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I. LIGHTED EMERGENCY EXIT SIGN
WITH BATTERY BACKUP
CONTACTOR'S RESPONSIBILITY
IT IS THE CONTRACTOR'S RESPONSIBILITY TO REVIEu1 ALL ASPECTS OF THE6E DRAWINGS,
ARCHITECTURAL AND STRUCTURAL, PRIOR TO CONSTRUCTION. ANY CONFLICTS SHALL BE
REPORTED TO THE ENGINEER FOR CORRECTION, CHANGES MAY BE PROPOSED BY THE
CONTRACTOR IF HE FEELS THE CHANGE IS IN THE BEST INTEREST OF THE OWNER. CHANGES
SHALL BE FORWARDED TO THE ENGINEER IN WRITING FOR APPROVAL PRIOR TO CONSTRUCTION,
fREVISED 11/01/01
ENTIRE DRAWING:
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TOP OF SECOND FLOOR WALLS I, S FL FLAN
AREA OF REMODEL = S&I 30. FT,
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/ I I I. LIGHTED EMERGENCY EXIT SIGN
WITH BATTERY BACKUP.
3/4" FLOOR SHEATHING A SECOND FINISHED FLOOR
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IT IS THE CONTRACTOR'S RESPONSIBILITY TO REVIEW ALL ASPECTS OF THESE DRAWINGS,
ARCHITECTURAL AND STRUCTURAL, PRIOR TO CONSTRUCTION, ANY CONFLICTS SHALL BE
REPORTED TO THE ENGINEER FOR CORRECTION. CHANGES MAY BE PROPOSED BY THE
CONTRACTOR IF HE FEELS THE CHANGE 18 IN THE BEST INTEREST OF THE OWNER. CHANGES
SHALL BE FORWARDED TO THE ENGINEER IN WRITING FOR APPROVAL PRIOR TO CONSTRUCTION,
SECTION ,4,4
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OF MAIN FLOOR WALLS
MAIN FINISHED FLOOR
REVISED 11 /O1 /O1
ENTIRE D AWINCz
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THIS DRAWING IS FOR THIS
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OF DESIGN INTELLIGENCE.LLC.
GENERAL STRUCTURAL NOTES PRE ENGINEERED TRUSS NOTES SL48 ON GRADE NOTES CAST IN FL4CE CONCRETE NOTES STRUCTURAL STEEL, NOTES
1, Wood trusses shall be designed by the manufacturer to I. Provide concrete slabs over a 6 mil polyethylene vapor
support the loads dictated by the governing Jurfsdictton, barrier and 4" of porous fill. Maximum slump for concrete 1, Concrete mixes shall be designed per ACI 301, using I, All etructrual steel shall conform to the latest edition of the p .
slabs shall be 5 ", using T ype II cement. Portland Cement conforming to A STM C -150 or C -595, "Manual of Steel Construction" of the AI 0
CO DES AND SPECIFICATIONS DESIGN CRITERIA 2. Wood trusses shall be deafened by the maufacturer in aggregate conforming to ASTM C -33, and admixtures
accordance with the applicable provisions of the latest 2. All porua fill material shall be a clean granular material with conforming to ASTM C -494, C -1011, C -618, C -989 and C -260. 2. Unless noted otherwise, all materials shall be in conformance
edition of the National Deafen Specification of the National 1009: passing a 1 -1/2" slave and no more than 5% p assing a Concrete shall be read mixed to accordance with ASTM with the following ASTM ecifications:
A, international Building Code - 2003 Edition p 9 p 9 y - g & p
Deaf n Gravit Loads. No. 4 slave, Porous fill shall be co to 95% max,
B. ACI 318 -02 Building Code Requirements 9 y Forest Products Association end the design epsciFication p C - 94.
dr dane(t per ASTM D-698, 2, Concrete shall conform to the following co m p ressive
for Reinforced Concrete for metal plate connected wood trusses of the Trues Plate y y p g tt 8 Z
Institute,
Roof DL - 15 per strength, slump and water /cement ratio requirements unless w �
Floor DL - 15 par 3. Slab Joints shall be Filled with approved materiel. This specifically approved by the Engineer In writing: MEMBER ASTM MIN, STRENGTH Q W
/� /� 3. Wood materials shall be Douglas Fir and shall be kiln dried should take place as late as possible preferably 4 to 6 D !x Q
GENERAL STRUCTUR N OTES 1`1OTES Deafen Live Loads. end used at 1 o maximum moisture content. Provide grade weeks after the slab has been cast. Prior to filling, remove Concrete Min f'c (28 days) Slump W/C Ratio Structural Tubing A500 Grade B 46 kat
required to meet stress requirements, all debris From the oints, then fill in accordance with the Steel Pipe A53 (Typa • E or Grade B) 35 kat
J p
20 par min manufacturer's recommendations as follows: Columns 4000 psi 2 - 4" 0.46 Other Rolled Shapes
4. Connector plates shall be not lees than 0.036 inches �� - 4 �� 0,46 and Platee A36 36 k&i
g j Roof LL E -
' I, The Structural drawing shall be used in con uctlon with Snow - SE COYER SHEET
g p project Commerical Floor LL - 50 par 20 ar Partition l20 gage) (n coated thickness, shall meet or exceed ASTM Elevated Slabs 3000 psi 2
f s ec rawin tone, The contractor shall verift the p + p " Epoxy resin Concrete not Noted 3000 pet 2 - 4 0.50 Connection Bolts A325 92 kef
the d rawin gs of all other disciplines and the ro act Grade A or higher and shall be hot dipped galvanized b slabs - fill with Foundations 2500 et 2 - 4 0,50 Anchor Bolts A301
• Residential LL - 40 per Other slabs -fill with field molded of elastomertc sealant, p ____
!� y according to ASTM A -525 (coating G60). Minimum steel Slabs on Grade 4000 psi 2 - 4" 0.50 Threaded Rode A36 36 kei
requirements of the other trades as to $leaves, Chasse, Lateral Live Loads: yield stress shall be 33,000 pet, 5, Unless approved otherwise, all re(nforcine shall be blocked Non - Shrink Grout C1101 8000 si
hangers, inserts, anchors, holes and other items to be into the center of the slab with precast concrete blocks 3. All concrete work shall conform to the requirements of p
placed or set In the structural work, 5, Trusses shall be Fabricated in a properly equipped having a co strength , e qual to that of the Blab
Wind -SEE COVER SHEET g p g q ACI 301, "Specification for Structural Concrete Buildings ", 3, Minimum bolt diameter shall be 3/4" unless noted otherwise.
manufacturing facility of a permanent nature, Trusses shall
2. The contactor shall be res onotble for com I fn with all Seismic -SEE COYER SHEET Hot weather concreting shall be in accordance with ACI 305. All belie shall be sheer /bearing type bolts and be snug- tight,
p p y g Equivalent Fluid Pressure - 55 par be manufactured by experienced workmen, using precision 6, Walk wage and other exterior slabs are not shown on the Cold weather concreting shall be In accordance with ACI 306, 4, All welding shall be in accordance with AWS DI,I using E'tOXX
aafaty precautions and regulations during the work. The cutting, Jigging and pressing equipment under the etructrual drawings, See the site plan and architectural 4. All reinforcing steel shall conform to ASTM A -615, Grade 60 electrodes. Unless noted otherwise, provide Cont. min, O
engineer will not advise on nor issue direction as to requirements I quality control standard QST -88 of the " »
precautions and programs. Bearing pressure assumed to be 1500 PSF for. drawings for location, dimensions, elevations, Jointing details for 5 and larger bare and Grade 40 for 4 and smaller, All sized fillet welds per AISC requirements, All filler material
safet O r
y p p g column and wall Footings as per UBC Table 29 -8 Truss Plate Institute, and finish details, Provide 4" walk& reinforced with welding of reinforcing steel shall be in accordance with AWS shall have a minimum yield strength of 58 ket, N
3, The structural drawnn a herein re resent the finished based upon a sandy gravel and /or gravel soil. 6x6 - W1,4WI.4 WWF unless otherwise noted, D1,4, Epoxy coated reinforcing shall conform to ASTM A- '1-15, 5, Where "Continuous Chord" angles are indicated, provide Z Z
g p 6. Secondary bending stresses to trues top and bottom chords 5. All welded wire fabric (WWF) shall conform to ASTM A -185. a continuous butt weld or Full penetration weld at the splice N ~
structure. The contractor shall p rovide all to orar Any variations encountered, different from the
1� y due to dead, live and wind laode shall be considered in
u (n and brac r to erect and hold the oil type assumed, shall be brought to the attention e p 1, Slabs to be permanently exposed to weather shall be air 6. All reinforcing steel shall be eat and fled in place prior connection detail for approval, VD
9 y g the deaf n, Load duration factors shell be per the "National Mm
structure in proper alignment until all structural work and e n p ASTM C -260. masonry wall reinforcing
of the Engineer before proceeding, entrained to 5% (+ /- 196) with an admixture that conforms to to pouring of concrete, except that vertical dowels for 6. Moment connections are denoted thus l ) on the
p p g p g Deaf Sp ecification for Wood Construction latest edition. g may be floated yp w Z in place. Do not plan. See tical details.
connections have been compl The I nvesti ga tion, field bend bare partially embedded to hardened concrete 1, Where steel beams bare across building expansion Joints Q O
deafen, safety, adequacy and Inspection oL.srectfon 1. Wood trusses shall be erected In accordance with the trues S . All concrete work shall conform to the rsqul�smsnte ACI. 301, unless specifically indicated or approved by the Engineer, or at wall control Joints, provide a "ellp" connection as shown U p!
OUNDATiOOTES
bracing, shoring, temporary supports, etc, is the sole N N manufacturer's requirements. This work shall be done by a "Specification for Structural Concrete Buildings ", Hot 1. Reinforcing steel, Including hooka and bends, shall (n the typical details,
responsibility of the contractor. qualified and experienced contractor. weather concreting shall be in accordance with ACI 305, detailed in accordance with ACI 315, All reinforcing steel 8, Holes to steel shall be drilled or punched. All slotted
4. The engineer shell not be responsible for the methods, i. All footings shall bear on undisturbed, firm natural soil or 8. the Contractor shall provide all .temporary and .permanent Cold weather concreting shall be in accordance with ACI indicated as being continuous (Cont.) shall be lapped with holes shall be provided with smooth edges. Burning of 306, a Type 2 splice unless noted otherwise, holes and torch cutting at the efts is not permitted,
techniques and sequences of procedures to perform the compacted fill capable of supporting a design bearing bracing as required for safe erection and performance of S. Unless noted otherwise, the following minimum concrete S. Unless otherwise noted, all structural steel permanently
work. The supervision of the work is the sole responsi pressure of 1500 par, All foundation excavations shall the trusses, The guidelines set forth by the Trues Plate S. In order to avoid concrete shrinkage cracktne, place cover shall be provided for reinforcement: exposed to view shall be shop painted with one coat of
bility of the contractor, be evaluated by a qualified geotechicai engineer /testing Institute publication "HI5-9i, Commentary and, Recommendations concrete slabs in an alternating lane (or checker board) SSPC 15-68, Type I (Red Oxide) paint,
agency prior to pouring Foundation concrete if required for Handling, Installing and Bracing Metal Plate Connected pattern. The maximum length of slab cast to in an one A. Concrete exposed to earth or weather: 10, The structural steel erector shall provide all tam orar
requirement. p g y p p p y
5. Drawings indicate general and typical details of by the Structural Ene(neser, Wood Trusses" shall be a minimum re 1
q continuous pour. is recommended to be lase than 100 feet. "6 through "IS bare - 2 guying and bracing,
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construction, Where conditions are not epecificaliy shown, � W
The maximum spacing of joints shell be 25 Feet. 5 bar, W31, 031 wire t smaller - I I/2 „ 11. Columns, anchor bolts, bees plates, etc, have been designed O
similar details of construction shall be used, subject to 2. Top of footing elevations shall be as shown on the S. Trues member and components shall not be cut, notched
B, Concrete not exposed to earth or weather: for the loading encountered during steel erection and C
approval by the engineer foundation plan. These elevations are a maximum and shall drilled nor otherwise altered in anyway without the written 10. See architectural drawings for exact locations of Walls, elevated slabs It joists] - 3/4” construction, Any Investigation of the columns, anchor bolts,
be lowered as required to obtain the required design approval of the Engineer, depressed slab areas and drains, Slope slab to drains Beams and columns - 1 1/2" base plates, etc, is the sole reaponalbility of the contractor. ' X
6. All structural systems which are to be composed of bearing pressure, where shown, C. Foundation concrete - See Foundation Notes, 12, Steel fabricators shall be an AISC certified shop for Q
components to be field erected shall be supervised by Unless noted otherwise, the bottom of all exterior footings 10. Submit complete shop drawings for all wood trusses Category i steel structures and maintain detailed quality
e bare shall be for all control a required
the supplier during manufacturing, delivery, handling, shall be placed 6" below local frost depth; the bottom of showing member sizes, species, grade, moisture content, 11, The finish tolerance of all slabs shall be in accordance 9, Bar supports and holding p procedures s uired to eatisf the special
storage and erection in accordance with the supplier all interior Footings shall be laced 12 minimum below interior q y na
9 pp 9 p span camber, dimensions, chord pitch, bracing requirements with AGI 301, Type A. reinforcing steel to insure minimum concrete cover,. Bar Inspection requirements of the 2003 International Budding
instructions and requirement&, Finished grade, and loadings, Shop drawing shall be submitted to the supports shall be plastic tipped or stainless steel Code, •�
Engineer and shall bear the seal of a Professional Engineer
1, Loading a p p lied to the structure during the recess of 3, All foundation concrete shall obtain a 28 da 12. Slabs shall be constructed In accordance with the 10, Unless noted otherwise, all one way slabs shall be 13. Provide gfrts with a slight downward bow at midepan.
9 pp 9 p y co m p ressive reeietered in Idaho, following flatneee /levelness requirements: reinforced as Follows: 14, Unless otherwise noted, all structural steel permanently
construction shall not exceed the safe load- carrying strength of 2500 psi. All concrete to be permanentaly exposed to the weather, including all brick shelf angles
capaclty of the structural members. The live loadings exposed to the weather shall be air - entrained to 5% ( +/- 1%)
used In the dselgn of the structure are indicated In the with an admixture that conforms to ASTM C -260, 81eb Category Specified Local Minimu Bottom reinforcing "4 a 16" o,c. (Between Supports) shall be hot - dipped galvanized in accordance with ASTM A153.
"Design Criteria Noise ". Do not apply any construction
Top Reinforcing 0 4 a 12 „ o,c. (Centered on Supports) 15. Protective coatings damaged during the transporting,
Bull- Floated Ff . 15 , FI . 13 Ff ■ ■
loads until structural framing to properly connected 4. All concrete work shall conform to the requirements of ACI WOOD FRAMING NOTES Strai 13 , FI 10 Temp. Reinforcing "4 a 18” o,c, lTranaveree Bottom) erecting end field h the processes shall be repaired
together and until all temporary bracing
to In place. 30, "Specification for Structural Concrete Buildings Hot ght Edged Ff ■ 15 , FI ■ 13 Ff . 13 , FI 10 to the field to match the shop applied coating.
weather concreting shall be in accordance with ACI 305, Flat Ff ■ 15 , FI = 13 Ff ■ 13 , FI ■ 10 i1. Unless noted otherwise, all concrete walls (other than 16. The contractor shall hire an Independent testing agency •�•
8. All ASTM and other references are per the latest Cold weather concreting shall be in accordance with ACI I. All wood framing material shall be surfaced dry and used at very Flat Ff . 15 , FI . 13 FF ■ 13 , FI ■ 10 retaining wails) shall be reinforced as Follows: to provide special inspections of bolting, welding and Q
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FI ■ 13 Ff . 13 Super Flat Ff ■ 15 p , , FI ■ 10 other items In accordance with 2003 International of these standards, unless otherwise noted. 306, 199$ meximumu moisture content. Su g � O 0
2. All stud and wall framing shall be No, 2 grade Doug Fir, Wall Thickness Horizontal Vertical Location Code.
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S. Shop drawinee and other items shall be submitted to the 5. All reinforcing steel shall conform to ASTM A -615, Grade 3, All joist, rafter t mist, framing shall be No, I grade Doug Floor flatness and levelness tests shell be conducted IF I'll. Provide angle Frames at all roof openings and mechanical deemed necessary by the owner in accordance with 4 - 6" 0 4 c 16" o,c, 0 4 a 18" o,c. Centered roof top units per typical details. �J
engineer for review prior to fabrication , All shop 60 for 0 5 and larger and Grade 40 for 0 4 and smaller, Fir. Provide Full depth or metal bridging at mldspan and
drawings shall be reviewed by the eaaral contractor at a maxmfmum spacing of 8 ft o.c. between. ASTM E 1155, Results, Including acceptance or rejection a l l "4 a 12 o,c, "4 a 11 „ o.c, Centered
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OF the work will be provided to the contractor within 48 10" 0 4 a 18" o,c. 0 4 a 18" o,c Each Face
.- before submittal, The engineers review to to be for 6, Unless noted otherwise, the Following concrete cover shall hours after data collection, Remedies for out of tolerance 12" 0 4 a 16" o,c, 0 4 a 18" o.c, Each Face
conformance with the design concept and general be provided For reinforcement, 4. All framing exposed to the weather or in contact with JU t
compliance with the relevant contract documents, The A, Concrete cast against t permanently exposed to earth - 3" masonry or concrete shall be pressure treated in work may Include removal and`reconatruction at the contractors M
engineers review dose not relieve the contractor of the B. Concrete exposed to earth or weather, accordance with the American Wood Preservers Aeeoc(catton
expense, Any other remediation requires the approval of 12, All edges of permanently exposed concrete surfaces
sole resposibtiity to review, check and coordinate the 0 6 through 0 18 bare - 2" Specifications where possible, All cute and holes should the owner, shall be chamferad 3/4" unless otherwise noted,
shop drawings prior to submission, The contractor remains 0 5 bar, W31 or D31 wire t smaller - 1 1/2" be completed before treatment. Cute and holes due to 13, In order to avoid concrete shrinkage cracking, place
coley responsible for errors and ommlestone associated on - site fabrication shall be brushed with 2 coats of copper concrete slabs in an alternating lane pattern. The maximum
solution containing with the preparation of the shop drawings as they pertain 1. All reinforcing marked continuous (Cont.) on the plane and na p g a minimum of 2% metallic length of slab cast In any one continuous pour shall be limited to 80 fast.
to member sizes, details, dimensions, etc, details shall be lapped 36 X bar diameters at splices unless copper In solution (per AWPA STD. M4),
noted otherwise, . 14, Formwork shall remain In lace until concrete has obtained
FLYWOOD 1 f I50ARD at least 90% of its 28 day compressive strength. The
10. Submit shop drawings in the form of two bluelfne prints. 1. Provide double joists under all partitions which run parallel
In no case shall reproduction of the contract drawings 8. No unbalanced backfilling shall be done against Foundation with joists and under all concentrated loads from framing SHEATHING NOTES Contractor shall provide all shoring and rsehortne.
be used as shop drawings. Submit the following Items for walls unless walls are secursly braced against overtrunine, above,
review: either
by temporary bracing or by permanent construction,
8. Provide header beams of the same size as Joists or rafters I. All plywood construction shall be in accordance with the
A. Concrete mix daslen(s) - NOT REQUIRED. 9. Prior to commencing any foundation work, coordinate work to frame around openings in the plywood deck unless American Plywood Association (APA) specifications, O
B, Reinforcing steel shop drawings - NOT REQUIRED with any existing utilities. Foundations shall be lowered otherwise indicated,
C, Structural steel shop drawings - NOT REQUIRED where required to avoid utilities, 2. All roof panel sheathing shall be 5/8" (nom.) OSB 1 APA
D, Steel Joist / Girder shop drawings - NOT REQUIRED S. Structural steel plate connectors shall conform to ASTM A -36 rated sheathing, Suitable edge support shall be provided"
E, Metal decking shop drawings - NOT REQUIRED i1. Unless noted otherwise, the centerlines of column specifications and be 1/4" thick unless noted otherwise, by use of panel clips or blocking between framing. Unless
F. Pre- manuf, wood &yeam / trues shop drawings - NOT REQUIRED Foundations shall be located on column centerlines, Bolts connecting wood members shall be ASTM A -301 otherwise noted connect roof sheathing with 8d common lu
G. Pre - engineered metal building system - NOT REQUIRED and be 3/4" diameter unless otherwise indicated. Provide nails at b" o.c, at supported panel edges and 6" o,c. at
10, All retaining walls shall have at least 12" of free washers for all bolt heads and nuts in contact with wood intermediate supports.
Other submittals may be rquired per the "Schedule of draining granular backfili, Full height of wall. Provide surfaces, •
Special Inspection&" or the separate notes contained herein, control joint& in retaining walla at approximately equal 3. All floor sheathing shall be 3/4" (nom,) APa rated
intervals not to exceed 25 feet nor 3 times the wall 10. Bolt holes shall be carefully centered and drilled not STURD -i -FLOOR Exp. I, with tongue and groove edge,
Ii, Special Inspections will be required for this project as noted below: height. Provide expansion Joints at every fourth more than 1116" larger than the bolt diameter, Bolted Unless noted otherwise connect floor sheathing with IOd
control joint, unless otherwise Indicated, connections shall be snugged tight but not to the extent common nails spaced 6" o,c. supported edges and 12"
A, Concrete - NOT REQUIRED of crushing wood under washers, o,c, at intermediate supports. Field glue using adhesives
B. Bolts installed in Concrete - NOT REQUIRED meeting APA specification AFG -01, applied in accordance
C. Structural Welding - Field Welds - NOT REQUIRED p �+ 11, Prefabricated metal joist hangers, hurricane clips, with the manufacturer's recommandat tons.
D, High Strength Bolting - NOT REQUIRED' SiTE P REPARATION NOTEV hold -down anchors and other accessories shall be as
E. Structural Masonry - NOT REQUIRED manufactured by Simpson Strong -Tis Company ", or approved 4. All wall sheathing shall be 1/2" (nom,) OSB APA rated Q
I, Wtthn a e g ual. Install all accessorise per the manufacturer's sheathin unless noted otherwise, connect wall sheathing
12. Unless otherwise indicated, all items noted to be n area a minimum of 5 feet beyond the building limits, requfremente, All steel shall have a minimum thickness of with 8d common nails spaced at 6" o,c, at supported panel Q
demolished shall become the contractor's property and excavate a minimum of 4" of existing soil, Remove all 0,04 inches (per ASTM A446, Grade A) and be galvanized edges and 12" o,c at intermediate supports. Q
be removed from the site, organics, pavement, roots, debris and otherwise unsuitable (coating G60),
material 5. Install all plywood sheathing with the long dimensions of
13. Contractors shall visit the site prior to bid to ascertain 12, Holes and notches drilled or cut into wood framing shall the panel across supports and with panel continuous over F—
conditions which may adversely affect the work or cost thereof, 2. The surface of the exposed eubgrade shall be inspected not exceed the requfremente of 2003 International two or more spans, stagger panel and Joints, Allow 1/8" Z
by probing or testing to check for pockets of soft or Building Code Section 23, spacing at panel ends and edges unless otherwise
unsuitable maerlal. Excavate unsuitable soil as directed recommended by the sheathing manufacturer.
by the engineer, 13, All plates, anchors, nails, bolts, washers and other lu V
miscellaneous hardware permanentaly exposed to weather 6. All nailing shall be carefully driven and not over - driven, Z
3. Proof roll the surface of the exposed sub ads with a p g O
p g shall be hot di alvanized,
loaded tandem axis dump truck. Remove all soils which 1. Provide 2x blocking at all unsupported panel edges,
pump or does not compact properly as directed by the
engineer, �^ Q
4. Fill all excavated areas with approved controlled Fill,
Place in 8" loose lifts and compact to a minimum of e5%
of the maximum dry dans(ty in accordance with ASTM D -698,
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5, Alf controlled fill material shall be a select granular - t7 P.O. 1799
material free From all organics or otherwise deleterious 1 u x
material with not more than 20% by weight passing a no, g ��
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CONTACTOR'S RESPONSIBILITY t
6. Provide field density teats for each 3,000 SF of �Z 7 � I
IT IS THE CONTRACTOR'S RESPONSIBILITY TO REVIEW ALL ASPECTS OF THESE DRAWINGS, building area for each lift of controlled fill THIS DRAWING IS FOR THIS
ARCHITECTURAL AND STRUCTURAL, PRIOR TO CONSTRUCTION, ANY CONFLICTS SHALL BE LOCATION AND CUSTOMER
ONLY AND IS NOT. TO BE
REPORTED TO THE ENGINEER FOR CORRECTION. CHANGES MAY BE PROPOSED BY THE REUSED IN ANY MANNER
CONTRACTOR IF HE FEELS THE CHANGE IS IN THE BEST INTEREST OF THE OWNER. CHANGES SHALL BE FORWARDED TO THE ENGINEER IN WITHOUT THE WRITTEN CONSENT
, WRITING FOR APPROVAL PRIOR TO CONSTRUCTION. WI DESIGN INTH ��
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NOTES
3116 • C-0
1, A SMOKE DETECTION SYSTEM 15 REQUIRED,
2, PROVIDE EMERGENCY WALL PACK LIGHTS,
3, PROVIDE LIGHTED EMERGENCY EXIT SIGNS.
THIS BASIC, ELECTRICAL PLAN 15
INTENDED TO REPRESENT THE
OWNERS INTENT AND DOES NOT
T" =TT ==N I AAtN =N(.3lN==l" =L I C? I = I - I -
ALL FEATURES SHALL BE VERIFIED
WITH THE OWNER.
CONTACTORS RESPONSIBILITY
IT 16 THE CONTRACTOR'S RESPONSIBILITY TO REVIEW ALL ASPECTS OF THESE DRAWINGS,
ARCHITECTURAL AND STRUCTURAL, PRIOR TO CONSTRUCTION. ANY CONFLICTS SHALL BE
REPORTED TO THE ENGINEER FOR CORRECTION. CHANGES MAY BE PROPOSED BY THE
CONTRACTOR IF HE FEELS THE CHANGE 16 IN THE BEST INTEREST OF THE OWNER, CHANGES
SHALL BE FORWARDED TO THE ENGINEER IN WRITING FOR APPROVAL PRIOR TO CONSTRUCTION.
APPROVE IDIA/
4 4-1
13UILDING INSPECTOR
THIS DRAWING 15 FOR THIS
LOCATION AND CUSTOMER
ONLY AND 16 NOT TO BE
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WITHOUT THE WRITTEN CONSENT
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MAIN FLOOR ELECTRICAL
NOTES
3116 • C-0
1, A SMOKE DETECTION SYSTEM 15 REQUIRED,
2, PROVIDE EMERGENCY WALL PACK LIGHTS,
3, PROVIDE LIGHTED EMERGENCY EXIT SIGNS.
THIS BASIC, ELECTRICAL PLAN 15
INTENDED TO REPRESENT THE
OWNERS INTENT AND DOES NOT
T" =TT ==N I AAtN =N(.3lN==l" =L I C? I = I - I -
ALL FEATURES SHALL BE VERIFIED
WITH THE OWNER.
CONTACTORS RESPONSIBILITY
IT 16 THE CONTRACTOR'S RESPONSIBILITY TO REVIEW ALL ASPECTS OF THESE DRAWINGS,
ARCHITECTURAL AND STRUCTURAL, PRIOR TO CONSTRUCTION. ANY CONFLICTS SHALL BE
REPORTED TO THE ENGINEER FOR CORRECTION. CHANGES MAY BE PROPOSED BY THE
CONTRACTOR IF HE FEELS THE CHANGE 16 IN THE BEST INTEREST OF THE OWNER, CHANGES
SHALL BE FORWARDED TO THE ENGINEER IN WRITING FOR APPROVAL PRIOR TO CONSTRUCTION.
APPROVE IDIA/
4 4-1
13UILDING INSPECTOR
THIS DRAWING 15 FOR THIS
LOCATION AND CUSTOMER
ONLY AND 16 NOT TO BE
REUSED IN ANY MANNER
WITHOUT THE WRITTEN CONSENT
OF DESIGN INTELLIGENCE.1-1-C.
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