2-2026-03-03 - Climbers Run - Structural BID SET.pdf

NOT TO SCALE

WALLS RETAINING 4'-0" OR LESS

RETAINING WALL SECTION FOR

(REFER TO CIVIL PLANS FOR LOCATIONS)

3'-4"

1'-4" 1'-0" 1'-

0"

4'- 0"

MA

X.

2'- 0"

MA

X.

1'-0"

3'- 0"

MI

N.

(4) #5 BARS, CONT.

#6 BARS @ 12" O.C.

CONCRETE FOOTING

DRAIN PIPE TO DAYLIGHT

4"

4" 8"

APPROX. GRADE

DASHED LINE

INDICATES

FILTER FABRIC

6" MIN.

NO. 1 AGGREGATE

STONE BACKFILL

FOR DRAINAGE TO

WEEPHOLE (AASHTO

NO. 8, 57 OR 67

AGGREGATE)

#5 HORIZ. BARS

@ 12" O.C.

#6 VERT. BARS W/ HOOK

@ 12" O.C. (CENTERED

IN WALL)

(SPLICE BARS AS REQ'D.)

WEEP HOLES @

48" O.C.

GRADE, SEE SITE

PLANS

CONCRETE

RETAINING WALL

STONE FACADE

DATE: SCALE:

PROJECT NO.: DRAWN BY: JEM

AS NOTED

03-03-2026

226 FROGTOWN ROAD

CLIMBERS RUN NATURE CENTER

PEQUEA, PA 17565

PROPOSED TIMBER WALKWAYS AND

FOUNDATIONS FOR:

STRUCTURAL SPECIFICATIONS AND GENERAL CONDITIONS

GENERAL

1. Where these specifications conflict with other project specifications, these specifications shall govern.

2. Durst & Taylor Structural Engineering, LLC will assume no responsibility and/or liability for problems which arise from failure to follow these plans, specifications, and the design intent they convey or for problems which arise from others' failure to obtain and/or follow the Engineer's guidance.

3. All work shall be performed in accordance with local applicable codes and regulations. Appropriate safety measures satisfying local and OSHA requirements shall be provided.

4. Proper temporary bracing of all construction work in progress is the Contractor's responsibility.

5. If during demolition existing conditions do not agree with information shown on the design drawings, the Contractor shall notify the Engineer immediately.

6. The Contractor shall be responsible for the location and protection of all existing utilities during construction and the repair of any damaged facilities.

7. Sections and details shown, while drawn for specific locations, are intended to establish the general types of details to be used throughout.

8. Drawings should not be scaled. Contact the Engineer for clarification of any dimension in question.

9. Anchor bolt layout shall be performed under the direction of a professional land surveyor.

10. All dimensions shall be verified by the Contractor. Layout shall be checked and coordinated between all construction documents and specifications prior to the start of work.

11. Shop drawings prepared by the subcontractors, suppliers, etc. shall be reviewed by the Engineer for conformance with design concept only. Each shop drawing submitted shall be stamped, initialed and dated as being reviewed by the construction manager/general contractor. Work shall not begin without the review by the Engineer.

12. Any engineering design provided by others and submitted for review or record shall bear the stamp and signature of a professional structural engineer registered in the state in which the project is located.

DESIGN DATA

1. Building Code = 2021 International Building Code

2. Floor Load:

2.1. Dead Load = 15 PSF (includes structure weight)

2.2. Live Loads = 100 PSF

3. Snow Load: (Roof Live Load May Control)

3.1. Ground Snow Load, Pg = 30 PSF

3.2. Min. Roof Snow Load = 30 PSF

3.3. Flat Roof Snow Load, Pf = 24.5 PSF

3.4. Snow Exposure Factor, Ce = 1.0

3.5. Snow Load Importance Factor, Is = 1.0

3.6. Thermal Factor, Ct = 1.0

4. Wind Load:

4.1. Basic Wind Speed (3-second gust) = 115 MPH

4.2. Wind Importance Factor, Iw = 1.0

4.3. Building Category = II

4.4. Exposure Category = C

4.5. Internal Pressure Coefficient, GCpi = ±0.18

5. Earthquake Design Data:

5.1. Building Category = II

5.2. Seismic Importance Factor, Ie = I.0

5.3. Mapped Spectral Response Accelerations:

5.3.1. Ss = 0.19

5.3.2. S1 = 0.048

5.4. Site Class = D (assumed)

5.5. Spectral Response Coefficients:

5.5.1. Sds = 0.202

5.5.2. Sd1 = 0.076

5.6. Seismic Design Category = B

5.7. Basic Seismic Force-Resisting System = Cantilever Column

5.8. Design Base Shear = 3 Kip (0.7E For ASD Load Combinations/1.0E for LRFD Load Combinations)

5.9. Seismic Response Coefficient, Cs = 0.20

5.10. Response Modification Factor, R = 1.25

5.11. Analysis Procedure = Equivalent Lateral Force Procedure

6. Concrete Design Method:

6.1. Design per LRFD

6.2. Loads indicated are ASD loads

7. Structural Steel Design Method:

7.1. Design per ASD

7.2. Loads indicated are ASD loads

8. Wood Framing Design Method:

8.1. Design per ASD

8.2. Loads indicated are ASD loads

SPECIAL INSPECTION REQUIREMENTS

1. The following types of work require special inspection based on Section 1704 of the 2018 International Building

Code. The owner will employ special inspectors who shall provide special inspections for compliance with the construction documents and other references noted. Reports shall be submitted to the Engineer and Building Official on a periodic basis. A final report shall be submitted documenting required special inspections and correction of any discrepancies prior to the end of construction.

1.1. Soils

1.1.1. Verify materials below footings are adequate to achieve the design bearing capacity.

1.1.2. Verify excavations are extended to proper depth and have reached proper material.

1.1.3. Verify use of proper materials, densities, and lift thicknesses during placement and compaction of controlled fill with a total depth greater than 12".

1.1.4. Prior to placement of controlled fill, observe subgrade and verify that site has been prepared properly.

CONSTRUCTION PROCEDURES AND SAFETY REQUIREMENTS

1. The contract structural drawings and specifications represent the finished structure. Unless otherwise indicated, they do not indicate the means or methods of construction.

2. Provide all measures necessary to protect the workmen and other persons during construction. Provide all necessary measures to avoid excessive stresses and to hold the structural elements in place during construction.

Such measures shall include, but not be limited to, bracing, shoring for construction equipment, shoring for earth banks, forms, scaffolding, planking, safety nets, support and bracing for cranes and hoists, guying, etc.

3. Engage properly qualified persons to determine where and how temporary precautionary measures shall be used.

Observation visits to the site by structural engineer's field representative shall not include the items noted above.

4. Supervise and direct the work so as to maintain sole responsibility for all construction means, methods, techniques, sequences, and procedures. Retain the services of a professional structural engineer licensed in the state in which the project is located to design and supervise any scaffolding for workmen, and all shoring of forms and elements of the construction.

FOUNDATION CONSTRUCTION

1. Allowable soil bearing pressure (net) assumed in design is 3000 PSF (pounds per square foot) (assumed).

2. Soil bearing capacity shall be field verified by an approved soil testing agency and documented in writing to the

Engineer.

3. If soil of design capacity is not encountered at footing elevations shown, excavate to a depth necessary to attain design capacity and extend foundations as required. Obtain Engineer's approval prior to lowering the foundations.

4. The bottoms of all exterior footings shall extend a minimum of 3'-0" below finished grade unless noted otherwise.

5. Excavate all foundations to reasonable exact outline and depth avoiding over-excavation and cave-in of surrounding material. Bottoms of all foundations shall be dry, soil proof-rolled, and rock surfaces leveled and cleared of loose debris prior to pouring.

6. Neatly level and trim all foundation excavations prior to setting steel.

7. Pipes extending under footings shall be placed before footing is placed and the void produced in laying the pipe shall be filled with 3000 psi concrete.

8. Thoroughly compact all foundation and slab subgrade material prior to placement of stone bases or concrete.

9. Provide weathertight covering for all foundations after excavation; do not expose to rainwater or freezing.

10. Where foundations are formed, backfill edges immediately after form removal.

11. No fill or backfill shall be placed against retaining or foundation walls until grout or concrete has attained design strength and supporting members are in place, unless prior written approval is obtained from the Engineer.

12. All backfill shall be granular material approved by the Engineer and deposited and machine compacted in 8-inch maximum layers. Compaction shall be a minimum of 95% of the maximum dry weight density at the optimum moisture content in accordance with ASTM D1557 (Modified Proctor) as verified by a testing laboratory.

13. All backfill adjacent to retaining structures shall be compacted using hand operated equipment; no heavy equipment shall be allowed within 5 feet of any wall.

14. For all foundation construction that will be exposed to freezing temperatures during construction, the bottom of all footings (interior and exterior) shall extend a minimum of 3'-0" below grade (at no additional cost to the owner).

Contractor shall contact the Engineer of Record for approval to lower foundations and obtain concrete pier sizes, if necessary.

WOOD FRAMING

1. All work shall be performed in accordance with the National Design Specification for Wood Construction, latest edition, as issued by the AFPA.

2. All materials, unless noted otherwise, shall be as follows:

2.1. All lumber to be treated for UC4B use category per AWPA.

2.2. Studs, plates, ledgers, and bracings = Southern pine No. 2 or better.

2.3. Joists and beams = Southern pine No. 2 or better.

2.4. Posts = Southern pine No. 2 or better.

2.5. Moisture content of all structural lumber shall be 19% maximum as verified by stamp.

2.6. All hardware for pressure-treated lumber, fire-retardant-treated lumber, or other exterior lumber shall be stainless steel (grade 304 or better).

S?.?

A

S?.?

SHEET NUMBER

ELEVATION DESIGNATION

SHEET NUMBER

SECTION DESIGNATION

GENERAL LEGEND

- PROPOSED CONDITIONS"TEXT"

"Text" - EXISTING CONDITIONS

CAST-IN-PLACE CONCRETE

S?.?

A

SHEET NUMBER

PLAN DETAIL DESIGNATION

- MOMENT CONNECTION

LEGEND OF ACRONYMS & ABBREVIATIONS

ARCH. - ARCHITECTURAL

- BOTTOM OF FOOTINGB.O.F.

- CLEARCLR.

- COLUMNCOL.

- CONCRETECONC.

- CONTINUOUSCONT.

- DIAMETER (USE Ø WHEN POSSIBLE)DIA.

- DOWNDN.

- EACHEA.

- EACH FACEE.F.

- EQUALEQ.

- EACH WAYE.W.

- ELEVATIONELEV.

- FOOTINGFTG.

- FINISHED FLOORF.F.

- HORIZONTALHORIZ.

- INSIDE FACEI.F.

- LONG LEG HORIZONTALL.L.H.

- LONG LEG VERTICALL.L.V.

- CONCRETE MASONRY UNITCMU

BRG. - BEARING

- WELDED WIRE REINFORCINGW.W.R.

- WITH

- VERTICAL

- UNLESS NOTED OTHERWISE

W/

VERT.

U.N.O.

- TYPICALTYP.

- TOP OF FOOTING

T.O.S. - TOP OF STEEL

T.O.F.

- MAXIMUMMAX.

THK. - THICK

- SECTIONSECT.

- SIMILARSIM

- REINFORCING

- RADIUS

PSF

PSI

PLF

REQ.

REINF.

RET.

RAD.

- POUNDS PER LINEAL FOOT

- POUNDS PER SQUARE FOOT

- POUNDS PER SQUARE INCH

- REQUIRED

- RETURN

- TOP & BOTTOMT & B

BLDG. - BUILDING

DIM. - DIMENSION

DWG. - DRAWING

ELEC. - ELECTRIC/ELECTRICAL

EQUIP. - EQUIPMENT

EXT. - EXTERIOR

- GAGE OR GAUGE

- GALVANIZEDGALV.

GA.

- HEATING/VENTILATION/AIR CONDITIONINGHVAC

INT. - INTERIOR

PennDOT - PENNSYLVANIA DEPT. OF TRANSPORTATION

- OUTSIDE FACE

- ON CENTER

O.F.

O.C.

- USE FOR "AT" WHEN APPROPRIATE@

& - USE FOR "AND" WHEN APPROPRIATE

MISC. - MISCELLANEOUS

MFR. - MANUFACTURER

EX. - EXISTING

- SPACESPC.

ALUM. - ALUMINUM

A.F.F. - ABOVE FINISHED FLOOR

A.C.T. - ACOUSTICAL CEILING TILE

BLK. - BLOCK

- CARPETC.

- CEILINGCLG.

- CAST-IN-PLACEC.I.P.

- DEEPD. OR DP.

- FIRE EXTINGUISHERF.E.

- FIRE EXTINGUISHER WITH CABINETF.E./C

- FINISHED GRADEF.G.

FLR. - FLOOR

FIN. - FINISH (ED)

FIB. - FIBERGLASS

- BAR DIAMETERd b

- GYPSUMGYP.

- GYPSUM DRYWALLGPDW.

- HEIGHTHGT.

- HOLLOW METALH.M.

INSUL. - INSULATION

- LENGTHL.

- METALMET.

N.I.C. - NOT IN CONTRACT

NO. - NUMBER

PNT. - PAINT

PWD. - POWDER

- SEALERSLR.

- STAINLESS STEELS.S.

- STEELSTL.

T.O.W. - TOP OF WALL

- VINYLV.

- VARIESVAR.

- VINYL COMPOSITION TILEV.C.T.

- WIDE/WIDTHW.

- WOODWD.

BTWN. - BETWEEN

- CENTERLINECL

BL - BUILDING LINE

PL. - PLATE

- ENGINEER(S)/ENGINEERINGENG.

MIN. - MINIMUM

ADDL. - ADDITIONAL

- SLIP CRITICALSC

KEY PLAN

NOT TO SCALE

WALKWAY TO

POND

EASTERN

WALKWAY

NORTH

2026-03-03

EASTERN WALKWAY

SCALE: 1/8"=1'-0"

NORTH

FOUNDATION/FRAMING PLAN FOR

8x8 8x

8x

8x

8x

8x

8x8

4x8

4x8 4x8

4x8 4x8

4x8

4x8

4x8 4x8

4x8

4x8

4x8

4x8'S @ 16" O.C., MAX., TYP.

4x8'S @ 16" O.C., MAX., TYP.

S1.1

INDICATES HELICAL PILE, TYP.

DESIGN OF HELICAL PILE BY HELICAL PILE

SUPPLIER'S ENGINEER. REFER TO

SECTION FOR ADDITIONAL INFORMATION

THREE MIDDLE HELICAL PILES TO BE

DESIGNED FOR:

DEAD LOAD = 2,000 POUNDS

LIVE LOAD = 8,000 POUNDS

WIND X = 1,500 POUNDS (1.0WL)

WIND Z = 1,500 POUNDS (1.0WL)

NET UPLIFT = 2,500 POUNDS

20'-7 3/16"

4x8'S @ 16" O.C., M

AX.

4x8

4x8

8x8

4x8

4x8

4x8

4x8

8x

8x

4x8

4x8

4x8

4x8

4x8

4x8

8x

EXTEND 2'-0" BEYOND END

OF PATH, BOTH SIDES;

9'-0" TOTAL WIDTH

EXTEND 2'-0" BEYOND END

OF PATH, BOTH SIDES;

9'-0" TOTAL WIDTH

S1.1

NOTE:

SEE CIVIL PLAN FOR ALL ELEVATIONS/GRADES,

INCLUDING TIE-INS TO TRAILS.

SCALE: 1"=1'-0"

SECTION

S1.1

5 1/2"

6"

1'-3"

4"

2"

1'-4" 1'-4" MAX., TYP.

HELICAL PILES BY GOLIATH TECH

SCREW PILE'S (OR EQUAL) (FINAL

DESIGN BY HELICAL PILE SUPPLIER)

DEAD LOAD = 1,000 POUNDS

LIVE LOAD = 4,000 POUNDS

WIND X = 1,100 POUNDS (1.0WL)

WIND Z = 1,100 POUNDS (1.0WL)

NET UPLIFT = 2,500 POUNDS

6"

MI

N.

- 2

1"

MA

X.

PROPOSED OR

EXISTING GRADE

INTERIOR JOIST

MEMBERS TO BE

4x8'S, TYP.

EDGE MEMBERS TO

BE 4x8'S, TYP.

GIRDER TO BE 8x8

HELICAL PILE SUPPORT

(FINAL DESIGN BY HELICAL PILE

SUPPLIER)

COORDINATE BRACKET HEIGHT

AND LENGTH WITH SUPPLIER

TIMBER DECKING TO BE

BLACK LOCUST NO. 1 FOR

DECKING. PROVIDE 1/4" MAX.

GAP BETWEEN DECK BOARDS

6x8 WOOD

CURB, TYP.

(2) 1/2" DIA. THRU

BOLTS (HOT DIP

GALVANIZED), TYP.

2" 4x8 CONNECTED W/ SIMPSON CJT3Z WITH (6) 1/4" x 3" SDS

FASTENERS TO GIRDER AND (3)

1/2" JOIST PINS TO JOISTS

(PROVIDE ADDTIONAL

CORROSION PROTECT FOR

SIMPSON PRODUCT)

4x8 CONNECTED W/ SIMPSON CJT3Z WITH

(6) 1/4" x 3" SDS FASTENERS TO GIRDER

AND (3) 1/2" JOIST PINS TO JOISTS

(PROVIDE ADDTIONAL CORROSION

PROTECT FOR SIMPSON PRODUCT)

NOTES:

1. ALL LUMBER TO BE SOUTHERN PINE #2 OR BETTER.

2. ALL LUMBER TO BE TREATED FOR UC4B USE CATEGORY PER AWPA.

3. REFER TO SIMPSON TECH BULLETIN CJTZ/HCJTZ - CONCEALED

JOIST TIE KITS FOR ADDITIONAL INFORMATION.

(https://sstoolbox.widen.net/view/pdf/va5ozl1nq 2/T-C-CJTZ24.pdf?t.download=true&u=cjmyin)

SCALE: 1"=1'-0"

TYPICAL ABUTMENT SECTION

S1.1

1'- 4"

MI

N.

- 2 '-6

" M

AX

3'-

0"

MI

N.

PAVING, SEE SITE PLANS 8"

2'-9" MIN.

1'- 0"

1'-4" MIN.

WOOD DECK ATTACHED WITH

STAINLESS STEEL SCREWS

ABU46Z (STAINLESS STEEL), ATTACHED TO CONCRETE WITH

5/8" DIA. x 5" LONG STAINLESS STEEL SIMPSON TITEN HD.

NAIL TO JOIST WITH (12) 0.162" DIA. x 3 1/2" LONG SS NAILS

SLOPE TOP OF

CONCRETE TO AVOID

WATER FROM PONDING

WOOD JOIST

AT CONTRACTOR'S OPTION, INSTEAD OF POURING

A FOOTING AND WALL, A 2'-9" THICK ABUTMENT

WALL CAN BE PLACED. REINFORCE WITH #6 BARS

@ 12" O.C., EACH WAY, EACH FACE

CONCRETE WALL W/ #5 BARS @ 12" O.C.,

EACH WAY, EACH FACE OF ABUTMENT

6"

MI

N.

DATE: SCALE:

PROJECT NO.: DRAWN BY: JEM

AS NOTED

03-03-2026

226 FROGTOWN ROAD

CLIMBERS RUN NATURE CENTER

PEQUEA, PA 17565

PROPOSED TIMBER WALKWAYS AND

FOUNDATIONS FOR:

2026-03-03

4x8

WALKWAY TO POND

SCALE: 1/8"=1'-0"

NORTH

FOUNDATION/FRAMING PLAN FOR

10' -0"

MAX., T

YP.

6x8

6x8

6x8

6x8

4x8 @ 16" O.C., MAX., TYP.1 S1.2

8x14

8x14

8x14

8x

8x

8x

8x

8x

8x

8x14

8x14

8x1

8x1

8x1

8x1

8x8

6x8

6x8

6x8

6x8

6x8

6x8

6x8

6x8

6x8

8x 10 8x14

6x8

8x

S1.2

10'-0" MAX., TYP.

(CENTER TO CENTER)

INDICATES LOCATION

OF GUARDRAIL

CONNECT 6x8 TO 6x8 WITH

SIMPSON HUC66 STAINLESS

STEEL JOIST HANGER

CONNECT 4x8 TO 8x8 WITH

SIMPSON HU48 STAINLESS

STEEL JOIST HANGER, TYP.

4x8 @ 16" O.C., MAX., TYP

4x8 @ 1

6" O.C., MAX., TY

P.

4x8 @ 1

6" O.C., MAX., TY

P.

4x84x84x84x84x84x8

4x84x84x84x84x84x84x8

INDICATES HELICAL PILE, TYP.

DESIGN OF HELICAL PILE BY HELICAL PILE

SUPPLIER'S ENGINEER. REFER TO

SECTION FOR ADDITIONAL INFORMATION

7'-0"

7'-5"

7'-0"

7'-5 "10'

-0"

22'-4"

5'-8"

5'-8"

COORDINATE ALL

DIMENSIONS WITH THE SITE

PLANS AND THE POND

RESTORATION PLANS

4x8 @ 1

6" O.C., MAX., TY

P.4 S1.1

8'- 0"

EXTEND 2'-0" BEYOND END

OF PATH, BOTH SIDES;

9'-0" TOTAL WIDTH

4x8

GIRDERS TO THE SOUTH

SHALL BE DROP FRAMED

SIMILAR TO SECTION 1/S1.2

GIRDERS TO THE NORTH

SHALL BE FLUSH FRAMED

SIMILAR TO SECTION 2/S1.2

JOIST TO FRAME INTO THE

SIDES OF THIS GIRDER,

SIMILAR TO SECTION 2/S1.2

DROP THIS 8x14 GIRDER, SO THAT JOISTS BEAR ON

TOP OF 8x14 GIRDER, SIMILAR TO SECTION 1/S1.2

NOTE:

SEE CIVIL PLAN FOR ALL ELEVATIONS/GRADES,

INCLUDING TIE-INS TO TRAILS.

SCALE: 1"=1'-0"

SECTION

S1.2

5"

6"

1"5 1/2"5"1'-3"

4"

7 1 /2"

1 3 /4"

3'- 6"

1 1 /2"2"

4 1/2"

1'-4" 1'-4" MAX., TYP.

HELICAL PILES BY GOLIATH TECH

SCREW PILE'S ( OR EQUAL) (FINAL

DESIGN BY HELICAL PILE SUPPLIER)

DEAD LOAD = 1,000 POUNDS

LIVE LOAD = 4,000 POUNDS

WIND X = 1,100 POUNDS (1.0WL)

WIND Z = 1,100 POUNDS (1.0WL)

NET UPLIFT = 2,500 POUNDS

1'- 0"

MI

N.

TOP OF WATER

6x8 CONNECTED W/ (3) #10

STAINLESS STEEL SCREWS

EACH SIDE OF PURLIN

4x8 CONNECTED W/

(3) #10 STAINLESS

STEEL SCREWS

EACH SIDE OF

PURLIN, TYP.

INTERIOR JOIST

MEMBERS TO BE

4x8'S, TYP.

EDGE MEMBERS TO

BE 6x8'S, TYP.

GIRDER TO BE 8x14

4" O.C.

TIMBER DECKING TO BE

BLACK LOCUST NO. 1 FOR

DECKING. PROVIDE 1/4" MAX.

GAP BETWEEN DECK BOARDS

(2) 6" LONG, 3/4" DIA. LAG SCREWS

(STAINLESS STEEL), TYP.

2"HELICAL PILE SUPPORT

(FINAL DESIGN BY HELICAL PILE

SUPPLIER)

COORDINATE BRACKET HEIGHT

AND LENGTH WITH SUPPLIER

SCALE: 1"=1'-0"

SECTION

S1.2

5 1/2"

6"

1'-3"

4"

4"

1'-4" 1'-4" MAX., TYP.

HELICAL PILES BY GOLIATH TECH

SCREW PILE'S (OR EQUAL) (FINAL

DESIGN BY HELICAL PILE SUPPLIER)

DEAD LOAD = 1,000 POUNDS

LIVE LOAD = 4,000 POUNDS

WIND X = 1,100 POUNDS (1.0WL)

WIND Z = 1,100 POUNDS (1.0WL)

NET UPLIFT = 2,500 POUNDS

6"

MI

N.

- 1

9"

MA

X.

PROPOSED OR

EXISTING GRADE

4x8 CONNECTED W/ SIMPSON CJT3Z WITH

(6) 1/4" x 3" SDS FASTENERS TO GIRDER

AND (3) 1/2" JOIST PINS TO JOISTS

(PROVIDE ADDTIONAL CORROSION

PROTECT FOR SIMPSON PRODUCT)

INTERIOR JOIST

MEMBERS TO BE

4x8'S, TYP.

EDGE MEMBERS TO

BE 4x8'S, TYP.

GIRDER TO BE 8x102"

HELICAL PILE SUPPORT

(FINAL DESIGN BY HELICAL PILE

SUPPLIER)

COORDINATE BRACKET HEIGHT

AND LENGTH WITH SUPPLIER

TIMBER DECKING TO BE

BLACK LOCUST NO. 1 FOR

DECKING. PROVIDE 1/4" MAX.

GAP BETWEEN DECK BOARDS

6x8 WOOD

CURB, TYP.

(2) 1/2" DIA. THRU

BOLTS (HOT DIP

GALVANIZED), TYP.

(2) 1/2" DIA. THRU

BOLTS (HOT DIP

GALVANIZED), TYP.

9"

GUARDRAIL TO MATCH

GUARDRAIL WHICH IS BEING

INSTALLED AT BOARDWALK

AND PATIO ADJACENT TO

THE BARN STRUCTURE. SEE

DETAIL FROM

ARCHITECTURAL PLANS FOR

REFERENCE

NOTES:

1. ALL LUMBER TO BE SOUTHERN PINE #2 OR BETTER.

2. ALL LUMBER TO BE TREATED FOR UC4B USE CATEGORY PER AWPA.

3. REFER TO SIMPSON TECH BULLETIN CJTZ/HCJTZ - CONCEALED

JOIST TIE KITS FOR ADDITIONAL INFORMATION.

(https://sstoolbox.widen.net/view/pdf/va5ozl1nq 2/T-C-CJTZ24.pdf?t.download=true&u=cjmyin)

4x8 CONNECTED W/ SIMPSON CJT3Z WITH (6) 1/4" x 3" SDS

FASTENERS TO GIRDER AND (3)

1/2" JOIST PINS TO JOISTS

(PROVIDE ADDTIONAL

CORROSION PROTECT FOR

SIMPSON PRODUCT)

NOTES:

1. ALL LUMBER TO BE SOUTHERN PINE #2 OR BETTER.

2. ALL LUMBER TO BE TREATED FOR UC4B USE CATEGORY PER AWPA.

3. REFER TO SIMPSON TECH BULLETIN CJTZ/HCJTZ - CONCEALED

JOIST TIE KITS FOR ADDITIONAL INFORMATION.

(https://sstoolbox.widen.net/view/pdf/va5ozl1nq 2/T-C-CJTZ24.pdf?t.download=true&u=cjmyin)

DATE: SCALE:

PROJECT NO.: DRAWN BY: JEM

AS NOTED

03-03-2026

226 FROGTOWN ROAD

CLIMBERS RUN NATURE CENTER

PEQUEA, PA 17565

DETAILS ARE FROM ARCHITECTURAL DRAWINGS

BY TWA FOR CLIMBERS RUN NATURE CENTER

PROJECT. GUARDRAIL FOR DOCK TO BE

SIMILAR TO THE GUARDRAIL AT THE PATIO AND

BOARDWALK FOR THE BARN RENOVATIONS.

PROPOSED TIMBER WALKWAYS AND

FOUNDATIONS FOR:

2026-03-03

PROVIDE HEMMED

COPPER CAP, MIN.

24GA W/ 1/2" HEMMED

SIDES; TYP. @ ALL

EXPOSED BEAM TOPS