HomeMy WebLinkAboutSITE & BLDG PLANS - 06-00487 - Pinnacle Security - Storage Shedsu
EXISTIN
NOTE: LEGAL DOCUMENTS PROVIDE AN
EASEMENT FROM KEY BANK TO
ALLOW ACCESS TO PINNACLE
PARKING LOT. WIDTH OF EASEMENT
IS NOT INDICATED IN THE LEGALS
BUT IS BEING NEGOTIATED. MIN.
EASEMENT WIDTH BEING NEGOTIATED
IS 24 FEET TO ALLOW TWO WAY TRAFFIC.
AS THERE IS PARKING
REPLACE SIDEWALK AND
CURBING ON WEST SIDE OF
BUILDING TO MEET CITY OF
REXBURG STANDARDS.
PROVIDE LANDSCAPING
BETWEEN EXISTING CURB
AND SIDEWALK.
(1) SPACES RESERVED
FOR KEY BANK
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EXISTING!
KEYBANk
KIOSK I
20 PARKING SPOT
RENTED TO PINNACLE
BY KE Y BANK
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EXISTING ASPHALT
PARKING LOT - DR,
RESPONSIBILITY OF
KEY BANK
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9
IN FLOOR AREA - 18589 SF
".OND FLI
OTAL BUILT
AREA OF PARKING TO
PROPERTY LINE APPROX,
5240 SF. - SNOW STORAGE
AT 10% - 924 SF - 1080 SF
PROVIDED.
HAIN LINK F
KEY BANK PARCEL
115
24'
N
5 89 0 44'59" W 164.284'
RESIDENTIAL PARCEL
LEGAL DESCRIPTION
COMMENCING AT THE NW CORNER OF LOT 3, BLOCK 31,
OF THE ORIGINAL REXBURG TOWNSITE, MADISON COUNTY
IDAHO: THENCE N Be 44 5S E FOR A DISTANCE OF 191.50
FEET TO THE TRUE POINT OF BEGINNING; THENCE N Be 44
5S E FOR A DISTANCE OF 138.51 FEET: THENCE S 0 14 51 E
FOR A DISTANCE OF 165.00 FEET; THENCE S 8S 44 59 W
FOR A DISTANCE OF 165.02 FEET; THENCE S O 14 4S E FOR
A DISTANCE OF 82.50 FEET; THENCE S 5S 44 59 W FOR A
DISTANCE OF 165,00 FEET; THENCE N O 14 49 W FOR A
DISTANCE OF 165,00 FEET; THENCE N Be 44 59 E FOR A
DISTANCE OF 191,50 FEET; THENCE N 0 14 4S W FOR A
DISTANCE OF 82.50 FEET TO THE TRUE POINT OF BEGINNING
CONTAINING 1.5 ACRES MORE OR LESS.
SHED
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(10) SPA EP tu
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K LOT
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R NEW I �,-
FRENdH RAIN
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P E�
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S PAC ES
SNOW TOR CAE
EXISTING"
FRENCH DRAIN
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1% -
1
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0
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3'
PINNACLE PARCEL
(EXISTING PARKING LOT
TO BE RESURFACED)
(o
REVISED 09/O"1/06
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(V
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w > �
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ZONE - CBC
1 SETBACKS - FRONT = 20 FT
SIDES = O FT
" LOT COVERAGE = 50% III - 20
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ONLY AND IS NOT TO BE
MAXIMUM BUILDING HEIGHT = 45 FT,
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WITHOUT THE WRITTEN CONSENT
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BUILDING
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2 STORIES = 24000 SF OF WHICH 10200 IS BEING REMODELED
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CONSTRUCTION - TYPE V -B
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Q
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NO FIRE SPRINKLER SYSTEM
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FRONT - 20 FT
SIDES OFT MIN
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-
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REAR - O FT
PARKING:
�u0
STREET ROW: 20 FT
Q
ADJOINING PROPERTY LINE: O FT
FRONT OF BLDG: 5 FT
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TOTAL AREA : 1.51 ACRES = 65816 SF
ff
j =3
ASPHALT
m
4 BUILDING = 65816 SF
U!
LANDSCAPING = EXISTING
CITY UTILITIES ARE EXISTING.
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/
PARKING
=3
m
3 PER 1000 SF : 31 PARKING SPACES REQUIRED FOR AREA
w
BEING REMODELED AND USED AS BUSINESS SPACE.
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TOTAL POSSIBLE BUSINESS SPACE IS 12000 SF REQUIRING
LL
15 PARKING SPACES.
Q
PARKING PROVIDED
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m
(84) S' x 18' PARKING SPACES PROVIDED. ADDITIONAL
OW STORAG
REMODELS OCCUR,
5 89 0 44'59" W 164.284'
RESIDENTIAL PARCEL
LEGAL DESCRIPTION
COMMENCING AT THE NW CORNER OF LOT 3, BLOCK 31,
OF THE ORIGINAL REXBURG TOWNSITE, MADISON COUNTY
IDAHO: THENCE N Be 44 5S E FOR A DISTANCE OF 191.50
FEET TO THE TRUE POINT OF BEGINNING; THENCE N Be 44
5S E FOR A DISTANCE OF 138.51 FEET: THENCE S 0 14 51 E
FOR A DISTANCE OF 165.00 FEET; THENCE S 8S 44 59 W
FOR A DISTANCE OF 165.02 FEET; THENCE S O 14 4S E FOR
A DISTANCE OF 82.50 FEET; THENCE S 5S 44 59 W FOR A
DISTANCE OF 165,00 FEET; THENCE N O 14 49 W FOR A
DISTANCE OF 165,00 FEET; THENCE N Be 44 59 E FOR A
DISTANCE OF 191,50 FEET; THENCE N 0 14 4S W FOR A
DISTANCE OF 82.50 FEET TO THE TRUE POINT OF BEGINNING
CONTAINING 1.5 ACRES MORE OR LESS.
SHED
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(10) SPA EP tu
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N
� �eLn .e
K LOT
I I
R NEW I �,-
FRENdH RAIN
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1
pD y;�� I I
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P E�
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S PAC ES
SNOW TOR CAE
EXISTING"
FRENCH DRAIN
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1% -
1
w
0
w
w
0
J
w
0
N
3'
PINNACLE PARCEL
(EXISTING PARKING LOT
TO BE RESURFACED)
(o
REVISED 09/O"1/06
0
0
(V
�n z
N
w > �
lu
Q ( Q
ZONE - CBC
1 SETBACKS - FRONT = 20 FT
SIDES = O FT
" LOT COVERAGE = 50% III - 20
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�
Q
O m
O
ONLY AND IS NOT TO BE
MAXIMUM BUILDING HEIGHT = 45 FT,
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WITHOUT THE WRITTEN CONSENT
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BUILDING
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2 STORIES = 24000 SF OF WHICH 10200 IS BEING REMODELED
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CONSTRUCTION - TYPE V -B
' X
Q
LL
NO FIRE SPRINKLER SYSTEM
4. SETBACKS REQUIRED:
FRONT - 20 FT
SIDES OFT MIN
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-
REAR - O FT
PARKING:
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STREET ROW: 20 FT
ADJOINING PROPERTY LINE: O FT
FRONT OF BLDG: 5 FT
Z Z Q
O-
TOTAL AREA : 1.51 ACRES = 65816 SF
ff
j =3
ASPHALT
m
4 BUILDING = 65816 SF
U!
LANDSCAPING = EXISTING
CITY UTILITIES ARE EXISTING.
tl�
PARKING
=3
m
3 PER 1000 SF : 31 PARKING SPACES REQUIRED FOR AREA
w
BEING REMODELED AND USED AS BUSINESS SPACE.
w-
TOTAL POSSIBLE BUSINESS SPACE IS 12000 SF REQUIRING
LL
15 PARKING SPACES.
Q
PARKING PROVIDED
U
(84) S' x 18' PARKING SPACES PROVIDED. ADDITIONAL
FUTURE SPACES WILL BE PROVIDED AS FUTURE BUILDING
REMODELS OCCUR,
SITE PLAN FOR PINNACLE SECU ITY
CONTACTOR'S RESPONSIBILITY
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 IS IN THE BEST INTEREST OF THE OWNER. CHANGES
SHALL BE FORWARDED TO THE ENGINEER IN WRITING FOR APPROVAL PRIOR TO CONSTRUCTION,
ADDRESS: 51 SOUTH 16T EAST
W
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THIS DRAWING IS FOR THIS
LOCATION AND CUSTOMER
ONLY AND IS NOT TO BE
_
REUSED IN ANY MANNER
WITHOUT THE WRITTEN CONSENT
OF DESIGN INTELLIGENCE.LLC.
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PROJECT DATA DESIGN NOTES
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1. GOVERNING BUILDINCa CODE: 2003 IRG GROUND SNOW LOAD - 4"1 PSF Q o �
FLAT ROOF SNOW LOAD - 36 PSF
2. OCCUPANCY AND CROUP: U SNOW LOAD IMPORTANCE FACTOR - 1,0
SNOW EXPOSURE FACTOR - 0.9
3, TY OF CONSTRUCTION: TY V - 1:3
THERMAL FACTOR - 1.0
4, LOCATION ON PROPERTY:
WIND - 90 MPH (3 SEC GUST) EXP 5
EXTERIOR WALLS: NON -RATED WIND IMPORTANCE FACTOR - 1.0
WIND EXPOSURE - 5 (SOUTHWEST) .—
EXTERIOR OPENINGS: NON -RATED WIND INTERIOR PRESSURE COEF - 0.31
5, OCCUPANCY SEPARATION : NOT REQUIRED SEISMIC USE GROUP - GROUP I
SEISMIC CATEGORY - CLASSIFICATION D1
SPRINKLED: NO
FLOOR LIVE LOAD - 40 PSF z
NUM5ER OF STORIES: 1.0
Q
FLOOR DEAD LOAD - 15 PSF >=
(o, FIRE RESISTIVE REQUIREMENTS: uj I--
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ROOF DEAD LOAD - 15 PSF � p
SEE ARCHITECTURAL DWGS o
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CONTACTOR'S RESPONSIBILITY
" THIS DRAWING IS FOR THIS
LOCATION AND CUSTOMER
IT IS THE CONTRACTOR'S RESPONSIBILITY TO REVIEW ALL ASPECTS OF THESE DRAWINGS, M "" "
ONLY AND IS NOT TO BE
ARCHITECTURAL AND STRUCTURAL, PRIOR TO CONSTRUCTION, ANY CONFLICTS SHALL BE
REPORTED TO THE ENGINEER FOR CORRECTION. CHANGES MAY BE PROPOSED BY THE REUSED WITHOUT T ANY MANNER
THE WRITTEN CONSENT
CONTRACTOR IF HE FEELS THE CHANGE IS IN THE BEST INTEREST OF THE OWNER, CHANGES
OF DESIGN INTELLIGENGE.LLC.
SHALL BE FORWARDED TO THE ENGINEER IN WRITING FOR APPROVAL PRIOR TO CONSTRUCTION.
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PROJECT DATA DESIGN NOTES
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1. GOVERNING BUILDINCa CODE: 2003 IRG GROUND SNOW LOAD - 4"1 PSF Q o �
FLAT ROOF SNOW LOAD - 36 PSF
2. OCCUPANCY AND CROUP: U SNOW LOAD IMPORTANCE FACTOR - 1,0
SNOW EXPOSURE FACTOR - 0.9
3, TY OF CONSTRUCTION: TY V - 1:3
THERMAL FACTOR - 1.0
4, LOCATION ON PROPERTY:
WIND - 90 MPH (3 SEC GUST) EXP 5
EXTERIOR WALLS: NON -RATED WIND IMPORTANCE FACTOR - 1.0
WIND EXPOSURE - 5 (SOUTHWEST) .—
EXTERIOR OPENINGS: NON -RATED WIND INTERIOR PRESSURE COEF - 0.31
5, OCCUPANCY SEPARATION : NOT REQUIRED SEISMIC USE GROUP - GROUP I
SEISMIC CATEGORY - CLASSIFICATION D1
SPRINKLED: NO
FLOOR LIVE LOAD - 40 PSF z
NUM5ER OF STORIES: 1.0
Q
FLOOR DEAD LOAD - 15 PSF >=
(o, FIRE RESISTIVE REQUIREMENTS: uj I--
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ROOF DEAD LOAD - 15 PSF � p
SEE ARCHITECTURAL DWGS o
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443� �
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CONTACTOR'S RESPONSIBILITY
" THIS DRAWING IS FOR THIS
LOCATION AND CUSTOMER
IT IS THE CONTRACTOR'S RESPONSIBILITY TO REVIEW ALL ASPECTS OF THESE DRAWINGS, M "" "
ONLY AND IS NOT TO BE
ARCHITECTURAL AND STRUCTURAL, PRIOR TO CONSTRUCTION, ANY CONFLICTS SHALL BE
REPORTED TO THE ENGINEER FOR CORRECTION. CHANGES MAY BE PROPOSED BY THE REUSED WITHOUT T ANY MANNER
THE WRITTEN CONSENT
CONTRACTOR IF HE FEELS THE CHANGE IS IN THE BEST INTEREST OF THE OWNER, CHANGES
OF DESIGN INTELLIGENGE.LLC.
SHALL BE FORWARDED TO THE ENGINEER IN WRITING FOR APPROVAL PRIOR TO CONSTRUCTION.
d
FINISHED GRADE
12
—VINYL SIDING
FRONT ELEV TION
1/4" 1' -O"
FINISHED
R1 HT ELEVATION
1/4" = 1' -O"
LEFT ELEVATION SIMILAR
TO RIGHT ELEVATION
FINISHED GR
REAR ELEV 710N
1/4" = i' -O"
NOTE: ANY WALLS 10 FEET OR LESS
FROM AN EXISTING BLDG OR PROPERTY
LINE SHALL BE ONE HOUR CONSTRUCTION.
L - - - - - - - - - -
APPROX. HEIGHT OF R0001
TOP OF SHED WALLS
SHEAR WALL NOTES:
1. ALL EXTERIOR WALLS ARE DESIGNATED SHEAR WALLS.
2. ALL FRAMED SHEAR WALLS SHALL BE 2x4 +0 24" O.C.
3. PROVIDE '1/19," APA RATED SHEATHING WITH Q
8D NAILS ai 4" O.C. AT PANEL EDGES AND r,
12" O.G. IN THE FIELD. BLOCKING IS REQUIRED AT ALL
PANEL EDGES.
4. PROVIDE SIMPSON HOLDDOWNS AS SHOWN,
INSTALL AS REQUIRED BY THE MANUFACTURER.
SHED FINISHED FLOOR
Cv rcc�c�r
'TIONAL)
ULATED EXTERIOR
_LS (OPTIONAL)
SECTION X4,4
CONTACTOR'S RESPONSIBILITY
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 IS IN THE BEST INTEREST OF THE OWNER. CHANGES
SHALL BE FORWARDED TO THE ENGINEER IN WRITING FOR APPROVAL PRIOR TO CONSTRUCTION.
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�SIMPSON 5THD8 HOLDDOWN EACH
SIDE OF SHED DOOR (TYPJ
FOUNDATION PLAN
1/2" ANCHOR
BOLTS SPACED
m 48" O.C. MAXI
W/ 3x3x1/4 SQR
WASHERS
FINISHED
2x FRAME WALL
2x PT BOTTOM PLATE
CONT.
12X8 FOOTING
WITH (2) 0 4 CONT.
MONOLITHIC SLAB DETAIL
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THIS DRAWING IS FOR THIS
LOCATION AND CUSTOMER
ONLY AND IS NOT TO BE
REUSED IN ANY MANNER
WITHOUT THE WRITTEN CONSENT
OF DESIGN INTELLIGENCE.LLC.
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12' -0"
SHED
4
4
IO' -O" x 10' -0"
(o'
12' -0"
MA IN FLOOR PL N
1/4" a 1' -0"
4 Q
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N
4
2x OUTLOOKER (TYP.)
2' - 0 " 12' -0"
11 Ell
nn��I
—VINYL SIDING
FRONT ELEV TION
1/4" 1' -O"
FINISHED
R1 HT ELEVATION
1/4" = 1' -O"
LEFT ELEVATION SIMILAR
TO RIGHT ELEVATION
FINISHED GR
REAR ELEV 710N
1/4" = i' -O"
NOTE: ANY WALLS 10 FEET OR LESS
FROM AN EXISTING BLDG OR PROPERTY
LINE SHALL BE ONE HOUR CONSTRUCTION.
L - - - - - - - - - -
APPROX. HEIGHT OF R0001
TOP OF SHED WALLS
SHEAR WALL NOTES:
1. ALL EXTERIOR WALLS ARE DESIGNATED SHEAR WALLS.
2. ALL FRAMED SHEAR WALLS SHALL BE 2x4 +0 24" O.C.
3. PROVIDE '1/19," APA RATED SHEATHING WITH Q
8D NAILS ai 4" O.C. AT PANEL EDGES AND r,
12" O.G. IN THE FIELD. BLOCKING IS REQUIRED AT ALL
PANEL EDGES.
4. PROVIDE SIMPSON HOLDDOWNS AS SHOWN,
INSTALL AS REQUIRED BY THE MANUFACTURER.
SHED FINISHED FLOOR
Cv rcc�c�r
'TIONAL)
ULATED EXTERIOR
_LS (OPTIONAL)
SECTION X4,4
CONTACTOR'S RESPONSIBILITY
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 IS IN THE BEST INTEREST OF THE OWNER. CHANGES
SHALL BE FORWARDED TO THE ENGINEER IN WRITING FOR APPROVAL PRIOR TO CONSTRUCTION.
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�SIMPSON 5THD8 HOLDDOWN EACH
SIDE OF SHED DOOR (TYPJ
FOUNDATION PLAN
1/2" ANCHOR
BOLTS SPACED
m 48" O.C. MAXI
W/ 3x3x1/4 SQR
WASHERS
FINISHED
2x FRAME WALL
2x PT BOTTOM PLATE
CONT.
12X8 FOOTING
WITH (2) 0 4 CONT.
MONOLITHIC SLAB DETAIL
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THIS DRAWING IS FOR THIS
LOCATION AND CUSTOMER
ONLY AND IS NOT TO BE
REUSED IN ANY MANNER
WITHOUT THE WRITTEN CONSENT
OF DESIGN INTELLIGENCE.LLC.
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12' -0"
SHED
4
4
IO' -O" x 10' -0"
(o'
12' -0"
MA IN FLOOR PL N
1/4" a 1' -0"
4 Q
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4
2x OUTLOOKER (TYP.)
2' - 0 " 12' -0"
2' -0" L 12' -0"
NON LIVING: = 192 SQ, FT,
ICE BARRIER NOTES:
PROVIDE AN ICE BARRIER THAT
EXTENDS FROM THE EDGE OF THE
EAVES TO A POINT NOT LESS THAN
Q 24" INSIDE THE EXTERIOR WALL LINE
OF THE BUILDING AND AT ALL VALLEYS.
ROOF VENTILATION:
PROVIDE ROOF VENTILATION
1 SF FOR EVERY 300 SF OF
ATTIC SPACE, 1/2 HIGH AND
1/2 LOW,
Q
0(0f= FRAMING
1/4" =
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5EAM SCHEDULE
W51 - (2) DF 2X8
TRUSS FRAMING NOTES:
1. INSTALL TRUSSES PER MANUFACTURER'S
RECOMMENDATIONS INCLUDING ALL
BRIDGING AND BRACING -c.
2, PROVIDE SIMPSON H1 OR EQUAL AT BRGz
ENDS OF EACH TRUSS.
3, BEARING WALL HEADERS SHALL BE (2) DF 2x8
UNLESS NOTED OTHERWISE.
4. ALL ROOF OVERHANGS SHALL BE AS NOTED.
A /! I11 I A I T I. I I♦ l i l 1— �� In �
Ls - - - - - - - - - - - - - - - 'L J
NINE
liffli
1
M*
2' -0" L 12' -0"
NON LIVING: = 192 SQ, FT,
ICE BARRIER NOTES:
PROVIDE AN ICE BARRIER THAT
EXTENDS FROM THE EDGE OF THE
EAVES TO A POINT NOT LESS THAN
Q 24" INSIDE THE EXTERIOR WALL LINE
OF THE BUILDING AND AT ALL VALLEYS.
ROOF VENTILATION:
PROVIDE ROOF VENTILATION
1 SF FOR EVERY 300 SF OF
ATTIC SPACE, 1/2 HIGH AND
1/2 LOW,
Q
0(0f= FRAMING
1/4" =
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5EAM SCHEDULE
W51 - (2) DF 2X8
TRUSS FRAMING NOTES:
1. INSTALL TRUSSES PER MANUFACTURER'S
RECOMMENDATIONS INCLUDING ALL
BRIDGING AND BRACING -c.
2, PROVIDE SIMPSON H1 OR EQUAL AT BRGz
ENDS OF EACH TRUSS.
3, BEARING WALL HEADERS SHALL BE (2) DF 2x8
UNLESS NOTED OTHERWISE.
4. ALL ROOF OVERHANGS SHALL BE AS NOTED.
A /! I11 I A I T I. I I♦ l i l 1— �� In �
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GE STR UCTURAL NOTES
CODES AND SPECIFICATiONS
A. International Building Code - 2003 Edition
B. ACI 318 -02 Building Code Requirements
for Reinforced Concrete
GENERAL STRUCTURAL NOTES
I, The Structural drawing shall be used in con,juction with
the drawings of all other disciplines and the project
specifications, The contractor shall verifiy the
requirements of the other trades as to sleeves, chases,
hangers, Inserts, anchors, holes and other items to be
placed or set in the structural work,
2. The contactor 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 precedures to perform the
work. The supervision of the work is the sole responal-
bllfty 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 requirement&.
1, 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 deafen of the 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,
8, All ASTM and other references are per the latest
editions of these standards, unless otherwise noted.
9, 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 resposibility to review, check and coordinate the
shop drawings prior to submission, The contractor remains
coley responsible for errors and ommfesfons associated
with the preparation of the shop drawings as they pertain
to member sizes, details, dimensions, etc.
10. Submit shop drawings in the form of two blueline print$,
In no case shall reproduction of the contract drawings
be used as shop drawings. Submit the following items for
review:
A. Concrete mix designs) - NOT REQUIRED,
B. Reinforcing steel shop drawings - NOT REQUIRED
C. Structural steel shop drawings - NOT REQUIRED
D. Steel Joist / Girder shop drawings - NOT REQUIRED
E. Metal decking shop drawings - NOT REQUIRED
F. Pre - manuf, wood aysem / truss shop drawings - NOT REQUIRED
G. Pre - engineered metal building System - NOT REQUIRED
Other submittals may be rquired per the "Schedule of
Special Inspections" or the separate notes contained herein,
Special Inspections will be required for this project as noted below:
A, Concrete - NOT REQUIRED
B, Bolts installed in Concrete - NOT REQUIRED
C. Structural Welding - Field Welds - NOT REQUIRED
D. High Strength Bolting - NOT REQUIRED
E. Structural Masonry - NOT REQUIRED
12. Unless otherwise indicated, all Items noted to be
demolished shall become the contractor's property and
be removed from the aft *.
13. Contractors shall visit the site prior to bid to ascertain
conditions which may adversely affect the work or cost thereof.
DESIGN CRiTERiA
Design Gravity Loads:
Roof DL - 15 paf
Floor DL - 15 paf
Design Live Loads:
Roof LL - 20 paf min
Snow - SEE COVER SHEET
Commerical Floor LL - 50 paf + 20 paf Partition
Residential LL - 40 psi
Lateral Live Loads:
Wind - SEE COVER SHEET
Seismic - SEE COYER SHEET
Equivalent Fluid Pressure - 55 psF
Bearing pressure assumed to be 1500 PSF for
column and wall footfnga as per UBC Table 29 -5
based upon a sandy gravel and /or gravel soil.
Any variations encountered, different from the
oil type assumed, shall be brought to the attention
OF the Engineer before proceeding,
FOUNDATION NOTES
I, All footings shall bear on undisturbed, firm natural soil or
compacted fill capable of supporting a design bearing
pressure of 1500 psF, All foundation excavations shall
be evaluated by a qualified geotechical engineer /testing
agency prior to pouring foundation concrete if required
by the Structural Engineeer,
2, Top of footing elevations 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.
Unless noted otherwise, the bottom of all exterior footings
shall be placed 6" below local frost depth: the bottom of
all interior footings shall be placed 12" minimum below interior
finished grade,
3. All foundation concrete shall obtain a 28 day compressive
Strength of 2500 psi. All concrete to be permanentaly
exposed to the weather shall be air - entrained to 5% ( +/- 111.)
with an admixture that conforms to ASTM C -260.
4, All concrete work shall conform to the requirements of ACI
30, "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,
5, All reinforcing steel shall conform to ASTM A -615, Grade
60 for 0 5 and larger and Grade 40 for 0 4 and smaller.
6, Unless noted otherwise, the following concrete cover shall
be provided for reinforcement,
A, Concrete cast against t permanently exposed to earth - 3"
B, Concrete exposed to earth or weather,
0 6 through 0 18 bars - 2"
"5 bar, W31 or D31 wire t smaller - 1 1/2"
1, All reinforcing marked continuous (Cont.) on the plans and
details shall be lapped 36 X bar diameters at splices unless
noted otherwise,
8. No unbalanced backFilline shall be done against foundation
walls unless walls are securely braced against overtrunine,
either by temporary bracing or by permanent construction,
9. Prior to commencing any foundation work, coordinate work
with any existing utilities, Foundations shall be lowered
where required to avoid utilities.
11. Unless noted otherwise, the centerlines of column
foundations shall be located on column centerlines,
10, All retaining walls shall have at least 12" of free
draining granular backf111, Full height of wall. Provide
control ,Joints In retaining walls at approximately equal
intervals not to exceed 25 feet nor 3 times the wall
height. Provide expansion ,Joints at every fourth
control Joint, unless otherwise indicated.
SITE PREPARATiON NOTES
I, Withn 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.
2, The surface of the exposed subgrade shall be inspected
by probing or testing to check for pockets of soft or
unsuitable maerial. Excavate unsuitable soil as directed
by the engineer,
3. Proof roll the surface of the exposed $ubeade with a
loaded tandem axle dump truck. Remove all soils which
pump or does not compact properly as directed by the
engineer.
4. Fill all excavated areas with approved controlled fill,
Place in 8" loose lifts and compact to a minimum of 95%
of the maximum dry density In accordance with ASTM D -698,
5, 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 and with a placticity index not to exceed
6q,
CONTACTOR'S RESPONSIBILITY 6, Provide field density tests for each 3,000 SF of
IT IS THE CONTRACTOR'S RESPONSIBILITY TO REVIEW ALL ASPECTS OF THESE DRAWINGS, building area for each lift of controlled fill,
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,
PRE- ENGINEERED TRUSS NOTES
1. Wood trusses shall be designed by the manufacturer to
support the loads dictated by the governing ,jurisdiction,
2. Wood trusses shall be designed by the maufacturer in
accordance with the applicable provisions of the latest
edition of the National Design Specification of the National
Forest Products Association and the design specification
for metal plate connected wood trusses of the Truss Plate
Institute.
3. Wood materials shall be Douglas Fir and shall be kiln dried
and used at 19% maximum moisture content. Provide grade
required to meet stress requirements,
4, Connector plates shall be not lase than 0,036 inches
(20 gage) 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 Q5T -88 of the
Truss Plate institute,
6, Secondary bending stresses in truss top and bottom chords
due to dead, live and wind loods shall be considered in
the design. Load duration factors shall be per the "National
Deafen Specification for Wood Construction" latest edition,
1. Wood trusses shall be erected in accordance with the truss
manufacturer's requirements, This work shall be done by a
qualified and experienced contractor,
S. The Contractor shall provide all temporary and permanent
bracing as required for safe erection and performance of
the trusses. 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, Truss member 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 drawing shall be submitted to the
Engineer and shall bear the seal of a Professional Engineer
registered in Idaho.
WOOD FRAMING NOTES
1. All wood framing material shall be surfaced dry and used at
IS9. maximumu moisture content,
2. All stud and wall framin shall be No, 2 grade Doug Fir,
3. All ,joist, rafter E misc, framing shall be No. I grade Doug
Fir, Provide full depth or metal bridging at midapan and
at a maxmfmum spacing of 8 ft o.c, between.
4. All framing exposed to the weather or in contact with
masonry or concrete shall be pressure treated in
accordance with the American Wood Preservers Aeeocicatfon
Specifications where possible. All cuts and holes should
be completed before treatment. Cuts and holes due to
on -site fabrication shall be brushed with 2 coats of copper
naphthenate solution containing a minimum of 29. metallic
copper In solution (per AWPA STD, M4),
1. Provide double ,joists under all partitions which run parallel
with ,Joists and under all concentrated loads from framing
above.
8, Provide header beams of the same size as ,Joists or rafters
to frame around openings in the plywood deck unless
otherwise indicated,
S. Structural steel plate connectors shall conform to ASTM A -36
specifications and be 1/4" thick unless noted otherwise,
Bolts connecting wood members shall be ASTM A -301
and be 3/4" diameter unless otherwise Indicated. Provide
washers for all bolt heads and nuts in contact with wood
surfaces.
10. Bolt holes shall be carefully centered and drilled not
more than 1116" larger than the bolt diameter, Bolted
connections shall be snugged tight but not to the extent
of crushing wood under washers,
II. Prefabricated metal ,joist hangers, hurricane clips,
hold -down anchors and other accessories shall be as
manufactured by "Simpson Strong -Tie Company ", or approved
equal. Install all accessories per the manufacturer's
requirements, All steel shall have a minimum thickness of
0.04 inches (per ASTM A446, Grade A) and be galvanized
(coating G60).
12, Holes and notches drilled or cut into wood framing shall
not exceed the requirements of 2003 international
Building Code Section 23,
13, All plates, anchors, nails, bolts, washers and other
miscellaneous hardware permanentaly exposed to weather
shall be hot dip galvanized,
SLAB ON GRADE NOTES
I, Provide concrete slabs over a 6 mil polyethylene vapor
barrier and 4" of porous Fill. Maximum slump for concrete
slabs shall be 5 ", using Type II cement,
2. All porus 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.
3. 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 ,joints, then fill in accordance with the
manufacturer's recommendations as follows:
6" slabs - fill with Epoxy resin
Other slabs - fill with field molded of elastomerfc sealant,
5. Unless approved otherwise, all reinforcing shall be blocked
into the center of the slab with precast concrete blocks
having a compressive strength equal to that of the slab,
6. Walk ways and other exterior slabs are not shown on the
structrual drawings. See the site plan and architectural
drawings for location, dimensions, elevations, ,Jointing details
and finish details, Provide 4" walks reinforced with
6x6 - W1,41111,4 WWF unless otherwise noted,
1. Slabs to be permanently exposed to weather shall be air
entrained to 5% (+/- 1%) with an admixture that conforms to
ASTM C -260,
8, All concrete work shall conform to the requirements 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,
9, In order to avoid concrete shrinkage cracking, place
concrete slabs in an alternating lane (or checker board)
pattern, The maximum length of slab cast in in any one
continuous pour is recommended to be less than 100 feet,
The maximum spacing of ,joints shall be 25 feet,
10. See architectural drawings for exact locations of
depressed slab areas and drains, Slope slab to drains
where shown,
11, The finish tolerance of all slabs shall be in accordance
with ACI 301, Type A.
12, Slabs shall be constructed in accordance with the
following fiatneee /levelness requirements:
Slab Category Specified Local Minimum
Bull- Floated
Ff ■ 15 ,
FI • 13
Ff ■ 13
, FI ■ 10
Straight Edged
Ff 15 ,
FI 13
Ff ■ 13
, FI ■ 10
Flat
Ff 15
FI 13
Ff■13,FI.10
0 4 a 18" o,c
Very Flat
Ff ■ 15 ,
FI ■ 13
Ff ■ 13
, FI ■ 10
Super Flat
Ff
F1 13
Ff
Floor flatness and levelness tests shall be conducted if
deemed necessary by the owner in accordance with
ASTM E 1155. Results, including acceptance or refection
OF the work will be provided to the contractor within 48
hours after data collection, Remedies for out of tolerance
work may include removal and reconstruction at the contractors
expense. Any other remedlation requiree the approval of
the owner,
PLYWOOD /GYP"50ARD
SHEATHING NOTES
i, All plywood construction shall be in accordance with the
American Plywood Association (APA) specifications,
2. All roof panel sheathing shall be 5/8" (nom.) OSB 1 APA
rated Sheathing, Suitable edge support shall be provided
by use of panel clips or blocking between framing, Unless
otherwise noted connect roof sheathing with 8d common
nails at 6" o,c, at supported panel edges and 6" o.c, at
intermediate supports,
3, All floor sheathing shall be 3/4" (nom.) APa rated
STURD -I -FLOOR Exp. I, with tongue and groove edge.
Unless noted otherwise connect floor sheathing with IOd
common nails spaced 6" o,c. supported edges and 12"
o,c. at intermediate supports. Field glue using adhesives
meeting APA specification AFG -01, applied in accordance
with the manufacturer's recommendations,
4. All wall sheathing shall be 1/2" (nom.) OSB APA rated
sheathing. Unless noted otherwise, connect wall sheathing
with 8d common nails spaced at 6" o,c. at supported panel
edges and 12" o.c at intermediate supports,
5. Install all plywood sheathing with the long dimensions of
the panel across supports and with panel continuous over
two or more Spans, stagger panel end Joints. Allow 1/8"
spacing at panel ends and edges unless otherwise
recommended by the sheathing manufacturer,
6. All nailing shall be carefully driven and not over - driven.
1. Provide 2x blocking at all unsupported panel edges,
CAST -iN -PLACE CONCRETE NOTES
I. Concrete mixes shall be designed per ACI 301, using
Portland Cement conforming to ASTM C -150 or C -595,
aggregate conforming to ASTM C -33, and admixtures
conforming to ASTM C -494, C- 1011, C -618, C -989 and C -260.
Concrete shall be ready -mixed in accordance with ASTM
C -94,
2, Concrete shall conform to the following compressive
strength, slump and water /cement ratio requirements unless
specifically approved by the Engineer In writing:
Concrete Min f'c (28 days) Slump WIC Ratio
Columns 4000 psi 2 - 4 0,46
Elevated Slabs 3000 psi 2 - 4 0.46
Concrete not Noted 3000 psi 2" - 4 0,50
Foundations 2500 psi 2 - 4 0.50
Slabs on Grade 4000 psi 2 - 4" 0.50
3. 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.
4, All reinforcing steel shall conform to ASTM A -615, Grade 60
For 0 5 and larger bare and Grade 40 for 0 4 and smaller. All
welding of reinforcing steel shall be in accordance with AWS
D1,4, Epoxy coated reinforcing shall conform to ASTM A -115.
5. All welded wire fabric (WWF) 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,
1. 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 splice unless noted otherwise.
S. Unless noted otherwise, the following minimum concrete
cover shall be provided for reinforcement:
A. Concrete exposed to earth or weather:
•6 through »18 bars - 2"
0 5 bar, W31, D31 wire t smaller - 1 1/2
B. Concrete not exposed to earth or weather:
Walls, elevated slabs It ,joists] - 3/4"
Beams and columns - 1 1/2"
C. Foundation concrete - See Foundation Notes.
S. 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, Unless noted otherwise, all one way slabs shall be
reinforced as follows:
Bottom reinforcing 0 4 +0 16" o,c, (Between Supports)
Top Reinforcing •4 A 12" o,c, (Centered on Supports)
Temp, Reinforcing 0 4 A 18" o,c. (Transverse Bottom)
11, Unless noted otherwise, all concrete walls (other than
retaining walls) shall be reinforced as follows:
Wall Thickness
Horizontal
Vertical
Location
4 - 6 "
0 4 * 16" o,c,
0 4 0 18" o,c.
Centered
8"
0 4 6 12" o,c.
0 4 * 18" o,c,
Centered
10"
0 4 0 18" o,c,
0 4 a 18" o,c
Each Face
12"
0 4 0 16" o.c,
0 4 c 18" o,c,
Each Face
12, All edges of permanently exposed concrete surfaces
shall be chamfered 3/4" unless otherwise noted,
13, 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,
14. Formwork shall remain in place until concrete has obtained
at least SO% of its 28 day compressive strength. The
Contractor shall provide all shoring and reshorine,
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STRUCTURAL STEEL NOTES vJ
3, Minimum bolt diameter shall be 3/4" unless noted otherwise.
All bolts shall be shear /bearing type bolts and be enug tight.
4. All welding shall be in accordance with AWS DI.I using EIOXX
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I, All structrual steel shall conform to the latest edition
of the
per requirements. filler material
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"Manual of Steel Construction" of the AISC,
shall have a minimum yield strength of 58 kal,
"Continuous
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2, Unless noted otherwise, all materials shall be in conformance
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a continuous butt weld or full penetration weld at the splice
with the Following ASTM specifications:
connection detail for approval,
6 . Moment connections are denoted thus ( ) on the
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1. Where steel beams bare across building expansion ,joints
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MEMBER ASTM
MIN, STRENGTH
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Structural Tubing A500 Grade B
46 kei
Steel Pipe A53 (Type E or Grade B)
35 ksi
Other Rolled Shapes
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all structural steel permanently
and Plates A36
36 ksf
SSPC 15 -68 Type I (Red Oxide) paint,
Connection Bolts A325
92 ksf
guying and bracing.
Anchor Bolts A301
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For the loading encountered during steel erection and
Threaded Rods A36
36 ksf
construction. Any investigation of the columns, anchor bolts,
base etc, is the
Non- Shrir:k Grout C1101
8000 psi
12, Steel fabricators shall be an AISC certified shop for
Category I steel structures and maintain detailed quality
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3, Minimum bolt diameter shall be 3/4" unless noted otherwise.
All bolts shall be shear /bearing type bolts and be enug tight.
4. All welding shall be in accordance with AWS DI.I using EIOXX
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electrodes, Unless noted otherwise, provide cont, min,
sized Fillet welds AISC All
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per requirements. filler material
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shall have a minimum yield strength of 58 kal,
"Continuous
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a continuous butt weld or full penetration weld at the splice
connection detail for approval,
6 . Moment connections are denoted thus ( ) on the
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plan. See typical details,
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or at wall control ,Joints, provide a "slip" connection as shown
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in the typical details.
8, Holes in steel shall be drilled or punched. All Slotted
holes shall be with
provided smooth edges, Burning of
holes and torch cutting at the site 1s not permitted,
9, Unless otherwise noted,
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all structural steel permanently
exposed to view shall be shop painted with one coat of
SSPC 15 -68 Type I (Red Oxide) paint,
SID to
10, The structural steel erector shall provide all temporary
guying and bracing.
ii. Columns, anchor bolts, base plates, etc, have been designed
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For the loading encountered during steel erection and
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construction. Any investigation of the columns, anchor bolts,
base etc, is the
plates, sole responsibility of the contractor.
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12, Steel fabricators shall be an AISC certified shop for
Category I steel structures and maintain detailed quality
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control procedures as required to satisfy the special
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inspection requirements of the 2003 International Building
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Code.
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13. Provide eirts with a slight downward "bow" at midapan.
14, 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,
15, Protective coatings damaged during the transporting,
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erecting and field welding processes shall be repaired
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in the field to match the Shop applied coating,
16. The contractor shall hire an independent testing agency
to provide special inspections of bolting, welding and
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other items in accordance with 2003 International Building
Code.
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11, Provide angle frames at all roof openings and mechanical
to
roof top units per typical details,
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THIS DRAWING IS FOR THIS
LOCATION AND CUSTOMER
ONLY AND IS NOT TO BE
REUSED IN ANY MANNER
WITHOUT THE WRITTEN CONSENT
OF DESIGN INTELLIGENCE.LLG,