DF#2 EACH END OF HDR WITH (4) 16d NAILS INTO HDR

END, SISTER STUDS TOGETHER

PER DETAIL

2x BLOCKING

AS REQ'D,

TYPICAL

OPENING WIDTH

EQ EQ

S2.0

A

C

B C

B E

A D

1' - 4" TYP.

1' - 0" MAX

1. 2x6 EXTERIOR STUDS: #2 & BTR AT 16" O.C.

2. 2x4 INTERIOR STUDS: #2 & BTR AT 16" O.C.

3. R-21 WALL INSULATION

4. DOUBLE TOP PLATE THROUGHOUT

5. 7/16" OSB WALL SHEATHING PER SHEARWALL

SCHEDULE

6. HARDI-PLANK LAP SIDING, ACCENT SIDING AT

GABLE ENDS PER ELEVATIONS

7. 2x8 PRE-PRIMED SPRUCED FASCIA

WALL FRAMING NOTES

A. HEADER PER SCHEDULE

B. TRIMMERS PER SCHEDULE

C. KING STUDS PER SCHEDULE

D. (2) A35 AT MULTIPLE KING STUDS

E. BLOCKING AT 7'-0" O.C. AND PER

SHEARWALL SCHEDULE

F. BLOCK SOLID AT MULTIPLE STUDS AND

CONTINUE MULTIPLE STUD GROUPS TO

FOUNDATION, UNO

KEYNOTE LEGEND#

2x4 BEARING WALL OPENING SCHEDULE

OPENING SIZE

UP TO 4'-0"

4'-0" TO 6'-0"

6'-0" TO 8'-0"

8'-0" TO 10'-0"

BEAM SIZE (A)

4x4 4x6 4x8 4x10

TRIMMERS (B)

(1)2x4 (1)2x4 (1)2x4 (2)2x4

KING STUDS (C)

(1)2x4 (1)2x4 (1)2x4 (2)2x4

2x6 BEARING WALL OPENING SCHEDULE

OPENING SIZE

UP TO 4'-0"

4'-0" TO 6'-0"

6'-0" TO 8'-0"

8'-0" TO 10'-0"

BEAM SIZE (A)

4x4 4x6 4x8 4x10

TRIMMERS (B)

(1)2x6 (1)2x6 (1)2x6 (2)2x6

KING STUDS (C)

(1)2x6 (1)2x6 (1)2x6 (2)2x6

HOLDOWN NOTES:

SIMPSON SPECIFIED

FASTENERS

WOOD POST PER PLAN

SIMPSON HOLDOWN

PER SCHEDULE

P.T. SILL PLATE

PER SHEARWALL

SCHEDULE

PT EDGE BEAM PER

PLAN

LAG SCREW PER

SCHEDULE

POST THICKNESS

PER SCHEDULE

1. HOLDOWNS, MANUFACTURED BY SIMPSON STRONG TIE, INC. INSTALL PER

SIMPSON RECOMMENDATIONS.

2. SHEARWALL SHEATHING TO BE ATTACHED TO VERTICAL MEMBER WITH EDGE

NAILING REQUIREMENTS PER SHEARWALL SCHEDULE.

3. MULTIPLE STUDS TO BE ATTACHED TOGETHER WITH 16d NAILS AT 8" O.C.

STAGGERED. ANY POST WITH THICKNESS 5 1/2" AND GREATER TO BE A SOLID

MEMBER.

LAG BOLTHOLDOWN

MINIMUM

POST THICKNESS

SIMPSON HOLDOWN SCHEDULE

3"SIMPSON 'HDU2-SDS2.5' 5/8" DIA x REQ'D LEGTH

2, 3

CONCRETE PIER

PER PLAN

M

IN

3"SIMPSON 'DTT2Z' 1/2" DIA x REQ'D LEGTH

P A R K

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SHEET:

OPRIS#: CONTRACT #:

1032437551

S2.0

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S2.0 1/2" = 1'-0"

1 TYPICAL SHEARWALL ELEVATION

S2.0 1/4" = 1'-0"

3 TYPICAL WALL FRAMING

S2.0 1" = 1'-0"

Wood Stud Holdown Schedule/Detail1

SHEARWALL HOLDOWN SCHEDULE

FLOOR SHEATHING

PER PLAN

JOISTS PER PLAN

BEAM PER PLAN

STUD WALL PER PLAN

SIMPSON 'LB210' TOP

FLANGE HANGER EACH END

OFFSET BEAM TO

FLUSH WITH

EXTERIOR FINISH

P E

N E

T R

A T

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M

IN

S C

R E

W

LAG SCREW PER

SHEARWALL

SCHEDULE

FLOOR SHEATHING

PER PLAN

BLOCKING AT 4'-0" O.C.

IN FIRST JOIST BAY

BEAM PER PLAN

STUD WALL PER

PLAN

SIMPSON 'HUS' FACE

MOUNT HANGER EACH END

OFFSET BEAM TO

FLUSH WITH

EXTERIOR FINISH

JOIST PER PLAN

P E

N E

T R

A T

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M

IN

S C

R E

W

LAG SCREW PER

SHEARWALL

SCHEDULE

0'-0"

GRADE

-1'-0"

T.O.F.

16" DIA CONCRETE PEIR

WITH (4) #5 VERTICAL

BARS WITH 4" HOOK

3" CLR

3" CLR

FOOTING SIZE AND

REINFORCING PER

SCHEDULE

ROUGHEN SURFACE

OR POUR MONOLITHIC

(3) #3 TIES AT TOP

BALANCE AT 12" O.C.

C L R

POST PER PLAN

3" COMPACTED CRUSHED

ROCK BELOW FOOTING

POST CAP PER DETAIL

S3.0

SIMPSON 'AC' OR 'LCE'

INVERTED POST CAP AS REQ'D

0'-0"

GRADE

-1'-0"

T.O.F.

SIMPSON COLUMN CAP PER

16" DIA CONCRETE PIER

WITH (4) #5 VERTICAL

BARS WITH 4" HOOK

3" CLR

3" CLR

FOOTING SIZE AND

REINFORCING PER

SCHEDULE

ROUGHEN SURFACE

OR POUR MONOLITHIC

(3) #3 TIES AT TOP

BALANCE AT 12" O.C.

C L R

A S

R E

Q 'D

PLAN VIEWS (AS OCCURS PER FOUNDATION PLANS)

A A

PROVIDE SIMPSON

'CCQM' POST CAP

PROVIDE SIMPSON

'ECCLQM' POST CAP

PROVIDE SIMPSON

'CCTQM' POST CAP

PROVIDE SIMPSON

'CCCQM' POST CAP

3" COMPACTED CRUSHED

ROCK BELOW FOOTING

CONCRETE RAMP PER PLAN,

SLOPE PER ARCH

#4 HORIZONTAL BARS AT 12" O.C.

M

IN

C L R

(2) #4 HORIZONTAL BARS AT

TOP AND BOTTOM

BACKFILL PER STRUCTRUAL NOTES

#4 SLAB DOWELS AT 24" O.C.

HOOK

1' - 6" MIN

MATCH

ADJACENT

FOOTINGS

LINE OF FOOTING BEYOND

NOTE:

CONTRACTOR TO BRACE

STEM WALL AS REQUIRED

FOR BACKFILL UNTIL

RAMP SLAB IS PRESENT

0'-0"

GRADE

-1'-0"

T.O.F.

3" CLR

3" CLR3

C L R

STUD WALL PER PLAN

BEAM PER PLAN BEAM PER PLAN

2x DECKING

BLOCKING AS REQUIRED

AT STUD WALL

FOOTING SIZE AND

REINFORCING PER SCHEDULE

3" COMPACTED CRUSHED

ROCK BELOW FOOTING

POST CAP PER

DETAIL 1

S3.0

STUD WALL PER PLAN

2x DECKING

BEAM PER PLAN

2x10 LEDGER WITH (2) SIMPSON

'SDS' SCREWS AT 12" O.C.

JOISTS PER PLAN

AS REQ'D

PER ARCH

2x6 TOP RAIL. ROUTER

EXPOSED EDGES 1/2" AND

SAND SMOOTH

2x4 HORIZONTAL RAILS

WITH SIMPSON 'APLH24'

HANGERS EACH END

SIMPSON 'A34' EACH END

OF TOP AND BOTTOM RAIL

POSTS PER PLAN

PAINT AND FINISH RAILING

PER ARCH

2x6 BOTTOM RAIL

P E

R A

R C

H

2x2 VERTICAL PICKETS A 5" O.C.

WITH 2 1/2" STAINLESS STEEL

WOOD SCREW INTO TOP AND

BOTTOM RAIL

AS REQ'D

T.O.F.

FOOTING SIZE AND

REINFORCING PER SCHEDULE

POST PER PLAN

PROVIDE SIMPSON 'APW66Z'

WITH 1/2" DIA x 3" EMBED

SCREW ANCHOR

WOOD DECKING

BEAM PER PLAN

M

IN

M

IN

CONCRETE RAMP PER

PLAN, SLOPE PER ARCH

PIER REINFORCING PER DETAIL

STEM WALL REINFORCING PER DETAIL

POST CAP PER DETAIL

S3.0

S3.0

S3.0

CONCRETE STEM WALL PER PLAN

CONCRETE PIER

PER PLAN

AS REQ'D

T.O.F.

FOOTING SIZE AND REINFORCING

PER SCHEDULE

POST PER PLAN

PROVIDE SIMPSON 'APW66Z'

WITH 1/2" DIA x 3" EMBED

SCREW ANCHOR

WOOD DECKING

BEAM PER PLAN

M

IN

M

IN

SIMPSON 'HUC'

BEAM HANGER

CONCRETE RAMP PER

PLAN, SLOPE PER ARCH

#4 HORIZONTAL BARS AT 12" O.C.

CONTINUE WALL REINFORCING

THROUGH FOOTING

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SHEET:

OPRIS#: CONTRACT #:

1032437551

S3.0

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S3.0 1" = 1'-0"

6 FLOOR FRAMING DETAIL

S3.0 1" = 1'-0"

7 FLOOR FRAMING DETAIL

S3.0 1" = 1'-0"

2 PIER FOOTING AT POST

S3.0 1" = 1'-0"

1 PIER FOOTING AT BEAM

S3.0 1" = 1'-0"

3 RETAINING WALL SECTION

S3.0 1" = 1'-0"

8 FLOOR FRAMING DETAIL

S3.0 1" = 1'-0"

9 FLOOR FRAMING DETAIL

S3.0 1 1/2" = 1'-0"

10 WOOD RAILING DETAIL

S3.0 1" = 1'-0"

5 RETAINING WALL SECTION

S3.0 1" = 1'-0"

4 RETAINING WALL SECTION

NOTE:

COORDINATE VENTING

REQUIREMENTS WITH ARCHITECT

SAWN JOIST PER PLAN PROVIDE

'BIRDS MOUTH' CUT AT BEARING

PLATE DO NOT OVERCUT

SIMPSON 'H3' AT EACH JOIST,

TYPICAL

ROOF SHEATHING

PER PLAN

SIMPSON 'RBC' AT 48" O.C.

WHERE SHEAR WALLS OCCUR

SPACE AT 24" O.C.

2x SHEAR BLOCKING

WITH BOUNDARY NAILING

COORDINATE EAVE

EXTENSION AND FRAMING

WITH ARCHITECT

SHEARWALL SHEATHING PER

PLAN, EXTEND FULL HEIGHT

STUD WALL PER PLAN

ROOF FRAMING

PER PLAN, TYPICAL

ROOF SHEATHING

PER PLAN, TYPICAL

RIPPED BLOCKING

WITH EDGE NAILING

SIMPSON 'LSSJ210'

FACE MOUNT

HANGER, TYPICAL

BEAM PER PLAN

FINISHES PER

ARCHITECT, TYPICAL

SOFFIT JOIST PER

PLAN WITH SIMPSON

'LUS26' HANGER STUD WALL

PER PLAN

2x LEDGER WITH (2) 10d

NAILS AT EACH STUD

FINISHES PER ARCH

2x BLOCKING AT 4'-0" O.C.

WITH 'LUS26' HANGER

EACH END

STUD WALL

PER PLAN

2x LEDGER WITH (2) 10d

NAILS AT EACH STUD

FINISHES PER ARCH

BEAM PER PLAN

BEAM PER PLAN

POST PER PLAN

WITH SIMPSON

'APVT6' STRAP

EACH SIDE

POST PER PLAN WITH

SIMPSON 'APVT6' STRAP

EACH SIDE

JOIST PER DETAIL

BEAM PER PLAN WITH

SIMPSON 'APHH610' HANGER

POST PER PLAN

BEAM PER PLAN

SIMPSON 'APVL6'

EACH SIDE

SIMPSON 'APVT6'

JOIST PER DETAIL

P A R K

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SHEET:

OPRIS#: CONTRACT #:

1032437551

S3.1

O

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S3.1 1" = 1'-0"

3 ROOF FRAMING DETAIL

S3.1 1" = 1'-0"

5 PENTHOUSE FRAMING DETAIL

S3.1 1" = 1'-0"

1 CEILING/SOFFIT JOIST PERPENDICULAR

S3.1 1" = 1'-0"

2 CEILING/SOFFIT JOIST PARALLEL

S3.1 1" = 1'-0"

6 EXTERIOR POST ELEVATION

S3.1 1" = 1'-0"

4 EXTERIOR POST ELEVATION

MISC. VALVES & COCKS

SHUTOFF VALVE

GLOBE VALVE

GATE VALVE OS&Y

BALL VALVE

BUTTERFLY VALVE

CHECK VALVE

WYE STRAINER

WYE STRAINER WITH BLOWDOWN

DRAIN VALVE

BALANCING VALVE

PRESSURE REDUCING VALVE

RELIEF VALVE

TWO-WAY CONTROL VALVE

DOUBLE CHECK VALVE ASSEMBLY (DCVA)

REDUCED PRESSURE BACKFLOW PREVENTER (RPBP)

THERMOMETER

PRESSURE GAUGE

PRESSURE-TEMPERATURE TEST PLUG

MANUAL AIR VENT

AUTOMATIC AIR VENT

FLOW SWITCH

TEMPERATURE SENSOR

SHOCK ARRESTOR

VACUUM BREAKER

SHUTOFF VALVE WITH TAMPER SWITCH

THRUST BLOCK

SOLENOID VALVE

S

S

S

V

T

F

AAV

MAV

CLEANOUT

FLOOR CLEANOUT

CLEANOUT TO GRADE

WALL CLEANOUT

AREA DRAIN

CATCH BASIN

FLOOR DRAIN

OVERFLOW ROOF DRAIN

ROOF DRAIN

TRENCH SHOWER DRAIN

TRENCH DRAIN

HOSE BIBB

GROUND HYDRANT

WALL BOX HYDRANT

FLOOR SINK

PLUMBING SPECIALITIES

SYMBOLS

A

E

B

X

K

R

F

ACCESS PANEL

POINT OF CONNECTION

EXISTING TO REMAIN

BELOW GRADE / FLOOR

REVISION NUMBER

NUMBERED NOTE

REMOVE EXISTING

CAP EXISTING / CAP FOR FUTURE

RELOCATE EXISTING

FUTURE

EQUIPMENT

XXX

TAG NUMBER

XX-XXX

XXX

EQUIPMENT PROVIDED

FIXTURE NUMBER

FIXTURE UNITS

FIXTURE TYPE

FIXTURES DETAIL CALLOUT

X

XX.XX

X

XX

RISER TAG

DETAIL NUMBER

SHEET NUMBER

SYSTEM TYPE

RISER NUMBER

MISC. FITTINGS & SYMBOLS

DIRECTION OF FLOW

DIRECTION OF SLOPE

PIPE SLEEVE

REDUCER

ANCHOR

ELBOW (90 DEGREE)

PIPING CONNECTIONS

TEE

JOINT OR COUPLING POINT

PIPE CONTINUATION

HEAT TRACE

FLEXIBLE HOSE CONNECTOR

TEE DOWN

TEE UP

ELBOW DOWN

ELBOW UP

RISER

PLUG OR BLIND FLANGE

CAP

FLANGED CONNECTION

UNION

ELBOW (45 DEGREE)

MC

MECHANICAL COUPLING

PLUMBING PIPING

G

W WASTE ABOVE GRADE

W WASTE BELOW GRADE

STORM DRAIN ABOVE GRADE

STORM DRAIN BELOW GRADE

DRAIN (CONDENSATE/INDIRECT)

VENT

COLD WATER

HOT WATER

RECIRCULATING HOT WATER

IRRIGATION

NON-POTABLE WATER

SD

SD

D

V

CW

HW

RHW

IRR

NPW

BY OTHERS

GENERAL NOTES:

A. THIS IS A STANDARD LEGEND SHEET, THEREFORE, SOME SYMBOLS MAY APPEAR ON THIS SHEET

THAT DO NOT APPEAR ON THE DRAWINGS.

UNIT NUMBER

FLOOR UNIT IS

LOCATED ON

EQUIPMENT TYPE

XX-XXX XXXX-XX-XXXXX

UNIT NUMBER

FLOOR UNIT IS

LOCATED ON

EQUIPMENT TYPE

STANDARD ABBREVIATIONS

AREA DRAINAD

AMERICANS WITH DISABILITIES ACTADA

ABOVE FINISHED FLOORAFF

ALTERNATIVEALT

APPROXIMATELYAPPROX

ARCHITECT, ARCHITECTURALARCH

ACCESS PANELAP

BELOW FINISHED FLOORBFF

BUILDINGBLDG

BOTTOM OF PIPEBOP

BOTTOM OF STRUCTUREBOS

BRITISH THERMAL UNITBTU

BRITISH THERMAL UNITS PER HOURBTUH

BUTTERFLY VALVEBTV

BALANCING VALVEBV

CATCH BASINCB

CUBIC FEET PER HOURCFH

CUBIC FEET PER MINUTECFM

CUBIC FEET PER SECONDCFS

CALCULATIONCALC

CENTERLINECL

CLEANOUTCO

CONNECT, CONNECTIONCONN

CONTINUED, CONTINUATIONCONT

CIRCULATING PUMPCP

CLEANOUT TO GRADECTG

CONCRETECONC

CHECK VALVECV

DRAINAGE FIXTURE UNITDFU

DIAMETERDIA

DRINKING FOUNTAINDF

DOWN (PENETRATES FLOOR)DN

DRAINDR

DRAIN VALVEDV

DRAWINGDWG

EXISTING(E), EXIST

ELECTRONICALLY COMMUTATED MOTORECM

EMERGENCY EYE WASHEEW

ELECTRIC, ELECTRICALELEC

ELEVATIONELEV

ENGINEERENGR

EFFICIENCYEFF

EQUALEQ

EQUIPMENTEQUIP

EMERGENCY SHOWERES

ELECTRIC WATER COOLEREWC

ELECTRIC WATER HEATEREWH

ENTERING WATER TEMPERATUREEWT

EXPANSION TANKET

EXTRACTOREX

EXPANSIONEXP

EXHAUST OR EXHAUST AIREXH

DEGREES FAHRENHEITF

FLOOR CLEANOUTFCO

FLOOR DRAIN (PLUMBING)FD

FIRE DEPARTMENT CONNECTIONFDC

FINISHED FLOOR ELEVATIONFFE

FIGUREFIG

FLOORFL

FULL LOAD AMPACITYFLA

FIRE PUMPFP

FEET PER MINUTEFPM

FEET PER SECONDFPS

FLEXIBLEFLEX

FLOOR SINKFS

FEET/FOOTFT

FIXTURE UNITFU

FLUSH VALVEFV

FUTURE(F)

GRADEG

FLUSH TANKFLT

GAGE/GAUGEGA

GALLONGAL

GALVANIZEDGALV

GLYCOLGLY

GALLONS PER HOURGPH

GALLONS PER MINUTEGPM

GATE VALVEGV

HEIGHTH

GROUND HYDRANTGH

HOSE BIBBHB

HUB DRAINHD

HORIZONTALHORIZ

HORSEPOWERHP

HEAT TRACEHT

HOURHR

INSIDE DIAMETER, INSIDE DIMENSIONID

MAXIMUMMAX

THOUSAND BTU PER HOURMBH

MINIMUM CIRCUIT AMPACITYMCA

MECHANICALMECH

MINIMUM EFFICIENCY REPORTING VALUEMERV

MANUFACTURERMFR

MISCELLANEOUSMISC

MAXIMUM OVERCURRENT PROTECTIONMOCP

MOP SINKMS

MOUNTEDMTD

MINIMUMMIN

NORMALLY CLOSEDNC

NOT IN CONTRACTNIC

NORMALLY OPENNO

NOMINAL PIPE SIZENPS

NOT TO SCALENTS

OVERFLOW DRAINOD

OUTSIDE SCREW & YOKE GATE VALVEOS&Y

PHASEPH

POST INDICATING VALVEPIV

POLYPROPYLENEPP

PRESSURE REDUCING VALVEPRV

PRESSURE GAUGEPG

PRESSURE SWITCHPS

POUNDS PER SQUARE INCHPSI

POUNDS PER SQUARE INCH (GAUGE)PSIG

POLYVINYL CHLORIDEPVC

RADIUSR, RAD

ROOF DRAINRD

REVISIONREV

REVOLUTIONS PER MINUTERPM

SINKS

STANDARD CUBIC FEET PER MINUTESCFM

SHOWER DRAIN (PLUMBING)SD

SMOKE DAMPER (MECHANICAL)SD

SEWAGE EJECTORSE

SQUARE FOOT, SQUARE FEETSF

SHOWERSH

SIMILARSIM

SECTIONSECT

SHUTOFF VALVESOV

SPECIFICATIONSPEC

SQUARESQ

STAINLESS STEEL (ALL)SS

SQUARE INCH, SQUARE INCHESSQ IN

TRENCH DRAINTD

TOTAL DEVELOPED LENGTHTDL

TEMPERATURETEMP

THERMOSTATIC MIXING VALVETMV

TOP OF PIPETOP

TOTAL DISCHARGE HEADTDH

TRAP PRIMER VALVETP

TAMPER SWITCHTS

TOTAL STATIC PRESSURETSP

TYPICALTYP

UNDERGROUNDUG

UP (PENETRATES FLOOR SLAB)UP

VOLTSV

URINALU

VACUUM BREAKERVB

VOLUME DAMPERVD

VELOCITYVEL

VERTICALVERT

VENT THROUGH ROOFVTR

WIDTHW

WATER CLOSETWC

VARIABLE FREQUENCY DRIVEVFD

WALL CLEANOUTWCO

WATER FIXTURE UNITSWFU

WATER GAUGEWG

WALL HYDRANTWH

WITHW/

WATER HAMMER ARRESTORWHA

WITHOUTW/O

LAVATORYLAV

POUNDLB

LINEAR FEETLF

KILOWATTKW

KILOWATT HOURKWH

ISOMETRICISO

LENGTHL

IRON PIPE SIZEIPS

INSULATIONINSUL

INVERT ELEVATIONIE

INCH, INCHESIN

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SHEET:

OPRIS#: CONTRACT #:

1224936729

P0.01

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PLUMBING SHEET LIST

SHEET # SHEET NAME

P0.01 SYMBOLS AND LEGENDS - PLUMBING

P0.02 SCHEDULES - PLUMBING

P2.11 FLOOR PLAN - PLUMBING

P5.01 DETAILS - PLUMBING

Grand total: 4

L

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EXPIRES: 12/31/2024

P

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OREGON

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10/17/24

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SHEET:

OPRIS#: CONTRACT #:

1224936729

P0.02

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SANITARY WASTE AND VENT SCHEDULE 40 SOLID WALL PVC: ASTM D2665-85a, ASTM D3311-82.

COPPER MANIFOLDS WITH INTEGRAL VALVES. PEX-A COLD EXPANSION TYPE FITTINGS, ASTM F1960.

NON-HEAT TRACE

CROSS-LINKED POLYETHYLENE (PEX): PEX-A OR PEROXIDE METHOD, ASTM F876, ASTM F877, CAN/CDA-B137.5.

ANSI B16.22 SOLDERED JOINTS.

DOMESTIC WATER

UNDER HEAT TRACE

COPPER: ASTM B88 HARD DRAWN COPPER TUBING, TYPE L, WROUGHT COPPER FITTINGS (150 PSI SERVICE), SERVICE MATERIAL

PIPE SCHEDULE

ALL WASTE PIPING SIZED AT 1/4"/FT. SLOPE UNLESS OTHERWISE NOTED.

BASIS OF DESIGN: 2021…