HomeMy WebLinkAboutplans 6-28-13CA
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89 First A venue SW
Carmel. Indiana 46032
VICINITY MAP
NORTH
Lem
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HOLEY MOLEY SAYS
"DIG S....A.FEL Yn
"IT'S THE LAW"
CALL 2 WORKING DAYS BEFORE YOU DIG
811 or 800 -382 -5544
CALL TOLL FREE
PER INDIANA STATE LAW IC8 -1 —26.
IT IS AGAINST THE LAW TO EXCAVATE
WITHOUT NOTIFYING THE UNDERGROUND
LOCATION SERVICE TWO (2) WORKING
DAYS BEFORE COMMENCING WORK.
www.indiana8ll.org
COLOR CODE
Red ELECTRIC
Yellow GAS - OIL -STEAM
Orange TELEPHONE- CA TV
B I u e wA TER
Green sEwER
White PROPOSED
CONSTRUCTION
Purple RECLAIMED WA TER
P i n k TEMPORARY SURI/EY
MARKINGS
HAND DIGGING IS REQUIRED
WITHIN TWO FEET OF ALL
MARKED UTILITY LOCATIONS
Information Required
COUNTY, TOWNSHIP, STREET
ADDRESS, TYPE OF WORK,
EXTENT OF WORK, NAME OF
CALLER, TITLE, TELEPHONE
NUMBER, BEST TIME TO CALL,
START DATE, START TIME,
CONTRACTOR NAME & ADDRESS
C ...
S CD
` No. PE60016188
-) •. STATE OF •�
0.
�/0NA 11
000 inn
ENGINEERING SERVICES BY:
HOFFMAN ENGINEERS, INC., P. C.
8261 BASELINE ROAD
PARAGON, INDIANA 46166
765 - 537 -2991 -FAX 765 - 537 -2992
stevf.e.@hoffmanengineers. com
www.hoffmanengineers.com
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VICINITY MAP
NORTH
Lem
cy
x
HOLEY MOLEY SAYS
"DIG S....A.FEL Yn
"IT'S THE LAW"
CALL 2 WORKING DAYS BEFORE YOU DIG
811 or 800 -382 -5544
CALL TOLL FREE
PER INDIANA STATE LAW IC8 -1 —26.
IT IS AGAINST THE LAW TO EXCAVATE
WITHOUT NOTIFYING THE UNDERGROUND
LOCATION SERVICE TWO (2) WORKING
DAYS BEFORE COMMENCING WORK.
www.indiana8ll.org
COLOR CODE
Red ELECTRIC
Yellow GAS - OIL -STEAM
Orange TELEPHONE- CA TV
B I u e wA TER
Green sEwER
White PROPOSED
CONSTRUCTION
Purple RECLAIMED WA TER
P i n k TEMPORARY SURI/EY
MARKINGS
HAND DIGGING IS REQUIRED
WITHIN TWO FEET OF ALL
MARKED UTILITY LOCATIONS
Information Required
COUNTY, TOWNSHIP, STREET
ADDRESS, TYPE OF WORK,
EXTENT OF WORK, NAME OF
CALLER, TITLE, TELEPHONE
NUMBER, BEST TIME TO CALL,
START DATE, START TIME,
CONTRACTOR NAME & ADDRESS
C ...
S CD
` No. PE60016188
-) •. STATE OF •�
0.
�/0NA 11
000 inn
ENGINEERING SERVICES BY:
HOFFMAN ENGINEERS, INC., P. C.
8261 BASELINE ROAD
PARAGON, INDIANA 46166
765 - 537 -2991 -FAX 765 - 537 -2992
stevf.e.@hoffmanengineers. com
www.hoffmanengineers.com
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LOCATION MAP
INDEX OF DRAWINGS
NORTH
T1 TITLE SHEET/ MAPS /INDEX
1 EXISTING SITE PLAN (BY OTHERS)
02 PROPOSED ARCHITECTURAL SITE PLAN
D1 DEMOLITION PLAN
SO GENERAL STRUCTURAL NOTES
S1 FOUNDATION PLAN
S2 WALL SECTIONS
S3 ROOF FRAMING PLAN
AO CODE &LIFE SAFETY PLAN
Al ADA STANDARDS
A2 FLOOR PLAN
A3 ROOF PLAN
A4 BUILDING ELEVATIONS
A5 BUILDING ELEVATIONS
M1 MECHANICAL PLAN
E1 ELECTRICAL PLAN T
E2 ELECTRICAL SERVICE ENTRANCE ISO. & PANEL SHCEDULES 28 Jun 13
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LOCATION MAP
INDEX OF DRAWINGS
NORTH
T1 TITLE SHEET/ MAPS /INDEX
1 EXISTING SITE PLAN (BY OTHERS)
02 PROPOSED ARCHITECTURAL SITE PLAN
D1 DEMOLITION PLAN
SO GENERAL STRUCTURAL NOTES
S1 FOUNDATION PLAN
S2 WALL SECTIONS
S3 ROOF FRAMING PLAN
AO CODE &LIFE SAFETY PLAN
Al ADA STANDARDS
A2 FLOOR PLAN
A3 ROOF PLAN
A4 BUILDING ELEVATIONS
A5 BUILDING ELEVATIONS
M1 MECHANICAL PLAN
E1 ELECTRICAL PLAN T
E2 ELECTRICAL SERVICE ENTRANCE ISO. & PANEL SHCEDULES 28 Jun 13
GRAPHIC SCALE
20 0 10 20 40 80
( IN FEET )
1 inch = 20 ft.
THIS PROPERTY IS NOT
SUBJECT TO ANY FLOOD PLAIN
PER FIRM No. 18011 CO360E
CITY OF CARMEL, INDIANA
Field work was completed on October 2, 2012.
No new markers were set during this report.
ORIGINAL DRAWING
MADE ON 24 "X36"
2.45'
Ak
2.95'
"I affirm, under the penalties for perjury, that I have taken
reasonable care to redact each Social Security number in this
document, unless required by law. Ronald E. Wharry."
This instrument was prepared by: Ronald E. Wharry
Moses Surveying
1357 E. Wabash Street
Frankfort, IN 46041
AUDITOR'S STATE KEY NO.:
16-09-25-16-02-028.000
S.
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VICINITY MAP
PROPERTY ADDRESS:
89 1st AVENUE SW
CARMEL, IN 46032
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Field work was completed on October 2, 2012.
No new markers were set during this report.
ORIGINAL DRAWING
MADE ON 24 "X36"
2.45'
Ak
2.95'
"I affirm, under the penalties for perjury, that I have taken
reasonable care to redact each Social Security number in this
document, unless required by law. Ronald E. Wharry."
This instrument was prepared by: Ronald E. Wharry
Moses Surveying
1357 E. Wabash Street
Frankfort, IN 46041
AUDITOR'S STATE KEY NO.:
16-09-25-16-02-028.000
S.
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Mohawk HIRS
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VICINITY MAP
PROPERTY ADDRESS:
89 1st AVENUE SW
CARMEL, IN 46032
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HOFFMAN ENGINEERS P.C.
8261 BASELINE ROAD
PARAGON, INDIANA 46166
765 - 537 -2991
FAX 537 -2992
steve @hoffmanengineers.com
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0 0
0 0 '
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�7— - 11 11 Hill
Hoffman Engineers Inc.
State of Indiana Certificate of Authority # 16188
"GLOBAL COMMITMENT WITH
A MAIN STREET ATTITUDE"
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CONSTRUCTION
DOCUMENT
PROFESSIOi vL SEAL
HoF
No. PE60016188
•• • �
-O STATE OF i 4tj
SS�ONAL
Step en C. Hoffma - Engineer
IN # 16188
DRAWN B Y
JAC
REVISIONS
0
0
0
0
0
PROPOSED
ARCHITECTURAL
SITE PLAN
C2
DATE
E Jun 13
FF--/EMOVE ENTIRE
EXISTING
II COOLER /FREEZER /
STRUCTURE Fr
L----
iL
REMOVE ENTIRE EXISTING NORTH
WALL, DOORS AND WINDOW FOR NEW
STRUCTURAL WALL
AND FOOTING AS REQUIRED.
GUT ENTIRE INTERIOR OF EXISTING
BUILDING, REMOVE ALL FLOOR
COVERINGS, CEILINGS, INTERIOR
FINISHES.
REMOVE ALL ELECTRIC, MECHANICAL
AND PLUMBING. GUT EXISTING
CONCRETE FLOOR TO REMOVE ALL
EXISTING UNDERGROUND PLUMBING
BACK TO BUILDING SERVICE AND GAP
FOR FUTURE.
GUT EXISTING FLOOR FOR NEW
COLUMN FOOTINGS.
SHORE THE EXISTING REMAINING
EAST WALL ACCORDING.
REMOVE THE ENTIRE EXISTING ROOF
STRUCTURE.
REMOVE ENTIRE FRONT WALL FOR
THE BUILDING EXPANSION INGLUDING
STOREFRONT DOORS AND SIDELIGHTS
I r
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N 70-10 FA 70 01-0-1/01M N 600. Wi"d WANOBLI.
1/411=11-011
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REMOVE ENTIRE EXISTING SOUTH
FOR NEW STRUCTURAL WALL
AND FOOTING AS REQUIRED.
DEMOLITION GENERAL NOTES:
DO NOT SCALE DRAWING; USE ONLY WRITTEN DIMENSIONS. ALL DIMENSIONS
SHOULD BE FIELD VERIFIED BY CONTRACTOR.
2. ALL DEMOLITION WORK SHOWN ON THESE DRAWINGS 15 SCHEMATI G IN NATURE AND
EACH CONTRACTOR SHALL BE RESPONSIBLE FOR PERFORMING ALL NECESSARY
DEMOLITION OPERATIONS AS MAY BE REQUIRED TO PERFORM ALL NEW
CONSTRUCTION AND RENOVATION WORK AS SHOWN AND INDICATED ON THESE
DRAWINGS.
3. CONTRACTOR SHALL THOROUGHLY AND COMPLETELY TOUR AND INSPECT EXISTING
WORK AREAS TO FAMILIARIZE THEMSELVES WITH ALL ITEMS TO BE REMOVED OR
RELOCATED, SUCH AS ELECTRICAL OUTLETS, GAS SERVICES, LIGHT SWITCHES,
THERMOSTATS, FURNACE DUCTS, PLUMBING, PLUMBING FIXTURES, VALVES, SURFACE
RUN CONDUITS, ETC., WHETHER INDICATED OR NOT ON THE PLANS. NO ADDITIONAL
CONDENSATION WILL BE APPROVED FOR REMOVING OR RELOCATING THESE ITEMS
THAT ARE VISIBLE AND OBVIOUS. ADDITIONAL COMPENSATION WILL BE ALLOWED
ONLY FOR IMBEDDED OR HIDDEN ITEMS THAT WOULD NOT BE FOUND WITHOUT A
THOROUGH AND COMPLETE INSPECTION OF EXISTING CONDITIONS.
4. WALLS SHOWN TO BE REMOVED SHALL HAVE ALL UTILITIES RE- ROUTED, REMOVED
OR PROPERLY GAPPED.
5. ALL ITEMS TO BE REMOVED DURING DEMOLITION SHALL BE RETURNED TO THE
OWNER OR STORED FOR RE -USE AS NOTED, OR IF REQUESTED BY THE OWNER.
THIS GENERALLY INCLUDES, BUT IS NOT LIMITED TO, LIGHT FIXTURES, BUILT -INS
PLUMBING FIXTURES. ALL OTHER ITEMS SHALL BE REMOVED AND HAULED AWAY
BY THE CONTRACTOR AS APPROVED BY THE OWNER.
Cam. ALL MATERIALS NOT SALVAGED AS DIRECTED BY THE OWNER SHALL BE REMOVED
FROM JOBSI TE BY THE CONTRACTOR AND SHALL BE DISPOSED OF IN A SAFE AND
PROPER DISPOSAL SITE.
7. ALL ITEMS SHALL BE DEMOLISHED WITHIN STANDARD INDUSTRY STANDARDS, WITH
PROPER TOOLS AND TECHNIQUES TO PROVIDE MINIMAL DAMAGE TO ADJACENT
STRUCTURES TO REMAIN. ALL DEMOLISHED AREAS OF BUILDING SHALL BE
PROPERLY BARRICADED TO PROTECT OTHER WORKERS AND THE PUBLIC FROM
INJURY.
8. NOTIFY THE OWNER A MINIMUM OF 24 HOURS PRIOR TO SHUTDOWN OF ANY
UTILITIES REQUIRED FOR DEMOLITION. ASSIST THE OWNER IN RE- CONNECTING AND
RE- ESTABLISHING UTILITY SERVICES.
P. ANY AND ALL UTILITIES TO BE REMOVED SHALL BE GAPPED OFF TO ASSURE A
SEALED SYSTEM AND SHALL BE RECORDED AS DISCONTINUED ON RECORD
AS -BUILT DRAWINGS.
10. IF HAZARDOUS MATERIALS ARE ENCOUNTERED DURING DEMOLITION OPERATIONS,
COMPLY WITH APPLICABLE REGULATIONS, LAWS AND ORDINANCES CONCERNING
REMOVAL, HANDLING, AND PROTECTION AGAINST EXPOSURE OR ENVIRONMENTAL
POLLUTION.
HOFFMAN ENGINEERS P.C.
8261 BASELINE ROAD
PARAGON, INDIANA 46166
765 - 537 -2991
FAX 537 -2992
steve @hoffmanengineers.com
0 0 0
0 0
0 0
�o 0
�7 . - 1111 Hill
Hoffman Engineers Inc.
State of Indiana Certificate of Authority # 16188
"GLOBAL COMMITMENT WITH
A MAIN STREET ATTITUDE"
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CONSTRUCTION
DOCUMENT
PROFES -D-i ,.L SEAL
No. PE60016188 =
••
-O STATE OF
.
SS�ONAL
11 %%%
Step en C. Hoffma - Engineer
IN # 16188
DRAWN B Y
JAC
REVISIONS
0
0
0
0
0
DEMOLITION PLAN
�'3JFCT N3
_ -- -
Dl
DATE
3 Jun 13
GENERAL STRUCTURAL NOTES:
1. The structural drawings shall be used in conjunction with the drawings of all other disciplines and the specifications. The contractor
shall verify the requirements of other trades as to sleeves, chases, hangers, inserts, anchors, holes and other items to be placed or
set in the structural work.
2. The contractor shall be responsible for complying with all safety precautions and regulations during the work. The engineer will not
advise on nor issue direction as to safety precautions and programs.
3. The structural drawings herein represent the finished structure. The contractor shall provide all temporary guying and bracing
required to erect and hold the structure in proper alignment until all structural work and connections have been completed. The
investigation, design, safety, adequacy and inspection of erection bracing, shoring, temporary supports, etc. is the sole responsibility
of the contractor.
4. The engineer shall not be responsible for the methods, techniques and sequences of procedures to perform the work. The
supervision of the work is the sole responsibility of the contractor.
5. Drawings indicate general and typical details of construction. Where conditions are not specifically shown, similar details of
construction shall be used, subject to approval by the engineer.
6. All structural systems which are to be composed of components to be field erected shall be supervised by the supplier during
manufacturing, delivery, handling, storage and erection in accordance with the supplier's instructions and requirements.
7. Contractor shall provide all temporary supports required for stability and for resistance to wind and seismic forces until the structure
is capable of providing this support. Contractor to refer to A.I.S.C. steel design guide #10, "Erection bracing of low rise structural
steel buildings" and to the National Concrete Masonry Association technical guide #34, "Bracing concrete masonry walls during
construction ".
8. Loading applied to the structure during the process of construction shall not exceed the safe load- carrying capacity of the structural
members. The live loadings used in the design of this structure are indicated in the "Design Criteria Notes ". Do not apply any
construction loads until structural framing is properly connected together and until all temporary bracing is in place.
9. All ASTM and other references are per the latest editions of these standards, unless otherwise noted.
10. Shop drawings and other items shall be submitted to the engineer for review prior to fabrication. All shop drawings shall be
reviewed by the general contractor before submittal. The engineer's review is to be for conformance with the design concept and
general compliance with the relevant contract documents. The engineer's review does not relieve the contractor of the sole
responsibility to review, check and coordinate the shop drawings prior to submission. The contractor remains solely responsible for
errors and omissions associated with the preparation of shop drawings as they pertain to member sizes, details, dimensions, etc.
11. Submit shop drawings in the form of two blueline prints and one sepia. In no case shall reproduction of the contract drawings be
used as shop drawings. As a minimum, submit the following items for review:
A. Concrete mix design(s).
B. Reinforcing steel shop drawings.
C. Structural steel shop drawings.
D. Pre - manufactured wood truss shop drawings (see notes).
Other submittals may be required per the "Schedule of Special Inspections" or the separate notes contained herein.
12. In accordance with Section 1704 of 2008 IBC, special inspections will be required for this project. Special inspections shall be
performed in accordance with the "Schedule of Special Inspections ". All fabricators shall satisfy the "Exception" noted in section
1704.2.1, which requires the fabricator to maintain an agreement with an approved independent inspection or quality control agency
The contractor shall notify the special inspector at least 48 hours in advance for work that will require inspection or testing.
13. Unless otherwise indicated, all items noted to be demolished shall become the contractor's property and be removed from the
site.
14. Contractors shall visit the site prior to bid to ascertain conditions which may adversely affect the work or cost thereof.
DESIGN CRITERIA NOTES:
1. The intended design standards and /or criteria are as follows:
General Uniform statewide bldg. code (2008 IBC, Chapter 16 as amended)
Concrete ACI 318 -04
Masonry ACI 530 -04
Structural Steel AISC A.S.D. (9th Edition) & L.R.F.D. -93
Wood NDS -99
Wood Trusses TPI 1 -95
2. Design gravity dead loads used in the design of this structure are as follows (refer to 2008 IBC section 1606):
Roof 20 PSF
Ground Floor On grade
Partition Allowance 20 PSF
All Other Actual weight
3. Design gravity live loads used in the design of this structure are as follows (refer to 2008 IBC section 1607):
Roof, Typical 20 PSF (non - governing)
Roof, Overhangs 60 PSF
First Floor 100 PSF
4. Design lateral live loads used in the design of this structure, in accordance with Section 6 of ASCE 7, are as follows:
Wind, main system: 90 mph, Exposure B, I =1.0, P =16.5 PSF
Wind, wall components: 90 mph, Exposure B, I =1.0, P windward = 6.6 PSF, P leeward = -28.5 PSF
Wind, roof components: 90 mph, Exposure B, I =1.0, P pressure =17.9 PSF, P suction = -23.5 PSF
Seismic: SIDS = 0.213g, SDI = 0.128g (not controlling compared to wind)
5. Design snow loads used in the design of this structure, in accordance with Section 7 of ASCE 7, are as follows:
Pg (ground snow load) = 30 PSF
Ce = 1.0, 1 = 1.0, Ct = 1.0
Pf (flat roof snow load) = 25 PSF
6. The lateral load resisting system of this building consists of:
Perimeter - Light framed walls with wood shear panels
Typical frame - Rigid steel frame action (with "pin- based" columns)
7. This structure has been designed with "safety factors" in accordance with generally accepted principles of structural engineering.
The fundamental nature of the "safety factor" is to compensate for uncertainties in the design, fabrication and erection of structural
building components. It is intended that "safety factors" be used so that the load carrying capacity of the structure does not fall below
the design load and that the building will perform under design load without distress. While the use of "safety factors" implies some
excess capacity beyond design load, such excess capacity cannot be adequately predicted and SHALL NOT BE RELIED UPON.
FOUNDATION NOTES:
1. All foundation construction shall conform to the requirements of 2008 IBC Chapter 18.
2. All footings have been designed based upon an assumed soil bearing pressure of 1,500 psf or allowable bearing pressure per soil
report. All footings shall bear on undisturbed, firm natural soil or compacted fill. All foundation excavations shall be evaluated by the
geotechnical engineer /testing agency prior to pouring foundation concrete.
3. Top of footing elevation shall be as shown on the foundation plan. These elevations are a maximum and shall be lowered as
required to obtain the required design bearing pressure.
4. All foundation concrete shall obtain a 28 day compressive strength of 3,000 psi. All concrete to be permanently exposed to
weather shall be air entrained to 5% ( + -1 %) with an admixture that conforms to ASTM C -260.
5. All concrete work shall conform to the requirements of ACI 301, "Specification for Structural Concrete Buildings ". Hot weather
concreting shall be in accordance with ACI 305. Cold weather concreting shall be in accordance with ACI 306.
6. All reinforcing steel shall conform to ASTM A -615, Grade 60.
7. Unless otherwise noted, the following minimum concrete cover shall be provided for reinforcement.
A) Concrete cast against and permanently exposed to earth - 3"
B) Concrete exposed to earth or weather:
#6 through #18 bars - 2"
#5 bar, W31 or D31 wire and smaller - 1 -1/2"
8. All reinforcing marked continuous (cont.) on the plans and details shall be lapped 36xbar diameters at splices unless otherwise
noted.
9. No unbalanced backfilling shall be placed against foundation walls unless walls are securely braced against overturning, either by
temporary bracing or by permanent construction.
10. Prior to commencing any foundation work, coordinate work with any existing utilities. Foundations shall be lowered where required
to avoid utilities.
SITE PREPARATION NOTES:
1. All site preparation shall conform to the requirements of 2008 IBC Chapter 18.
2. Within an area a minimum of 5 feet beyond the building limits, excavate a minimum of 4" of existing soil. Remove all organics,
pavement, roots, debris and otherwise unsuitable material.
3. The surface of the exposed subgrade shall be inspected by probing or testing to check for pockets of soft or unsuitable material.
Excavate unsuitable soil as directed by the geotechnical engineer /testing agency.
4. Proofroll the surface of the exposed subgrade with a loaded tandem axle dump truck. Remove all soils which pump or do not
compact properly as directed by the geotechnical engineer /testing agency.
5. Fill all excavated areas with approved controlled fill. Place in 8 inch loose lifts and compact to a minimum of 95% of the maximum
dry density in accordance with ASTM D -698.
6. All controlled fill material shall be a select granular material free from all organics or otherwise deleterious material with not more
than 20% by weight passing a No. 200 sieve (classified as SC, SM, SP or better in accordance with the unified soil classification
system) and with a plasticity index not exceeding 6 %.
7. Provide field density tests for each 3,000 s.f. of building area for each lift of controlled fill.
SLAB ON GRADE NOTES:
CAST -IN -PLACE CONCRETE NOTES:
STRUCTURAL STEEL NOTES:
1. Concrete mixes shall be designed per ACI 301, using Portland cement conforming to ASTM C -150 or C -595, aggregate conforming
1. All structural steel shall conform to the AISC A.S.D. Manual (9th Edition) and/or 1994 Edition of the Load and Resistance Factor
to ASTM C -33, and admixtures conforming to ASTM C -494, C -1017, C -618, C -989 and C -260. Concrete shall be ready -mixed in
accordance with ASTM C-94. Design (L.R.F.D.) "Manual of Steel Construction" of the AISC and 2008 IBC Chapter 22.
2. Concrete shall conform to the following compressive strength, slump and water /cement ratio requirements:
Concrete Min. f's (28 days) Slump* WIC ratio
Concrete not noted 3000 psi 2" to 4" .50
Foundation See "Foundation Notes" 2" to 4" .50
Slabs -on -grade See "Slab -on -Grade Notes" .50
*At contractor's option, an approved admixture may be used to produce flowable concrete. Maximum slump shall not exceed 10
inches. The contractor shall submit test results of the proposed concrete mixes along with the manufacturer's technical data for
approval prior to pouring concrete.
3. All concrete work shall conform to the requirements of ACI 301, "Specification for Structural Concrete Buildings" and 2008 IBC
Chapter 19. Hot weather concreting shall be in accordance with ACI 305. Cold weather concreting shall be in accordance with ACI
306.
2. Unless otherwise noted, all materials shall be in accordance with the following ASTM specifications:
Member ASTM
Min. Strength
Structural steel A992
50 KSI
Structural tubing A500 (Grade B)
46 KSI
Other rolled plates /shapes A36
36 KSI
Connection bolts A325
92 KSI
Anchor bolts A325
- --
Threaded rods A36
36 KSI
Nonshrink grout C1107
8000 PSI
4. All reinforcing steel shall conform to ASTM A -615, grade 60. All welding of reinforcing steel shall be in accordance with AWS D1.4.
Epoxy coated reinforcing shall conform to ASTM A -775.
5. All welded wire fabric (W.W.F.) shall conform to ASTM A -185.
6. All reinforcing steel shall be set and tied in place prior to pouring of concrete, except that vertical dowels for masonry wall
reinforcing may be "floated" in place. Do not field bend bars partially embedded in hardened concrete unless specifically indicated or
approved by the engineer.
7. Reinforcing steel, including hooks and bends, shall be detailed in accordance with ACI 315. All reinforcing steel indicated as being
continuous (cont) shall be lapped with a type 2 lap splice unless otherwise noted.
8. Unless otherwise noted, the following minimum concrete cover shall be provided for reinforcement:
A) Concrete exposed to earth or weather:
#6 through #18 bars - 2"
#5 bar, W31 or D31 wire and smaller - 1 -1/2"
B) Foundation concrete (see "Foundation Notes ")
9. Bar supports and holding bars shall be provided for all reinforcing steel to insure minimum concrete cover. Bar supports shall be
plastic tipped or stainless steel.
10. The contractor shall allow in the bid an additional one (1) ton of reinforcing steel to be placed in the field at the direction of the
engineer. Any unused portion of this allowance shall be credited to the owner.
11. All edges of permanently exposed concrete surfaces shall be chamfered 3/4" unless otherwise noted.
12. The contractor shall provide the engineer with documentation that all materials conform to the quality standards specified in 2008
IBC.
13. In accordance with 2008 IBC, special inspections are required for the concrete work. The owner will hire the special inspector to
perform all required special inspections.
14. In order to avoid concrete shrinkage cracking, place concrete slabs in an alternating lane pattern. The maximum length of slab
cast in any one continuous pour shall be limited to 80 feet.
15. Formwork shall remain in place until concrete has obtained at least 90% of its 28 day compressive strength. The contractor shall
provide all shoring and reshoring.
1. Slab -on -grade construction shall conform to the requirements of ACI 301, "Specification for Structural Concrete Buildings" and MASONRY NOTES:
2008 IBC Sections 1911.
2. Provide concrete slabs as indicated on plans over a 6 mil polyethylene vapor barrier and 4 of porous fill as follows: 4 slab
reinforced with 6x6- W1.4xW1.4 welded wire fabric and with 4000 psi mix concrete. Maximum slump for all concrete slabs shall be 5
inches, using type II cement.
3. All welded wire fabric shall be in accordance with ASTM A -185. Lap adjoining pieces at least one full mesh.
4. All porous fill material shall be a clean granular material with 100% passing a 1 -1/2" sieve and no more than 5% passing a no. 4
sieve. Porous fill shall be compacted to 95% max. dry density per ASTM D -698.
5. Slab joints shall be filled with approved material. This should take place as late as possible, preferably 4 to 6 weeks after the slab
has been cast. Prior to filling, remove all debris from the slab joints, then fill in accordance with the manufacturer's recommendations
as follows: fill with field molded or elastomeric sealant
6. Unless otherwise approved, all welded wire fabric shall be blocked into the position indicated with precast concrete blocks having a
compressive strength equal to that of the slab.
7. Walkways and other exterior slabs are not indicated on the structural drawings. See the site plan and architectural drawings for
locations, dimensions, elevations, jointing details and finish details. Provide 4" walks reinforced with 6x6 - W1.4xW1.4 WWF unless
otherwise noted.
8. Slabs to be permanently exposed to weather shall be air entrained to 5% ( + -1 %) with an admixture that conforms to ASTM C -260
9. All concrete work shall conform to the requirements of ACI 301, "Specification for Structural Concrete Buildings ". Hot weather
concreting shall be in accordance with ACI 305. Cold weather concreting shall be in accordance with ACI 306.
10. In order to avoid concrete shrinkage cracking, place concrete slabs in an alternating lane (or checkerboard) pattern. The
maximum length of slab cast in any one continuous pour is recommended to be less than 100 feet. The maximum spacing of joints
shall be 25'.
11. The alternate wires of the welded wire fabric must be precut at the slab contraction joint locations to create a "weakened plane ".
Without cutting the alternate wires, the strength of the wire will prevent the slab from cracking (separating) at the joint and the slab
may begin to crack elsewhere.
12. The use of polypropylene fibers (in lieu of welded wire fabric) is prohibited without the written authorization of the engineer.
13. See the architectural drawings for exact locations of depressed slab areas and drains. Slope slab to drains where shown.
14. Slabs have been designed in accordance with the following:
Slab thickness - "Slab Thickness Design for Industrial Concrete Floors on Grade ", by Robert Packard, Portland Cement Association,
1976.
Reinforcing - "Design Procedures for Industrial Slabs ", Interim Report (1973), The Wire Reinforcement Institute.
15. Slabs have been designed based on the following criteria:
Subgrade modulus, K =200 pci (assumed)
16. The finish tolerance of all slabs shall be in accordance with ACI 301, type A.
17. Slabs shall be constructed in accordance with the following flatness /levelness requirements:
Slab Category Specified Local Minimum
Flat FF= 30,FL =20 FF= 15,FL =10
Floor flatness and levelness tests shall be conducted by the owner in accordance with ASTM E 1155. Results, including acceptance
or rejection of the work will be provided to the contractor within 48 hours after data collection. Remedies for out of tolerance work
shall be in accordance with the specifications.
1. Masonry construction shall conform to the requirements of the "Specifications for Masonry Structures (ACI 530.1 -02) ", published
by the American Concrete Institute, Detroit, Michigan and 2008 IBC Chapter 21.
2. Hollow load- bearing masonry units shall conform to ASTM C -90, grade N -1 and be made with lightweight aggregate. The minimum
prism compressive strength (f' m) shall be 1,550 psi at an age of 28 days, as determined by the unit strength method of ACI 530.1.
3. Fill all bond beams and reinforced cells solidly with grout. Grout shall conform to ASTM C -476 and shall obtain a min. 28 day
compressive strength of 2,500 psi.
4. Reinforcing steel shall be in accordance with ASTM A -615, grade 60. Shop fabricate reinforcing bars which are shown to be
hooked or bent. Provide a minimum lap of 48 x bar diameters at all splices, unless indicated otherwise.
5. The use of masonry- cement mortar is strictly prohibited. Mortar shall conform to ASTM C -270, type S. All mortar shall meet the
"Proportion Specification" of ASTM C -270 and be made with Portland cement/lime (non air - entrained).
3. All connections shall be shear type connections and designed by the fabricator with the AISC specifications. Minimum bolt
diameter shall be 3/4 ". Unless otherwise noted all bolts shall be shear /bearing type bolts and be "snug- tight ".
4. All welding shall be in accordance with AWS D1.1 using E70XX electrodes. Unless otherwise noted, provide cont. min. sized fillet
welds per AISC requirements. All filler material shall have a minimum yield strength of 58 KSI.
5. Moment connections and required moment value (Ft -Kip) are noted on plan.
6. Holes in steel shall be drilled or punched. All slotted holes shall be provided with smooth edges. Burning of holes and torch cutting
at the site is not permitted.
7. Unless otherwise noted, all structural steel permanently exposed to view shall be shop painted with one coat of SSPC 15 -68, type 1
(red oxide) paint.
8. The structural steel erector shall provide all temporary guying and bracing (see General Structural Notes).
9. Columns, anchor bolts, base plates, etc. have been designed for the final completed condition and have not been investigated for
potential loadings encountered during steel erection and construction. Any investigation of the columns, anchor bolts, base plates,
etc. for adequacy during the steel erection and construction process is the sole responsibility of the contractor.
10.Steel fabricators shall be an AISC certified shop for Category I steel structures and maintain detailed quality control procedures as
required to satisfy the special inspection requirements of 2008 IBC, Section 1704.
11. Unless otherwise noted, all structural steel permanently exposed to the weather, including all brick shelf angles, shall be
hot - dipped galvanized in accordance with ASTM A153.
12. Protective coatings damaged during the transporting, erecting and field welding processes shall be repaired in the field to match
the shop applied coating.
13. The contractor shall hire an independent testing agency to provide special inspections of bolting, welding and other items in
accordance with 2008 IBC, Section 1704.
PRE - ENGINEERED WOOD TRUSS NOTES:
1. Wood trusses shall be designed by the manufacturer to support the following loads:
A. Gravity Loading Case
(SEE PLANS FOR LOADING)
B. Wind Loading Case (per 2008 IBC, Section 1609)
See'Design Criteria Notes' for wind component criteria
Wind, roof components: 90 mph, Exposure B, I =1.0, P pressure =17.9 PSF, P suction = -23.5 PSF
2. Wood trusses shall be designed by the manufacturer in accordance with the applicable provisions of the latest edition of the
national design specification of the National Forest Products Association, the design specification for metal plate connected wood
trusses of the Truss Plate Institute and 2008 IBC Section 2303.4.
3. Wood materials shall be Southern Pine, Douglas Fir or Larch and shall be kiln dried and used at 19% maximum moisture content.
Provide Grade No. 2 or as required to satisfy stress requirements. See "Schedule of Required Stress Values" in the wood framing
notes section.
4. Connector plates shall not be less than 0.036 inches (20 gauge) in coated thickness, shall meet or exceed ASTM Grade A or
higher and shall be hot dipped galvanized according to ASTM A -525 (coating G60). Minimum steel yield stress shall be 33,000 psi.
5. Trusses shall be fabricated in a properly equipped manufacturing facility of a permanent nature. Trusses shall be manufactured by
experienced workmen, using precision cutting, jigging and pressing equipment under the requirements in Quality Control Standard
QST -88 of the Truss Plate Institute.
6. Secondary bending stresses in truss top and bottom chords due to dead, live and wind loads shall be considered in the design.
Load duration factors shall be per the "National Design Specification for Wood Construction ".
6. Unless otherwise indicated, all walls shall be laid in running bond. Bond corners and intersections of load- bearing walls.
7. Wood trusses shall be erected in accordance with the truss manufacturer's requirements. This work shall be done by a qualified
7. Provide vertical reinforcing bars of the given size and spacing as indicated. Provide bars at all wall corners, intersections and and experienced contractor. Truss erection by an inexperienced or nonqualified contractor can result in construction collapse and/or
opening edges. serious injury and damage.
8. Provide rebar dowels from foundations to match vertical reinforcing size and spacing. Dowels shall have standard 90 degree hooks 8. The contractor shall provide all temporary and permanent bracing as required for safe erection and performance of the trusses.
and lap with the first lift of reinforcing. The guidelines set forth by the truss plate institute publication "HIB -91, Commentary and Recommendations for Handling, Installing
and Bracing Metal Plate Connected Wood Trusses" shall be a minimum requirement.
9. Provide standard 9 gauge horizontal joint reinforcing at 16" on center in all walls. Provide truss type joints reinforcing for all
concrete masonry. Coordinate brick tie back requirements with the architectural drawings. Unless otherwise noted, stop all horizontal
joint reinforcing at control joints.
10. The masonry contractor shall provide all required temporary wall bracing during construction (see "General Structural Notes ").
9. Truss members and components shall not be cut, notched, drilled nor otherwise altered in any way without the written approval of
the engineer.
10. Submit complete shop drawings for all wood trusses showing member sizes, species, grade, moisture content, span, camber,
dimensions, chord pitch, bracing requirements and loadings. Shop drawings shall be submitted to the engineer and shall bear the
seal of a professional engineer registered in Indiana.
HOFFMAN ENGINEERS P.C.
8261 BASELINE ROAD
PARAGON, INDIANA 46166
765 - 537 -2991
FAX 537 -2992
steve @hoffmanengineers.com
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GENERAL
STRUCTURAL NOTES
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4" GONG. SLAB
W/ 6x6-10/10 WWF
OVER 6 MIL VISA.
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NOTE:
SLOPE GONG .
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#6 VERT. BARS @ 16" O.G.
EXTENDED HORIZ.
24" INTO GONG. SLAB
P-- 311 GLR 51 -011 1
1/2" EXP. IT.
MATERIAL
2 #5 HOR. CONT.
4" GONG. SLAB W/
6x6x I O/ I O WWF IN
THE MIDDLE OF
SLAB OVER .008
MIL VISO. W/
TAPED JOINTS
" RIGID INSULATION
#5 DWLS. @ 32" O.G.
GROUT GORES
L. B.P. W/ (4)
OK A490
#6 BARS @ 1 O.G. Eft. WAY
GONG. SET BLOCKS
OLlafi" N 54SE f=LF47E 4 Tip f L
3/411 = 11 -01'
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GROUT CORES
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DIAMETERS, DUROWALL
@ II -411 O.G.
HORIZONTAL, BRICK TO
BE TIED TO BLOCK
WITH DUROWAL
(TYPICAL)
811 CMU
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(4) #5 HORZ. CONT.
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HOFFMAN ENGINEERS P.C.
8261 BASELINE ROAD
PARAGON, INDIANA 46166
765- 537 -2991
FAX 537 -2992
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STONE ACCENT TRIM STONE PARAPET GAP
STONE ACCENT TRIM
CONT. (2) #5 IN
BOND BEAM CANT STRIP
FULLY ADHERED EPDM SINGLE PLY
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PERIMETER GMU WALLS W/ 1 1/2"
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#5 VERTICAL @ 32" O.G. p .a
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DIAMETERS, DUROWALL
@ I' -4" O.G. ;
HORIZONTAL, BRICK TO
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WITH DUROWAL
(TYPICAL) i ,
30 MIL MASONRY, 4" GONG. SLAB 3,500 PSI
FLASHING W/ 6x6x I O/ I O WWF IN
THE MIDDLE OF SLAB
OVER .008 VAPOR
WEEPS @ 24" O.G. BARRIER W/ TAPED
SEAMS OVER 4"
GRANULAR FILL (TYP.)
SEE CIVIL DWGS FOR R=
SITE FINISH
FIN. FLR. EL.
- - - -' �� PER PLAN
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6" GMU 2" RIGID INSULATION
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STONE ACCENT TRIM -
STONE ACCENT TRIM -
CONT. (2) #5 IN
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#5 VERTICAL @ 32" O.G.
GROUT GORES
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STONE ACCENT TRIM
CONT. #5 IN BOND
BEAM
BRICK VENEER
30 MIL MASONRY
FLASHING
WEEPS @ 24" O.G.
20' -2 1/2"
TOP OF PARAPET
STONE PARAPET GAP
CANT STRIP
FULLY ADHERED EPDM SINGLE PLY
ROOF SYSTEM WRAP ROOFING UP
WALL AND UNDER COPING (TYP)
MIN R -36 POLYISOCYANURATE
INSULATION BOARD
20 GA. B METAL DECKING
24K5 JOISTS @ 4' -0" O.G. —i
1 1/2" Z FURRING CHANNELS ON
PERIMETER GMU WALLS W/ 1 1/2"
RIGID INSULATED (TYP.)
TS 8x8x I /2" LINTEL W/
L 4x6x I /2" GALVANIZED
BRICK LINTEL, GALANIZED BOTH
ENDS (TYP.)
30 MIL MASONRY 4" GONG. SLAB 3,500 PSI
FLASHING W/ 6x6x I O/ I O WWF IN
THE MIDDLE OF SLAB
OVER .008 VAPOR
BARRIER W/ TAPED
WEEPS @ 24" O.G. SEAMS OVER 4"
- -' i GRANULAR FILL (TYP.)
SEE CIVIL DWGS FOR d
SITE FINISH -�
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2 WALL SECTION
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2 "x2 "x5/ 16" ANGLE
W / #3 STEEL
EXPANDED
METAL GRATED
FLOOR
CONT. (2) #5 IN
BOND BEAM
14' -O I/4"
JST. BRG. HT. CLIP L 7 "x3 I14"
N/3/8%) x4"
ANCHORS (TYP.)
WELDED TO
LADDER (TYP.)
NEW #5 VERTICAL @
32" O.G. SLUSH GORES
FULL FROM BOTTOM
TO TOP WITH SLURRY
CONCRETE MIN. 3000
PSI (TYPICAL) OVERLAP
20 DI AMETERS,
DUROWALL @ 1' -4" O.G.
HORIZONTAL ON NEW
GMU
3/4%) STEEL
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RUNGS TO BE
SPACED EQUALLY
(1' -O" MAX)
I "x2 "x I I GA.
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NEW 2" EIFS
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PLATE W/
2 -BOLTS
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SEE CIVIL DWGS FOR
SITE FINISH
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TOP OF PARAPET
STONE PARAPET GAP
BEYOND
O STONE PARAPET GAP
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ROOF SYSTEM WRAP ROOFING UP
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MIN R -36 POLYISOCYANURATE
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120 GA. B METAL DECKING
24K5 JOISTS @ 4-0" O.G. —i
CONT. #5 IN BOND
BEAM
NEW 8" GMU
1 1/2" Z FURRING CHANNELS ON
PERIMETER GMU WALLS W/ 1 1/2"
RIGID INSULATED (TYP.)
EXISTING GMU
4" GONG. SLAB 3,500 PSI
W/ 6x6x10 /10 WWF IN
THE MIDDLE OF SLAB
OVER .008 VAPOR
BARRIER W/ TAPED
SEAMS OVER 4"
• GRANULAR FILL (TYP.)
FIN. FLR. EL.
PER PLAN
S2 3/4" = 1' -0"
2" RIGID INSULATION
EXISTING FOOTING
R.
14-0 114"
JST. BRG. HT.
HOFFMAN ENGINEERS P.C.
8261 BASELINE ROAD
PARAGON, INDIANA 46166
765 - 537 -2991
FAX 537 -2992
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8261 BASELINE ROAD
PARAGON, INDIANA 46166
765 - 537 -2991
FAX 537 -2992
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IN # 16188
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ROOF FRAMING
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EXIT #5 EXIT #5
EXIT #1 EXIT #2 EXIT #3
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EXIT #4
CODE SUMMARY
Applicable Code
2008 Indiana Building Code ( 2006 IBC)
Scope of Project:
4,199 Square Foot Build Renovation
Occupancy Classification
Shell only
Construction Type
II A
Allowable Area
Proposed Area
15,500 SF Based on 'A' Group Occupancy
Proposed 4,199 SF < 15,500 SF (OK)
4,199 SF
Fire Walls/ Building
Separation
None Required
Occupancy Separations
None Required
Building Elements -
Fire Resistive
Requirements
None Required
Incidental Use
Separations
None Required
Corridors
None Required
Panic Hardware
All Exterior Doors
Fire Doors
None Required
Fire Dampers
None Required
Smoke Dampers
None Required
Automatic Sprinklers
T.B.D. by Type Occupancy
Standpipes
None Required
Fire Alarm System
None Required
Smoke Detectors
None Required
HOFFMAN ENGINEERS P.C.
8261 BASELINE ROAD
PARAGON, INDIANA 46166
765 - 537 -2991
FAX 537 -2992
steve @hoffmanengineers.com
(0-
0 0 0
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Hoffman Engineers Inc.
State of Indiana Certificate of Authority # 16188
"GLOBAL COMMITMENT WITH
A MAIN STREET ATTITUDE"
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CONSTRUCTION
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No. PE60016188 1
STATE OF
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Step en C. Hoffrn - Engineer
IN # 16188
ERAWN BY
EEVISICNS
ACITY REVIEW CHANGES
1 11 -8 -11
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CODE SUMMARY,
EXITING, & LIFE
SAFETY PLAN
PRCJE: --
S -IEET NLIJ� -R
AO
LATE
28 Jun 13
HOFFMAN ENGINEERS P.C.
X /4 MAY 1/4- /2 BASELINE 4
PARAGON, INDIANA 46166
Y
P L U M B N G NOTES: 765 - 537 -2991
Hot water and drain pipes under lavatories FAX 537 -2992
30" MIN p p steve @hoffmanengineers.com .�
(n11) shall be insulated or otherwise configured `J
COUNTERSLOPE o 0 0
to protect against contact. There shall be
2 �o °
no shar p or abrasive suraces under lavatories.
Hoffman Engineers Inc.
State of Indiana Certificate of Authority # 16188
WALK STREET
OTHER NOTES. GLOB
MAIN STIR ETATTITUDE"
- Sinks shall be mounted with the counter or
10 NOTES: VERTICAL CHANGES IN LEVEL BEVELED CHANGES IN LEVEL rim no higher than 34 inches above fin. floor.
(1) SLOPE = Y / X WHERE X IS A LEVEL PLANE NOT TO EXCEED 1: 12
(2) COUNTERSLOPE SHALL NOT EXCEED 1:20
- Knee clearance that is at least 27 in. high,
MEASUREMENT Of CURB RAMP SLOPES ACCESSIBLE ROUTES AND GROUND AND f LOOK SU RfACES 30 in. wide, and 19 in. deep shall be
SCALE: N.T.S. SCALE: N.T.S. provided under sinks
DETECTABLE
WARNING - Each sink shall be a max. of 6 1/2 in. deep.
- A clear floor space at least 30 in. by 48 in. shall
SURFACE OF RAMP
be provided in front of sink to allow forward
VERTICAL PROJECTION approach. The clear floor space shall be on
OR RISE an accessible route and shall extend a max. of
19 in. underneath the sink.
HORIZONTAL PROJECTION NOTES:
DETECTABLE OR RUN G.C. IS TO VERILY THAT ALL HANDICAP FIXTURES,
WARNING
HARDWARE, RAMPS * STAIRWAYS MEET THE MINIMUMS
MAXIMUMS SHOWN ON THIS SHEET.
MAXIMUM HORIZONTAL
MAXIMUM RISE PROJECTION
SLOPE IN. MM FT. M
1: 12 TO 1: 15 30 760 30 9
I: I G TO 1: 1 9 30 7GO 40 12
1:20 30 7GO 50 15 Note:
1. These details are not all mcluswe. See plumbing sheets for additional information.
2. Handicapped sign age for the bathrooms is located on the wall
ALLOWABLE RAMP DIMENSIONS FOR CONSTRUCTION IN adjacent to the latch side of the door . Sign must be located GO" from center
WARNING SIGNALS AT of sign to the finish floor.
EXISTING SITES, BUILDINGS, AND FACILITIES 3. Water closet flush handles are to be on the wide side of the room or stall. N
CURB RAMPS MAXIMUM HORIZONTAL `` ,V
MAXIMUM RISE PROJECTION 3G min U O
SCALE: N.T.S. 39 -4I
SLOPE* IN. MM PT, M 3G mm 1 54 min
STEEPER THAN I : 1 0 3 75 2 O.G 12 min 12 min 1 2 42 min a)
BUT NO STEEPER I I O
THAN 1:8 C=— C= - =a -- --
_
STEEPER THAN I : 12 G 150 3 1.5 toilet paper � ; -_ -�
BUT NO STEEPER m <
THAN I : 1 0
7 W
* A SLOPE STEEPER THAN ):8 NOT ALLOWED Side Wall 5 L
Back Wall
Grab Bars at Water Cl05et5 Grab Bars at Water Cl05et5 LL- E
Q 00 L
SCREEN WALLS ♦ ` Co
OR SHIELDS DO v
36" MIN. 42" MIN. 12" X 36" MIN. NOT EXTEND V
12 min 3G min 2 min 4 max 32 min MAX. BEYOND RIM
alternate 18" MIN. L, 18" MIN.
door location °
o
4 max LAV. Z
32 rin —
z
EX I CLEAR
0 0 CLEAR m co I FLOOR
TEa[ m I I SPACE
FLOOR
E SPACE CLEAR
CONSTRUCTION
o FLOOR
x SPACE
�o
GO min
m 12 max DOCUMENT
52 min n 17" MAX. LOWER
Wheelchair Turnln Space 5G min w. wall mountedw.c.
II OR FLOOR (SCREEN WALLS
��,,ji }� T- S h a e d Space a c e for LEVEL PREFERRED 29' CLEAR
`� 1 I� � i � 42 mm latch 59 min w. fir. mounted w.c. 56" MIN. (WALL MTD. W.G.) 48 MIN. i -
..JJ I r approach only FRONT � SIDE VI ENS TOP VI EN
other approaches 5W MIN. (PLR. MTD. W.G.) x+ 1�/��'
18 0 Turn 5 48 min `�Q �61STER OFD
Standard Stall End Stall W.C. Clearance Urinal Detail �j� °•����'__
1 No. PE60016188 t
-)3 STATE OF
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17-13 48 min
AL
equipment permitted i I 17- 19 18
in shaded area I I
cconatrol Step en C. Hoffma - Engineer
o I -- - 18 IN # 16188
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24 max r� 00 � r f 17" min.
8 min G Max ro
Spout height and Towels .
control wall \ back clear
36" by 36" Stall 36" by 36" Stall floor
Knee Clearance - - - - - _ space
36 Grab bars at Shower Stall Grab bars at Shower Stall E ® 0
back X 0 m
o 23 max Z
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19" max.
O o o — 8" MIN. 6" MAX. - TI TI_-
° E E ° KNEE CLEAR TOE CLEAR
(D 48" min,
� — / 17" MIN.
E ° DEPTH
FRONT V I Ew
1 -1/2 max Towel DIs enser TOP VIEW SIDE VIEW ADA STANDARDS
48 min o0 p
seat wall IF N �-,-F -T I`I "� -P
36" by 36" Stall 36" by 36" Stall Clear floor Space @ Lavatories
Shower Size and Clearances Grab bars at Shower Stall Shower Seat Design -,'-I Al
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1/41'=11-01'
2
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FLOOR PLAN GENERAL NOTES:
I. DO NOT SCALE DRAWINGS, USE ONLY WRITTEN
DIMENSIONS.
2. THE ENGINEER MUST BE NOTIFIED OF ANY
DISCREPANCIES IN DIMENSIONS, CODE REQUIREMENTS
(BOTH STATE AND LOCAL) AND OTHER CONDITIONS
INDICATED BY THESE DOCUMENTS PRIOR TO
PROCEEDING WITH THE PROJECT.
3. THE CONTRACTOR SHALL VERIFY ALL MECHANICAL
AND ELECTRICAL REQUIREMENTS AND CLEARANCES
PRIOR TO PROCEEDING WITH THE PROJECT AND
SHALL NOTIFY ENGINEER OF ANY DISCREPANCIES.
4. IF CONDITIONS AT THE JOB SITE ARE DIFFERENT
THAN THOSE ILLUSTRATED IN THE CONSTRUCTION
DOCUMENTS, NOTIFY THE ENGINEER IMMEDIATELY.
5. ALL DIMENSIONS ARE TAKEN FROM FACE OF STUD
TO FACE OF STUD OR OUT TO OUT OF MASONRY
AND CONCRETE UNLESS OTHERWISE NOTED.
DIMENSIONS WITH t TO BE FIELD VERIFIED BY
CONTRACTOR.
DOOR SCHEDULE
DOOR
FRAME
HARDWARE
SET
REMARKS
MARK
SIZE
MAT'L
TYPE
FIN
MAT'L
FIN
I
13/4 "x3'- O "x4' -2" (2)
A016L
CUSTOM
ANODIZE
AL
ANODIZE
1
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2
13/4 "x3'- O "x4' -2" (2)
AD /61-
CUSTOM
ANODIZE
AL
ANODIZE
2
U 00 Co
3
13/4 "x2'- O "xa' -2" (4)
W016L
CUSTOM
ANODIZE
AL
ANODIZE
3
••
i
4
13/4 "x3'- O "x9' -2"
AD/61-
CUSTOM
ANODIZE
AL
ANODIZE
4
CITY RLJIEW C IANGES
5
1 3/4 "x3' -0"x1' -0" (EXISTIN6)
15
FLUSH
I PT12
HM
PTV
5
DOOR /FRAME 5GHEDULE GENERAL NOTES:
A. IS - INDICATES INSULATED GALVANIZED STEEL DOOR (EXISTING).
B. WD /GL - INDICATES WOOD E GLASS STORE FRONT CUSTOM DOOR WITH 5/8" INSULATED
TEMPERED CLEAR GLASS. FINISH COLOR TO BE DETERMINED.
C. PTE) - INDICATES PAINT. COLOR TO BE DETERMINED.
D. HM - INDICATES HOLLOW METAL FRAME (EXISTING).
G. ALL DOORS SHALL BE SWING TYPE UNLESS OTHERWISE SPECIFIED.
H. VERIFY DOOR SIZES WITH FIELD CONDITIONS, ADJUST AS REQUIRED.
I. ALL KEYED LOCKS TO BE "MASTER KEYED" TO OWNER'S SYSTEM, VERIFY KEYING WITH OWNER
PRIOR TO ORDERING.
HARDWARE SETS
GROUP NO. I
SURFACE MOUNTED VERTICAL ROD EXIT DEVICE WITH KEY
LOCKS THUMBPIECE (EACH DOOR)
3 PR. BALL BEARING HINGE5
DOOR CLOSER W/ STOP
EXTERIOR DOOR 5TOP5
HEATHER 5TRIPPIN6
A5TRA6AL
THRESHOLD
(THRESHOLD TO MEET ADA REQUIREMENT)
GROUP NO. 2
PUSH AND PULL
3 PR. BALL BEARING HINGES
DOOR CLOSER W/ STOP
WEATHER 5TRIPPIN6
ASTRAGAL
THRESHOLD
(THRESHOLD TO MEET ADA REQUIREMENT)
GROUP NO. 3
SURFACE MOUNTED VERTICAL ROD EXIT DEVICE (EACH
CENTER DOOR)
6 PR. BALL BEARING HIN6E5
WEATHER STRIPPING
ASTRAGAL
THRESHOLD
(THRESHOLD TO MEET ADA REQUIREMENT)
GROUP NO. 4
EXIT DEVICES WITH KEY LOCKS THUMBPIECE
1 1/2 PR. NRP, BALL BEARING HINGES
EXTERIOR DOOR 5TOP5
DOOR CLOSERS WITH STOP
WEATHER 5TRIPPIN6
DOOR SWEEPS
THRESHOLD
(THRESHOLD TO MEET ADA REQUIREMENT)
GROUP NO. 5
EXISTING
WINDOW SCHEDULE
MARK SIZE TYPE NOTE
A 6- O "x6' -8" FIXED I
WINDOW 5GHEDULE NOTES:
I. EQUAL TO KAWNEER SYSTEM WITH
5/8" INSULATED CLEAR GLASS.
HOFFMAN ENGINEERS P.C.
8261 BASELINE ROAD
PARAGON, INDIANA 46166
765 - 537 -2991
FAX 537 -2992
steve @hoffmanengineers.com
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Hoffman Engineers Inc.
State of Indiana Certificate of Authority # 16188
"GLOBAL COMMITMENT WITH
A MAIN STREET ATTITUDE"
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CO : '•
No. PE60016188 '
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STATE OF 4il
NAL
11 111
Step en C. Hoffma - Engineer
IN # 16188
DRAWN B Y
REVISIONS
CITY RLJIEW C IANGES
1 11 -8 -11
0
0
0
0
FLOOR PLAN
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S —LET NU�v13 -'r'
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DATE
28 Jun 13
lITI�! 11
1 /4 " =1' -0"
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NOT TO SCALE
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MGM r A-W-1 _ 1
NOT TO SCALE
SEALANT
FASTEN 12" O.G.
f16H
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CONTRACTOR— SUPPLIED COUNTERFLASHING 24 GA. PRE — FINISHED STEEL OR
.032 MIN. ALUMINUM FORMED COUNTERFLASHINC WITH 4" (101.6 mm) MIN. FACE
AND HEMMED LOWER EDGE MOUNTED TIGHTLY TO UNDERSIDE OF MECHANICAL
UNIT AND SECURED WITH GASKETED FASTENERS 12" ON CENTER. JUCTION OF
COUNTERFLASHING AND UNIT MUST BE CAULKED WITH HIGH GRADE SEALANT
BY OTHERS.
MECHANICAL UNIT
RUBBERGARD MEMBRANE MUST BE FULLY BONDED TO CURB AND FASTENED
OFF 12" O.G. (NAIL OFF IS NOT REQUIRED IF MEMBRANE IS RUN UP AND OVER
CURB WALLS PRIOR TO INSTALLATION).
INSULATED METAL CURB (MANUFACTURED BY OTHERS)
i IL �I SEALANT OVER FASTENERS 12" O.G. MAX.
z WATER BLOCK
SEALANT
00 MINIMUM 3" WIDE SPLICE BEYOND METAL FLANGE.
� �,, r "" RUBBERGARD MEMBRANE
ROOF DECK
00FAI MA
NOT TO SCALE
QUI CKSEAM SEAM TAPE
WOOD NAILER MUST EXTEND BEYOND FLANGE IN ALL DIRECTIONS
HOFFMAN ENGINEERS P.C.
8261 BASELINE ROAD
PARAGON, INDIANA 46166
765 - 537 -2991
FAX 537 -2992
steve @hoffmanengineers.com
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Hoffman Engineers Inc.
State of Indiana Certificate of Authority # 16188
"GLOBAL COMMITMENT WITH
A MAIN STREET ATTITUDE"
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Step en C. Hoffma -Engineer
IN # 16188
DRAWN B Y
REVISIONS
CITY RLJIEW C IANGES
1 11 -8 -11
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0
0
0
ROOF PLAN
KOJE.; NO:
S —LET
A3
DATE
28 Jun 13
1/41= I' —O°
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1/411= 1 1-01'
HOFFMAN ENGINEERS P.C.
8261 BASELINE ROAD
PARAGON, INDIANA 46166
765 - 537 -2991
FAX 537 -2992
steve @hoffmanengineers.com
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Hoffman Engineers Inc.
State of Indiana Certificate of Authority # 16188
"GLOBAL COMMITMENT WITH
A MAIN STREET ATTITUDE"
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F'--,'FESS ONAJ SEAL
��..GI STEREO
CO : '•
No. PE60016188 '
STATE OF 1,41
NAL
Step en C. Hoffma - Engineer
IN # 16188
DRAWN B Y
REVISIONS
0
0
0
0
0
BUILDING
ELEVATIONS
F KOJE `I
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DATE
28 Jun 13
\ \ \I = MINE ! I�
1/411=11-011
1/411= I' —O'l
HOFFMAN ENGINEERS P.C.
8261 BASELINE ROAD
PARAGON, INDIANA 46166
765 - 537 -2991
FAX 537 -2992
steve @hoffmanengineers.com '
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Hoffman Engineers Inc.
State of Indiana Certificate of Authority # 16188
"GLOBAL COMMITMENT WITH
A MAIN STREET ATTITUDE"
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`�J ��•. ��t jI STEREO
No. PE60016188 '
-)3'-. STATE OF i4tj
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NAL
Step en C. Hoffma - Engineer
IN # 16188
DRAWN BY
REVISIONS
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BUILDING
ELEVATIONS
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DATE
28 Jun 13
TO I NDOOR THERMOSTAT
MAJOR INSTALLATION REQUIREMENTS
NOT TO SCALE
MECHANICAL GENERAL NOTES:
MECHANICAL CONTRACTOR TO FURNISH ALL LABOR, MATERIAL, AND EQUIPMENT REQUIRED FOR
THE COMPLETION E OPERATION OF ALL SYSTEMS IN THIS SECTION OF WORK. ALL
MECHANICAL WORK SHALL BE IN STRICT ACCORDANCE WITH INDIANA MEGHANI GAL CODE (I .M.C.),
LATEST EDITION INCLUDING ADOPTED INDIANA AMENDMENTS, ASHRAE, SMACNA, NFPA AND
EPA. THE APPLICABLE PORTIONS OF THE SPECIFICATIONS ARE INCLUDED AS PART OF THIS
SPECIFICATION. ALL INSTALLATIONS SHALL BE PERFORMED IN A GOOD WORKMANLIKE
MANNER.
2. INSTALL ALL GAS FIRED FURNACES IN STRICT ACCORDANCE WITH MANUFACTURER'S WRITTEN
INSTALLATION INSTRUCTIONS AND NFPA 54.
3. GAS PIPING SHALL BE OF BLACK STEEL PIPE, ASTM A53, A105, OR A120. PIPING SHALL BE
SCHEDULE 40. IF ALLOWED BY LOCAL CODE CONTRACTOR MAY USE CORRUGATED
STAINLESS STEEL TUBING (CSST). GAS PIPING IN CONTACT WITH THE GROUND SHALL BE
COATED WITH FACTORY INSTALLED POLYETHYLENE TAPEOF 20 MIL THICKNESS. GAS COCKS,
2" AND SMALLER, SHALL BE 150 PSI W.O.G. BRONZE BODY. USE THREADED JOINTS AND
FITTINGS FOR 2" AND SMALLER PIPE, UNIONS TO BE GROUND JOINT FITTINGS, WELDED JOINTS
FOR LARGER PIPE. INSTALL GAS PIPING IN STRICT ACCORDANCE WITH NFPA -54, NATIONAL
FUEL GAS CODE. DO NOT INSTALL GAS PIPING IN CONGEALED SPACES, WITHOUT APPROVAL
OF GOVERNING AUTHORITY. INSTALL SHUTOFF GOGKS SEDIMENT TRAPS, AND UNIONS AT ALL
EQUIPMENT ITEMS. BOND SYSTEM TO A GROUNDING ELECTRODE IN ACCORDANCE WITH
NFPA -70. PIPING SIZED AS SHOWN, HANGERS SHALL BE MINIMUM OF 114" THREADED ROD
WITH SADDLES @ 6-0" APART. GAS METER LOCATION IS ASSUMED AND SHALL BE
COORDINATED WITH LOCAL UTILITY.
4. ALL PIPING, DUCTS, VENTS, ETC., EXTENDING THROUGH WALLS AND ROOF SHALL BE FLASHED,
COUNTER FLASHED IN A WATERPROOF MANNER.
5. ALL DUCTWORK INSULATION SHALL BE RUN CONTINUOUSLY THROUGH FLOORS, PARTITIONS,
ROOF STRUCTURE AND DECK.
6. ALL PIPING AND DUCTWORK LOCATIONS SHALL BE COORDINATED W /WORK UNDER OTHER
DIVISIONS OF THE SPECIFICATIONS, TO AVOID INTERFERENCE. COORDINATE WITH ALL OTHER
TRADES PRIOR TO PURCHASING OR INSTALLING EQUIPMENT AND MATERIALS.
7. METAL DUCTWORK SHALL COMPLY WITH SMAGMA, "HVAG DUCT CONSTRUCTION STANDARDS,
METAL AND FLEXIBLE." COMPLY WITH ASHRAE HANDBOOK FOR INSTALLATION OF METAL
DUCTWORK. ALSO COMPLY WITH NFPA 90A. ALL TRUNK METAL DUCTWORK SHALL BE
WRAPPED WITH 11/2" FOIL BACK INSULATION OR PROVIDE I" FIBERGLASS DUCT BOARD WITH
PROPER SUPPORTS OR INTERNAL LINING WITH I" FIBERGLASS DUCT INSULATION. ALL
COVERING AND LINERS INCLUDING ADHESIVES SHALL HAVE A FLAME SPREAD RATING NOT
MORE THAN TWENTY -FIVE (25) AND SMOKE - DEVELOPED RATING NOT MORE THAN FIFTY (50)
WHEN TESTED IN ACCORDANCE WITH ASTM -E -84. ALL SQUARE ELBOWS SHALL HAVE AIRFOIL
TYPE TURNING VANES. PROVIDE VOLUME CONTROL DAMPERS AT ALL BRANCH DUCTS TO
DIFFUSERS AND A MAXIMUM OF 5 FEET ABOVE THE CEILING. ALL DUCTWORK SHALL BE GALV.
SHEET METAL $ SHALL BE CONSTRUCTED E INSTALLED IN ACCORDANCE WITH SMAGMA
STANDARDS. DUCT SIZES SHOWN ARE NET FREE AREA. INCREASE RECTANGULAR SHEET
METAL DUCT SIZES BY TWO TIMES THE THICKNESS OF INSULATION.
8. MAXIMUM FLEXIBLE DUCT LENGTH SHALL BE 10' -0 ". ALL FLEXIBLE DUCT SHALL CONFORM TO
THE REQUIREMENTS OF UL 181 FOR GLASS I FLEXIBLE AIR DUCTS. SUPPORT TO ELIMINATE
SAGGING E KINKING.
9. SUPPORT DUCTS RIGIDLY AT INTERVALS NOT EXCEEDING TEN (10) FEET WITH SUITABLE
GALVANIZED TIES AND FASTENERS FOR THE SIZE OF DUCT, AND RUN IN NEAT, STRAIGHT
LINES, TIGHT TO STRUCTURES OR WALLS. DO NOT OBSTRUCT USABLE SPACE. WHERE DUCTS
PASS THROUGH WALLS, FLOORS, CEILINGS, ETC., PROVIDE FLANGES AND APPROPRIATE
SEALING METHODS TO MAINTAIN INTEGRITY OF SURFACE PENETRATED AND PROVIDE A
FINISHED APPEARANCE. PROVIDE PROTECTION BARRIERS TO EXPOSED DUCTS THAT MAY BE
MECHANICAL DAMAGE BY VEHICLES, OR FROM OTHER CAUSES. PROVIDE FIRE STOPPING AS
REQUIRED FOR FIRE RATED PENETRATIONS.
10. ALL HVAG EQUIPMENT TO BE INSTALLED PER MFG. REQUIREMENTS AS SHOWN. UTILIZE
FACTORY FILTERS DURING CONSTRUCTION f REPLACE W/ REPLACEABLE MEDIA IN METAL
FILTER FRAME JUST PRIOR TO TEST E BALANCE E AT TIME BUILDING IS TURNED OVER TO THE
OWNER. COORDINATE WITH THE OWNER.
11. PROVIDE FLEXIBLE CONNECTIONS AT ALL EQUIPMENT FOR SOUND AND VIBRATION ISOLATION.
12. INSTALL METABESTOS DOUBLE LINED FLUE, SIZE AS RECOMMENDED BY MANUFACTURER, UP
THROUGH ROOF. UNLESS A 90% EFFICIENT FURNACE IS USED, THEN PVC PIPING WILL BE RUN
AS RECOMMENDED BY THE MANUFACTURER.
13. MAINTAIN MIN. 10' BETWEEN OUTDOOR AIR INTAKES AND EXHAUST FAN DISCHARGE, PLUMBING,
VENT, ETC.
14. INSTALL ACCESSORY ITEMS, SUCH AS THROUGH THE WALL UNITS, AIR GLEANERS, HUMIDIFIERS,
ETC. IN STRICT ACCORDANCE WITH MANUFACTURER'S PRINTED INSTRUCTIONS.
15. PROVIDE AND INSTALL ALL CONDENSATE DRAIN LINES FROM HUMIDIFIERS AND COOLING COILS
AS REQUIRED. TERMINATE ALL DRAIN LINES OVER OPEN SIGHT DRAINS, FLOOR DRAINS OR
ROOF DRAINS WITH A MIN. OF 6" AIR GAP.
16. THERMOSTAT WIRING AND LOCATION: THERMOSTAT MUST BE MOUNTED ON A VERTICAL
VIBRATION -FREE SURFACE FREE FROM AIR CURRENTS AND IN ACCORDANCE WITH THE
FURNISHED INSTRUCTION. MOUNT THE THERMOSTAT APPROXIMATELY 5 FEET 05M) ABOVE
THE FLOOR AREA WHERE IT WILL BE EXPOSED TO A FREE CIRCULATION OF AVERAGE
TEMPERATURE AIR, ALWAYS REFER TO THE THERMOSTAT INSTRUCTIONS AS WELL AS UNIT
WIRING DIAGRAM AND WIRE ACCORDINGLY. AVOID MOUNTING THE THERMOSTAT IN THE
FOLLOWING LOCATIONS: GOLD AREAS - OUTSIDE WALLS OR AREAS WHERE DRAFTS MAY
AFFECT THE OPERATION OF THE CONTROL. HOT AREAS - AREAS WHERE THE SUN'S RAYS,
RADIATION OR WARM AIR CURRENTS MAY AFFECT CONTROL OPERATION. DEAD AREAS -
AREAS WHERE AIR CANNOT CIRCULATE FREELY, SUCH AS BEHIND DOORS OR IN CORNERS.
17. CONTRACTOR SHALL VISIT THE JOB SITE AND BE FAMILIAR WITH ALL PROJECT CONDITIONS
PRIOR TO FABRICATING ANY EQUIPMENT, DUCTWORK, ETC. NO ALLOWANCES WILL BE MADE
FOR CONTRACTOR UNFAMILIARITY WITH PROJECT CONDITIONS.
18. MECHANICAL CONTRACTOR SHALL BALANCE SYSTEM TO WITHIN 10% OF AIR QUANTITIES
INDICATED ON PLANS AND PROVIDE OWNERS REPRESENTATIVE A COMPLETE BALANCE
REPORT.
19. ALL EQUIPMENT SHALL HAVE I -YEAR WARRANTY E COMPRESSORS SHALL HAVE ADDITIONAL
4 -YEAR EXTENDED WARRANTY.
20. ALL CONTROL WIRING E CONDUIT SHALL COMPLY WITH NEG.
21. PIPE f DUCT ROUTING SHOWN IS SCHEMATIC. HVAG CONTRACTOR SHALL PROVIDE ANY
ADDITIONAL OFFSETS AND FITTING, INCLUDING DIVIDED DUCTS, REQUIRED FOR PROPER
INSTALLATION AND TO MAINTAIN CLEARANCES AS ENCOUNTERED IN THE FIELD.
22. LIGHT FIXTURE LOCATIONS TAKE PRECEDENCE OVER DUCT RUNS, DIFFUSER AND GRILLE
LOCATIONS. LOCATE DIFFUSERS AND GRILLES TO ACCOMMODATE LIGHTING LAYOUT.
23. DO NOT SCALE DRAWINGS. SEE ARCHITECTURAL DRAWINGS E REFLECTED CEILING PLANS FOR
EXACT LOCATION OF DOORS, WINDOWS, CEILING DIFFUSERS, ETC.
24. M.G. SHALL COORDINATE THE WORK WITH ALL TRADES INVOLVED IN THE CEILING WORK TO
INSURE CLEARANCES FOR FIXTURES, DUCTS, PIPING CEILING SUSPENSION SYSTEMS, ETC.,
NECESSARY TO MAINTAIN THE FINISHED CEILING HEIGHTS INDICATED ON ARCHITECTURAL
DRAWINGS.
25. ALL NEW PENETRATIONS THROUGH FLOOR, CEILING OR ROOF WILL HAVE THE ANNULAR AREA
BETWEEN THE ITEM AND THE OPENING SEALED AROUND THE OPENING TO PREVENT THE
PASSAGE OF FIRE AND SMOKE.
HOFFMAN ENGINEERS P.C.
8261 BASELINE ROAD
PARAGON, INDIANA 46166
765 - 537 -2991
FAX 537 -2992
steve @hoffmanengineers.com
D1
0 0 0
0 0
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Hoffman Engineers Inc.
State of Indiana Certificate of Authority # 16188
"GLOBAL COMMITMENT WITH
A MAIN STREET ATTITUDE"
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111111111111 /��/
STEREO
CO : '•
No. PE60016188 '
•• ,
STATE OF 1,41
'�� '�� �'• •.•�
`�.
.AND I ......
NAL
11 111
Step en C. Hoffma - Engineer
IN # 16188
DRAWN B Y
REVISIONS
CITY RLJIEW C IANGES
1 11 -8 -11
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MECHANICAL
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DATE
28 Jun 13
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ELECTRICAL GENERAL NOTES:
THE ELECTRICAL CONTRACTOR SHALL CONSULT WITH THE LOCAL POWER COMPANY AND
PROVIDE ALL MATERIALS AND LABOR AND PAY ALL COSTS AND FEES NOT BORNE BY THE
LOCAL POWER COMPANY TO PROVIDE A COMPLETE NEW ELECTRICAL SERVICE.
2. ALL ELECTRICAL WORK SHALL BE PERFORMED IN STRICT ACCORDANCE WITH THE IBC,
N.F.P.A. STANDARD NO. 70 (INDIANA ELECTRICAL CODE - IEC), LATEST EDITION, WITH
ADOPTED STATE AMENDMENTS, AND SHALL BE PERFORMED IN A GOOD WORKMANLIKE
MANNER. WORK SHALL BE IN ACCORDANCE WITH ALL LOCAL CODES AND INSPECTIONS.
3. NO CIRCUIT OR FEEDER SHALL EXCEED 3% VOLTAGE DROP.
4. ANY CONDUCTORS RUNNING UNDERGROUND (SERVICE, FEEDERS, BRANCH CIRCUITS, ETC.) TO
HAVE "WET LOCATION" RATING IN ACCORDANCE WITH THE REQUIREMENTS OF THE NEC,
SECTION 310 -8.
5. ALL WIRING SHALL BE IN EMT CONDUIT, 100% COPPER, UNLESS OTHERWISE NOTED ON THE
DRAWINGS. WIRES SHALL BE SIZED ACCORDING TO THE NEC ARTICLE 310 -15.
6. SPLICES SHALL BE MADE ONLY AT ACCESSIBLE LOCATIONS, OUTLET BOXES, PANELBOARDS,
JUNCTION BOXES, ETC. TERMINAL CONNECTIONS AND SPLICES IN ALL WIRE #6 AND LARGER
SHALL BE MADE WITH APPROVED SOLDERLESS CONNECTORS, PROPERLY INSULATED AND
TAPED WHERE NECESSARY. IN SMALLER WIRES ALL SPLICES SHALL BE MADE EITHER WITH
APPROVED SOLDERLESS CONNECTORS OR SHALL BE SOLDERED AND TAPED AS REQUIRED
TO INSURE PROPER INSULATION.
7. ELECTRICAL BOXES AND FITTINGS SHALL COMPLY WITH UL STANDARD #50, 514- SERIES AND
886 AND NEMA STANDARDS PUBLICATIONS #051, 052 AND PUBLICATION 250.
8. WIRING DEVICES SHALL COMPLY WITH NEC, UL 20, 486A, 498 AND 943, IEEE STANDARD 241
AND NEMA STANDARDS PUBLICATION NO. WDI, WD2 AND WD5.
9. RECEPTACLES SHALL BE GENERAL DUTY TYPE, 2 -POLE, 3 -WIRE, GROUNDED, 20 AMPS, 125
VOLTS. RECEPTACLES SHALL BE INSTALLED 18" ABOVE FINISH FLOOR, UNLESS OTHERWISE
NOTED.
10. SWITCHES SHALL BE GENERAL DUTY, 20 AMPS, 120 -277 VOLTS.
I I . FIXTURE SUPPORTS SHALL BE PROVIDED IN ACCORDANCE WITH THE REQUIREMENTS OF THE
NEC, ARTICLE 700.
12. ALL EQUIPMENT SHALL BEAR THE UL LABEL AND BE INSTALLED ACCORDING TO THE LATEST
EDITION OF THE NEC.
13. SERVICE EQUIPMENT SHALL BE SUITABLE FOR SHORT - CIRCUIT CURRENT AVAILABLE AT ITS
SUPPLY TERMINALS AS PER NEC ARTICLE 230 -90.
14. LIGHTING FIXTURES SHALL COMPLY WITH NEC, NEMA, UL AND I ES (APPLICABLE ARTICLES).
15. EMERGENCY MEANS OF EGRESS LIGHTING WITH BATTERY BACKUP POWER SHALL PROVIDE
EMERGENCY ILLUMINATION FOR A DURATION OF NOT LESS THAN 1.5 HOURS MINIMUM,
WITHOUT THE VOLTAGE APPLIED TO THE LOAD FALLING BELOW 87.5% OF NORMAL. LOCAL
AUTHORITY SHALL FIELD VERIFY AND LOCATE ADDITIONAL FIXTURES IF NEEDED. PROVIDE
LOCK -ON FEATURE ON CIRCUIT BREAKER.
16. PROVIDE MANUFACTURER'S RECOMMENDED LAMPS FOR ALL FIXTURES AND CLEAN AND
REPLACE BURNED OUT LAMPS AT SUBSTANTIAL COMPLETION.
17. ELECTRICAL DEVICES SUCH AS SWITCHES, RECEPTACLES, ETC. THAT PENETRATE A
FIREWALL, MUST BE IN ACCORDANCE WITH SECTION 711 OF THE IBC.
18. ALL DISCONNECTS AND CIRCUIT BREAKERS SHALL BE MARKED FOR IDENTIFICATION.
19. OPERATING HANDLE OF THE SWITCH OR CIRCUIT BREAKER, WHEN IN ITS HIGHEST POSITION,
WILL NOT BE MORE THAN 6-7" ABOVE THE FINISH FLOOR OR PLATFORM.
20. PROVIDE A BONDING JUMPER AT THE WATER METER AND AT WATER HEATER.
21. THE WORKING CLEARANCE FROM THE SIDE EDGE OF ALL ELECTRICAL EQUIPMENT HAS BEEN
INCREASED FROM 30" TO 36 ".
22. THE ELECTRICAL CONTRACTOR WILL PROVIDE DESIGN NUMBER AND MANUFACTURER'S CUT
SHEETS TO THE LOCAL BUILDING DEPARTMENT WHEN WIRING METHODS, WHICH WILL
PENETRATE THROUGH FIRE RESISTANT RATED WALLS, PARTITIONS, FLOORS, OR CEILINGS,
AND INCLUDE APPROVED METHODS TO MAINTAIN THE RESISTANCE RATING.
23. THE ELECTRICAL CONTRACTOR WILL NEED TO PROVIDE MANUFACTURER'S ELECTRICAL
FIXTURE CUT SHEETS TO THE LOCAL BUILDING DEPARTMENT, IF REQUIRED.
24. WP = WEATHER PROOF COVERS TO BE TYPE THAT REMAIN WATERTIGHT WHILE A CORD 15
PLUGGED IN.
HOFFMAN ENGINEERS P.C.
8261 BASELINE ROAD
PARAGON, INDIANA 46166
765 - 537 -2991
FAX 537 -2992
steve @hoffmanengineers.com
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Hoffman Engineers Inc.
State of Indiana Certificate of Authority # 16188
"GLOBAL COMMITMENT WITH
A MAIN STREET ATTITUDE"
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CONSTRUCTION
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No. PE60016188 '
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Step en C. Hoffma - Engineer
IN # 16188
DRAWN B Y
REVISIONS
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ELECTRICAL
PLAN
LKUJE. NO:
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El
DATE
28 Jun 13
ELECTRICAL SYMBOL LEGEND
OUTLETS
8
DUPLEX RECEPTACLE
6 F I
GROUND FAULT INTERRUPT
BLANK
RECEPTACLE
BLANK
WEATHERPROOF
°F
F�
GROUND FAULT INTERRUPT
RECEPTACLE
8
WEATHER PROOF COVERS
BLANK
TO BE TYPE THAT REMAIN
BLANK
WATERTIGHT WHILE A
BLANK
CORD IS PLUGGED IN
BLANK
QUAD RECEPTACLE
6
240 V RECEPTACLE
BLANK
x-27
®
SPECIAL PURPOSE OUTLET
Q
JUNCTION BOX
HJ
WATER PROOF DISCONNECT
Q
E.-
ELECTRICAL PANEL
A
DATA COMMUNICATION
OTELEVISION
CABLE
SWITCHES
42 0�41
SINGLE POLE SWITCH
3
3 -WAY SWITCH
4
4 -WAY SWITCH
t-
DIMMER SWITCH
t
OCCUPANCY SENSOR SWITCH
ELECTRICAL SYMBOL LEGEND
LIGHT FIXTURE SCHEDULE
PC
52 WATT FLUORESCENT DECORATIVE WALL LANTERN WITH PHOTOCELL.
BLANK
SELF - POWERED EMERGENCY EXIT LIGHT W/ DUAL HEAD EMERGENCY
BLANK
LIGHTING & CHARGER WITH EMERGENCY BATTERY BACKUP FOR A
BLANK
DURATION OF NOT LESS THAN 1 1/2 HOURS.
BLANK
SSELF - POWERED EMERGENCY EXIT LIGHT W/ DUAL HEAD & REMOTE
BLANK
EXTERIOR HEAD (ABOVE THE DOOR OR NEAR DOOR) EMERGENCY
BLANK
LIGHTING & CHARGER WITH EMERGENCY BATTERY BACKUP FOR A
BLANK
DURATION OF NOT LESS THAN 1 1/2 HOURS.
TRIPLEX
TO POLE
400A, 30 SELF - CONTAINED -
CONVERTIBLE METER SOCKET
W/ SOLID NEURAL &
SEALABLE NEMA 3R
ENCLOSURE SOCKET MAKE
AND MODEL NUMBER SHALL
BE AS PRE - APPROVED BY
THE POWER COMPANY.
4" PVC UNDERGROUND -
CONDUITS WITH LONG RADIUS
ELBOWS TO LOCAL UTILITY
#4 SOLID COPPER
GROUND WIRE
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WEATHERHEAD
3" RISER
2 1/2" CONDUIT WITH
4 #3/0 COPPER &
1 #0 COPPER GROUND
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PANEL 'B'
200 AMP MAIN
120/208V, 30, 4 WIRE
42 SPACES
PANEL 'A'
200 AMP MAIN
120/208V, 30, 4 WIRE
42 SPACES
#4 SOLID COPPER
GROUND WIRE
10 FT. 3/4 "0 COPPER
COATED GROUND ROD
ELECTRICAL SERVICE ENTRANCE ISOMETRIC
N.T.S.
A B C
RECEPTACLE �0�1
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— —3-
BLANK
— —5-
BLANK
— —7-
BLANK
— —9-
BLANK
— —11-
BLANK
— —13
BLANK
X15
BLANK
X17
BLANK
*- 19
BLANK
X21
BLANK
—23
BLANK
X25
BLANK
x-27
BLANK
x-29
BLANK
X31
BLANK
X33
BLANK
X35
BLANK
X37
BLANK
X39
EXTERIOR LIGHTS
42 0�41
_ 200 AMP
MAIN
2-4'20 -- TEMP CONST LIGHTS
-4--
— BLANK
-6—
BLANK
-8—
BLANK
10—o a—
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.12-9
— BLANK
14—
— BLANK
16—
— BLANK
18—
— BLANK
20 —
— BLANK
22 —
— BLANK
24 —
— BLANK
26 —
— BLANK
28 —
— BLANK
30 —
— BLANK
32 —
— BLANK
34 —
— BLANK
36 —
— BLANK
38 —
— BLANK
40 ---* *---
BLANK
426'20 EXIT & EMERGENCY LIGHTS
ELECTRICAL PANEL 'A'
120/208 30 4 —WIRE 200 AMP
A B C
RTU 1
RTU 1
RTU 1
BLANK
BLANK —�
BLANK
BLANK
BLANK
BLANK
BLANK
BLANK
BLANK —�
BLANK
BLANK
BLANK
BLANK
BLANK
BLANK
BLANK
BLANK
BLANK
200 AMP
MAIN
-2 45
RTU 2
-4 45
RTU 2
-6 45
RTU 2
8�
BLANK
10—+ •—
BLANK
12—
BLANK
14—
BLANK
16—
BLANK
18—
BLANK
20—
BLANK
22—
BLANK
24 —
BLANK
26—
BLANK
28—
BLANK
30— —
BLANK
32— —
BLANK
34 -+ —
BLANK
36— —
BLANK
38— —
BLANK
40-9 9---
BLANK
42— —
BLANK
ELECTRICAL PANEL '6'
120/208 30 4 —WIRE 200 AMP
HOFFMAN ENGINEERS P.C.
8261 BASELINE ROAD
PARAGON, INDIANA 46166
765 - 537 -2991
FAX 537 -2992
steve @hoffmanengineers.com
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Hoffman Engineers Inc.
State of Indiana Certificate of Authority # 16188
"GLOBAL COMMITMENT WITH
A MAIN STREET ATTITUDE"
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No. PE60016188 1
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Step en C. Hoffrn - Engineer
IN # 16188
ELECTRICAL SERVICE
ENTRANCE ISO. &
PANEL SCHEDULES
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