7-C4 - MECANICAL DRAWINGS AND SPECIFICATIONS.pdf

1 3 4 5 6 7

39' - 8" 25' - 8" 20' - 8" 9' - 11" 39' - 6"

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EX. W18X45

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EX. W18X45

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EX. W12X16.5

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EX. W14X30

EX. W14X22

EX. W14X30

6' - 4" 13' - 0" 6' - 4"

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EX. W14X26

/4

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EX. W14X26

EX. W14X26

EX. W14X22

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EX. W14X22

EX. W12X16.5

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EX. W12X16.5

135' - 5"

PROPOSED REINF. SCHEME R2

PROPOSED REINF. SCHEME R1

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EX. 18" DEEP ROOF JOIST

EX. ROOF JOIST

EX. 18" DEEP ROOF JOIST

EX. ROOF JOIST

EX. ROOF JOIST

E X

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6' - 4"

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EX. ROOF 18" DEEP

JOIST, TYP.

EX. 18" DEEP

ROOF JOIST

EX. 18" DEEP ROOF JOIST

EX. 18" DEEP ROOF JOIST

EX. 18" DEEP ROOF JOIST

PROPOSED REINF. SCHEME R3

PROPOSED REINF. SCHEME R3

PROPOSED REINF. SCHEME R3

PROPOSED REINF. SCHEME R3

AC-1;

1,335 LBS;

7'-5" X 4'-11"

EX. L3 1/2X3 1/2X1/4, TYP.,

TO SUPPORT CURB

ADAPTER (V.I.F)

EX. L3 1/2X3 1/2X1/4, TYP.,

TO SUPPORT CURB

ADAPTER (V.I.F)

RTHP-1;

2,200 LBS;

12'-0" X 7'-5"

AC-2;

1,480 LBS;

9'-11 1/2" X 4'-11"

EX. L3 1/2X3 1/2X1/4, TYP.,

TO SUPPORT CURB

ADAPTER (V.I.F)

PROPOSED REINF. SCHEME R3 (SIM)

HRU-1;

5,400 LBS;

17'-6" X 7'-1"

MC6X15.1 CURB,

TYP. FOR HRU-1

PROPOSED REINF. SCHEME R2

NOTIFY ENGINEER TO REVIEW

JOIST ONCE EXPOSED TO CONFIRM

REINFORCEMENT DUE TO HARD

CEILINGS IN THIS AREA.

STRUCTURAL SPECIFICATIONS AND GENERAL CONDITIONS (04-12)

GENERAL

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

2. C.S. Davidson, Inc. 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.

13. Relation of Specifications and Drawings are as follows:

A. To be equal authority and priority. Should they disagree in themselves, or with each other, bids shall be based on the most expensive combination of quality and quantity of work indicated. The appropriate work, in the event of the above mentioned disagreements shall be determined by the Owner's Representative.

B. Figures take precedence over scaled measurements.

C. Large scale details take precedence over smaller scale details.

D. Architectural drawings, if applicable, shall take precedence in regard to dimensions, when in conflict with Mechanical and Structural drawings, except for the size of structural members.

E. Specifically titled drawings and sections of the specifications take precedence over indications of items in a collateral way.

14. Issued documents, other than those notated “ISSUED FOR CONSTRUCTION” and/or “100% CONSTRUCTION DOCUMENTS”, shall not be considered to be final. Budgetary exercises performed using documents other than final construction documents shall be considered preliminary.

15. Where specific products are called for (i.e. Hilti HUS anchors or DeWALT anchors), The Contractor may submit equivalent products for E.O.R. to review.

Submit data showing comparative capacities of products.

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.

DESIGN DATA

Building Code = 2021 International Building Code

Roof Load:

Dead Load = 20 PSF (includes structure weight) Gym Dead Load = 15 PSF (includes structure weight) Live Load = 30 PSF Snow Load: (Roof Live Load May Control)

Ground Snow Load, Pg = 30 PSF Flat Roof Snow Load, Pf = 21 PSF Snow Exposure Factor, Ce = 1.0 Snow Load Importance Factor, Is = 1.0 Thermal Factor, Ct = 1.0

Wind Load:

Basic Wind Speed (3-second gust) = 113 MPH Building Category = II Exposure Category = B Internal Pressure Coefficient, GCpi = ±0.18 Wind Design Pressure = 37 PSF (Rooftop Structures)

Earthquake Design Data:

Building Category = II Seismic Importance Factor, Ie = I.0 Mapped Spectral Response Accelerations:

Ss = 0.189 S1 = 0.048 Site Class = D (Assumed)

Spectral Response Coefficients:

SDS = 0.201

SD1 = 0.076

Seismic Force-Resisting System = (B) - Seismic Evaluation of Mechanical Components Not Required

All gravity loads indicated on the drawings are ASD loads unless otherwise noted elsewhere in the drawings. All lateral loads indicated are LRFD loads unless otherwise noted elsewhere in the drawings.

STRUCTURAL STEEL

1. All steel construction shall be in accordance with the following specifications and standards, latest version, in accordance with the International Building Code as referenced in the 'Design Data':

• Specification for Structural Steel Buildings (AISC 360)

• Specification for Structural Joints Using ASTM A325 or A490 Bolts

• Code of Standard Practice for Steel Buildings and Bridges (AISC 303

• AISC Steel Construction Manual, latest edition.

2. All welding shall be performed in accordance with the requirements of the AWS Code, D1.1, Structural Welding Code - Steel, latest edition, and AISC Specifications using the proper electrode from AWS D1.1 Table 3.1 and performed only by qualified welders.

3. Structural steel shall conform to the requirements of ASTM A992, with a minimum yield stress of 50 ksi for all wide flange and WT shapes. All other shapes, miscellaneous plates, and connection material shall conform to ASTM A572 GR. 50.

4. Square or rectangular structural steel sections (HSS) shall conform to the requirements of ASTM A500, Grade C, with a minimum yield stress of 50 ksi.

5. Round hollow structural steel sections (HSS) shall conform to the requirements of ASTM A500, Grade C, with a minimum yield stress of 46 ksi.

6. Structural steel pipe shall conform to the requirements of ASTM A53, Type S, Grade B, with a minimum yield stress of 35 ksi.

7. All HSS shapes or Pipe ends shall be capped with a minimum 1/4" cap plates.

8. All galvanized structural steel shall conform to the requirements of ASTM A123. All galvanizing holes shall be plug welded or sealed with zinc plugs.

9. Shop drawings for the fabrication and erection of all structural steel shall be submitted to and approved by the Engineer prior to fabrication.

10. The Contractor shall notify the Engineer of any fabrication or erection errors or deviations and receive written approval before field corrections are made.

11. Fabricator and erector of structural steel shall be AISC certified. A current copy of the AISC certificate shall be submitted to the Engineer prior to fabrication and erection. If not certified by AISC, fabricator shall be subjected to the special inspection requirements.

12. Bolted connections of structural steel shall be made using high strength steel bolts conforming to ASTM A325. Bolts shall be 3/4" minimum in diameter unless noted otherwise.

13. The faying surfaces at slip-critical connections shall be Class A surfaces, and shall not be painted or primed. Galvanized surfaces shall be roughened by means of hand wire brushing as indicated in the current RCSC specification.

14. Simple shear connections shall be standard double angle or shear plates, unless noted otherwise. All bolted connections shall have a minimum of 2 bolts.

15. All high strength bolts shall be snug tight unless noted otherwise. A snug tight condition is as defined in Section 1.2.2. in the AISC Design Guide 17. Bolts used in slip-critical connections shall be pretensioned in accordance with the current RCSC specification.

16. The Contractor shall be responsible for the temporary bracing of all steel during erection and until construction is complete.

17. The Contractor shall furnish all plates, clip and seat angles, and connections for completion of the structure, even if such items are not specifically called for on the structural drawings.

18. Structural and miscellaneous steel fabricators shall be responsible for obtaining all field dimensions necessary for the completion of their work.

19. Minimum size of fillet welds, unless otherwise noted, is to be 3/16-inch fillet. Chip, wirebrush clean, and prime paint all field welds.

20. Summary of Paint System (Reference Steel Structures Painting Council - A Guide to the Shop Painting of Structural Steel):

A. For all work temporarily exposed to weather for six (6) months or less:

No paint required.

B. For all work temporarily exposed to weather for greater than six (6) months:

a. Surface Preparation = SSPC-SP 2

b. Pretreat = None required

c. Paint Application = SSPC-PA 11

d. Number of Coats = One

e. Primer = SSPC-Paint 15

f. Touch-up = As per manufacturer specifications

C. For all work permanently exposed to weather:

a. Surface Preparation = SSPC-SP 3

b. Pretreat = None required

c. Paint Application = SSPC-PA 1

d. Number of Coats = Three minimum

e. Primer = SSPC-Paint 25

f. Touch-up = As per manufacturer specifications

g. 2nd Coat = SSPC Paint 21

h. Finish Coat = SSPC Paint 21

i. Dry Film Thickness =

• First Coat: 1.5 to 2.0 mils.

• Second Coat: 20. mils

• Finish Coat: 2.0 mils

• Total = 5.5 to 6.0 mils

D. Surfaced within 2 inches of welds shall be free of material that would prevent proper welding or produce objectionable fumes while welding is being done.

- PROPOSED CONDITIONS

- EXISTING CONDITIONS

- SECTION MARK

GENERAL LEGEND

"TEXT"

"TEXT"

S1

SIM

- PROPOSED ROOFTOP UNIT

STEEL SHIMS AT 2'-0" O.C.

(NOT REQUIRED IF TAPERED

CURBS ARE PROVIDED,

COORD. W/ RTU SUPPLIER) MECH. UNIT CURB, SEE

MECH. DRAWINGS

MC6, EACH END OF

RTU CURB (SEE PLAN)

NOTES:

1. WHERE MC6 RUNS PERPENDICULAR TO THE METAL DECK, TURN

THE MC6 TOES UP AND PLACE ON TOP OF INTERSECTING

CHANNELS. TRIM CHANNELS AT CONFLICTING CORNERS FOR

CONTINUOUS MECHANICAL UNIT CURB BEARING.

2. USE CAUTION WHEN WELDING AS NOT TO DAMAGE JOIST.

REFER TO TYPICAL

JOIST REINFORCING

DETAIL @

CONCENTRATED LOAD

3/16

TYP. @ EA.

JOIST

STEEL JOIST

LL1 1/2 X 1 1/2 X 3/16,

WELD TO CHORD, TYP.

NOTES:

1. P = APPLIED POINT LOAD.

2. DETAIL APPLIES TO ALL CONCENTRATED LOADS

APPLIED TO ROOF JOISTS UNLESS INDICATED

OTHERWISE. COORDINATE DETAIL WITH MECHANICAL

DRAWINGS.

PROVIDE ADDITIONAL JOIST WEB

MEMBER WHERE "P" IS GREATER

THAN 100 LBS. OR "X" EXCEEDS 3"

X

P

P

CL. JOIST PANEL

POINT, TYP.

ANY LOC. ON BOT. CHORD

ROOF FRAMING PLAN NOTES:

1. EXISTING JOIST BRIDGING SHALL NOT BE MODIFIED. IF JOIST BRIDGING IS DAMAGED, CONTRACTOR IS TO REPLACE IN KIND.

2. ROOF DECK SHALL BE 1.5B20 DECK FASTENED TO SUPPORTS W/ 5/8" DIA. PUDDLE WELDS IN 36/4 FASTENER PATTERN W/ #10 SIDELAP SCREWS @ 12"

O.C. BETWEEN SUPPORTS, U.N.O.

3. ALL ROOF PENETRATION LOCATIONS ARE APPROXIMATE. COORDINATE W/ HVAC CONTRACTOR FOR EXACT LOCATIONS. CONTACT ENGINEER FOR

ADDITIONAL GUIDANCE IF EXISTING ROOF FRAMING DOES NOT SUPPORT PENETRATIONS AND CURB ADAPTERS.

4. DETAILS AS SHOWN INDICATE TYPICAL CONNECTIONS AND CONDITIONS.

5. REFER TO HVAC PLANS FOR EXACT LOCATIONS OF ROOF TOP UNITS, AND ROOF VENTS.

6. REFER TO ORIGINAL CONSTRUCTION DRAWINGS FOR DIMENSIONS AND ELEVATIONS NOT SHOWN.

7. THE CONTRACTOR SHALL VERIFY EXISTING MEMBERS SIZES AND FIELD CONDITIONS PRIOR TO JOIST REINFORCEMENT. IF ANY DISCREPANCIES ARE

FOUND, NOTIFY THE ENGINEER AND OWNER FOR FURTHER GUIDANCE PRIOR TO THE START OF WORK.

8. ALL REINFORCEMENT SHALL BE FULL LENGTH PIECES. SPLICING REINFORCEMENT IS NOT PERMITTED WITHOUT WRITTEN APPROVAL FROM THE

ENGINEER.

9. ALL REINFORCEMENT OF JOISTS SHALL TAKE PLACE AFTER REMOVAL OF THE EXISTING ROOF TOP UNITS AND PRIOR TO THE INSTALLATION OF THE NEW

ROOF TOP UNITS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LIMITING HEAT INPUT DURING WELDING TO PREVENT LOSS OF STRENGTH IN

EXISTING JOISTS UNDER LOAD.

DRAWING LIST

SHEET

NUMBER SHEET NAME

S1 GENERAL NOTES, TYP. DETAILS & ROOF FRAMING PLAN

S2 REINFORCEMENT DETAILS

DRAWN BY

CHECKED BY

SCALE

DATE

DWG. NO.

FILE NO.

SHEET NO.

SEAL:

As indicated

:2 :4

P M

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S1

SIR

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530884100_STR.

5308.8.41.00FOR

CONSTRUCTION

NOT TO SCALE S1

A

TYPICAL STEEL JOIST

REINFORCEMENT

DETAIL @

CONCENTRATED

LOADS

NOT TO SCALE S1

B

ROOFTOP MECHANICAL

UNIT SUPPORTS

1/8" = 1'-0"

EXISTING ROOF FRAMING PLAN PLAN NORTH

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5/05/2026

15/16" DIA. BAR WEBS 15/16" DIA. BAR WEBS13/16" DIA. BAR WEBS

LL2X2X1/4 TOP CHORD

1 1/4" DIA. BAR

1 1/8" DIA. BAR

LL1 3/4X1 3/4X1/4 BOTTOM CHORD

EXISTING STEEL JOIST,

REFER TO PLAN

8" MIN. 8" MIN. 8" MIN.8" MIN. LL 1 1/2X1 1/2X1/4 TOP CHORD

REINFORCEMENT, TYP.

LL1 1/2X1 1/2X3/16 WEB

REINFORCEMENT, TYP.

S2

TYP.

S2

TYP.

S2

TYP.

S2

A-A

TYP.

S2

B-B

S2

B-B

SIM.

S2

B-B

SIM.

S2

B-B

15/16" DIA. BAR WEBS 15/16" DIA. BAR WEBS13/16" DIA. BAR WEBS

LL2X2X1/4 TOP CHORD 1 1/4" DIA. BAR

1 1/8" DIA. BAR

EXISTING STEEL JOIST,

REFER TO PLAN

LL1 3/4X1 3/4X1/4 BOTTOM CHORD LL1 1/2X1 1/2X3/16 WEB

REINFORCEMENT, TYP.

S2

TYP.

S2

A-A

SIM.

1/8 6

1/8 6EA. ANGLE;

ENDS OF

REINF. 1/8 2@12

1/8 2@12

EA. ANGLE;

INTERMEDIATE

LL 1 1/2X1 1/2X1/4 TOP

CHORD REINFORCEMENT,

TYP.

EX. TOP CHORD MEMBER

TYP.

2 3/4"

LL1 1/2X1 1/2X3/16, TYP.

EX. WEB MEMBER

3/16 1 1/4

3/16 1 1/4

EA. ANGLE

CHORD REINF.,

REFER TO SECTION A-A

CUT LEG AS REQUIRED

LL1 1/2X1 1/2X 3/16

1' - 6"

TYP.

2' - 0"

1" DIA. BAR FILLER FOR CENTER (5) PANELS

1' - 6"

LL1 1/2X1 1/2X1/4 TOP CHORD 7/8" DIA. BAR, TYP.

1" DIA. BAR

EXISTING STEEL JOIST,

REFER TO PLAN

LL1 1/2X1 1/2X1/4 BOTTOM CHORD

15/16" DIA. BAR

1"DIA. REINFORCING

BAR, E.S., TYP.

6" , MIN.

6" , MIN.

S2 S2

C-C

TYP.

S2

B-B

S2

B-B

S2

B-B

SIM.

S2

B-B

SIM.

4EA. BAR;

ENDS OF

REINF. 2@12

2@12

EA. BAR;

INTERMEDIATE

1" DIA. BAR, E.S. EX. TOP CHORD MEMBER

EA. SIDE OF

FILLER

1" DIA. FILLER BAR;

INSTALL AT CENTER

OF TOP CHORD PANEL

1'-0" 1'-0"

EX. WEB MEMBER

EX. END DIAGONAL; REFER

TO REINFORCEMENT

SCHEMES FOR SIZE

EX. TOP CHORD ANGLES;

REFER TO REINFORCEMENT

SCHEMES FOR SIZE

2" X 1" BAR

EX. BEARING SEAT

3/16

DRAWN BY

CHECKED BY

SCALE

DATE

DWG. NO.

FILE NO.

SHEET NO.

SEAL:

As indicated

:2 :4

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05/05/2026

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530884100_STR.

5308.8.41.00FOR

CONSTRUCTION

NOT TO SCALE

REINFORCEMENT SCHEME R1

NOT TO SCALE

REINFORCEMENT SCHEME R2

3" = 1'-0"S2

1 SECTION

3" = 1'-0"S2

2 SECTION

NOT TO SCALE S2

A-A

WEB REINF.

CONNECTION DETAIL

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NOT TO SCALE

REINFORCEMENT SCHEME R3

3" = 1'-0"S2

3 SECTION

NOT TO SCALE S2

C-C

FILLER BAR

CONNECTION DETAIL

NOT TO SCALE S2

B-B

TOP & BOT. CHORD

REINF. DETAIL

5/05/2026