250822 - Addendum No. 4 - Prelim Structural.pdf

SHEET NO

PROJECT NO.

CHECKED

DATE:

SCALE:

BY:

DRAWN

DATE:

DATE:

SURVEYED

BY:

BY:

REVISIONS

D A

TE

B

Y R

EV

IS

ED

4276 OLD HWY 99 S

ROSEBURG, OR 97471

(541) 440-4871

D A

TE

S

IG

R

EL

EA

SE

D

F O

R F

IN

A

L R

EC

O

R D

D O

C U

M

EN

TS

COPYRIGHT ã 2023 PINNACLE

ENGINEERING, INC ALL RIGHTS RESERVED.

THIS DRAWING MAY BE UTILIZED ONLY FOR

THE PURPOSE OF CONSTRUCTING OR

INSTALLING THE WORK SHOWN HEREON AT

THE SITE OF THE WORK SPECIFIED. ANY

OTHER USE OF THIS DRAWING, INCLUDING

WITHOUT LIMITATION REPRODUCTION OR

ALTERING OF THIS DRAWING, WITHOUT THE

PRIOR WRITTEN APPROVAL OF PINNACLE

ENGINEERING, INC. IS PROHIBITED.

DESIGN BY:

E N

G

IN

E E

R

IN

G

IN

C

IN

N

A C

L P

E

SW

O

C C

D

IE

SE

L

TE

C H

N O

LG

O

Y

BU

IL

D

IN

G

C O

O S

BA

Y, O R

MRK

IRG

6/6/25

MRK

8/22/25

30758

PRELIMINARY

DRAWING

DO NOT

CONSTRUCT

FROM THESE

PLANS

ISSUE DATE: 8/22/25

6/

/2

B

M T

A 1.

M

IN

. I N

SU

L.

R Q

M T

S0.1

AS SHOWN

ST

R

U C

TU

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AL

N

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TE

S

CONCRETE

1. Concrete has been designed and shall be constructed in accordance with the "Building

Code Requirements for Reinforced Concrete", American Concrete Institute Standard 318-19 and Chapter 19 of the OSSC.

2. All excavations shall be free of all loose material and water prior to placement of concrete.

3. The engineer shall be notified at least 24 hours in advance of concrete placement so that he may compare reinforcement location with the intent of the design documents.

4. Concrete work shall be in accordance with all requirements of ACI 301-96 Specifications for

Structural Concrete for Buildings, ACI 302.1R-89 Guide for Concrete Floor and Slab Construction and ORSC Chapter 4, except as modified herein.

5. Aggregate size: 1 1/2" maximum for footings, slabs 6 inches or more thick and other mass concrete and 3/4" for other concrete.

6. No admixtures without approval. Admixtures containing chlorides shall no be used.

Concrete shall not be in contact with aluminum.

7. Do not place pipes, ducts, reglets or chases in structural concrete without approval of the Structural Engineer. See Architectural, Mechanical and Electrical drawings for locations.

8. Concrete regular weight 144psf with Type II cement per ASTM C150, aggregate per ASTM C33, and potable water. Except as noted hereinafter, a maximum of 20% by weight of the total cementitous materials may be replaced by fly-ash, providing the fly-ash conforms to ASTM C618, Type F. The maximum proportion of fly ash in exterior concrete from December 1 to April 1 of the following year shall be 8% by weight.

9. Maximum shrinkage: For interior slabs, 0.04% per ASTM C-157 (modified). The test specimens shall be moist cured for 7 days, then air dried at 50% relative humidity for 28 days.

10. Maximum water cement ratio:

a. Reinforced Footing 0.50

b. Grade Beams, Walls, Beams. Columns except as otherwise noted 0.50

c. Interior Slabs on Grade 0.45

d. Exterior Slabs on Grade 0.40

11. Maximum Yield:

a. Unit weight tests shall be conducted after all liquids have been added and relative yield calculated prior to casting of concrete.

b. Maximum over yield shall be 1.4%. Concrete exceeding maximum over yield shall be rejected.

12. Maximum air content shall conform to the following:

a. Reinforcing Foundation, Walls & Footing 6%

b. Grade Beams, Walls, Beams, Columns except as otherwise noted 4%

c. Slabs on Grade-Interior 3%

d. Slabs on Grade-Exterior 8%

13. Slump shall conform to the following:

a. Topping 3" to 4"

b. Reinforced Foundation, Walls & Footing 3" to 4"

c. Plain Footings 3" to 4"

d. Slabs on Grade 3" to 4"

14. Minimum 28-day compressive strength:

a. Foundations: 3,000 psi

b. Interior Slabs on Grade: 4,500 psi

c. Exterior Slabs on Grade: 3,500 psi

d. Not specified above: 4,000 psi

15. Mechanically vibrate concrete except that slabs on grade need be vibrated only around under floor ducts and other items embedded in the slab.

16. T.O.W. shall be 6" minimum above adjacent exterior soil surface.

17. Cast slabs on grade with construction and control joints as shown on the plans. Do not tamp slabs.

18. Cure concrete members with polyethylene for 5 days or with a curing compound approved by the Engineer.

19. Wait 48 hours between adjacent concrete castings.

20. Cold Weather Procedures

a. All excavation shall be free of ice or frost prior to casting concrete.

b. No concrete shall be cast on or against ground that is frozen or contains frost.

c. Concrete temperature shall meet the following upon delivery.

Air Temperature Minimum Concrete Temperature 30-45 Degrees Fahrenheit 60 Degrees Fahrenheit 0-30 Degrees Fahrenheit 65 Degrees Fahrenheit

d. When air temperatures drop below 40 degrees Fahrenheit, concrete shall be Maintained between 50 degrees Fahrenheit for a period of no less than 5 days.

e. Precautions shall be taken at all times to prevent concrete from freezing.

NO WATER SHALL BE ADDED TO THE CONCRETE MIX AT THE PROJECT SITE.

21. No concrete shall be placed when the temperature of that concrete exceeds 90 degrees F.

as measured at the discharge chute.

FOUNDATIONS

1. The foundation has been designed in accordance with the Oregon Structural Specialty Code. This foundation design is only for the referenced site and structure and shall not be used at any other location or for any other structure without express written consent of the structural engineer.

Allowable soil bearing pressures:

a. Dead plus Live Loads: 2000psf

b. Dead plus Live plus Wind or Seismic 2660psf

2. A Certified Special Inspector shall be contacted to observe the foundation excavation to confirm that no unusual conditions are encountered. If unusual conditions are encountered, the engineer of record shall immediately be notified so that changes can be made to the foundation design if necessary.

3. Subsurface peripheral drains shall be placed continuously around the perimeter of the foundation. A certified special inspector must inspect and approve construction of the peripheral drain prior to backfilling.

4. The engineer shall be notified at least 24 hours in advance of forming so that he may inspect the excavation.

5. Over excavate and bear all footings on minimum of 1'-0" of compacted structural fill to extend 1'-0" each side of footing.

Perimeter shall be 1'-0" minimum below lowest adjacent finish or natural grade.

6. The Contractor shall place under all footings and walls (indicated on the drawings) a minimum of 1'-0" thickness of structural fill. The width of the structural fill shall extend a minimum of 1'-0" beyond each edge of the footing or wall. The structural fill shall be moisture conditioned and compacted as specified below;

a. Structural fill shall be non-expansive material relatively free of organic material with a maximum aggregate size smaller than 2 1/2" and at least 75% smaller than 3/4".

b. Structural fill shall be compacted to 905% density per ASTM D-1557 at optimum moisture content.

7. Floor slab shall be placed on a minimum of 6" of relatively clean 3/4" minus granular fill. All structural fill shall be moisture conditioned to within 2% of optimum moisture content and compacted to at least 90% of Modified Proctored density.

8. Prior to placing concrete slab on grade, the Contractor shall remove all decomposable materials and exposed surface shall be scarified to a depth of at least 6 inches and then be brought to a proper moisture content and compacted to the density specified below Interior Slab Preparation.

9. Floor slab on grade must be allowed to move freely. Slabs shall be separated from all structural portions of the building with expansion joints. Non-bearing partitions must have a minimum 1/2" space between floor slab on grade and ceiling.

10. All no-load bearing interior partition walls shall be so constructed as to be unaffected by potential vertical movements of the interior floor slab. Non-bearing wall construction shall be such that at least 1/2" of upward movement is allowed without wall movement.

11. All foundation backfill shall be non-swelling native material compacted to 90% Modified Proctor density (ASTM D-1557).

12. Place foundation concrete only on clean, firm, inspected bearing material.

13. Ground surface shall be sloped to drain away from the structure in all directions at a slope of at least 6 inches in 10 feet and 2% thereafter. Roof downspouts, hose bibs and drains shall discharge well beyond the limits of the backfill. Proper surface drainage must be maintained for continued satisfactory foundation performance.

REINFORCING

1. All steel reinforcing bars shall be new billet steel in accordance with ASTM A615, Grade 60.

Number 3 bars may be ASTM A615 - S1, Grade 40. All reinforcing steel shall comply with the provisions of Section 1903.5 of the Uniform Building Code. Placement shall conform to ACI 301-99.

2. All welded wire fabric shall be lapped one full mesh plus two inches and wired at sides and ends.

3. Weld reinforcing bars in conformance with AWS DI.4-79. Use low hydrogen electrodes.

4. Concrete coverage for reinforcing bars (to face of bar including ties), unless otherwise shown or noted on plans:

Slabs and Joists

a. Dry conditions 1-1/2" top and bottom

b. Other conditions 1-1/2" #5 and smaller

2" #6 and larger Beams and columns

a. Stirrups, spirals and ties 1-1/2" dry conditions

b. Principal reinforcement 2" dry conditions

c. Strirrups, spirals and ties 2" exposed to earth, water or weather

d. Principal reinforcement 2-1/2" exposed to earth, water or weather Walls

a. Dry conditions 1-1/2"

b. Exposed to earth, water or weather 2" Footings and base slabs

a. Formed concrete bearing on concrete work mat 2"

b. Uniformed concrete in contact with earth: 3"

c. Top of footings Same as slabs

5. Anchorage Length and Lap splices;

a. Concrete: 36 bar diameters.

b. Laps shall be staggered at least 24 inches such that adjacent bars do not lap at the same loacation. Primary flexural reinforcement in grade beams shall be placed such that top bars lap in the middle one-third of the span and bottom bars over the supports.

c. Splice reinforcing only at approved locations.

6. Reinforcing spacings given are maximum on center and all reinforcing is continuous unless otherwise noted.

7. Provide bent corner reinforcing to match and lap with horizontal reinforcing at corners and intersections of walls, beams and footings per ACI Detailing Manual (ACI 315-92).

8. Dowel all vertical reinforcing to foundations. Securely tie all reinforcing and embedded items in position before placing concrete or grout.

9. Place reinforcing per ACI 318-19 and C.R.S.I. Standards.

WOOD

1. General

a. Each piece of lumber shall be S-DRY and bear the grade stamp of a grading rules agency approved by the American Lumber Standards Committee.

b. Each piece of lumber in place in the structure shall be of the original grade specified or better when inspected by a grading agency approved by the ALSC, regardless of required stamp and certifications.

c. Double studs at jambs and under beams.

d. Provide horizontal blocking at horizontal edges.

e. All structural timber framing, except pre-engineered manufactured roof trusses have been designed and shall be fabricated and erected in accordance with the "National Design Specification for Wood Construction", published by the National Forest Products Association and IBC Ch. 23.

f. The Contractor shall take suitable precautions to accommodate drying shrinkage until volume loss is stabalized.

2. Connections:

a. Any nailing not noted shall be according to Table 2304.10.2 of the International Building Code.

b. Make framed connections with approved framing anchors on each side or approved joist hangers by Simpson, Teco or K.C.

c. Pre-drill all holes for nails larger than 20d.

d. Field drill bolt holes for proper matching and bearings.

e. Provide cut washers at bolts in wood without steel plates.

f. Miscellaneous framing anchors shall be as manufactured by Simpson Company or other manufactured with current I.C.B.O. Approval.

g. Connect each roof truss to top plate with on Simpson H1 or equal.

3. Structural sawn lumber shall be visually graded Douglas Fir - Larch #2, or equal, meeting the requirements of Western Wood Products Association (WWPA) unless noted otherwise per plan. All material properties shall meet the minimum reference design values provided in the 2018 NDS.

Wall studs may be stud graded Douglas Fir - Larch unless noted otherwise.

ASPHALT PER CIVIL

TYP.3

S1.1

4 5

A

B

C

D

20'-0" 20'-0"20'-0" 20'-0"

'-0

'-0

'-0

'-0

SCALE:

S1.0 FOUNDATION PLAN - OPTION 80 x 56

3/16" = 1' - 0"

1'- 4"

1'- 4"

BLDG

2 3 20'-0"

F-1

F-6

18"x18" CONCRETE PEDESTAL

TYP. AT ASPHALT PAVING

F-1 F-1

F-6

F-2

F-3F-3

F-5 F-5

F-2 F-2

F-3F-3

5" CONCRETE SLAB ON GRADE OVER VAPOR

BARRIER AND 6" COMPACTED AGGREGATE

BASE COURSE W/ #4 BAR AT 16" O.C. E.W.

F-4F-4

S1.1

S1.1

S1.1

1'-3"

1'- 3"

1'-3"

1'- 3"

1'- 3"

1'- 4"

1'- 4"

TYP.10

S1.1

CONTRACTION CONTROL JOINTS TYP.

FOOTING # SIZE

F-1 1'-0"

THICKNESS REINFORCING

7'-6"x7'-6"

NOTE: F = SPREAD FOOTING, E.W. = EACH WAY

FOUNDATION SCHEDULE

DETAILS

F-2 1'-0"7'-9"x7'-9"

7/S1.1

8/S1.1

(11) #4 BARS E.W.

(11) #4 BARS E.W.

F-3 1'-0"4'-6"x4'-6" 8/S1.1(6) #4 BARS E.W.

F-6 1'-0"3'-6"x3'-6" 7/S1.1(5) #4 BARS E.W.

F-4 1'-0"3'-9"x3'-9" 8/S1.1(5) #4 BARS E.W.

F-5 1'-0"3'-6"x3'-6" 8/S1.1(5) #4 BARS E.W.

ANCHOR BOLTS

BASE PLATE GRIDLINES SIZE & NO. BOLTS EMBED DEPTH NOTES / COMMENTS DETAIL

A 4.75" 7/S1.1D:1, D:6

B B:1, B:6, C:1, C:6

C A:1, A:6

D EMBED INTO PEDESTALD:2, D:3, D:4, D:5

EMBED INTO PEDESTAL

EMBED INTO PEDESTAL

EMBED INTO PEDESTAL

(4) HEAVY HEX BOLT

F1554 GR. 55

(4) HEAVY HEX BOLT

F1554 GR. 55

(4) HEAVY HEX BOLT

F1554 GR. 55

8/S1.1

8/S1.1

7/S1.1(4) HEAVY HEX BOLT

F1554 GR. 55

NOTE: REFER TO NUCOR BUILDING SYSTEM DRAWINGS FOR ANCHOR BOLT SPACING AND LOCATIONS

ANCHOR Ø

3/4"

3/4"

3/4"

1"

4.75"

4.75"

5.5"

E A:2, A:3, A:4, A:5

F EMBED INTO SOG

THICKENED EDGEC:2, C:3, C:4, C:5

EMBED INTO PEDESTAL(4) HEAVY HEX BOLT

F1554 GR. 55 8/S1.1

--(4) HEAVY HEX BOLT

F1554 GR. 55

1"

3/4"

5.5"

4.75"

HAIRPIN BAR SIZE AND LENGTH "L"

BAR SIZE

#4 30"

LENGTH "L"GRIDLINE LOCATION

A:1, A:6, C:1, C:6

DETAIL

5/S1.1

#4 30"B:1, B:6 6/S1.1

SHEET NO

PROJECT NO.

CHECKED

DATE:

SCALE:

BY:

DRAWN

DATE:

DATE:

SURVEYED

BY:

BY:

REVISIONS

D A

TE

B

Y R

EV

IS

ED

4276 OLD HWY 99 S

ROSEBURG, OR 97471

(541) 440-4871

D A

R

EL

EA

SE

D

F O

R F

IN

A

L R

EC

O

R D

D O

C U

M

EN

TS

COPYRIGHT ã 2023 PINNACLE

ENGINEERING, INC ALL RIGHTS RESERVED.

THIS DRAWING MAY BE UTILIZED ONLY FOR

THE PURPOSE OF CONSTRUCTING OR

INSTALLING THE WORK SHOWN HEREON AT

THE SITE OF THE WORK SPECIFIED. ANY

OTHER USE OF THIS DRAWING, INCLUDING

WITHOUT LIMITATION REPRODUCTION OR

ALTERING OF THIS DRAWING, WITHOUT THE

PRIOR WRITTEN APPROVAL OF PINNACLE

ENGINEERING, INC. IS PROHIBITED.

DESIGN BY:

E N

G

IN

E E

R

IN

G

IN

C

IN

N

A C

L P

E

SW

O

C C

D

IE

SE

L

TE

C H

N O

LG

O

Y

BU

IL

D

IN

G

C O

O S

BA

Y, O R

MRK

IRG

6/6/25

MRK

8/22/25

30758

PRELIMINARY

DRAWING

DO NOT

CONSTRUCT

FROM THESE

PLANS

ISSUE DATE: 8/22/25

6/

/2

B

M T

A 1.

M

IN

. I N

SU

L.

R Q

M T

S1.0

AS SHOWN

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LA

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PE

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PL

AN

PER PLAN

SCALE:

S1.1

COLUMN FOOTING DETAIL

1" = 1' - 0"

2'- 0"

MI

N.

#3 TIES AT 10" O.C.

(8) #5 HOOKED VERTICAL

COLUMN BARS

CONC. FOOTING

REINF. PER PLAN

1'-6" x 1'-6" CONCRETE PIER.

ASPHALT PER CIVIL

COLUMN PER STRUCTURAL SHEETS ANCHOR BOLTS PER TABLE.

SEE S1.0

0'- 2"

#5 HOOKED VERTICAL COLUMN

BARS WITH #3 TIES AT 10" O.C.EM

BE

D

DE

PT

H

PE

R

TA

BL

E

(2) #4 OR (3) #3 TIES IN THE TOP 5"

1-1/2" NONSHRINK GROUT

MINIMUM REINFORCING BAR LAP SPLICE LENGTH

BAR SIZE

#3 #4 #5 #6 #7 #8 #9

#10 #11

17" 22" 28" 33" 49" 55" 62" 70" 78"

LENGTH

MINIMUM REINFORCING BAR COVERAGE

CONDITION

CONCRETE CAST ON EARTH

CONCRETE EXPOSED TO EARTH OR WEATHER

#6 OR LARGER

#5 OR SMALLER

CONCRETE NOT EXPOSED TO EARTH OR

WEATHER, SLABS, WALLS, OR JOISTS

#14 OR #18

3"

2"

1 1/2"

COVER

#11 OR SMALLER 3/4"

BEAMS OR COLUMNS 1 1/2"

NOTE: SEE DRAWINGS FOR OTHER SPECIFIC COVER REQUIREMENTS

1 1/2"

SCALE:

S1.1

TYPICAL LAP SPLICE & COVER

1" = 1' - 0"

NOTE:

CONTRACTION CONTROL JOINTS ARE ONLY REQ'D AT AREAS SPECIFICALLY

NOTED ON THE PLANS. JOINTS TO OCCUR AT SPACINGS OF 12' TO 15' ON

CENTER EACH WAY. SUBMIT JOINTING PLAN TO ARCHITECT FOR APPROVAL

NOTE:

CONTRACTOR TO LOCATE CONSTRUCTION JOINTS TO FACILITATE

CONCRETE PLACEMENT. SUBMIT JOINT LAYOUT PLAN

CONTRACTION CONTROL JOINT

TYPICAL CONSTRUCTION JOINT

0'- 1 3

/4"

CL

R

0'- 1 3

/4"

CL

R

TOOLED SCORE

JOINT 1 1/2" DEEP

SLAB REINF DISCONTINUOUS

AT CONSTRUCTION JOINT

"G33" JOINT W/ BOND BREAKER

COMPACTED

GRAVEL BASE

VAPOR BARRIER

SCALE:

S1.1

TYPICAL SLAB-ON-GRADE DETAILS

180° HOOKSDBAR

SIZE A

# 3 # 4 # 5 # 6 # 7 # 8

1 1/2" 2"

2 1/2" 4 1/2" 5 1/4"

6"

4 1/4" 4 1/2" 4 7/8"

6" 7" 8"

STANDARD STIRRUP AND TIE HOOKS

A

D D A

90° 135°

180° HOOKSDBAR

SIZE A

# 3 # 4 # 5 # 6 # 7 # 8

2 1/4" 3"

3 3/4" 4 1/2" 5 1/4"

6"

4" 4 1/2"

5" 6" 7" 8"

STANDARD END HOOKS

# 9 9" 10 1/4" # 10 10 1/8" 11 1/2" # 11 11 1/4" 1'-5/8" # 14 17" 1'-5" # 18 22 1/2" 1'-10 1/2"

90° HOOKS

A 6" 8"

10" 1'-0" 1'-2" 1'-6"

1'-7 1/4" 1'-9 1/2"

2'-0" 2'-6 1/2" 3'-4 1/2"

A

D

90°

D

A

180° db

0.375" 0.500" 0.625" 0.750" 0.875" 1.000" 1.128" 1.270" 1.410" 1.693" 2.257"

D

A

180°

135° HOOKS

A

4 1/4" 4 1/2" 5 5/8" 7 1/2" 8 3/4" 10"

90° HOOKS

A

4 1/4" 4 1/2" 5 5/8" 1'-0" 1'-2" 1'-4" db

0.375" 0.500" 0.625" 0.750" 0.875" 1.000"

SCALE:

S1.1

REINFORCING BAR BENDS

SCALE:

S1.1

TYPICAL HAIRPIN DETAIL

1" = 1' - 0"

1'-6"

2'- 0"

"L"

HAIRPIN TABLE

SEE S1.0

30°

HAIRPIN REBAR

WITH STANDARD

90° HOOKS

PE

R

PL

AN

PER PLAN

CONC. FOOTING

REINF. PER PLAN

1'-6" x 2'-0" CONCRETE PIER.

SCALE:

S1.1

COLUMN FOOTING DETAIL

1" = 1' - 0"

COLUMN PER STRUCTURAL SHEETS

#4 HOOKED VERTICAL COLUMN

BARS WITH #3 TIES AT 8" O.C.

2'- 0"

MI

N.

0'- 2"

EM

BE

D

DE

PT

H

PE

R

TA

BL

E

(2) #4 OR (3) #3 TIES IN THE TOP 5"

SLAB ON GRADE

PER PLAN

ANCHOR BOLTS PER TABLE.

SEE S1.0

1-1/2" NONSHRINK GROUT

#3 CROSSTIES AT 8" O.C.

(12) #4 HOOKED VERTICAL

COLUMN BARS

#3 TIES AT 8" O.C.

SCALE:

S1.1

CONCRETE NOTCH DETAIL

1" = 1' - 0"

0'- 1 1

/2"

0'-1 1/2"

FIN. FLOOR

STEEL LINE

SLAB REINF.

SLAB-ON-GRADE, THICKEN AT EDGE

ASPHALT PER CIVIL

SCALE:

S1.1

MONOLITHIC APRON SLAB EDGE

1'-0"

(2) CONTINUOUS

#4 BARS

1'- 0"

SCALE:

S1.1

TYPICAL HAIRPIN DETAIL AT CORNER

1" = 1' - 0"

1'-6"

2'- 0"

"L"

HAIRPIN TABLE

SEE S1.0

HAIRPIN REBAR

WITH STANDARD

90° HOOKS

45°

0'- 8"

25"

FOOTING INTERSECTIONFOOTING CORNER

BEAM

WIDTH

25"

0'-8"

#4 CORNER BAR

HOOKED LONG REINF.

CONT. LONG REINF.

HOOKED LONG REINF.

LONG REINF.

SCALE:

S1.1

TYPICAL FOOTING REINFORCEMENT

SHEET NO

PROJECT NO.

CHECKED

DATE:

SCALE:

BY:

DRAWN

DATE:

DATE:

SURVEYED

BY:

BY:

REVISIONS

D A

TE

B

Y R

EV

IS

ED

4276 OLD HWY 99 S

ROSEBURG, OR 97471

(541) 440-4871

D A

R

EL

EA

SE

D

F O

R F

IN

A

L R

EC

O

R D

D O

C U

M

EN

TS

COPYRIGHT ã 2023 PINNACLE

ENGINEERING, INC ALL RIGHTS RESERVED.

THIS DRAWING MAY BE UTILIZED ONLY FOR

THE PURPOSE OF CONSTRUCTING OR

INSTALLING THE WORK SHOWN HEREON AT

THE SITE OF THE WORK SPECIFIED. ANY

OTHER USE OF THIS DRAWING, INCLUDING

WITHOUT LIMITATION REPRODUCTION OR

ALTERING OF THIS DRAWING, WITHOUT THE

PRIOR WRITTEN APPROVAL OF PINNACLE

ENGINEERING, INC. IS PROHIBITED.

DESIGN BY:

E N

G

IN

E E

R

IN

G

IN

C

IN

N

A C

L P

E

SW

O

C C

D

IE

SE

L

TE

C H

N O

LG

O

Y

BU

IL

D

IN

G

C O

O S

BA

Y, O R

MRK

IRG

6/6/25

MRK

8/22/25

30758

PRELIMINARY

DRAWING

DO NOT

CONSTRUCT

FROM THESE

PLANS

ISSUE DATE: 8/22/25

6/

/2

B

M T

A 1.

M

IN

. I N

SU

L.

R Q

M T

S1.1

AS SHOWN

FO

U

N D

AT

IO

N D

ET

AI

LS

4 5

A

B

C

D

20'-0" 20'-0"20'-0" 20'-0"

'-0

'-0

'-0

'-0

SCALE:

A1.0 INTERIOR FRAMING PLAN - OPTION 80 x 56

3/16" = 1' - 0"

1'- 4"

1'- 4"

BLDG

2 3 20'-0"

2x10 DF-L #2 CEILING JOISTS AT 16" O.C.

S2.1

SIMPSON DTT2Z HOLDOWN WITH

1/2" Ø TITEN HD EMBED 3.25"

SIMPSON DTT2Z HOLDOWN WITH

1/2" Ø TITEN HD EMBED 3.25"

SIMPSON DTT2Z HOLDOWN WITH

1/2" Ø TITEN HD EMBED 3.25"

SIMPSON DTT2Z HOLDOWN WITH

1/2" Ø TITEN HD EMBED 3.25"

SIMPSON DTT2Z HOLDOWN WITH

1/2" Ø TITEN HD EMBED 3.25"

1 1

EXTERIOR WALL PER MBM

DRAWINGS BY OTHERS

EXTERIOR WALL PER MBM

DRAWINGS BY OTHERS

EXTERIOR WALL PER MBM

DRAWINGS BY OTHERS

EXTERIOR WALL PER MBM

DRAWINGS BY OTHERS

S2.1

SIMPSON DTT2Z HOLDOWN WITH

1/2" Ø TITEN HD EMBED 3.25"

SIMPSON DTT2Z HOLDOWN WITH

1/2" Ø TITEN HD EMBED 3.25"

- WOOD STRUCTURAL PANEL MARK; REFER TO PLAN FOR LOCATION.

2. PROVIDE PLATE WASHERS 1/4" x 3" x 3" TYP. AT ALL ANCHOR BOLTS.

NOTE: 1.

3. PROVIDE BLOCKING AND EDGE NAILING AT ALL HORIZONTAL PANEL JOINTS.

4. SHEAR WALL MARK APPLIES TO ENTIRE LENGTH OF CONTINUOUS WALL,

INCLUDING ABOVE AND BELOW ALL WINDOWS AND DOORS.

PLYWOOD

THICKNESSMARK

EN (EDGE

NAILING)

1/2"Ø AT 72" O.C.

AB (ANCHOR

BOLTS)

FN (FIELD

NAILING)

2x

SILL PLATE NOMINAL

THICKNESS

STUD NOMINAL

THICKNESS

S H E A R W A L L S C H E D U L E

5. PROVIDE 3.25" EMBEDMENT INTO CONCRETE FOR ALL SHEAR WALL ANCHOR BOLTS.

X

2x6d COOLER AT 7" O.C.

6d COOLER AT

12" O.C.5/8" GYPSUM

SHEET NO

PROJECT NO.

CHECKED

DATE:

SCALE:

BY:

DRAWN

DATE:

DATE:

SURVEYED

BY:

BY:

REVISIONS

D A

TE

B

Y R

EV

IS

ED

4276 OLD HWY 99 S

ROSEBURG, OR 97471

(541) 440-4871

D A

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COPYRIGHT ã 2023 PINNACLE

ENGINEERING, INC ALL RIGHTS RESERVED.

THIS DRAWING MAY BE UTILIZED ONLY FOR

THE PURPOSE OF CONSTRUCTING OR

INSTALLING THE WORK SHOWN HEREON AT

THE SITE OF THE WORK SPECIFIED. ANY

OTHER USE OF THIS DRAWING, INCLUDING

WITHOUT LIMITATION REPRODUCTION OR

ALTERING OF THIS DRAWING, WITHOUT THE

PRIOR WRITTEN APPROVAL OF PINNACLE

ENGINEERING, INC. IS PROHIBITED.

DESIGN BY:

E N

G

IN

E E

R

IN

G

IN

C

IN

N

A C

L P

E

SW

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BU

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IN

G

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O S

BA

Y, O R

MRK

IRG

6/6/25

MRK

8/22/25

30758

PRELIMINARY

DRAWING

DO NOT

CONSTRUCT

FROM THESE

PLANS

ISSUE DATE: 8/22/25

6/

/2

B

M T

A 1.

M

IN

. I N

SU

L.

R Q

M T

S2.0

AS SHOWN

IN

TE

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IO

R F

R

AM

IN

G

P

LA

N

0'- 8"

NOTE:

1. FOR ITEMS NOT NOTED, SEE PLAN AND SHEAR WALL SCHEDULE

2. MINIMUM PANEL DIMENSION IS 1'-0"

3. USE FULL SIZE PANELS WHERE POSSIBLE

4. FIELD NAILING (FN) AT 12" U.N.O.

5. (2x) SOLID BLOCKING AT HORIZONTAL JOINTS

1/2" MIN EDGE

DISTANCE - TYP.

EN AT JOINT - STAGGER

JOINTS STUD

STUD - PER PLAN

EN AT JOINT -

STAGGER

TOP PLATES

EN

(2) 2x6 OR 4x6

HOLD DOWN POST

HOLD DOWN ANCHOR -

PER PLAN

SCALE:

S2.1

TYPICAL SHEAR WALL

1/2" = 1' - 0"

℄ SPLICE

℄ SPLICE

NAIL w/ (15) 16d AT 3" O.C.

(2) 2x PLATE CONT. 4' MIN. SPLICE

(2) 2x PLATE CONT. 4' MIN. SPLICE

2x STUDS AT 16" O.C.

NAIL w/ (15) 16d AT 3" O.C.

2x STUDS AT 16" O.C.

SCALE:

S2.1

SECTION: CHORD SPLICE

0'- 7"

5" MIN

12" MAX

5" M

IN

" M

AX

AT CORNER

5" MIN

12" MAX

5" MIN

12" MAX

AT INTERSECTION

2" MA

X

AT SPLICE

5" M

IN

" M

AX

2x SCAB PLATE W/ (4) 16d EACH END

STUDS - PER PLAN

PLATE

TOP OF SLAB

A.B. w/ PLATE WASHERS 1/4" x 3" x 3" PER PLAN / DETAILS

MINIMUM INTO CONC. (WHERE

CURB OCCURS ADDL. LENGTH

EQUAL TO CURB HEIGHT

PANEL PER PLAN- TYP.

SCALE:

S2.1

TYPICAL ANCHOR BOLTS

PANEL EDGE NAILING

2X RIM BOARD

10d @ 6" O.C.

WALL SHEATHING

SIMPSON A23 AT EA BAY

SCALE:

S2.1

CEILING JOIST / STUD WALL CONNECTION

PANEL EDGE NAILING

2X BLOCKING

WALL SHEATHING

PLATE

LINE

SIMPSON H2.5A EACH JOIST

10d @ 6" O.C.

SIMPSON A23 AT EA BAY

5/8" SHEATHING WITH 10d NAILS AT 6" O.C IN

PANEL EDGES AND 12" O.C. FIELD NAILING

5/8" SHEATHING WITH 10d NAILS AT 6" O.C IN

PANEL EDGES AND 12" O.C. FIELD NAILING

SHEET NO

PROJECT NO.

CHECKED

DATE:

SCALE:

BY:

DRAWN

DATE:

DATE:

SURVEYED

BY:

BY:

REVISIONS

D A

TE

B

Y R

EV

IS

ED

4276 OLD HWY 99 S

ROSEBURG, OR 97471

(541) 440-4871

D A

R

EL

EA

SE

D

F O

R F

IN

A

L R

EC

O

R D

D O

C U

M

EN

TS

COPYRIGHT ã 2023 PINNACLE

ENGINEERING, INC ALL RIGHTS RESERVED.

THIS DRAWING MAY BE UTILIZED ONLY FOR

THE PURPOSE OF CONSTRUCTING OR

INSTALLING THE WORK SHOWN HEREON AT

THE SITE OF THE WORK SPECIFIED. ANY

OTHER USE OF THIS DRAWING, INCLUDING

WITHOUT LIMITATION REPRODUCTION OR

ALTERING OF THIS DRAWING, WITHOUT THE

PRIOR WRITTEN APPROVAL OF PINNACLE

ENGINEERING, INC. IS PROHIBITED.

DESIGN BY:

E N

G

IN

E E

R

IN

G

IN

C

IN

N

A C

L P

E

SW

O

C C

D

IE

SE

L

TE

C H

N O

LG

O

Y

BU

IL

D

IN

G

C O

O S

BA

Y, O R

MRK

IRG

6/6/25

MRK

8/22/25

30758

PRELIMINARY

DRAWING

DO NOT

CONSTRUCT

FROM THESE

PLANS

ISSUE DATE: 8/22/25

6/

/2

B

M T

A 1.

M

IN

. I N

SU

L.

R Q

M T

S2.1

AS SHOWN

FR

AM

IN

G

D

ET

AI

LS