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TABLE OF CONTENTS
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'&S STRUCTURAL ENGINEERS, p, A,
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DAH O FALLS, IDAHa 83405
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NOTE:
Solt t>earing pre,ssure = 2000 PSF with S()jt Stress increase.
O * t surcharge- 220 pS ,
- 1c = 2500 psi.
. fy ` 601000 psi_
MaXimm toads are Bb -Ove the attowabLe per UBC Section 2906.
It is reCommended that a Soit.report be obtained.
December 3. 1993
DESIGNER:
PROJECT
PRJ o NO.:
DATE
Bob Gustaf son
Miscellaneous
11-02-1998
REINFQRCEb CONCRETE
N P U T N F 0 R M A T 1 0 N
- 0- -- '- A .p '0 '0 '0- '. '.. '* .0 .0 om '& .00 A A A '.0- '.
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G&S STRUCTURAL ENGINEERS
440 N. CAPITAL
IDAHO FALLS, IDAHO 83402
SQUARE FOOTING DESIGN
Ax0
ial load 360
p Q �i�s
Ultimate axial load �Q.4Q kips
Surcharge 0.22 ks
Soil baring pressure (allowable) 4. 00 ks
Concrete 28 day strength 2.50 l�si
Rebar yeild strength 60.00 ksi
Column base type CONCRETE
Column base size 10v00 IN. x 10.Q0 ice.
CALC ULATE
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S036-1 bearing pressure (allowable)
per U . B . C TABLE 29-B
Sail hearing pressure (actual)
Footing width and length
Reinforcement depth
Footing height
Shear reinforcement
Flexure reinforcement
Minimum reinforcement
NEI
Debar
_1�
size
or less
(temp. )
will satisfy
w/ stress
increase
5.6U ksf
4.37 ksf
3.00
8.50
12.00
01800
0.018
0. 26
K
info /t
in)) /t
in)) /t
EVI
the proper development length
,
DESIGNER:
PROJECT
PRJ* NO.:
DATE
Bob Gustafson �?j `e
Miscellaneous G&S STRUCTURAL ENGINEERS
440 N. CAPITAL
11-02-1998 IDAHO FALLS, IDAHO 83402
f
CONTTNUQuS PLAIN CONCRETE FOC3TING DESIGN
NPUT TNFORMAT
.0-& or .0 e s r &
. '* &
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AXial load 3 , 10 k1f
Ultimate axial load 4.96 klf
Surcharge 0.22 ks
Steil bearing pressure (allowable) 4. Q0 ks
Concrete 28 qday strength 2.-50 ksi
Wali thickness 12. 00 in.
Wall type CONCRETE
CALC ULATED DATA
.-A '-11 _,." --" _,,A '- -0* -',- -0- -- - -- -0- - -- - - - -.- 1 e _e 10, -0 I'm -A
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Sail
per
Soil
bear
]Lng pressure (allowable) w%
U.B.C. TABLE 29—B
beaming pressure
Footing width
Footing height
Bending stress
Bending stress
(actual)
(actual)
(allowable)
Shear stress (actual)
Shear stress (allowable)
Recommended longitudinal reinforcement
for temperature and shrinkage
stress increase
4.26 ks
2. 70 ks
1. 3 3 t.
12.00 in.
3.45 psi
1624,50 psi
32. 75 psi
65. 00 psi
0.38 in))
DESIGNER,
PROJECT
PRJo NO.:
DATE
Bob Gustafson
Miscellaneous
11-02-1998
G&S STRUCTURAL ENGINEERS
440 N. CAPITAL
IDAHO FALLS, IDAHO $3402
Z -O
COI3TINUOUS PLAIN CONCRETE FOOTING DESIGN
INPUT
e el e IA- .10* 1- -A .0 '.0 0A .0 00 .0. ep 'e jrr 0
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Axial lead 5. 92 k1f
Ultimate axial load 9.47 kif
Surcharge 0.22 ks
Steil bearing pressure (allowable) 4.00 ks
Concrete 28 day strength 2.50 ksi
Wall thickness 12.QQ in.
Wail type.0
CALCULATE D DATA
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Soil bearing pressure (actual), 3 91 ks
Footing width 1o67 t!
Footing height 12.00 in.
Bending stress {actual} 21.01 psi
Bending stress (allowable) 162.50 psi
Shear stress (actual) 61.3$ psi
Shear stress (allowable) 65. 00 psi
Recommended longitudinal reinforcement
for temperature and shrinkage Q,48 in�)
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S TRUC TURAL._ DRAW I N G N 0 T E S
CITY OF JOSEPH
a CODES ASID SPECIFI�C�iTI(]I�S
A. Uniform Building Code - 1997 Edit
B. ACI 318_95 Building Code Requirements for Reinforced �o���eC. ACI 530-92 1t
D AITC Timber Building ld sing Code Requirements for Masonry ����ctures
IMber CManual - 4th edition
Ile DESIGN CRITERIA
A. Wind Loads Wind Speed = 70 MD. -LT
B. Seismic UPC
Zone 3
C. Live Loads Per UBC Sec.16a7 Uniform '
1. Roof (Snow Load) PSS'
2, Floors 35
3 . Stairs, Corridors & Lobhy 4 0
4. S�.ab on Grade 100
5. Interior Wall Lateral Pressure 100
5
D• Dead Loads
1. Framing System Dead Loads 3 0 PS -F (Floor)
Concentrated
lbs.
300/Stair Tread
Ea Allowable Stresses
1. Bearing pressure assumed to be 2000 PSF for column an. mall
fnotings as per UgC Table 38 -I -A based upon a s n
gravels°il. Any variations encountered y fromethe
and/orI dlfferent soil
type assumed, shall he brought to the attention of the Arc
before proceeding2. Concrete ff(28
Equivalent f laid pressure 45 PAF
�itect
C days) .3 FSI
3. Concrete Masonry f►m 1500 PSI
4. Reinfarcing Steel ASTM A615 Gra
d�
5. Structural. Bolts 60
ASTM A3 0 7
III , GENERAL STRUCTURAL NOTES
1 All footings shall }year on undisturbed
shall bear on the same soil ISturhed s04_1 or rack.The foundatzan
t type throughout the entire structure. Use
typical Stepped fnotzng detail at clanrf,, -
,L_Jk-, Irl 00ting elevations,
2
Caution shall be taken not to, undermine adjacent ch -exiting footings.
See Allowable Trending and Utility Placement Detail.s
3. Contractor shall verify alldimensions
the drawings shall he in the field-, any variation from
brought to the attention of the Architect.
4. Adequate shoring and bracing Of all Structural member, d
construction shall beprovided.uring
IV CONCRETE
1. Concrete shall be of ready mix
tYPe con f arming to ASTM r94.
inspection is required based upc section -.-.o special
-'On
2. When the mean daily temperature is -expected, to drop below 40 3
or more successive d.ays. the concrete Shall comply W4 th theaCoidfor
Weather Concreting Standard (AcI 306). Place no concrete
frozen earth, oncrete against
3 All compression . test results to be evaluated accordi r ng to ACI Standard
RecOmmended Practice for Evaluat
Field Concrete CACI X14) esResults ion of Compression Test �
of
4. Ail detailing, fa��-kation and placing of reinforcin bars ski
cQn�'orm to the ACI Manual of Standard Practice dor Detailing Rel'nforali ced
Concrete Structures CACI 315) .
So Splices of reinforcement at points of maximum stress shall
wherever Possible.. Minimum overlap for laed s lices �e avoided
diameters unless atherwise r�otedt �'p�' shall be 30 far
5. All reinforcement to be supported in the forms and spaced with wire
plastic bar supports conforming to the requirements of the �r
of Standard Practise for Detailing Reinforced Concrete Structuresnual
315 ReCI
inforcement in footings shall be supported c�r� precast concrete
block supports conforming to Concrete Reinforcing Steel Institute
Manual of Standard practice.
7. A11 continuous reinforcement shall terminate with 54 degreehook or separate corner }��.�- return .or
8. All vertical reinforcement in columns and walls sha11 be dowelled f r
the footing below with rebar of the same si�� and spacing as re uiredm
above. q
9. Construction joints in large areas of slab an grade shall be placed i
long strip construction fashion in widths not to emceed. 20 feet. rl
Cartrol joints at 20 feet maximum shall be tooled and/or
transverse to the length. See Concrete Slab Cin GradeDetail�� ���
.
10- All construction joints shad be located sa as not to impair the
strength of the structuxe_ Unless Hated on the drawingsall
reinforcement shall be continuous through the jo-
nts. Each
construction � oink shall be keyed.
llo No aluminum products shall be embedded in the concreteo
12. Add 2-#4 reinforcing bars around all openings (unless otherwise no
and expend 30" beyond the corner of the openings. ted)
13. Unless otherwise notedi reinforce all concrete walls as foliows-6.
GRADE 60 REINFORCEMENT
WALL SIZE HORIZONTAL REINFORCEMENT
8 rsO/C
VERTICAL REINFORCEMENT
#4 Cay 12 �'
l2" #4 @ 18', O/C EA_ FACE #4 @I$ " Q%�
#4 @ 18" OIC Ems. FACE
Place steel, in center of wail (except walls 12 and larger) and dowel
to footing or structure above and below with same dowel size and
spacing as vertical reinforcement. A11 dowels shall have at leapt
diameters embedment. Provide corner bars at all iritersectin �� 30
Use same size bar and spacing as horizontal walk reinforcement. ��e��.
V . REINFORCING STEEL
I. Welding or tach welding ofreinforci
angles, etc. is prohib-ing
bars to other bars orted except where specifically approved es
Architect, p
2. Reinforcement shall be accurately
POSitiOn. Location of reinforcement�shall ced nbe�asquately secured in
indicated on the
drawings. The following protect'
On for re1nforcement sL "Uprovided.
Minimum Cover:
Cast against and germanent1y exposed to earth,......3,• "' 311
Exposed to earth or weather an
Not exposed to earth or weather Slasmallert 6 1& M I-1/21
bs
V1 MASONRY - INTEGRA MASONRy SYSTEM Walls, -3/411
, -NIP
1. Mortar Type S 1800 PSI.
2. Grout 2000 PSI.
39 Post tensioned rods shall he tensioned to 7400 lb�_In The finalassumed tensaforce equals 5000 lbs-Ptensioning bolts as manufactured or su"11iby
POst rods ande angn
diameter with 1/2 F1 roll ed Amcor. Rods shall be be 7/16Thor
;r
�'y=60,0Q0 PSI. Area threads . Rods shall conform to AISI C1008,
equals .1503 Ind.
4. Structurally, the foam contributes no strength to the Irate ra W
System masonry wall Therefore, foam shall he iz�5�alled1
Amcor. as direc"ted by
S e All masonry units shall be manufactured by Amcor. Hollow c
masonry units shall Conform to ASTM C90 Grade IV-
A1I oncrIete
masonry units
shall be min. 28 days old before post tensioning,
6- All plates, nuts, bolts and couplers shall be as manufac Ur0
Su-QP119ed by Amcor.r
Steel
Plates comply with ASTM A36ed
.
7. Horizontal joint reinforcing in walls shall be as Manuf Cre or
supplied by Amcor . Wire reinforing shall conform to ASTM
A82,Standard NOL. 24-15 and be standard9 gage unless noted othand
erw'!
ise.
8. Deformed bars where reauired
PSI), grade Go. k- .. conform to ASTM A615 {FY -6U, 0Oa
9 Criteria fog Horizontal Joint Reinf orci
Flacement- ng:
A. At 1611 O.C. vertically.
Bo Lap horizontaljoint
reinforcing a minimum of
10. Couplers to be
rod ( 1- 2 5 times
URC
one square plus 211,
capable of devel
Fy t' OPIng 125-0-a- of the full tension value of
ime s As).
i1. Direct indicator tens, MIola washers A-325 shall be rated for 7400 pc�u�as
and be manufactured to the Same qualit,y c0T1tr01- Procedures of ASTM F959
1985 Edition.
12 - Reference ICBO Report No. 4 845P .
13- Special Structural Inspection is required. The Genera
Contractor
shall hire an independent Special Ins C or tO erformthesedut-ies.
d
The Special inspector shall submit qualificationsI 9igconpetency to
-val prior to start of spec'fied dut,the Architect for appro show
shall include: ies. This
A. Visual check ofener Ilayout� of masonry units, running bond,
evenness between units and general 00 Wor manshi
�o Check of anchor bolts as s 11f * P
C. eci ied.
ind.i�ator Check of all direct tension washersguages. usineee
to assure full tension of 7400 pounds. A gaP�of10�020
vii 10
TI
1.
2,
inch between the DTI washer deformations and the hardened
`�
washer, when measured between at least three defarmations�0lndicJl�tes Proper POst-tensioning.D .
Check of all rods 1' r ;nQiiln+- A -I , .
----�.���u��u ��,��,� uo verity zinc galvanizing
in accordance With Tf"Rn D�r,,,��.
E Conventiona1 structural masonry ( Periodic )
1. During preparation of
24 During p�-i��s.
1
9 placement Of re " nf orcin andgrout.F
. 3. Clea outs prig to Closing.
ng.
Duties and respollsibiII4 tiel
S of SpecialIn.sector:
I. The Special Inspector shall observe the�work assigned
certain it conf orms with the approved designspecifications. drawings
2- The Special Ins ector shall furnish inspection reports
building official and to the Eng�n��rdiscrepancies shall he I of Record. All
brought to the immediate attention of
the contractor for correct' if uncorrecteddesignlon Thento the
Authority.
MER
All wood and timber cOnstrUction which is a part
comply with the Timber Construction Standards of
of Timber Construction Manual (ATTC 4th Editianj.
All structural timber shall
Wood Joists
1
BU41t-Up Wood Columns
Solid. Wood Columns
Glulam Beams
Wood Stud Framing
Frefab LVL Beams
to be
and
to the
0 Is Project shall
the American Institute
he as follows_
Prefab Wood I Section*
No 2 Douglas
F i r
No 2 Douglas Fir
20FV4 (Depth < or = 15 ;� }
24FV4 (Depth isu)
Corzstruction Grade Douglas
Laminated Veneer Lumber*
Fir
*Prefab Wood Sections showFramzr�gBoise Cascade Cor oration's on Plan are based upon
design manual. Equivalent dept�
sections by other manufacturers will be accepted . Provide data
14
to substantiate capacity of equivalent sections,
3. Notching of any structural member other
is Prohibited, unless otherwise approved
4. There shall be at least
1" material, 16d thru 2 1 T
than that shown an
in writing ed�awirrgs
ing by the Architect.
two nails at each contactpo-iF with w -it 8d
material, and 40-6Od thru -311 material,
thru
5o Wherever Possible nails should be driven perpendicular to
instead of toe nails. the grain
Were wood .ends to Splitr holes for nails shall be boredasmaller than that of the nails.diameter
7. Plywood face grain must be perpendicular to its sUports.
8. Roof trusses to be designed by supplier. See ArchitecturalDrafor truss configuration. Shop drawings and calculations swi-nqs
submitted for review. The desic�r� calculationshall be
and
be stamped by a registered professional Structural Engshopinedrawings shall
er.
9. The pre-engineered roof members shall be des'
igned to support a 3 0
- PSF snow load plus snow load drifting as indicated on plansload top -chordf 7 PSF d8 PSF dead -load bottom chord11 2 0 PSFwnloadin
addition to the
the drawings,
dead load of the member and all other oa s Shawn
NAILING SCHEDULE
All nails shall be common wire nails. Sinker, box nail
equivalent. to common nails. Contact Architect for roper
are not
these nails, pneumatic 0r rnec�ianically driven sty �per spacing a�
nails may be used with proper ren u on�w S► mails and T -
v 4 sed s ac'
f rom the Architect. Any nails exposed to weather or moisture
app�a�,,-aI
of stainless steel or shall be galvanized. mozs�ure s�.ali
DETAILS
r
30 -1st
& blacking
Studs To Bearing
Toe nail, two each side
Blacking
To JO-Ist
To joist
docking
Toe nails
- toe nail
bearing --
each end
Between Joists
each side & each end
toe nail each side
or Straight nails each
Between Studs
Double Top Plates
Lower plate to top of stud
Upper plate to lower plate
Lipper plate to lower plate at
Upper plate ta dower plate at
(Minimum lap: 4' - p staggered
See Lap Splice Detail
Multiple studs
Staggered for
Build-up Beams
1D " or fess in
12 " or more in
FASTENING
See manufacturer)
n i I '
a ing requirement.
2-8d
2-16d
2-16d
staggered 36d @ 18" O/C
intersection 3-16d
splice paint 16d C 4" OIC staggered
splices)
widths more than. 4 "
depth -
depth -
staggered
staggered
Double Joists
Where not blocked apart - staggered
Blocked apart at each black, each face
-19/32" APA Rated 40/20 Roof Sheathing -
No blacking required unless shown
on f raming plan. dee typical Diaphragm
Nailing Detail.
23/3211 APA Rated 4S/24 F1'OOr Sheathing
Use tongue � groove plywood panels
or block all 3ideS of panels. See
typical diaphragm Nailing Detail.
1Gd @ if 0
-/C
16d @ 12" O/C
5/8" 0 bolts @ 24" O/C
16d @ 12" O/C
2-16d
Boundary nailing -
$d @ G rT pfd
End nailing -8d @ prp/C
Side nailing -8d @ 6110/C
Intermediate nailing -
Sd C 12'F OIC
Boundary nailing
8d Com? G lr O/C
End nailing -8d C 5" O/C
Side nailing -8d @ 6110/C
Intexmedia,te nailing -
sa. c 12O/C
k� T
2
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