Addendum 3 Attachment B Revised Drawing Sheets.pdf

STRUCTURAL NOTES

ORPD CABINS NEHALEM STATE PARK - VLMK JOB #20220299

DIVISION 1 - GENERAL

A. GENERAL

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

A. OREGON PARKS AND RECRETATION DEPARTMENT NEHALEM CABINS

B. 34600 GAREY ST, NEHALEM, OR 97131

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) 135 MPH NOMINAL DESIGN WIND SPEED (Vasd) 105 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 = 1.28 S1 = 0.67

SITE CLASS D

DESIGN SPECTRAL RESPONSE COEFFICIENTS Sds = 0.85 Sd1 = 0.76

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.

DIVISION 2 - SITE WORK (NOT USED)

DIVISION 4 - MASONRY - NOT USED

DIVISION 3 - CONCRETE AND REINFORCING (NOT USED)

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-XP EPOXY ADHESIVE ANCHOR ICC ESR-2508

CONCRETE SIMPSON AT-XP ADHESIVE ANCHOR APMO ER-263

CONCRETE HILTI HIT-HY 200 ADHESIVE ANCHOR ICC ESR-3187

9. EXPANSION ANCHORS:

BASE MATERIAL PRODUCT REPORT#

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

CONCRETE HILTI KWIK BOLT TZ ANCHOR ICC ESR-1917

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:

FLOOR BEAMS 6 INCH NOMINAL AND GREATER: PRESSURE TREATED HEM FIR #1

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

.2

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11' - 5 1/2" 12' - 0" 6' - 11 1/2"

33 3

NOTE:

ALL DIMENSIONS TO CENTERLINE OF BEAMS ABOVE

H D U

H D U

H D U

H D U

S3.1

TYP

S3.1

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AT

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AT

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ONLY

CONCRETE FOOTING PER SCHEDULE THIS SHEET

FOUNDATION LEGEND:

H D U X

SIMPSON HOLDOWN PER PLAN

6x6 POST

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.

3. SEE GEOTECHNICAL REPORT FOR SUBGRADE PREPARATION AND

COMPACTION TO SUPPORT FOUNDATIONS AND CONCRETE SLAB

ON GRADE.

FOUNDATION NOTES:

1 2 3

C

B

A

PT 6x12 PT 6x12 PT 6x10

PT 6x10PT 6x12PT 6x12

P T x

P T x

PT 6x12 PT 6x12 PT 6x10

2x10 AT 24" O.C.

(TYPICAL U.O.N.)

P T x

P T x

P T x

P T x

P T x

A

A

B

B

(3) 2x6

JA

M B S

TU

D S

(3) 2x6

JA

M B S

TU

D S

(3 ) 2 x6

JA

M

B S

TU

D S

(3) 2x6

JA

M

B S

TU

D S

H D U

H D U

H D U

H D U

4x6

S3.1

S3.1

S3.1

S3.1

SIMPSON 'HU612TF'

HANGER, TYPICAL

AT 6x12 BEAMS

SIMPSON 'HU610TF'

HANGER, TYPICAL

AT 6x10 BEAMS

5 5

5 5

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

TYPICAL HEADER TO BE PER FLOOR FRAMING NOTESHDR

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 24oc 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 , 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.

(3/ S3.0)

1 2 3

C

B

A

D

TT2Z

D

TT2Z

S1.0

D

TT2Z

D

TT2Z

11' - 5 1/2" 12' - 0"

11' - 5 1/2" 12' - 0" 6' - 11 1/2"

3 3 3

TYP

NOTE:

ALL DIMENSIONS TO CENTERINE OF BEAMS ABOVE

1 2 3

C

B

A

PT 6x12 PT 6x12

P T x

P T x

PT 6x12 PT 6x12

PT 6x12PT 6x12

PT 6x10

PT 6x10

PT 6x10

P T x

P T x

P T x

(3) 2x6

JA

M B S

TU

D S

(3) 2x6

JA

M B S

TU

D S

4x6

(3 ) 2 x6

JA

M

B S

TU

D S

(3) 2x6

JA

M

B S

TU

S

A

B

BP

T x

P T x

H D U

H D U

H D U

H D U

2x10 AT 24" O.C.

(TYPICAL U.O.N.)

SIMPSON 'HU612TF'

HANGER, TYPICAL

AT 6x12 BEAMS

SIMPSON 'HU610TF'

HANGER, TYPICAL

AT 6x10 BEAMS

S3.1

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

A FOUNDATION PLAN CABINS 1-3

STRUCTURAL FOUNDATION SCHEDULE

Footing Label Column/Wall Type Reinforcing Pier Size Notes

1 BEAM PER

PLAN

2'-0"x2'-0"x12"DEEP (3) #4 EACH WAY

BOTTOM

16" DIA. SEE DETAIL 2/S2.1

2 BEAM PER

PLAN

2'-6"x2'-6"x12"DEEP (4) #4 EACH WAY

BOTTOM

16" DIA. SEE DETAIL 1/S2.1

3 BEAM PER

PLAN

3'-0"x3'-0"x12"DEEP (4) #4 EACH WAY

BOTTOM

16" DIA. SEE DETAIL 1/S2.1

4 BEAM PER

PLAN

3'-6"x3'-6"x12"DEEP 2 (5) #4 EACH WAY

BOTTOM

16" DIA. SEE DETAIL 1/S2.1

5 CONCRETE

WALL 8"

1'-6" WIDE x 12" DEEP x CONT (2) #4 CONT. TOP

& BOTTOM

N/A SEE DETAIL

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

C FLOOR FRAMING PLAN CABINS 1-3

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

B FOUNDATION PLAN CABINS 4-6

FOUNDATION PLAN PROVIDED FOR INFORMATION ONLY.

WORK WAS PREVIOUSLY COMPLETED BY OTHERS.

FOUNDATION PLAN PROVIDED FOR INFORMATION ONLY.

WORK WAS PREVIOUSLY COMPLETED BY OTHERS.

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

D FLOOR FRAMING PLAN CABINS 4-6

FLOOR SHEATHING PER

PLAN

JOISTS PER PLAN

PT BEAM PER PLAN

STUD WALL PER

PLAN

SIMPSON 'LB210' TOP

FLANGE HANGER EACH END

OFFSET BEAM TO

FLUSH WITH

EXTERIOR FINISH

P E

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W

LAG SCREW PER

SHEARWALL

SCHEDULE

FLOOR SHEATHING PER

PLAN

BLOCKING AT 4'-0" O.C.

IN FIRST JOIST BAY

PT 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

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M

IN

S C

R E

W

LAG SCREW PER

SHEARWALL

SCHEDULE

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

PT BEAM PER PLAN

0'-0"

GRADE

-1'-0"

T.O.F.

STUD WALL PER PLAN

BEAM PER PLAN

PT BEAM PER PLAN

2x DECKING

BLOCKING AS REQUIRED

AT STUD WALL

EXISTING CONCRETE

STEM WALL AND

FOOTING BY OTHERS

STUD WALL PER PLAN

2x DECKING

PT 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 AT 5" O.C.

WITH 2 1/2" STAINLESS STEEL

WOOD SCREW INTO TOP AND

BOTTOM RAIL

PER CIVIL

T.O.PAVING

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 ANCHORWOOD DECKING

ASPHALT PAVING

BLOCKING PER

S3.1

M

IN

2x10 PT LEDGER WITH 1/2" DIA x 3" EMBED AT

24" O.C. STAGGERED

(2) #4 HORIZONTAL AT TOP

EXISTING CONCRETE

STEM WALL AND

FOOTING BY OTHERS

PER CIVIL

T.O.PAVING

AS REQ'D

T.O.F.

POST PER PLAN

PROVIDE SIMPSON 'APW66Z'

WITH 1/2" DIA x 3" EMBED

SCREW ANCHOR

WOOD DECKING

ASPHALT PAVING

PT BEAM PER PLAN

M

IN

SIMPSON

'MBHU5.50/9.25' BEAM

HANGER

EXISTING CONCRETE

STEM WALL AND

FOOTING BY OTHERS

EXISTING FOOTING AND

STEM WALL BY OTHERS

WOOD DECKING, NOTCH

AROUND POST AS REQUIRED

P.T. 4x6 SILL PLATE, RIP AS REQUIRED, WITH 1/2" DIA x 4" EMBED

EPOXY ANCHORS AT 32" O.C.

2x10 RIM JOIST, RIP AS REQUIRED

PT BEAM PER PLAN,

NOTCH AT SILL

PLATE AS REQUIRED

POST PER PLAN

PROVIDE SIMPSON 'BC60' POST

BASE WITH 1/2" DIA x 4" LAG SCREW

SIMPSON 'A34' CLIP,

EACH SIDE OF BEAM

EXISTING FOOTING AND

STEM WALL BY OTHERS

WOOD DECKING

P.T. 4x6 SILL PLATE, RIP AS

REQUIRED, WITH

1/2" DIA x 4" EMBED EPOXY

ANCHORS AT 32" O.C.

2x10 RIM JOIST, RIP AS REQUIREDJOIST PER PLAN

.2

.2

10116

36857

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S3.1

D E T A

IL

S

S3.1 1" = 1'-0"

4 FLOOR FRAMING DETAIL

S3.1 1" = 1'-0"

5 FLOOR FRAMING DETAIL

S3.1 1" = 1'-0"

1 PIER FOOTING AT BEAM

S3.1 1" = 1'-0"

6 FLOOR FRAMING DETAIL

S3.1 1" = 1'-0"

7 FLOOR FRAMING DETAIL

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

8 WOOD RAILING DETAIL

S3.1 1" = 1'-0"

2 RETAINING WALL SECTION

S3.1 1" = 1'-0"

3 RETAINING WALL SECTION

S3.1 1" = 1'-0"

10 RETAINING WALL SECTION

S3.1 1" = 1'-0"

9 RETAINING WALL SECTION

PIER FOOTING DETAIL PROVIDED FOR INFORMATION ONLY.

WORK WAS PREVIOUSLY COMPLETED BY OTHERS.