Allen AME Church P2 Steeple Drawings 12.20.23.pdf

PDF 6 MB Posted Dec 22, 2023

Attached to: Restoration of AME Church, PH2
Solicitation number: 23-13
Issued by: Cape May County, New Jersey

About this file

Written by GovTribe AI · Apr 12, 2025

These architectural drawings detail the Entrance and Steeple Reconstruction project for the AME Church located at 717 Franklin Street in Cape May, New Jersey, prepared by Cape May County Architects on 12/13/2023. The comprehensive set of construction documents includes eight sheets covering photographs and details, plans, exterior elevations, sections, structural plans, structural elevations, and general notes for the restoration project. The drawings provide extensive technical specifications for reconstructing the church's entrance, steeple, and related architectural elements, with a focus on preserving the historic character of the building.

The project involves detailed architectural and structural reconstruction, with specific attention to maintaining the original architectural features. The drawings specify materials including structural steel (conforming to ASTM standards), wood framing (using Hem-Fir #2, Douglas Fir-Larch #2, or Southern Pine #2), and concrete requirements. The plans include precise measurements for foundational work, framing, elevations, and structural elements, with notes emphasizing compliance with building codes, preservation standards, and careful reconstruction techniques. The documentation suggests a meticulous approach to restoring the historic AME Church while ensuring structural integrity and adherence to preservation guidelines.

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Other files

File	Type	Posted
Allen AME Church - P2 Architectural drawings REVISED.pdf	PDF	Dec 22, 2023
Allen AME Church P2 steeple Drawings 01.22.24.pdf	PDF	Dec 22, 2023
Bid 23-13 Specifications Reconstruction AME Church PH2.pdf	PDF	Dec 22, 2023
Q&A Document 1.pdf	PDF	Dec 22, 2023
Q&A Document 3.pdf	PDF	Dec 22, 2023
Addendum #4.pdf	PDF	Dec 22, 2023
Allen AME Church P2 Architectural Drawings.pdf	PDF	Dec 22, 2023
Addendum #2.pdf	PDF	Dec 22, 2023
Q&A Document 2.pdf	PDF	Dec 22, 2023

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12/13/2023

Consultants:

Sheet Number:

Drawing Number:

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Date:

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PHOTOGRAPHS AND DETAILS

AutoCAD SHX Text PT 2x6 TOP RAIL w/ 1/4" RADIUS ON CORNERS

AutoCAD SHX Text PT 2x4 SUPPORTS - TYP.

AutoCAD SHX Text PT 2x2 BALUSTERS

AutoCAD SHX Text PT 2x4 SUPPORTS - TYP.

AutoCAD SHX Text PT 6x6 NEWEL POSTS w/ 5/4 WOOD TRIM WRAP

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SPACING TO NOT ALLOW A 4" SPHERE TO PASSTHROUGH

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NEWEL POST CAP

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SOLID WOOD DOOR

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WOOD MOULDING - TYP.

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EXISTING FRIEZE BOARD TO MATCH

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EXISTING WINDOW SILL TO MATCH

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PREVIOUS TOWER WINDOW

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TOWER PROPORTION STUDY

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AND WINDOW TRIM TO MATCH

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EXISTING WINDOW

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AND RAFTER TAILS TO MATCH

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EXISTING FASCIA

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TRIM AND FLASHING TO MATCH

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EXISTING WINDOW HEAD

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DOOR AND DOOR TRANSOM

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PREVIOUS TOWER

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GUARDRAIL SECTION AND ELEVATION

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RAISED PANEL EXTERIOR DOOR DETAIL

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PLANS

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%%UFRANKLIN STREET

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ACCESS LADDER

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EDGE OF AV BOOTH ABOVE

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EXISTING EXTERIOR WALL

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NEW ACCESS RAMP - SEE ARCHITECTURAL PLANS

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RAMP UP IPE WOOD

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BRICK PAVERS

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PAINTED WOOD GUARDRAIL - SEE DETAIL 9/S-0

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BROWNSTONE STEPS AND LANDING

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PAINTED WOOD GUARDRAIL - SEE 9/S-0

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(2)2/6 WOOD DOORS

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DEMO PORTION OF EXISTING EXTERIOR WALL

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EXISTING EXTERIOR WALL

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42" HT. WALL

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ACCESS LADDER

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30" ACCESS DOOR

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NOTE: COORDINATE ACCESS TO TOWER WITH ARCHITECT

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EXISTING SLOPE 12:12 VIF

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EXISTING SLOPE 12:12 VIF

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EDGE OF EXISTING WALL BELOW

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EDGE OF EXISTING ROOF

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EDGE OF SPIRE

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EDGE OF SPIRE ROOF

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BRICK VENEER AT FOUNDATION WALL TO MATCH EXISTING

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EXISTING FOUNDATION WALL

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FOUNDATION PLAN

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ROOF PLAN

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EXTERIOR ELEVATIONS

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ESTIMATED BUILDING HEIGHT ABOVE EXISTING GRADE

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EL. ±52.0' NAVD88PEAK OF EXISTING ROOF

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EL. 82.51' NAVD88 PEAK OF STEEPLE

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ESTIMATED STEEPLE HEIGHT ABOVE EXISTING GRADE - SEE 8/S-0

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AutoCAD SHX Text EL. 15.6' NAVD88 EXIST.1st. FLR.

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CUSTOM WOOD WINDOW BY MARVIN - SEE 3/S-0

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CUSTOM WOOD WINDOW BY MARVIN - SEE 6/S-0

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WINDOW MOULDING - MATCH EXISTING SEE 7/S-0

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CEDAR SHAKE ROOFING - MATCH EXISTING

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PAINTED WOOD SHUTTERS OVER DRAINAGE PLANE

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PAINTED WOOD TRIM

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WOOD CLAPBOARD SIDING - MATCH EXISTING

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EXISTING CHURCH BEYOND

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RAMP BEYOND - REFER TO ARCHITECTS DRAWINGS FOR COMPLETE RAMP

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RAISED PANEL WOOD DOORS - SEE 3 & 10/S-0

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PAINTED WOOD FASCIA - MATCH EXISTING SEE 4/S-0

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WOOD RAFTER TAILS - MATCH EXISTING SEE 4/S-0

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PAINTED WOOD FRIEZE BOARD

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PAINTED WOOD TRIM

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PROVIDE LEAD COATED COPPER FLASHING - TYP.

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BRICK RISERS

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EL. ±52.0' NAVD88PEAK OF EXISTING ROOF

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ESTIMATED BUILDING HEIGHT ABOVE EXISTING GRADE

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EL. 82.51' NAVD88 82.51' NAVD88 PEAK OF STEEPLE

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ESTIMATED STEEPLE HEIGHT ABOVE EXISTING GRADE - SEE 8/S-0

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EXISTING WOOD ROOFING

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CEDAR SHAKE ROOFING - MATCH EXISTING

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PAINTED WOOD SHUTTERS OVER DRAINAGE PLANE

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WOOD CLAPBOARD SIDING - MATCH EXISTING

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WINDOW MOULDING - SEE 7/S-0

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PAINTED WOOD GUARDRAIL - SEE DETAIL 9/S-0

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PAINTED WOOD TRIM

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PAINTED WOOD TRIM

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PAINTED WOOD FASCIA - SEE 4/S-0

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PAINTED WOOD FRIEZE BOARD

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CUSTOM WOOD WINDOW BY MARVIN - SEE 7/S-0

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PROVIDE LEAD COATED COPPER FLASHING - TYP.

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PROVIDE WP GFI EXTERIOR OUTLET

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WOOD RAFTER TAILS - MATCH EXISTING SEE 4/S-0

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PROVIDE LEAD COATED COPPER FLASHING - TYP.

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EXTERIOR RIGHT SIDE ELEVATION

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EXTERIOR FRONT ELEVATION

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EXTERIOR ELEVATION

AutoCAD SHX Text EXIST. 1st. FLR. EL. 15.6' NAVD88

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EL. ±52.0' NAVD88PEAK OF EXISTING ROOF

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ESTIMATED BUILDING HEIGHT ABOVE EXISTING GRADE

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EL. 82.51' NAVD88 PEAK OF STEEPLE

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ESTIMATED STEEPLE HEIGHT ABOVE EXISTING GRADE - SEE 8/S-0

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EXISTING WOOD ROOFING

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CEDAR SHAKE ROOFING - TO MATCH EXISTING

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PAINTED WOOD SHUTTERS OVER DRAINAGE PLANE

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WOOD CLAPBOARD SIDING - MATCH EXISTING

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WINDOW MOULDING - MATCH EXISTING SEE 7/S-0

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PAINTED WOOD WATER TABLE TRIM - MATCH EXISTING SEE 2/S-0

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PAINTED WOOD GUARDRAIL - SEE DETAIL 9/S-0

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PAINTED WOOD TRIM

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PAINTED WOOD TRIM

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CUSTOM WOOD WINDOW BY MARVIN - SEE 7/S-0

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PROVIDE LEAD COATED COPPER FLASHING - TYP.

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ACCESSIBLE RAMP - SEE ARCHITECTURAL PLANS

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PROVIDE WP GFI EXTERIOR OUTLET

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PAINTED WOOD FASCIA - MATCH EXISTING SEE 4/S-0

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WOOD RAFTER TAILS - MATCH EXISTING SEE 4/S-0

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PAINTED WOOD FRIEZE BOARD

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PROVIDE LEAD COATED COPPER FLASHING - TYP.

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EXTERIOR LEFT SIDE ELEVATION

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SECTIONS

AutoCAD SHX Text EL. 15.6' NAVD88 EXIST.1st. FLR.

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EL. 30.2' NAVD88 AV STUDIO BOOTH

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ACCESS LADDER TO AV BOOTH

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EXISTING WINDOW

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CUSTOM WOOD WINDOW BY MARVIN BEYOND

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EXISTING DOOR

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BOTTOM OF PURPORTED EXISTING ROOF STRUCTURE

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CEDAR SHAKE ROOFING - TO MATCH EXISTING

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PAINTED WOOD TRIM

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PAINTED WOOD FASCIA - MATCH EXISTING SEE 4/S-0

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WOOD RAFTER TAILS - MATCH EXISTING SEE 4/S-0

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WOOD CLAPBOARD SIDING - MATCH EXISTING

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EDGE OF EXISTING WOOD ROOFING

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PROVIDE LEAD COATED COPPER FLASHING - TYP.

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PURPORTED EXISTING ROOF FRAMING

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PROVIDE LEAD COATED COPPER FLASHING - TYP.

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PAINTED WOOD FRIEZE BOARD

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EL. 54.0' NAVD88 T/ PLATFORM

AutoCAD SHX Text EL. 15.6' NAVD88 EXIST.1st. FLR.

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EL. 82.51' NAVD88 PEAK OF STEEPLE

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ESTIMATED STEEPLE HEIGHT ABOVE EXISTING GRADE - SEE 8/S-0

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EL. 30.2' NAVD88 AV STUDIO BOOTH

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EL. ±52.0' NAVD88PEAK OF EXISTING ROOF

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EXISTING RAFTERS BEYOND

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EXISTING ROOF

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EXISTING WALL

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EXISTING FOUNDATION

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EXISTING GRADE

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EXISTING WALL

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FLOOR STRUCTURE - SEE SHEET S#

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FOUNDATION WALL - SEE SHEET S# FOR REINFORCEMENT

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CUSTOM WOOD WINDOW BY MARVIN - SEE 6/S-0

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FLOOR STRUCTURE - SEE SHEET S#

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EXISTING DOOR

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AV BOOTH CEILING FRAMING - SEE SHEET S#

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CUSTOM WOOD WINDOW BY MARVIN - SEE 7/S-0

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CUSTOM WOOD WINDOW BY MARVIN - SEE 3/S-0

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NEW EXTERIOR DOOR - SEE 3 & 10/S-0

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EXISTING CEILING HEIGHT

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INTERIOR ELEVATION

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PARTIAL BUILDING SECTION

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STRUCTURAL PLANS

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1.5" COMPOSITE DECKING

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FOUNDATION PLAN

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ROOF STRUCTURAL FRAMING

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FIRST FLOOR/AV BOOTH STRUCTURAL FRAMING

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STRUCTURAL ELEVATIONS

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FRONT STEEL ELEVATION

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GENERAL NOTES

1. CONTRACTOR TO VERIFY EXISTING CONDITIONS AND DIMENSIONS

AND SHALL REVIEW THE DRAWINGS AND SPECIFICATIONS PRIOR TO

BIDDING. WORK SHALL BE PERFORMED IN ACCORDANCE WITH THESE

PLANS AND THE SPECIFICATIONS, INCLUDING BUT NOT LIMITED TO THE

FOLLOWING NOTES.

2. THE ENGINEER SHALL NOT BE RESPONSIBLE FOR THE

CONTRACTOR'S PERFORMANCE, NONPERFORMANCE, NEGLIGENT

PERFORMANCE, OR BREACH OF THE CONTRACT AWARDED. CONTRACTOR

SHALL INDEMNIFY, INSURE AND HOLD HARMLESS THE ENGINEER AND

EACH OF HIS DIRECTORS, OFFICERS, EMPLOYEES, ATTORNEYS, AGENTS,

SUBCONSULTANTS, HEIRS AND ASSIGNS, AGAINST, AND HOLD EACH OF

THEM HARMLESS FROM, ANY LOSS, LIABILITIES, DAMAGES, CLAIMS,

CAUSES OF ACTION, COSTS AND EXPENSES, INCLUDING REASONABLE

ATTORNEY'S FEES AND DISBURSEMENTS, SUFFERED OR INCURRED BY

ANY OF THEM ARISING OUT OF, RESULTING FROM, ATTRIBUTABLE TO, OR

IN ANY MANNER CONNECTED THEREWITH.

3. CONTRACTOR MUST NOTIFY THE OWNER AND ENGINEER OF ANY

OMISSIONS, CONTRADICTIONS OR CONFLICTS SEVEN DAYS BEFORE THE

BID DATE. ENGINEER WILL PROVIDE THE NECESSARY CORRECTIONS OR

ADDITIONS TO PLANS. IF HE DOES NOT NOTIFY THE OWNER AND

ENGINEER OF ANY SUCH CONDITION, IT WILL BE ASSUMED HE HAS

INCLUDED THE NECESSARY ITEMS IN HIS BID.

4. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH APPLICABLE

LOCAL AND STATE REGULATIONS, BUILDING CODES, ORDINANCES AND

GOOD CONSTRUCTION PRACTICES. IF THE CONTRACTOR FEELS A

CONFLICT EXISTS BETWEEN WHAT IS CONSIDERED GOOD CONSTRUCTION

PRACTICE AND THESE PLANS, HE SHALL STATE IN WRITING ALL

OBJECTIONS PRIOR TO SUBMITTING QUOTATIONS.

5. CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING THE

STABILITY AND INTEGRITY OF EXISTING STRUCTURES AND THE

PROTECTION OF ADJACENT PROPERTY AND PUBLIC UNTIL COMPLETION

OF THE WORK.

6. IT IS THE CONTRACTOR'S RESPONSIBILITY DURING THE COURSE OF

THE WORK, TO BRING TO THE ATTENTION OF THE OWNER AND ENGINEER

ANY DELETERIOUS CONDITIONS DISCOVERED WHERE NOT PREVIOUSLY

IDENTIFIED.

7. CONTRACTOR SHALL SUBMIT ALL ALTERNATE MATERIALS,

METHODS OR CONSTRUCTION DETAILS TO THE OWNER AND ENGINEER

FOR APPROVAL.

8. CONTRACTOR SHALL HAVE SOLE RESPONSIBILITY FOR THE

ACCURACY OF ALL MEASUREMENTS, ESTIMATES OF MATERIAL

QUANTITIES AND SIZES, AND SITE CONDITIONS THAT WILL AFFECT WORK.

9. CZAR ENGINEERING'S SERVICES LIMITED TO WORK AS DESCRIBED

HEREIN ONLY. NO OTHER STRUCTURE WAS REVIEWED AND WE DEFER TO

THE BUILDING CONTRACT DOCUMENTS FOR ALL OTHER DESIGN

INFORMATION. IF THE CLIENT, OWNER, CONTRACTOR, OR ANY OTHER

INTERESTED PARTY ARE AWARE OF DEFICIENCIES IN THE BALANCE OF

THE STRUCTURE, IT IS INCUMBENT UPON THEM TO NOTIFY CZAR

ENGINEERING, IN WRITING, AND ADDITIONAL SERVICES WOULD FOLLOW

UNDER SEPARATE CONTRACT. OTHERWISE, CZAR ENGINEERING AND /OR

LAMONT H. CZAR, P.E. CANNOT AND WILL NOT ACCEPT LIABILITY FOR

DEFICIENCIES IN THE BALANCE OF THE STRUCTURE.

GENERAL REQUIREMENTS & CONDITIONS

1. WHERE A SECTION OR DETAIL IS SHOWN FOR ONE CONDITION, IT

SHALL APPLY TO ALL LIKE CONDITIONS EVEN THOUGH NOT

SPECIFICALLY MARKED ON THE PLANS.

2. CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF THE

STRUCTURE DURING CONSTRUCTION AGAINST EARTH PRESSURE, WIND,

AND OTHER FORCES UNTIL PERMANENT SUPPORTS ARE IN PLACE.

3. WHERE NO SPECIFIC INFORMATION IS GIVEN, CONSTRUCTION

SHALL BE PERFORMED IN ACCORDANCE WITH THE ARCHITECTURAL

PLANS OR THE PRESCRIPTIVE REQUIREMENTS OF THE INTERNATIONAL

BUILDING CODE.

FOUNDATIONS

1. FOOTINGS SHALL BEAR ON SOIL CAPABLE OF SAFELY SUSTAINING

A NET ALLOWABLE SOIL BEARING PRESSURE OF 3000 PSF WITHOUT

DETRIMENTAL SETTLEMENT.

2. FOOTING CONCRETE SHALL NOT BE POURED UNTIL THE FOOTING

EXCAVATIONS HAVE BEEN INSPECTED BY THE BUILDING OFFICIAL.

3. IF IT IS FOUND THAT THE SOIL PROFILE VARIES SUBSTANTIALLY

FROM THE SOIL BORINGS AT ANY LOCATION, THE ENGINEER SHALL BE

IMMEDIATELY INFORMED SO THAT HE MAY REVISE HIS FOUNDATION

RECOMMENDATIONS.

4. BOTTOM OF EXTERIOR FOOTINGS SHALL BE MINIMUM OF 2' 6"

BELOW FINISHED GRADE.

5. ALL FILL UNDER SLABS SHALL BE A CONTROLLED FILL AND MUST

BE COMPACTED TO 95% MAXIMUM DENSITY.

COMPACTED FILL

1. SATISFACTORY SOILS: ASTM D 2487 SOIL CLASSIFICATION GROUPS

GW, GP, GM, SW, SP, AND SM, OR A COMBINATION OF THESE GROUP

SYMBOLS; FREE OF ROCK OR GRAVEL LARGER THAN 3 INCHES (75 MM) IN

ANY DIMENSION, DEBRIS, WASTE, FROZEN MATERIALS, VEGETATION, AND

OTHER DELETERIOUS MATTER.

2. PLACE AND COMPACT FILL MATERIAL IN LAYERS TO REQUIRED

ELEVATIONS.

3. UNIFORMLY MOISTEN OR AERATE SUBGRADE AND EACH

SUBSEQUENT FILL OR BACKFILL LAYER BEFORE COMPACTION TO WITHIN

2 PERCENT OF OPTIMUM MOISTURE CONTENT.

4. COMPACTION: PLACE BACKFILL AND FILL MATERIALS IN LAYERS

NOT MORE THAN 8 INCHES IN LOOSE DEPTH FOR MATERIAL COMPACTED

BY HEAVY COMPACTION EQUIPMENT, AND NOT MORE THAN 4 INCHES IN

LOOSE DEPTH FOR MATERIAL COMPACTED BY HAND-OPERATED

TAMPERS.

5. COMPACT SOIL TO 95 PERCENT OF MAXIMUM DRY UNIT WEIGHT

ACCORDING TO ASTM D 1557.

6. TESTING AGENCY: CONTRACTOR WILL ENGAGE A QUALIFIED

INDEPENDENT GEOTECHNICAL ENGINEERING TESTING AGENCY TO

PERFORM FIELD QUALITY-CONTROL TESTING.

7. ALLOW TESTING AGENCY TO INSPECT AND TEST SUBGRADES AND

EACH FILL OR BACKFILL LAYER. PROCEED WITH SUBSEQUENT

EARTHWORK ONLY AFTER TEST RESULTS FOR PREVIOUSLY COMPLETED

WORK COMPLY WITH REQUIREMENTS.

CONCRETE AND REINFORCING

1. ALL CONCRETE SHALL ATTAIN A MINIMUM COMPRESSIVE

STRENGTH OF 4000 PSI IN 28 DAYS. TWO TEST CYLINDERS FOR STRENGTH

TESTS OF CONCRETE SHALL BE TAKEN NOT LESS THAN ONCE EACH DAY

OF PLACEMENT. AIR ENTRAIN ALL CONCRETE TO SIX PERCENT.

2. ALL CONCRETE SHALL BE REINFORCED AND ERECTED IN

ACCORDANCE WITH THE BUILDING REGULATIONS FOR REINFORCED

CONCRETE AS ADOPTED BY ACI 318 AND LOCAL CODES.

3. THIS WORK SHALL CONFORM TO ACI 301 STANDARD

SPECIFICATIONS FOR REINFORCED CONCRETE.

4. ALL REINFORCING SHALL BE DEFORMED BARS INTERMEDIATE

GRADE ASTM A615 GRADE 60. DETAILS OF REINFORCEMENT AND

ACCESSORIES SHALL BE FABRICATED AND PROVIDED IN ACCORDANCE

WITH THE MANUAL OF STANDARD PRACTICE FOR DETAILING

REINFORCED CONCRETE STRUCTURES. BARS SHALL BE LAPPED A

MINIMUM OF 36 BAR DIAMETERS AT SPLICES, UNLESS OTHERWISE NOTED.

WELDED WIRE FABRIC (ASTM A185) SHEETS SHALL LAP 8" MINIMUM.

5. WITHIN TWELVE TO TWENTY FOUR HOURS OF CONCRETE

PLACEMENT, SAWCUT CONTROL JOINTS 1/8" WIDE BY 1/4 TOTAL SLAB

THICKNESS.

STRUCTURAL STEEL

1. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING:

"W" SHAPES, BEAMS & COLUMNS: ASTM A992

MISC. SHAPES, ANGLES, & PLATES: ASTM A36

"HSS" TUBING: ASTM A 500, Gr. B STEEL PIPE: ASTM A 53, Gr. B

2. ALL STEEL CONNECTIONS SHOWN ARE INTENDED TO BE

SCHEMATIC AND NOT TO PRECLUDE DETAILS DESIGNED BY THE

FABRICATOR. STEEL CONNECTIONS SHALL BE DESIGNED FOR 150

PERCENT OF THE MEMBER CAPACITY WHEN UNIFORMLY LOADED,

UNLESS OTHERWISE NOTED.

3. ALL NUTS, BOLTS AND WASHERS SHALL CONFORM TO ASTM

SPECIFICATION A325, INSTALLED BY THE TURN_OF_THE_NUT METHOD OR

CALIBRATED TORQUE WRENCH. ALL BOLTS TO BE 3/4" DIAMETER, UNLESS

NOTED OTHERWISE.

4. ALL STEEL SHALL RECEIVE ONE SHOP COAT OF ZINC CHROMATE OR

COMPATIBLE PRIMER AND ONE COAT OF A GOOD RUST INHIBITING PAINT.

5. CONTRACTOR SHALL BE RESPONSIBLE FOR TEMPORARY BRACING

OF ALL STRUCTURAL ELEMENTS UNTIL CONSTRUCTION IS COMPLETED.

6. ALL WELDING SHALL BE PERFORMED BY A CERTIFIED WELDER

USING E70 SERIES ELECTRODES.

WOOD FRAMING

1. ALL LUMBER SHALL BE HEM-FIR #2, DOUGLAS FIR-LARCH #2, OR

SOUTHERN PINE #2 OR BETTER.

2. LUMBER DESIGN IS BASED ON THE FOLLOWING:

EXTREME FIBER BENDING = 1,000 PSI

= 1,150 PSI (REPETITIVE USES)

MODULUS OF ELASTICITY = 1,400,000 PSI

HORIZONTAL SHEAR = 75 PSI

COMPRESSION PERP.

TO THE GRAIN = 405 PSI

3. NAILING OF ALL FRAMING SHALL BE IN ACCORDANCE WITH TABLE

2304.9.1 "FASTENING SCHEDULE" OF THE IBC BUILDING CODE, OR PER

MANUFACTURER'S SPECIFICATIONS.

4. EXTERIOR WALLS SHALL BE FRAMED AS FOLLOWS (STUDS MUST

RUN CONTINUOUS BETWEEN LATERAL SUPPORTS):

A. HEIGHT LESS THAN 8'-6" = 2x4 @ 16" O.C.

B. HEIGHT MORE THAN 8'-6" & LESS THAN 13'-6" = 2x6 @ 16" O.C.

C. HEIGHT MORE THAN 13'-6" & LESS THAN 17'-6" = 2x8 @ 16" O.C.

5. ROOF SHEATHING SHALL BE STRUCTURAL I GRADE OR SHEATHING

GRADE, 1/2" APA RATED PLYWOOD MINIMUM, SECURED w/ 8d NAILS @ 6"

O.C. ALL PANEL EDGES & 12" O.C. IN FIELD, UNLESS NOTED OTHERWISE.

6. WALL SHEATHING SHALL BE STRUCTURAL I GRADE OR SHEATHING

GRADE, 5/8" APA RATED PLYWOOD MINIMUM, SECURED w/ 10d NAILS @ 6"

O.C. ALL PANEL EDGES & 12" O.C. IN FIELD, UNLESS NOTED OTHERWISE.

7. ALL TIMBER DESIGNATED AS SUCH SHALL BE PRESSURE TREATED

(P.T.) WITH ALKALINE COPPER QUATERNARY (ACQ) PER AMERICAN WOOD

PRESERVERS ASSOCIATION STANDARDS WITH MINIMUM NET RETENTION

DEPENDENT ON THE FOLLOWING APPLICATIONS:

A. ABOVE GROUND (0.25)

B. GROUND CONTACT (0.40)

C. FRESH WATER CONTACT (0.40)

8. FASTENERS FOR ACQ PRESSURE TREATED LUMBER SHALL BE

STAINLESS STEEL OR HOT DIPPED GALVANIZED PER ASTM A153, CLASS D.

DESIGN LOAD SCHEDULE

GOVERNING CODE: 2021 NJIBC, ASCE 7-10 AND ATC COUNCIL WEB APP FOR

WIND SPEED MAPPING.

1. DEAD LOAD: WEIGHT OF ALL BUILDING COMPONENTS.

2. ROOF LOADS: LIVE = 20 PSF

GROUND SNOW = 30 PSF

ROOF EXPOSURE FACTOR = 0.7

SNOW IMPORTANCE FACTOR = 1.0

3. WIND LOADS: 138 MPH

EXPOSURE CLASSIFICATION D

RISK CATEGORY 111

4. SEISMIC: AV = AA = 0.06

HAZARD EXPOSURE GROUP II

SOIL PROFILE TYPE S4 - COEFFICIENT = 2.0

PERFORMANCE CATEGORY B

RESPONSE MODIFICATION FACTOR R = 4.5

DEFLECTION AMPLIFICATION FACTOR CD = 4.0

CODES AND STANDARDS

1. THE STATE OF NEW JERSEY DEPARTMENT OF COMMUNITY AFFAIRS,

CONSTRUCTION CODE ELEMENTS "UNIFORM CONSTRUCTION CODE";

2. INTERNATIONAL BUILDING CODE COUNCIL, AINTERNATIONAL

BUILDING CODE 2021", NEW JERSEY EDITION

3. ASCE 7-10 ASTANDARD FOR MINIMUM DESIGN LOADS FOR

BUILDINGS AND OTHER STRUCTURES

4. AMERICAN CONCRETE INSTITUTE, ABUILDING REQUIREMENTS FOR

STRUCTURAL CONCRETE (318-05).

5. AMERICAN INSTITUTE OF STEEL CONSTRUCTION, "SPECIFICATION

FOR STRUCTURAL STEEL BUILDINGS--ALLOWABLE STRESS DESIGN AND

PLASTIC DESIGN", AISC 360-05

6. AMERICAN WELDING SOCIETY, ASTRUCTURAL WELDING CODE

(D1.1-04)

7. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION ATIMBER

CONSTRUCTION MANUAL, 5TH EDITION.

8. NATIONAL ROOFING CONTRACTORS ASSOCIATION, ATHE NRCA

ROOFING AND WATERPROOFING MANUAL - FIFTH EDITION.

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File details come from the government source that posted it. Updated Apr 12, 2025.