25476 - Chippewa Roof Repairs - Drawings.pdf

PDF 6 MB Posted Oct 31, 2025

Attached to: 472/25476. ABG; Chippewa City C. F. - Roof Replacement PH III
Solicitation number: RFQ-171-260000000040-2
Issued by: Chippewa County, Michigan

About this file

Written by GovTribe AI · Nov 4, 2025

This is a project specification and design documentation package from the State of Michigan Department of Corrections for roof repairs and replacements at the Chippewa Correctional Facility located at 4269 M-80 in Kincheloe, Michigan 49784. The project, designated as Phase 3 of various roof repairs and replacements, encompasses work on multiple structures including Housing Units E/F, Housing Unit G/H, Maintenance Shed Building 170, and related facility infrastructure. The scope of work involves removal and replacement of existing roof systems, structural modifications including truss reinforcement, purlin replacement or reinforcement, installation of new standing seam metal roofing, fire door installation in attic spaces, and associated details such as flashing, eave details, and drainage modifications. The design documentation includes detailed roof framing plans, elevation drawings, construction profiles, ridge details, rake edge details, soil pipe flashing specifications, and structural notes prepared by OHM Advisors, an architectural and engineering firm based in Petoskey, Michigan.

The project documentation specifies construction requirements in accordance with the Michigan Building Code 2015, includes structural notes detailing roof loading, wind loads, and earthquake design data, and establishes material specifications requiring Spruce-Pine-Fir No. 2 or better framing members. The design incorporates UL fire-rated door specifications with 1.5-hour ratings and detailed framing requirements for attic space modifications. Documentation indicates the work involves both removal of existing components and installation of new systems, with contractor verification of existing material grades and optional reinforcement alternatives. The project appears to be in the design and documentation phase, with sheets dated October 24, 2025, prepared by professional service engineers and architects for state facilities administration and construction division oversight.

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Other files

File	Type	Posted
25476 - Chippewa Roof Repairs - Specifications.pdf	PDF	Oct 31, 2025
25476 Chippewa Roof Repairs - MDOC-LEIN_RequestForm.pdf	PDF	Oct 31, 2025
25476 Chippewa Roof Repairs - Project Advertisment.pdf	PDF	Oct 31, 2025
Service Disabled Veteran Owned Business Info Sheet 2025.pdf	PDF	Oct 31, 2025

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BUILDING LOADS

ROOF SNOW LOADS

1. GROUND SNOW LOAD, Pg

2. FLAT-ROOF SNOW LOAD, Pf

4. SNOW DRIFT LOAD, Pd

5. SLOPED ROOF SNOW LOAD

6. UNBALANCED SNOW LOAD

WINDWARD

LEEWARD

SURCHARGE L

1. SNOW EXPOSURE FACTOR, Ce

2. SNOW LOAD IMPORTANCE FACTOR, Is

3. ROOF THERMAL FACTOR, Ct

1. BASIC WIND SPEED (3-SECOND GUST)

2. RISK CATAGORY

3. WIND EXPOSURE CATAGORY

4. INTERNAL PRESSURE COEFFICIENT (ENCLOSED BUILDING)

1. RISK CATEGORY

3. MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETER, Ss

4. MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETER, S1

5. SITE CLASS

6. SEISMIC DESIGN CATEGORY

9. BASIC SEISMIC FORCE RESISTING SYSTEM: LIGHT FRAMED WALLS SHEATHED WITH WOOD

STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE

ASSUMED SOIL BEARING STRENGTH

NOTES:

1. APPLICABLE CODE IS 2015 MICHIGAN BUILDING CODE

2. LOADS ARE BASED ON SECTION 16 OF MBC 2015 AND ASCE 7-10 UNLESS OTHERWISE NOTED.

70 PSF

45.9 PSF

13.8 PSF

45.9 PSF

35.0 PSF AT 64' WIDTH

41.0 PSF AT 88' WIDTH

0.9 1.10 1.10

120 MPH

III

C ±0.18

III

0.050 0.023 D

WIND LOADS

EARTHQUAKE DESIGN DATA

LOAD TYPE

LOAD VARIABLE

LOAD OR VARIABLE

SNOW LOAD FACTORS

4. SLOPED ROOF FACTOR, Csu 0.86

0.01 6.5

12. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE, SECTION 12.8

11. RESPONSE MODIFICATION COEFFICIENT(s), R (SECTION 12.2-1)

10. SEISMIC RESPONSE COEFFICIENT(s), Cs (SECTION 12.8.1.1)

3. RISK CATEGORY III

5. COMPONENTS & CLADDING DESIGN PRESSURE (ZONE 1) +19, -30 PSF

+19, -52 PSF

+19, -77 PSF

+33, -36 PSF

+33, -44 PSF

6. COMPONENTS & CLADDING DESIGN PRESSURE (ZONE 2)

7. COMPONENTS & CLADDING DESIGN PRESSURE (ZONE 3)

8. COMPONENTS & CLADDING DESIGN PRESSURE (ZONE 4)

9. COMPONENTS & CLADDING DESIGN PRESSURE (ZONE 5)

2. SEISMIC IMPORTANCE FACTOR, IE 1.25

7. DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETER, SDS

8. DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETER, SD1

V = 0.01WDESIGN BASE SHEAR(S)

0.053 0.037

GENERAL STRUCTURAL NOTES

1. THE GENERAL STRUCTURAL NOTES ARE INTENDED TO

AUGMENT THE DRAWINGS AND SPECIFICATIONS. SHOULD

CONFLICTS OCCUR BETWEEN THE DRAWINGS AND/OR THE

GENERAL STRUCTURAL NOTES, THE STRICTEST PROVISION

SHALL GOVERN.

2. THE CONTRACT STRUCTURAL DRAWINGS AND

SPECIFICATIONS REPRESENT THE FINISHED, SELF

SUPPORTING, STABLE STRUCTURE UNLESS OTHERWISE

INDICATED. THEY DO NOT INDICATE THE MEANS OR METHOD

OF CONSTRUCTION. IT IS THE CONTRACTOR'S SOLE

RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE

AND CONSTRUCTION SEQUENCE AND PROVIDE ALL

MEASURES NECESSARY TO ENSURE THE STABILITY AND

SAFETY OF THE STRUCTURE AND ITS COMPONENTS. THIS

SHALL INCLUDE, BUT NOT BE LIMITED TO, BRACING,

SHORING FOR CONSTRUCTION EQUIPMENT, SHORING FOR

THE BUILDING, SHORING FOR EARTH BANKS, FORMS,

SCAFFOLDING, PLANKING, SAFETY NETS, SUPPORT AND

BRACING FOR CRANES AND GIN POLES, ETC.

3. THE GOVERNING BUILDING CODE IS THE MICHIGAN BUILDING

CODE 2015.

4. SHOP DRAWINGS PREPARED BY SUPPLIERS,

SUBCONTRACTORS, ETC. SHALL BE REVIEWED BY THE

ARCHITECT/ENGINEER FOR CONFORMANCE WITH DESIGN

INTENT ONLY.

5. UNLESS NOTED OTHERWISE, REQUIREMENTS GIVEN FOR

ONE OR MORE LOCATIONS ALSO APPLY AT OTHER

LOCATIONS AT WHICH CONDITIONS ARE SIMILAR. THE

REQUIREMENTS GIVEN SHALL BE ADAPTED TO CONDITIONS

AT SUCH OTHER LOCATIONS.

6. CONTRACTOR SHALL NOT MIX GALVANIZED AND STAINLESS

STEEL. ANY METAL PARTS IN CONTACT WITH OTHER METAL

PARTS SHALL BE OF A SIMILAR MATERIAL.

WOOD FRAMING NOTES

1. ALL FRAMING LUMBER SHALL BE S.P.F. No. 2 OR BETTER.

PROVIDE PURLINS IN LONGEST PRACTICAL LENGTHS, WITH

MINIMUM 2-SPAN CONTINUOUS. STAGGER SPLICES IN

ADJACENT PURLIN ROWS.

2. SHEATHING SHALL BE APA GRADED AS FOLLOWS:

ROOF SHEATHING: 15/32" MIN., 32/16 SPAN-RATED EXPOSURE 1

WITH THE STRENGTH AXIS PERPENDICULAR TO SUPPORTS

(PURLINS) WITH 2-SPANS MINIMUM CONTINUOUS. APPLY

PANELS IN A STAGGERED PANEL LAYOUT. FASTEN SHEATHING

TO SUPPORT WITH 8d COMMON NAILS AT 6" ON-CENTER AT PANEL EDGES AND WITH 8d COMMON NAILS AT 12" ON-CENTER

WITHIN THE FIELD OF PANELS. USE PLY CLIPS BETWEEN

SUPPORTS AT PANEL EDGES.

APPROX 45° TYP

R O

W S

(N O

O W

12'-0"± OR 14'-0"± SEE PLAN12'-0"± OR 14'-0"± SEE PLAN

EX SOFFIT TO

REMAIN

METAL FASCIA

DRIP EDGE

STANDING SEAM

METAL ROOFING

15/32" OSB

SHEATHING

UNDERLAYMENT

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ARCHITECTS ENGINEERS PLANNERS

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300 EAST MITCHELL ST SUITE 2

PETOSKEY, MI 49770

231-344-1150

TYPICAL TRUSS WEB MEMBER LATERAL BRACING

TRUSS PROFILE

ROOF FRAMING PLAN (HOUSING UNITS E/F AND G/H)1 NTS

2 NTS

5 1/4"=1'-0"

SITE PLAN

REMOVE AND REPLACE EXISTING

SHEATHING - SEE NOTE BELOW

REMOVE AND REPLACE EXISTING

SHEATHING AND ADD PURLINS AT

MIDPOINT BETWEEN EXISTING PURLINS

(APPROX. 1' OC FINAL PURLIN SPACING)

NOTE:

CONTRACTOR SHALL VERIFY GRADE STAMPS ON ALL EXISTING PURLINS.

REPLACE EXISTING PURLINS WHERE MATERIAL OF LESS THAN S-P-F NO.

2 WAS ORIGINALLY INSTALLED (IE-STD & BTR OR CONSTRUCTION GRADE

MATERIAL). AT CONTRACTORS OPTION, INSTALL NEW S-P-F NO. 2

PURLINS ADJACENT TO EXISTING PURLINS OF LESSER GRADE IN LIEU OF

REMOVING AND REPLACING EXISTING PURLINS.

PURLIN REINFORCEMENT/REPLACEMENT IS NOT REQUIRED AT THE

12'X88' BUILDING EXTENSIONS WHERE RAFTERS ARE AT 2'-0" OC.

NTS4

(LOOKING WEST)

ROOF EAVE DETAIL

3/4"=1'-0"3

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http://www.ohm-advisors.com

(2) 2x6 + 12" PLYWOOD

FILL HEADER

2x4 JACK STUDS BOTH

SIDES OF OPENING

(2) 2x4 SILL

(2) LAYERS 5 8" GPBD EACH FACE.

STAGGER PANEL JOINTS AND

FASTEN TO STUDS. REFER TO UL

DESIGN NO. U301

EXISTING CMU WALL

2' -6

" M

2'-6" MIN

CENTERED ON

DOOR OPNG

EXISTING 4" PVC DRAIN

LINE TO REMAIN (FIELD

VERIFY)

EXISTING 4" PVC DRAIN LINE

(FIELD VERIFY) - REROUTE TO

ALLOW OPERATION OF FIRE

DOOR, IF REQUIRED

EXISTING 2x4 WOOD STUD

WALL (GPBD NOT SHOWN)

NEW FIRE DOOR INSTALLED IN

EXISTING STUD WALL - VERIFY

DOOR SWING DIRECTION - SWING

TOWARD SIDE TO MINIMIZE DRAIN

MODIFICATIONS

1'-4"

TYP

FIELD CUT EXISTING 2x4 STUD

TO BEAR TOP & BOTTOM

REMOVE AND REPLACE GPBD AS

REQUIRED AT BOTH SIDES OF

EXISTING WALL. SEE SECTION

THIS SHEET AND UL DESIGN NO.

U301 FOR MORE INFORMATION

2x4 INFILL AS REQUIRED FOR

ROUGH OPENING

(2) 2x4 DOOR SILL

EXISTING 2x4 STUDS @ 16"

OC (FIELD VERIFY)

EXSITING 2x4 PLATE

EXISTING 2x4 PLATE

EXISTING 2x4 PURLINS

(1) 2x4 JACK STUD BOTH SIDES

OF NEW OPENING

2x4 BOTH SIDES OF NEW

OPENING

(2) 2x6 + PLYWD FILL HEADER

EXISTING CMU WALL BELOW

S-101

24"x48" INSULATED FIRE DOOR WITH 1 1/2" - HR RATING.

VERIFY ROUGH OPENING SIZE WITH MFR. FIELD LOCATE

WALL OPENING AS REQUIRED BASED ON EXISTING FIELD

CONDITIONS AND ELEVATION OF EXISTING WALKWAYS.

NOTES:

1. ALL WORK AND MATERIALS SHALL MEET OR EXCEED

THE REQUIRMENTS OF THE MICHIGAN BUILDING CODE

2015.

2. ALL FRAMING MEMBERS SHALL BE SPRUCE-PINE-FIR

No. 2 OR BETTER, UNLESS NOTED OTHERWISE.

3. FASTEN ALL MEMBERS IN ACCORDANCE WITH

MICHIGAN BUILDING CODE TABLE 2304.10.1, UNLESS

NOTE OTHERWISE.

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