Attachment C3c - S dwgs 11 sheets.pdf

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SEAL ISSUE DATE

JOB. NO.

DWG. NO.

REVISION:

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© 2021 Lord Aeck Sargent LordAeckSargent.com Unless otherwise agreed to in writing,this document is the sole property of Lord Aeck Sargent and is to be returned upon demand. The information herein is confidential and may not be used nor divulged without the written permission of Lord Aeck Sargent

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01/16/2023

11793-00

D ep ar tm en t o f N at ur al

R es ou rc es

SUBMITTALS

STATEMENT of SPECIAL INSPECTIONS

The contractor shall coordinate owner-paid, independent inspections meeting all applicable requirements of IBC Chapter 17. For steel see also AISC 360 Chapter N, and for masonry see also ACI 530 Chatper 3.

All inspections shall be documented with written reports and a final report;

submitted to the owner and copied to the architect, structural engineer, and building official. Reinspection of deficient work wil be required as necessary to confirm that corrections have been satisfactorily completed.

Continuous Inspection is to be understood as an inspector present during all hours of activity for the given operation, unless stated otherwise.

Periodic Inspection is to be understood as an inspector present sufficient to ensure regular and repeated evaluation, not less than daily, for the given operation, unless stated otherwise.

Soils

Continuous inspection of procedures during placement and compaction of engineered fills.

Periodic confirmation of sub-grade bearing capacities and excavation depths.

Concrete

Continuous testing of slump, air content, and temperature of concrete as well as collection and subsequent testing of cylinders. (Continuous being understood as daily for each mix type and not less than 50% of all batches/truckloads being tested.)

Periodic inspection of placement of reinforcing, and curing practices.

Mass Timber Framing

Periodic inspection of completed connnections, screwed conections, CLT deck attachments, stud attachments, and related field practices. (Periodic being understood as 10% of completed connections visually evaluated.)

Periodic inspection of mass timber construction

Periodic inspection of connections where insatllation methods are required to meet design loads

- verify use of predrilled holes

- inspect screws, including diameter, length, head type, spacing, installation angle, and depth

Periodic inspection of bolted connections

Periodic inspection of concealed connections

Continuous inspection of cross screw connections at brace frames per 6/S5.0

Final inspection of project completeness.

TRADE COORDINATION NOTESMATERIALS

MATERIALS

SOIL:

Soil supporting foundations 3000 psf (to be verified)

CONCRETE:

Concrete foundations 4000 psi at 28 days + 6% +/- 1% air entr

Concrete stem walls 4000 psi at 28 days + 6% +/- 1% air entr

Slab on grade uno 4000 psi at 28 days

Reinforcing bar ASTM A615 (grade 60)

Welded wire fabric ASTM A1064 flat sheets

Synthetic fiber reinforcing ASTM C1116

(Tuf-Strand SF by Euclid or equal)

Interior walls (including 4000 psi at 28 days foundation walls)

Exterior walls (including 4000 psi at 28 days, 6%±1% air entr.

foundation walls)

STEEL:

Structural steel:

W-shapes ASTM A992 - Fy=50 ksi Channels, Angles, Plates ASTM A36 - Fy=36 ksi HSS Rectangular, Square ASTM A500 Type B - Fy = 46 ksi

Structural steel bolts ASTM A325-N

Washers ASTM F436 hardened washer

Nuts ASTM A563

Welding electrodes (E-70 series) ASTM A233

Steel roof deck ASTM A653-94 Structural Quality grade 33, G-60 galvanized

Grout below plates Non-shrink, non-metallic (5000 psi)

Anchor bolts ASTM F1554 threaded rods

Epoxy bolts:

Epoxy Hilti HIT HY 200 Safe-Set Injection Adhesive Rods Hilti HIT-Z

Headed steel studs ASTM A108-Grade 1010-1020, welded per chapter 7 of ANSI/AWS D1.1

SUBMITTALS

Stamping of shop drawings by sdi does not approve any alteration or deviation from the construction documents. If alterations, substitutions, and deviations from the construction documents are indicated by the contractor in shop drawings, they are not approved by sdi's stamp or submittal comments. Alterations, substitutions, and deviations should not be included in the shop drawings - they must be submitted as a separate document to SDI for review.

The following items related to the building structural system are to be submitted to the architect in accordance with the requirements of the project specifications:

1) Concrete mix designs

2) Concrete test results

3) Reinforcing bar shop drawings

4) Mass Timber Shop Drawings

- CLT wall and roof panels

- Glulam beams and columns

- All connections bewteen timber members

5) Mass timber calculations (signed and sealed)

6) Slab joint layout

7) Masonry vertical and horizontal reinforcing bar shop drawings

8) Masonry dowel layout (foundation to wall dowels) provided by the mason to the foundation contractor prior to foundation installation

9) All inspection reports as pertaining to items listed above

SPECIAL INSPECTION

Foundation Notes and Schedule

Prepare soil supporting foundations in accordance with recommendations in the project geotechnical report

See notes on plan for required bearing capacity. shallow footings to bear on undisturbed soil or on compacted engineered fill. Notify engineer of any variation from anticipated bearing capacity for appropriate redesign or lowering of footing.

Bottom of all exterior footings must be 42" minimum below grade. if interior foundations are left exposed to freezing weather during construction, lower bottom of footing to 42" below grade. provide frost blocks at all exterior swing doors per detail FN-04. bottom of frost block to match bottom of adjacent footing. coordinate dimensions with architecture.

The contractor shall safeguard and protect all excavations and adjacent structures, pavements, and utilities. All excavations shall be kept free of water. The contractor is responsible for the design, installation, maintenance, and removal of all shoring, bracing, and dewatering that is required to properly construct the foundations and protect adjacent structures, pavements and utilities.

No lap splices are permitted in spread or mat foundations. Lap splices may be provided in FS strip footings. See CT-22 for bar lap lengths.

See typical details on S0.2 for additional requirements label reinforcement dimensions

MAT-36

FS-30

F-5x5

#7@12" each way top and bottom

(3) #5 bars continuous, top and bottom

(6) #5 bars each way, bottom width length min.

thickness see plan

30"

5'-0" see plan cont.

5'-0"

36"

36"

16"

TRADE COORDINATION NOTES

Means and methods: The structural documents depict a completed structure, and as such the structure does not have full structural integrity until it is completed. All judgments pertaining to procedures whereby the project is advanced through intermediate stages of partial completion shall be considered matters of means and methods, and shall be the responsibility of the contracting team.

Electronic files: Electronic structural drawing files, when requested by the contracting team, may be provided at the discretion of the engineer of record only after SDI has received the signed release form.

When electronic files are provided they are provided for convenience only, their accuracy cannot be ensured, and nothing in them shall be construed to supercede requirements of construction documents or requirements dictated by field conditions.

Field measurements: Verification of field dimensions is the responsibility of the contracting team.

Protection from weather: During construction it is the contracting team's responsibility to appropriately protect structural elements from the damage due to weather. Footings subject to cold weather should be protected from freeezing by appropriate means that may include lowering the bottom of footings to an elevation below frost depth. For hot and cold weather concrete placement, follow recommendations of ACI 305 and 306.

Construction shoring and bracing: It is the contracting team's responsibility to provide adequate shoring and bracing during construction to account for all forces, including but not limited to forces from gravity, earth, wind, and unbalanced forces due to construction sequence.

Engineering of shoring and bracing: The design of shoring and bracing may require engineering. In those cases engineering shall be performed by a member of the contracting team; a licensed engineer, other than the engineer of record, and licensed in the state having jurisdiction over the project. Soil related loads are as specified in the project geotechnical report. When design loads and/or deflection criteria are not readily discernable by the contracting team, the engineer of record will provide them either in the construction documents or upon request. Loads related to construction activity are to be determined by the shoring engineer. Calculations sealed by the shoring and bracing engineer shall be provided to the engineer of record upon request.Structural members are not self-bracing and shall be shored and/or braced by the contractor as necessary until stabilized by virtue of completed connections.

The temporary supports shall account for all forces, including but not limited to forces from gravity, earth, wind, and unbalanced forces due to construction sequence.

Underpinning: Where underpinning is required the contracting team shall devise means and methods whereby the work is to be completed including conformance to any requirements already specified in the construction documents. Engineering of underpinning shall be by a licensed geotechnical engineer.

Anchor bolt placement: Accurate placement of anchor bolts is the responsibility of the contracting team. Incorrectly placed bolts shall be repaired or replaced so as to maintain the original shear and tensile capacity of the intended anchor. Calculations prepared by a licensed engineer, other than the engineer of record, shall be provided confirming the capacity of the new anchor.

Loads hung from beams: Both permanent loads and construction loads, not specifically identified in the structural drawings, and attached to structural beams, shall be distributed to point loads of no more than 300 pounds each, and shall be distributed such that no more than 300 pounds hang in any five foot length of beam. Attachment shall be either to the flange of steel members or to the sides or webs of concrete members. Drilling of steel flanges will not be permitted. Damage to reinforcing of concrete beams will not be permitted.

Loads hung from metal deck prohibited: Unless specified otherwise, metal deck alone is not suitable for supporting hung loads.

Supplemental framing for hung loads: Supplemental framing in the form of "Unistrut" or other framing members will be permitted as a means of distributing hung loads to structural elements when designed by a licensed engineer other than the engineer of record and when in conformance with the limitation listed above.

Delegated Design: All delegated design of members and connections including stair elements, ladders, railings, cold formed framing, etc not fully detailed on the structural drawings shall be designed by the supplier's registered engineer licensed in the state that has jurisdiction over the project. Delegated design elements shall be designed for all code required loads and load combinations including those specified in ASCE 7.

Foundation Excavation: Where areas and depths of unsuitable existing soil is present on the site the unsuitable soil can be removed and the bottom of footing lowered or the unsuitable soil can be removed and replaced with approved engineered fill.

NOTES AND SCHEDULES

REFERENCES

All work shall conform to the requirements of the most recent version of the following referenced standards:

Building Code 2015 Michigan Building Code

Structural Loads ASCE-7

Concrete ACI 301

ACI 318: Building Code Requirements for Structural Concrete and Commentary

ACI SP 66: ACI Detailing Manual Portland Cement Association "Design and Control of Concrete Mixtures"

Steel AISC 360-10: Specification for Structural Steel Buildings

Welding American Welding Society AWS D1.1/D1.1M

Metal Deck Steel Deck Institute Specifications

Soils Report TBD From GEI Consultants

Constuction ASCE 37 Loads Typical

Construction ASCE 7 Loads where Adjacent to Occupied or Exisitng Space

STRUCTURAL LOADSREFERENCES

DESIGN LOADS

All loads are subject to modification per requirements of ASCE-7

Risk Category II

Roof Loading Roof Live Load 20 psf

Ground snow Pg = 70 psf Importance factor Is = 1.0 Exposure factor Ce = 1.0 Thermal factor Ct = 1.1 (Office Building)

Ct = 1.2 (Garage and Exposed CLT Soffit) Flat roof uniform snow load Pf = 54 psf (Office Building), Seismic Seismic importance factor Ie = 1.0 Site classification of soil D

1.0 second spectral response S1 = 2.1%

0.2 second spectral response Ss = 4.5% Seismic design category A Seismic-resisting system Steel System Not Specifically Detailed for Seismic Resistance Response modification factor R = 4.0 Analysis procedure used equivalent lateral force procedure

Wind Basic wind speed V = 115 mph Exposure category B

Concrete Wall Notes and Schedule

Place reinforcement in accordance with the current Manual of Standard Practice by CRSI.

The typical perimeter concrete wall shall be CW-9 unless noted otherwise

See concrete material notes for additional concrete requirements for storage building stem walls

Provide L-bar dowels to foundation at all vertical bar locations. lap vertical leg per concrete bar lap schedule on S0.2.

Coordinate with mechanical drawings for sleeves and locations of penetrations through concrete walls. see typical details CT-02, CT-03, CT-04/S0.2.

label

CW-9

wall width

9" vertical reinforcement size

#5 spacing horizontal size

#4 spacing interior face of wall reinforcement size spacing horizontal reinforcement size spacing exterior face of wall centered in wall

Slab-on-Grade Notes and Schedule

Place slabs on a 10 mil vapor barrier, on compacted granular fill. all subgrade below slab to be prepared in accordance with recommendations in the geotechnical report

Contractor shall submit control joint layout for architect's approval.

See architectural for extents and dimensions of all slab depressions including areas depressed for special flooring or entry grating. Maintain slab thickness at depressed slab locations. Contractor to coordinate and provide all slab depressions, housekeeping pads, and pits required by the mep drawings

Additional requirements at SL-1 (for polished concrete):

* Normal-weight concrete is required.

* Fiber-mesh shall not be used in these areas.

* Water to cementious material ratio to be limited to 0.45.

* Fly ash content to not exceed 15% of cementious material

See slab typical details on S0.2 for more information.

label

SL-1

total thickness

5" reinforcing

6x6-W2.9xW2.9 notes typical within office building see notes above for additional requirements

S0.1

Base Plate and Anchor Bolt Notes and Schedule mill column to bear on base plate. columns are centered on base plate unless noted otherwise.

see ST-01 for typical base plate conventions see ST-02 for typical anchor rod detail. provide min (4) shim stacks per column base plate bottom of base plate to be set at 1" above top of footing uno. after column is plumb and leveled, completely fill void below base plate with flowable 5,000 psi non-shrink grout.

for base plates not designated in plan, provide BP-1 with 3/4" thick plate and (4) 1" dia. anchor bolts label plate thickness detail

BP-1

Top Plate = 3/4" thick

A572 Gr. 50 base plate with 1" grout bed

BP-1

bottom plate top plate

2-1/2" narrower than glulam column em be d

1" dia.

ASTM 1554

Gr. 36 anchor rods, see ST-02

(4) anchor rods top of foundation see plan b/plate = 100'-2"

BP-2

bottom plate top plate

HSS12X8X1/2

(6) anchor rods brace

" e m be d

3/8"

1 1/2" dia. ASTM 1554 Gr. 105 ksi anchor rod typical, see ST-02.

3/8" b/plate = 100'-2" top of foundation see plan

PL 3/4" A572

Grade 50 ksi gusset knifed through HSS stub

5/16" 2-

1/ 2" n ar ro w er th an g lu la m c ol um n

PL3/4"

HSS12x6x1/2" @ glulams ≥ 10" wide

HSS10x5x1/2 @ glulams < 10" wide

1' -8

1'-8" 2" typ

5/16"

Base Plate = 1-1/4" thick A572 Gr. 50 with 1" grout bed

PL 1-1/4" thick

DD: fully concealed column connection to embed plate. See plan view for required axial tension and shear capacties

2' -4

2'-4"

10 1/2" typ

1/4" washers typ

5/16"

2- 1/

2" n ar ro w er th an g lu la m c ol um n

5/16"

2-1/2" narrower than glulam column

Top Plate = 3/4" thick

A572 Gr. 50 base plate with 1" grout bed

Base Plate = 1-1/2" thick A572 Gr. 50 with 1" grout bed knife gusset plate through HSS, typ

PL3/4"

3 12"

1 2"

1-1/2" base plate

8"

4"

DD: fully concealed column connection to embed plate. See plan view for required axial tension and shear capacties diagonal rod, see 1/S5.00

CL pin = 100'-4" clevis & pin, see 1/S5.0

St ru ct ur al N ot es a nd

S ch ed ul es

THE TIMBER SUPPLIER'S REGISTERED ENGINEER IS RESPONSIBLE FOR

ENGINEERING ALL GLULAM TO GLULAM, AND ALL STEEL TO GLULAM

CONNECTIONS INCLUDING THE FOLLOWING:

Glulam Columns to Steel Base Connections:

Connections to be designed for minimum shear and uplift forces provided on plan

Glulam Beam to Glulam Column Connections:

Connections to be designed for minimum shear and uplift forces provided on plan

Diagonal Steel Rod to Timber Column/Beam Connections:

Connections to be designed for minimum axial, shear, and uplift forces provided on plan.

CLT Decking to Glulam Columns Connections Connections to be designed for shear load equivalent to 2% of the total column load to laterall brace the top of columns.

Submit sealed calculations for the above listed items.

MASS TIMBER DELEGATED ENGINEERING SCOPE

At the time of bidding the Mass Timber contractor shall review beam and column member dimensions along with their design reactions to ensure that the specified forces can be achieved.

If required, the Mass Timber bid shall include all associated costs for increased member sizes to achieve the design forces indicated in these documents.

If required, the Mass Timber bid shall include all associated costs for increased member sizes to suit supplier fabrication preferences or standards.

Final member sizes, if different from the construction documents, will be reviewed and approved by the design team prior to fabrication.

MASS TIMBER BID NOTE

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SEAL ISSUE DATE

JOB. NO.

DWG. NO.

REVISION:

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© 2021 Lord Aeck Sargent LordAeckSargent.com Unless otherwise agreed to in writing,this document is the sole property of Lord Aeck Sargent and is to be returned upon demand. The information herein is confidential and may not be used nor divulged without the written permission of Lord Aeck Sargent

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11793-00

D ep ar tm en t o f N at ur al

R es ou rc es for use at concrete wall control joints typical detail CT-10 concrete wall control joints no scale plastic or hardboard preformed strip exterior face of concrete wall horiz. reinforcing is interrupted at joint 1/4 D (min.)

4" space vertical control joints at no more than 20'-0".

if concrete wall is exposed, coordinate locations of joints with architect.

provide dowels at every other horz. bar, match size of typical wall reinforcing for use at concrete wall construction (cold) joints typical detail CT-09 concrete wall construction joints no scale

1st pour 2nd pour keyway & waterstop at exterior walls apply epoxy bonding agent to surface prior to 2nd pour extend horz.

bars thru joint for typical lap length (min.)

sensitive mep penetrations in concrete walls for use at electical or plumbing penetrations in walls typical detail CT-04no scale verify penetration size and location of penetrations with architect and mechanical/plumbing pipe and seal by mechanical pipe sleeve cast in place. coord size and specifications w/ mechanical engineer waterstop, typical at perimeter of sleeve additional reinforcing per typical detail CT-02 or CT-03 provide corner bars to match continuous horz. reinforcing at corners, lap w/ wall reinforcing per lap length schedule corner reinforcing in concrete walls for use at intersecting concrete walls typical detail CT-12no scale continuous horz. reinforcing0" note: where wall includes single layer of reinforcing, detail similar to outer later above (full laps)

CONCRETE DETAILSREINFORCING BAR SCHEDULES

typical clear cover for reinforcing bars (non-prestressed) for use locating reinforcing bars in concrete structure (see ACI 7.7.1 for further info) typical detail CT-08no scale condition concrete cover cast against & perm. exposed to earth:

exposed to earth or weather:

#6 bar thru #18 bar

#5 bars or smaller not exposed to weather or earth slabs/wall/joists:

(#11 bars and smaller) beams/clmns:

(primary reinf/ ties/stirrups)

3"

2"

1 1/2"

3/4"

1 1/2" dev. length location of measurement typical detail CT-21 concrete reinforcing development length schedule no scale bar size f'c= 3000psi

#3 #4 #5 #6 #7 #8 #9 #10 #11

22" 29" 37" 44" 51" 58" 65" 72" 79" for use with normal weight concrete and fy = 60 ksi (non-epoxy coated) reinforcing bars f'c= 4000psi f'c= 5000psi f'c= 6000psi

19" 26" 32" 38" 44" 50" 56" 63" 69"

18" 23" 29" 34" 40" 45" 51" 56" 62"

16" 21" 26" 31" 36" 41" 46" 51" 56" typical detail CT-22 standard hooks schedule (lext) no scale bar size

#3 #4 #5 #6 #7 #8 #9 #10 #11

2-1/4" 3"

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

6" 9" 10" 11"

90° hooks 4-1/2"

6" 7-1/2"

9" 10-1/2"

12" 13-1/2"

15" 16-1/2"

180° hooksD lext

2-1/2" 2-1/2" 2-1/2"

3" 3-1/2"

4" 4-1/2"

5" 5-1/2"

180° bend D lext ldh point at which bar is developed

90° bend

D lext ldh per CT-23 point at which bar is developed typical detail CT-23 development of standard hooks in tension (ldh) no scale for use with normal weight concrete and fy = 60 ksi (non-epoxy coated) reinforcing bars

180° bend D lext ldh point at which bar is developed

90° bend

D lext ldh point at which bar is developed bar size f'c= 3000psi

#3 #4 #5 #6 #7 #8 #9 #10 #11

9" 12" 15" 17" 20" 23" 26" 28" 31" f'c= 4000psi f'c= 5000psi f'c= 6000psi

8" 10" 13" 15" 18" 20" 22" 25" 27"

7" 9" 12" 14" 16" 18" 20" 22" 24"

7" 9" 11" 13" 15" 16" 18" 20" 22" note:

see CT-22 for bar bend information bar size f'c= 3000psi

#3 #4 #5 #6 #7 #8 #9 #10 #11

29" 38" 47" 57" 66" 75" 84" 94" 103" lap for use with normal weight concrete and fy = 60 ksi (non-epoxy coated) reinforcing bars typical detail CT-20 concrete reinforcing lap schedule no scale f'c= 4000psi f'c= 5000psi f'c= 6000psi

25" 33" 41" 49" 57" 65" 73" 81" 89"

23" 30" 37" 44" 51" 58" 66" 73" 80"

21" 27" 34" 40" 47" 53" 60" 66" 73"

STEEL DETAILS

for use at column base plates base plate & anchor rod conventions typical detail ST-01no scale

3/4" 1"

1 1/4" 1 1/2" 1 3/4" per AISC table 14-2 hole dia.

min. washer dimension rod dia.

2" 3" 3" 4"

4-1/2" min. washer thickness

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

'd'

1 1/2" 2"

2 1/2" 3-1/2"

4" washer, see ST-02 anchor rod, see schedule and ST-02

5/16" uno

'd' 'd' w-shape or HSS column typical anchor rod detail typical detail ST-02no scale

A36 plate washer.see ST-01 for thickness.

hole in washer to be rod dia + 1/16" 5,000 psi flowable non-shrink grout 4" square shim stack typ ea rod.

tac weld nut to anchor rod

1/4" heavy hex nuts provide holes in base plate per table 14-2 in AISC Steel construction manual 14th edition

6" min se e sc he d all threaded anchor rod, see base plate details for rod diameter and steel grade se e sc he d

1" u no heavy hex nut.

provide double-nut at all 1-1/2" or 2" dia anchor rods joints in slab on grade for use at slab on grade typical detail SL-01no scale d control joint d/4 sawcut or premolded insert.

d construction joint continuous key joint d/3 use construction joints or control joints to divide slab into areas less than 200 sqft with no side more than one-and-one-half times greater than any other side in length.

floor slab

4"4"

6"

CMU wall provide dowels to match size and spacing of vertical wall reinforcement

(2) #5 bars cont.

thickened slab under new CMU for use at new non-load bearing CMU locations typical detail SL-03no scale see plan for width of CMU wall

Pe r M

S-

SLAB DETAILSFOUNDATION DETAILS

frost block for use at exterior-outswing doors typical detail FN-04no scale

3" clr sidewalk floor slab continuous strip or trench footing #4 bars @ 12" o.c.

e.w. in addition to continuous footing reinforcing frost block match bottom of ftg, min 42" below exterior grade see architectural plan for dimensions wall reinforcing (beyond) concrete foundation wall thickened cont. concrete strip footing. see plans for dims and reinforcing mechanical sleeve through thickened footing for use at mechanical penetrations through footing (maximum sleeve size = 10" diameter) typical detail FN-08no scale steel sleeve thru footing, coord.

size req'd w/ mech., locate to avoid reinforcing

6" min.

34" slab on grade trench footing typical detail FN-02no scale for use where approved by architect and soil conditions permit footing reinforcing, see schedule,

(2) #5 bars, top and bottom, continuous uno

3" clr

3" clr form all footings if a smooth vertical face cannot be maintained from excavation through curing

2" clr

3" clr dowels to match wall reinforcing above with standard hooked ends extend to bottom rebar reinforced CMU wall, solid grout all cores below grade cont. concrete footing see plans for dims and reinforcing see schedule masonry dowels at continuous footing for use at continuous footing locations typical detail FN-03no scale sensitive mep penetrations in concrete walls for use at electical or plumbing penetrations in walls typical detail CT-04no scale verify penetration size and location of penetrations with architect and mechanical/plumbing pipe and seal by mechanical pipe sleeve cast in place. coord size and specifications w/ mechanical engineer waterstop, typical at perimeter of sleeve additional reinforcing per typical detail CT-02 or CT-03 concrete column isolation joint for use at column bearing below slab on grade typical detail SL-02Bno scale isolation joint from pre-molded expansion material control or construction joint

3" min column isolation joint for use at column bearing below slab on grade typical detail SL-02Ano scale isolation joint from pre-molded expansion material control or construction joint typical detail SL-09 mechanical housekeeping pad no scale d typical housekeeping pads are 4" high, unless noted otherwise. pad locations and dimensions shall be coordinated between the mechanical and architectural drawings. typical mesh in housekeeping pads to be 6x6-W1.4xW1.4 slab on grade

3/4" edge chamfer concrete bonding agent, typical

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SEAL ISSUE DATE

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REVISION:

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© 2021 Lord Aeck Sargent LordAeckSargent.com Unless otherwise agreed to in writing,this document is the sole property of Lord Aeck Sargent and is to be returned upon demand. The information herein is confidential and may not be used nor divulged without the written permission of Lord Aeck Sargent

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S0.3 typical detail MS-19 wood plates on CMU walls no scale

CMU bond beam or solid grouted course

(2) treated 2x wood plates (u.n.o.)

5/8" dia. threaded rods @ 32" o.c. max spacing (u.n.o.)

w/ countersunk nuts, embed 5" into solid grouted CMU, w/ nut threaded and welded to embeded end

MASONRY DETAILS

typical detail MS-15 masonry veneer with CMU backup no scale ladder type horizontal joist reinforcing w/ adjustable 2-piece veneer ties (9-gauge min.)

at 16" o.c. (horizontally and vertically), G60 galv.

CMU back-up see architecture for thermal and enclosure requirements masonry veneer

MASONRY DETAILS

rebar locations in reinforced CMU typical detail MS-02no scale bar centered in core eq bars at face of core solid grout all reinforced cores provide rebar positioners (such as CoreLock by Wire-Bond) at 48" vertically

2- 1/

2" c lr eq for bond beams uno

1/2" clr min

2-3/4" clr uno provide corner bars to match continuous horz.

reinforcing at corners, lap 3'-0" min. with main bond beam reinforcing intersection of CMU walls at bond beam typical detail MS-06no scale bar size minimum lap length #3 #4 #5 #6 #7

18" 24" 38" 56" 80" lap for use with f'm = 2000 psi masonry and fy = 60 ksi (non-epoxy coated) reinforcing bars (case A: standard reinforcing in tension) typical detail MS-01 masonry reinforcing lap schedule (f'm=2000psi) no scale

Splices should be staggered within wall alternate:

provide jamb blocks w/ preformed gasket typical detail MS-03 masonry control joints no scale rake joint and caulkbuilding paper and concrete fill solid grouted core, w/ (1) #5 vert. min.

horiz. reinforcing or bond beam is interrupted at joint see framing plans for control joint locations see MS-51 for required control joint locations not otherwise shown on plan

3/8" min.

typical detail MS-04 keying of grout lift in CMU cores no scale

3" next lift: all grouted cells shall have the grout lift keyed 4" into course of CMU below previous lift: leave 4" at top for keying of next grout lift

CMU wall reinforcing bar typical detail MS-05 bond beam no scale

(2) # 4 continous rebar unless noted otherwise, lap bars per MS-01 and provide corner bars per MS-06 extend vertical wall reinforcing through bond beam. when bond beam is at top of wall extend vertical wall reinforcing 6" into bond beam solid grout for full length additional reinforcing at corners and openings typical detail MS-08no scale solid grout the last cell at wall corners or wall openings of a wall and reinforce with

(1) #5 vertical reinforcing bar for the full height of the wall unless noted otherwise typical detail MS-07 intersection of CMU walls no scale rake joints and caulk embed bent ends in solid grouted cores

1 1/2"x1/4"x24" long strap anchor, w/ ends turned up ("Z" or "U") 2" bent ends (total 28" in length) at 48" o.c. vertically note: galvanized mesh in place of strap anchors may besubmitted to SDI as a voluntary alternate.

requested mesh locations will need to be reviewed and approved by SDI rebar locations in CMU piers typical detail MS-23no scale provide dowels into foundation to match vertical reinforcing bars. lap reinforcing per MS-01.

solid grout all cores provide rebar positioners (such as CoreLock by Wire-Bond) at 16" vertically

3"

3" closed rebar ties see schedule se e sc he du le vertical reinforcing bars

LINTEL NOTES AND SCHEDULES

All openings in masonry walls shall have a lintel placed over the opening. See architectural drawings for all locations, dimensions and elevations of doors, windows and wall openings. See MEP for all duct and utility penetrations through walls.

If an opening or lintel is not shown on the structural drawings, contractor shall provide a lintel per the following:

Lintels Unless Noted Otherwise

Loose Veneer Lintels: see schedule below

Openings in CMU block up to 4'-0": ML-1 or (2) L5x3-1/2"x3/8 (8 in CMU) or (2) L5x5x3/8" (12 in CMU)

Openings in CMU block 4' to 10': ML-3 or W8x31 + 3/8 cap plate to match wall thickness

For openings larger than noted above, or if the opening is located below a beam, contact the architect for direction. provide bearing plates and 3/8" end plates at ends of all W-shape and HSS lintels. provide 3/4" dia.

nelson D2L deformed bar anchors, 30" long, @ 16" o.c. along top of lintel as shown in MS-17.

Galvanizing

All shelf angles, lintels, plates and beams supporting within exterior walls shall be G-90 hot dip galvanized.

After installation, touch up all members with galvanic paint to restore complete coverage.

lintel tag graphicdescription

L4x4x3/8

L6x4x3/8

Veneer Loose Lintel Schedule (use with masonry or stone veneers up to 4" thick) clr openingbearing

8" min up to 4'-0" LL-1

LL-2

L7x4x1/2LL-3

L8x4x3/4LL-4

8" min

8" min

8" min up to 6'-0" up to 7'-0" up to 9'-4" notes provide (3) layers of 9 gage galv. deformed ladder-type joint reinf. in full mortar beds, extend 24" past opening ea side lintel tag graphicdescription

Steel Lintel Schedule (for use where indicated on plan or elevation) bearing plate

PL7x7x1/2"

L-2 W8x24 notes

L-1 HSS8x8x3/8" + 3/8" plate

PL7x7x1/2"

Masonry Lintel Schedule schematic sectionreinforcementgrouted lintel depth

16" (2) #5 bar, bottom

6" CMU 8" to 12"

CMU

24"

6" CMU 8" to 12"

CMU

ML-1

ML-2

Provide min 8" bearing each end

Extend lintel reinforcing 16" min. beyond each end of opening

Continuously solid grout full height of lintel (no cold joints permitted)

Reference detail MS-05 for typical bond beam lintel detail.

No bond beam reinforcing laps are permitted over openings lintel tag use openings up to 4'-0" uno where tagged on plan or elevation

Brick must be lipped where angle is thicker than 3/8"

8" to 16"

CMU

s ol id g ro ut to p of w al l

ML-3 full height of wall above opening

(2) #5 bar, bottom

(2) #5 bar, bottom openings up to 10 ft uno

2- 3/

4" c lr to b ot o f b ar s

2- 3/

4" c lr to b ot o f b ar s

2- 3/

4" c lr bo t o f b ar s see MS-17 and MS-24 for required deformed bar anchors.

all steel lintels to have (3) courses of 24" long ladder type 9 ga. joint reinf. at each end of lintel adjacent to opening

CMU WALL NOTES AND SCHEDULES

General

Masonry construction and materials shall conform to the more stringent provisions of chapter 21 of the 2015 Michigan Building Code and the requirements of "Specification for Masonry Structures (TMS602-13) published by the Masonry Society

All work shall be laid true to a line, plumb and level in keeping with the tolerances defined in "Specifications for Masonry Structures

(TMS602-13)

The contractor shall employ hot or cold weather construction practices defined in "Specifications for Masonry Structures (TMS602-13). No work shal be done subject to freezing temperatures or on a frozen substrate.

Masonry construction conformance with the construction documents shall be verified in accordance with IBC level 1 quality assurance by an ICC certified structural masonry special inspector.

Coordinate dimensions of all CMU block with architectural drawings.

Verify top of CMU elevations with architecture.

All masonry shall be laid in a running bond unless specifically noted otherwise

All grout shall be placed or supervised by a masonry certified in grout placement by the International Masonry Institute or approved alternate.

Grout placement and consolidation shall conform with section 3.5 of the "Specifications for Masonry Structures (TMS602-13).

Provide ladder type horizontal joint reinforcing with preformed lapped corner reinforcing at 16" c/c vertically in all masonry walls (unless noted otherwise). Joint reinforcing shall be galvanized and have side wires of 9-gauge minimum conforming to ASTM A-82. Joint reinforcement shall be lapped a minimum of 8".

Masonry joints shall be fully filled for solid units and face shell bedded with head joint depth equal to the face shell or greater for hollow units unless otherwise noted.

Position vertical bars per MS-02 solid grout all reinforced cores and all cores below grade. in lieu of lapping reinforcing bars, reinforcing bar splice couplers can be provided that have a tensile capacity of 125% the tensile capacity of the reinforcing bar being spliced.

See typical detail MS-03 for control joints in masonry walls and detail MS-05 for bond beams. Continue vertical reinforcement through bond beams. See MS-51 for typical control joint diagram unless otherwise shown on plan.

All CMU door jambs, window jambs, and all CMU cores below beam or lintel bearing locations are to be solid grouted w/ (1) additional #5 vertical reinforcing bar.

Where masonry meets structural members subject to vertical deflection, provide allowance for vertical movement of L/240 of structural member.

Masonry walls are to be adequately braced during construction until floor and wall systems are complete. Design loads for temporary wall bracing at minimum shall be based on ASCE 37. Where masonry walls are constructed adjacent occupied spaces including but not limited to:

existing buildings or pedestrian walkways, design loads for temporary wall bracing shall be taken from ASCE 7. Construction bracing shall be designed by the contractor and sealed by a PE licensed in the state that has jurisdiction over the project.

See details for bond beam locations. Bond beams shall continue for full length of walls unless noted otherwise, and have #4 corner bars (30"x30") lapping 24" with bond beam bars (see MS-06). Except for MW-P, Provide additional bond beams every 8' o.c. for the full height of all walls. See MS-05

See MS-50 for typical CMU wall elevation

Masonry Reinforcement

Detailing, bending and placement of steel reinforcement shall be in accordance with "Specification for Masonry Structures (TMS602-13).

All steel reinforcement shall be placed and supported as necessary to maintain proper position as defined in "Specification for Masonry Structures (TMS602-13).

All horizontal steel reinforcement shall be continuous around corners and lapped as shown in MS-06.

Where vertical steel reinforcement terminates at a bond beam, provide a standard 90 degree hook.

Bar Splicing (laps)

At base of all walls provide dowels to match and lap vertical wall reinforcing. See MS-18 for CMU wall connection to composite slab.

See MS-01 for required bar splice lengths.

Continuous vertical bars may be spliced where desired by contractor.

Horizontal bars in lintels must remain continuous and are not permitted to be spliced.

Horizontal bond beam reinforcing may be spliced where desired by contractor.

M.E.P. Openings

Submit all M.E.P. openings not specifically shown on the structural drawings for review and approvall - a lintel is required over all openings. See lintel schedule on this sheet for typical lintels that can be used for estimating purposes, final lintels must come from SDI.

Below grade M.E.P. penetrations should be located beneath doorways unless specicially approved be SDI. All penetrations below doors must have 4" clear spacing between.

MASONRY WALL NOTES AND SCHEDULE

Control joints shall be provided in walls per detail MS-03 as shown on the plans or elevations. If not specified on the plans or elevations, then provide per MS-50.

See MS-02 for placement of rebar within the grouted cells.

Walls are to be assumed to be partially grouted with the spacing of the vertically grouted cores to match the spacing of the reinforcing noted in the schedule below. Fully grouted walls will be noted special where required.

label

MW-P

MW-8

wall width see arch

8" size/spacing

#4@32"

#6@16" (solid grout) position centered centered notes all interior cmu walls unless noted otherwise. see S001 for top of wall bracing details typical exterior cmu and cmu firewall bewteen office building and storage building (solid grout entire CMU firewall) bond beams none

8ft oc max

MASONRY NOTESMASONRY SCHEDULES

CMU wall control joint diagram and notes typical detail MS-50no scale

C J

C J

C J

C J

C J

C

JC

J

C J

20' max

10' max

10' max

See MS-03 for typical control joint detail

Locate control joints (CJ) as follows:

- at 1-1/2 times the CMU wall height 20 ft on center max, whichever is smaller

- within 10 ft of corners

- on both sides of openings greater than 6'-0" wide

- at one side of opening less than 6'-0" wide

- changes in wall height

- on one side of doorways, locate CJ on latch side

Masonry contractor must submit control joint layout for review and approval

If walls consist of different types of masonry units, consult NCMA TEK notes for possible additional joint requirements

Diagram is appropriate for masonry partition walls, masonry backup walls, or masonry bearing walls. Diagram is not intended to outline control joints in masonry veneer. See architectural drawings for required locations of veneer control joints

No CMU contol joints permitted at window jambs. control joints should be centered between windows or doorways unless shown otherwise on plan

CONTROL JOINT NOTES

C J

C J

C J

C J

C J yes no no steel lintel per plan or elevation bond beam lintel per plan or elevation top of slab on grade bond beam top of wall bond beam typical sill bond beam typ top of wall coordinate with arch top of openings coordinate with arch top of sill coordinate with arch top of openings coordinate with arch

M.E.P.

opening see notes to right

M.E.P.

opening see notes below lintel

M.E.P.

opening see notes to right

@ 8ft oc max u.n.o.

lap bars per MS-01 lintel solid grout below grade la p ty pe p er

M S-la p ty pi ca l la p ty pi ca l see wall schedule for rebar spacing typ

2L s ee

M S-

M.E.P openings below grade, see notes provide dowels to match and lap vertical reinforcing typical CMU wall elevation typical detail MS-50no scale co nt ro l j oi nt

, s ee

M S-a nd M

S-

C J bond beam ve rti ca l r ei nf or ci ng se e sc he du le bond beam

@ 8ft oc max u.n.o.

note: dark shadows indicate grouted cells la p ty pi ca l pe r M

S-pe r M

S-

@ 8ft oc max u.n.o.

lap bars per MS-01

Ty pi ca l M as on ry N ot es

, D et ai ls

, a nd

S ch ed ul

B

C

D

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4 5 6 7 8 91 2

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S3.0

S3.05

G ri d

B ra c in g

S3.0

Grid A Bracing

G ri d

B ra c in g

S3.0

Grid E Bracing

S3.01

G ri d

B ra c in g

G C x2

BP

-1

G C x2

BP

-1

G C x2

BP

-1

G C

- 12x20B P-1

G C x2

BP

-1

G C -1

6x

BP

-2

G C -1

6x

BP

-2

G C -1

6x

BP

-2

G C x2

BP

-1

G C x2

BP

-1

G C x2

BP

-1

G C x2

BP

-1

G C x2

BP

-1

G C x2

BP

-1

G C -1

6x

BP

-2

G C x2

BP

-1

G C x2

BP

-1

G C x2

BP

-1

G C x2

BP

-1

G C -1

6x

BP

-2

5" SL-1

t/slab = 100'-0"

5" SL-1

t/slab = 100'-0"

S4.0

S4.0

S4.0

S4.0

G C -1

6x

BP

-2

F-5x5 F-5x5 F-5x5 F-5x5 F-5x5F-5x5

F-5x5 F-5x5 F-5x5 F-5x5 F-5x5 F-5x5

F-5x5(36") F-5x5(36") F-5x5(36") F-5x5(36") F-5x5(36")

F-5x5(48") F-5x5(48")

F-5x5(36")

G C x2

BP

-1

G C x2

BP

-1

G C x2

BP

-1

G C x2

BP

-1

G C -1

6x

BP

-2

G C -1

6x

BP

-2

G C -1

6x

BP

-2

G C x2

BP

-1

G C x2

BP

-1

G C -1

6x

BP

-2

G C -1

6x

BP

-2

G C x2

BP

-1

G C -1

6x

BP

-2

G C

- 12x20B P-1

G C x2

BP

-1 frost block per

FN-04

frost block per

FN-04

typ

S4.0

S4.0 ________________________________frost block per

FN-04

S4.0

S4.0

S4.0

S4.0

S4.0

3' - 5"

2' - 7"

/1

/1 frost block per

FN-04

16' - 5"16' - 0"14' - 6"17' - 0"17' - 0"17' - 0"17' - 0"16' - 10"

131' - 9"

S4.0

F-5x5(36") 4' - 0"4' - 0"

4' - 0"

4' - 0 1/16"

36" mat foundation

36" mat foundation

/1

/1

S4.0

/1

/1

36" mat foundation

36" mat foundation

36" mat foundation

36" mat foundation

A

G C x2

BP

-2 frost block per

FN-04

F-5x5(48") F-5x5(48") typ. at CLT wall typ. at curtainwall

G C x2

BP

-1

Foundation Plan Notes

Footing Label Conventions: FS-24T(24")

Slab on Grade Typical top of slab elevation = 100'-0", u.n.o.

See architectural plans for areas with depressed or sloping slabs.

Foundations Typical top of footing elevation = 99'-0", u.n.o.

Place footings on soil compacted to a minimum of 2,000 psf allowable bearing capacity, verified by an on site testing agency prior to footing placement.

The bottom of all footings which will be exposed to freezing temperatures permanently or during construction shall be lowered to at least 48" below grade.

Provide a thickened slab below all interior cmu walls per SL-03/S0.2 unless a footing is shown. See architectural for cmu wall locations.

See Slab on Grade Notes and Foundation Notes and Schedule for more information and requirements.

footing type, see schedule

"T" indicates additional top bars are required at this location indicates a non-standard thickness of footing required at this location

D E

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SEAL ISSUE DATE

JOB. NO.

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REVISION:

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© 2021 Lord Aeck Sargent LordAeckSargent.com Unless otherwise agreed to in writing,this document is the sole property of Lord Aeck Sargent and is to be returned upon demand. The information herein is confidential and may not be used nor divulged without the written permission of Lord Aeck Sargent

A s i n d ic a te d

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S1.11

D e p a rt m e n t o f

N a tu ra l R e s o u rc e s project north scale 1/8" = 1'-0"

Foundation Plan

Interior Framing Notes

All ceilings areas to include 7/16" APA rated sheating applied to top of joists glued and nailed with 10d nails at 6" oc max

All joists to be SPF No 1/2

HDR indicates wood header over opening

HD indicates hold down clip angle bolted into slab on grade and screwed into wall studs

Coordinate bottom of ceiling framing with architectural drawings

Adjust ceiling framing to coordinate with ceiling lights

B

C

D

E

4 5 6 7 8 91 2

A.2

A

2x12 @ 16" oc 2x10 @ 16" oc 2x10 @ 16" oc 2x10 @ 16" oc 2x10 @ 16" oc 2x10 @ 16" oc 2x10 @ 16" oc

2x10 @ 16" oc

2x8 @ 16" oc

2x8 @ 16" oc

2x8 @ 16" oc2x8 @ 16" oc

2x12 @ 16" oc

2x12 @ 16" oc

2x12 @ 16" oc

Double 2x10 @ 16" oc full depth blocking @ 1/3rd points full depth blocking @ 1/3rd points full depth blocking @ 1/3rd points full depth blocking @ 1/3rd points full depth block @ midspan full depth blocking @ 1/4 points full depth blocking @ 1/3rd points full depth block @ midspan

HDR HDR HDR HDR HDR HDR HDR HDR

H D

R

HDR

H D

R

H D

R H

D R

HDR

H D

R full depth blocking @ 1/4 points

HDRHDR

HDR

x o c full depth blocking @ 1/4 points

H D

H D

H D

H D

H D

H D

H D

H D

H D

H D

H D H

D

H D

H D

H D

H D

H D

H D

H D

H D

H D

H D

H D

3' - 0"

H D

H D

H D

H D

H D

H D

H D

H D

H D

H D

H D heavy line indicates double 1-1/2"x5-1/2" LVL wall studs at 16" oc max full height from slab on grade to CLT roof solid line indicates 2x6 wall studs at 16" oc max full height from slab on grade to CLT roof

D E

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N

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IT

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M O E

N A

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S H

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SEAL ISSUE DATE

JOB. NO.

DWG. NO.

REVISION:

P H

A S

E

A

L T

E R

N A

T E

D E

S

IG

N

N O

T

F

N

S T

R U

C T

IO

N

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

A

B

C

D

E

F

G

H

J

K

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

© 2021 Lord Aeck Sargent LordAeckSargent.com Unless otherwise agreed to in writing,this document is the sole property of Lord Aeck Sargent and is to be returned upon demand. The information herein is confidential and may not be used nor divulged without the written permission of Lord Aeck Sargent

A s i n d ic a te d

C U s e rs

\a d m in \D o c u m e n ts \N e w b e rr y S tr u c tu ra l

V

R e v is e d ir e a n a s d is tr u c tu re s .c o m

.r v t

/1

/2

:5

:2

A

M

N e w b e rr y A v e

M -1

N e w b e rr y M

I

IN

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R

F R

A M

IN

G

P L A

N

N E

W B

E R

R Y

C S

C

S T

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A G

E F

A C

IL

IT

Y

01/16/2023

11793-00

S1.11P

D e p a rt m e n t o f

N a tu ra l R e s o u rc e sproject north

Interior Framing Plan

D

E

4 5 6 7 8 91 2

A.2

S3.0

S3.05

G ri d

B ra c in g

S3.0

Grid A Bracing

G ri d

B ra c in g

S3.0

Grid E Bracing

S3.01

G ri d

B ra c in g

A

3-PLY CLT

3-PLY CLT

G C x2

G C x2

G C x2

G C x2

G C x2

G C -1

6x

G C -1

6x

G C -1

6x

G C

- 12x20

G C x2

G C x2

G C

- 12x20

G C x2

G C

- 12x20

G C

- 12x20

G C -1

6x

G C x2

0G C

- 12x20

G C

- 12x20

G C -16x20

G C

- 12x20

G C x2

G C

- 12x20

G C x2

0 G C

- 12x20G

C x2

G C -1

6x

G C -16x20

G C -16x20

3-PLY CLT

3-PLY CLT

S5.0

S5.0

S5.0

S5.0

S5.0 ________________________________ 13

S5.0

S5.0 exhaust fan, max weight 100 lb

B 5 1/8" x 12

B 5 1/8" x 12

S5.0

S5.0

S5.0

B 12"x12"B 12"x12" B 12"x12" B 12"x12" B 12"x12" B 12"x12" B 12"x12"

B 8 3/4" x 34"

B 12"x12" B 12"x12" B 12"x12" B 12"x12"B 12"x12" B 12"x12"

B

/4 x

B

/4 x

B

/4 x

B

/4 x

B

/4 x

B

/4 x

B

/4 x

B

/4 x

B

/4 x

B

/4 x

B

/4 x

B

/4 x

B

/4 x

B

/4 x

B

/4 x

B

/4 x

S5.0

S5.0

S5.0 ________________________________12

S5.0

S5.0

S5.0

S5.0

S5.0

S5.0

B

/4 x

B

/4 x

B

/4 x

B

/4 x

B

/4 x

B

/4 x

B

/4 x

B

/4 x

B

/4 x

B 8 3/4" x 18"

G C -16x20

G C -16x20

G C x2

G C x2

G C -1

6x

G C -1

6x

G C x2

G C x2

16' - 5"16' - 0"14' - 6"17' - 0"17' - 0"17' - 0"17' - 0"16' - 10"

B 12"x12"

B

/4 x

B

/4 x

B

/4 x

G C

- 12x20

/4

S5.0

Structural Wood Framing Plan Notes

Beam Label Conventions: B 10.5x24.5 [-12"]

Minimum beam material properties Fb = 2400 psi and E = 1.8x10^6 psi

Column Label Conventions: GC - XX

Minimum column material properties:

Fc = 2200 psi E = 1.7x10^6 psi

Cross Laminated Timber (CLT) Panel:

The CLT panels shall have the following minimum properties:

thickness = 4-1/8" GAeff = .46 E 6 EIeff = 115 E 6 E = 1700000 psi min

E⊥ = 40000 psi min

G = 106250 pi min

G⊥ = 7500 psi min

See S1.21c for required CLT panel layout and connections.

Phase 1 Roof Construction Roof structure shall consist of 3-ply cross laminated timber panels, min 4-1/8" thick, spanning between glulam beams

The top of all glulam columns shall match underside of CLT deck.

Miter top of columns and beams to match roof slope and provide flush connection to CLT

Phase 2 Roof Construction Roof Framign shall be double 2x12 joists at 24" oc max unless noted otherwise topped with 3/4" T&G APA rated OSB sheathing glued and niled with 10d nails at 6" oc max to framing members.

Glulam Connections Glulam connections and connectors are to be engineered, fabricated, provided, and…