ts1€¦ · all wood and timber construction that is part of this project shall comply ... all wood...
TRANSCRIPT
990 J
OHN A
DAMS
PARK
WAY
P.O.
BOX 2
212 -
IDAH
O FAL
LS, I
DAHO
8340
2-22
12(P
) 208
-522
-877
9 (F)
208-
522-
8785
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, A.I.
A
PROJECT NO.
DATE:
DRAWN BY:
CHECKED BY:
DRAWING NO.:
REVISIONS
PROJEC
T:
SHEE
T TI
TLE:
RIG
BY P
IONEER C
EM
ETERY
RIG
BY,
IDAHO
MAIN
TENANCE B
UIL
DIN
G F
OR:
TS1.1
15023
JAN 2018
SLN
FLO
OR P
LAN A
ND E
LEVATIO
NS
CGK
N
N
990 J
OHN A
DAMS
PARK
WAY
P.O.
BOX 2
212 -
IDAH
O FAL
LS, I
DAHO
8340
2-22
12(P
) 208
-522
-877
9 (F)
208-
522-
8785
(W) n
bwarc
hitec
ts.co
m
AR
CH
IT
EC
TU
RE
PL
AN
NI
NG
IN
TE
RI
OR
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archit
ects
p.a.
nbw
SC
OTT
L N
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ON
, A.I.
A. K
EV
IN R
BO
DIL
Y, A
.I.A
. JA
ME
S H
WY
ATT
, A.I.
A
PROJECT NO.
DATE:
DRAWN BY:
CHECKED BY:
DRAWING NO.:
REVISIONS
PROJEC
T:
SHEE
T TI
TLE:
RIG
BY P
IONEER C
EM
ETERY
RIG
BY,
IDAHO
MAIN
TENANCE B
UIL
DIN
G F
OR:
SD1.1
15023
JAN 2018
SLN
FLO
OR P
LAN A
ND E
LEVATIO
NS
CGK
N
N
990 J
OHN A
DAMS
PARK
WAY
P.O.
BOX 2
212 -
IDAH
O FAL
LS, I
DAHO
8340
2-22
12(P
) 208
-522
-877
9 (F)
208-
522-
8785
(W) n
bwarc
hitec
ts.co
m
AR
CH
IT
EC
TU
RE
PL
AN
NI
NG
IN
TE
RI
OR
S
archit
ects
p.a.
nbw
SC
OTT
L N
IELS
ON
, A.I.
A. K
EV
IN R
BO
DIL
Y, A
.I.A
. JA
ME
S H
WY
ATT
, A.I.
A
PROJECT NO.
DATE:
DRAWN BY:
CHECKED BY:
DRAWING NO.:
REVISIONS
PROJEC
T:
SHEE
T TI
TLE:
RIG
BY P
IONEER C
EM
ETERY
RIG
BY,
IDAHO
MAIN
TENANCE B
UIL
DIN
G F
OR:
A1.1
15023
JAN 2018
SLN
FLO
OR P
LAN A
ND E
LEVATIO
NS
JHB
990 J
OHN A
DAMS
PARK
WAY
P.O.
BOX 2
212 -
IDAH
O FAL
LS, I
DAHO
8340
2-22
12(P
) 208
-522
-877
9 (F)
208-
522-
8785
(W) n
bwarc
hitec
ts.co
m
AR
CH
IT
EC
TU
RE
PL
AN
NI
NG
IN
TE
RI
OR
S
archit
ects
p.a.
nbw
SC
OTT
L N
IELS
ON
, A.I.
A. K
EV
IN R
BO
DIL
Y, A
.I.A
. JA
ME
S H
WY
ATT
, A.I.
A
PROJECT NO.
DATE:
DRAWN BY:
CHECKED BY:
DRAWING NO.:
REVISIONS
PROJEC
T:
SHEE
T TI
TLE:
RIG
BY P
IONEER C
EM
ETERY
RIG
BY,
IDAHO
MAIN
TENANCE B
UIL
DIN
G F
OR:
A1.2
16062
JAN 2018
KRB
WALL
SECTIO
NS
CGK
I. GENERAL APPLICATION
II. CODES AND SPECIFICATIONS
III. DESIGN CRITERIA
IV. GENERAL STRUCTURAL NOTES
V. CONCRETE
VI. REINFORCING STEEL
VII. PRE-ENGINEERED WOOD TRUSSES
VIII. TIMBER
A. These drawings must be used in conjunction with the architectural drawings to clearly define therequirements for construction.
B. Do not scale drawings.
C. In the opinion of the Contractor, any items that appear to be deficiencies, omissions, contradictionsor ambiguities in the drawings, should be brought to the attention of the Architect and/or G&SStructural Engineers.
A. International Building Code (IBC) - 2015 Edition
A. Wind 3 Second Gust Wind Speed = 115 MPH Ultimate 90 MPH Nominal
Exposure = BRisk Category II; Iw = 1.00Enclosure Classification-EnclosedComponents and Cladding Pressure = 15 psf
B. Seismic Ss =45.3%g SDS = 0.434gS1 = 15.6%g SD1 = 0.226gRisk Category II IE = 1.00Site Class = D Seismic Design Category = DR = 6.5 V = Cs W = 0.067WLight Frame Bearing Walls with Shear Panel SystemEquivalent Lateral Force Analysis Method
C. Live Loads per IBC Sec. 1607 Uniform (psf) Concentrated (lbs.)1. Ground snow 50 -----2. Roof a) Snow Load (Is, Ce, Ct = 1.0) 35 ----- b) Live Load 20 (Non-concurrent with snow load)
D. Dead Loads Uniform (psf)1. Framing system 15 (Roof)
E. Design Assumptions1. Soil bearing pressure assumed to be 1500 psf for columns and wall footings as per IBC
Table 1806.2 based upon a clay, sandy clay, silty clay, clayey silt, silt and sandy silt (CL, ML, MH and CH) type soil. Any variations encountered, different from the soil typeassumed, shall be brought to the attention of G&S Structural Engineers beforeproceeding.
F. Allowable Stresses (unless otherwise noted)1. Concrete f'c (@ 28 days) a) Footing and foundation walls 3000 psi b) Slabs on grade 3000 psi unexposed slabs
4000 psi exposed to freeze/thaw. Provide5%-7% air entrainment for exposed slabs
2. Reinforcing steel ASTM A615 Grade 603. Wood framing a) Stud walls No. 2 Douglas Fir b) 2x joists No. 2 Douglas Fir
A. All footings shall bear on undisturbed soil or rock. The foundation shall bear on the same soil typethroughout the entire structure. A minimum distance of 3'-0" shall be maintained from finished gradeto the bottom of all concrete footings.
B. Caution shall be taken not to undermine adjacent existing footings. See Allowable Trenching andUtility Placement Detail 1/S1.1.
C. Contractor shall verify all dimensions in the field: any variation from the drawings shall be brought tothe attention of the Architect. Any proposed field changes shall have prior approval from theArchitect.
D. Adequate shoring and bracing of all structural members during construction shall be provided.
E. Backfill under slabs and footings shall be with approved material. Place fill in 8" maximum loose liftsand compact to 95% maximum dry density in accordance with ASTM D1557.
A. Special inspection is not required based upon IBC Section 1705.3 (design f’c = 2500 psi).
B. Concrete shall be of ready mix type conforming to ASTM C94.
C. When the average daily temperature is expected to drop below 40º F for 3 or more successivedays, the concrete shall comply with the Cold Weather Concreting Standard (ACI 306). Place noconcrete against frozen earth.
D. All vertical reinforcement in piers and walls shall be doweled from the footing or structure belowwith rebar of the same size and spacing as required above. All footing dowels shall have at least 40diameters embedment into concrete above and shall have a 6” hook in footing below.
E. Provide corner bars at all intersecting corners. Use same bar size and spacing as horizontal wallreinforcement. Where horizontal reinforcing bars join concrete columns the reinforcing shall runcontinuous through columns. Where continuous horizontal reinforcement terminates, use a 90° returnor separate corner bar.
F. Splices of reinforcement at points of maximum stress shall be avoided. All longitudinalreinforcement in beams and lintels shall be continuous without splices between supports. Minimumoverlap for lapped splices shall be as follows:
#4 - 24"
G. Reinforce all concrete walls as shown on the Concrete Wall Schedule.
H. All exterior vertical concrete surfaces below finished grade, where in contact with earth, shall beprotected with an asphaltic coating.
I. No aluminum products shall be embedded in the concrete.
J. All construction joints shall be located so as not to impair the strength of the structure. Unlessnoted on the drawings, all reinforcement shall be continuous through the joints. Each constructionjoint shall be keyed.
K. Construction joints in large areas of slab on grade shall be placed in long strip construction fashionin widths not to exceed 12 feet. Control joints at 12 feet maximum shall be saw-cut transverse tothe length. See Concrete Slab on Grade Details Sheet S1.2.
A. Welding or tack welding of reinforcing bars to other bars, plates, angles, etc. is prohibited unlessASTM A706 (weldable) rebar is utilized.
B. All detailing, fabrication and placing of reinforcing bars shall conform to the ACI Manual of StandardPractice for Detailing Reinforcing Concrete Structures (ACI 315).
C. Reinforcement shall be accurately placed as indicated on the drawings and adequately supported toprevent displacement before concrete or masonry grout is placed.
D. The following minimum concrete cover for reinforcement shall be provided, unless otherwisenoted.
Cast against and permanently exposed to earth....................... 3"Exposed to earth or weather - #5 and smaller................ 1-1/2"Not exposed to earth or weather - slabs, walls......................... 3/4"
A. See architectural drawings for roof slopes and/or truss configurations. Review structural drawingsfor intended truss placement and support locations.
B. Individual trusses and truss spacing to be designed by the Truss Manufacturer. The truss spacingsshown on the plans are maximum spacings; the Truss Manufacturer may combine and/or space trussescloser together as required by the individual truss design.
C. The pre-engineered roof truss members shall be designed to support the following loads in additionto the dead load of the member as applicable.1. 35 psf roof snow load plus drifting as indicated on plans.2. 20 psf roof live load.3. 8 psf dead load top chord.4. 7 psf dead load bottom chord.5. Applicable wind and seismic loads.6. A 10 psf bottom chord live load nonconcurrent with any other live loads.7. Applicable mechanical, electrical and sprinkler loads
D. The shop drawings and design calculations shall be produced by, or under the supervision of aregistered Professional Engineer. The shop drawing submittal to the Contractor shall include thefollowing:1. Truss placement plan.2. Truss design drawing for each truss, stamped and signed by a registered Professional Engineer licensed in the state in which the project will be constructed.3. Connection requirements for truss to truss girder, truss ply to ply and field splices shall be designed by Truss Manufacturer and submitted with shop drawings. Contractor shall provide such connection requirements as specified in shop submittals.
E. Contractor shall provide all permanent bracing requirements for the structure, including the trussesas indicated in structural drawings and shop drawings. The lateral bracing shall be anchored to solidend walls or permanent diagonal bracing.
F. No truss shall be modified without the Truss Manufacturer's approval.
A. All wood and timber construction that is part of this project shall comply with the TimberConstruction Manual of the AITC. Other members with equivalent size and strength can besubstituted only if documentation is provided to substantiate capacity of new product. All woodframing members shall have a moisture content less than 19% unless otherwise noted.
B. Notching of any structural member other than that shown on the drawings is prohibited.
C. There shall be at least two nails at each contact point, with 8d thru 1" material, 16d thru 2" materialand 40-60d thru 3" material.
D. Wherever possible nails should be driven perpendicular to the grain instead of toe nailed.
E. All wood materials in direct contact with concrete or masonry or within 6" of soil shall be pressuretreated wood or wood of natural resistance to decay.
F. Where wood tends to split, holes for nails shall be bored a diameter smaller than that of the nails.
G. Roof and floor sheathing face grain must be perpendicular to its supports.
H. All wall studs shall be continuous from floor to roof diaphragms.
I. Roof and wall diaphragm sheathing nails or other approved sheathing connections shall bedriven so that their head or crown is flush with the surface of the sheathing.
J. All wood connection hardware shown on plans is based upon Simpson Strong Tie products. Equivalenthardware may be used upon approval of the Architect. All hangers are to match the width and depthof framing members with correct slope and skew where applicable. Fill all nail holes unless otherwisenoted. All Simpson connectors in exterior applications or in contact with pressure treated woodshall have a corrosion resistant coating. The coating type shall be determined by referencing thefollowing Simpson Strong-Tie tables: “Coatings Available” and “Environment/Treatment ClassificationChart”. (www.strongtie.com/info)
K. For Alternate Staple Schedule for roof and wall sheathing, see Sheet S1.1.
NAILING SCHEDULE
All nails in this schedule may be sinker, box or pneumatic driven nails unless otherwise specified. All fastenersexposed to weather or moisture and/or fasteners less than ½" Ф driven into pressure treated lumber shall bestainless steel or galvanized. Other nails with proper revised spacing may be used with written approval of theArchitect.
CONNECTION FASTENING
LVL built-up beams & headers See Wood Header Schedule
2x Joists and 2x trusses 3-8d toenail @ each bearing2-8d endnail from rim to joist or truss
Blocking between 2x joists and 2x trusses 3-8d toenail to support plate, joist or truss
Bottom (sole) plate to joist or blocking 2-16d @ each joist16d @ 6" o.c. @ rim joist
Studs to bottom (sole) plate 2-16d endnails or 4-8d toenails
Blocking between studs 2-8d toenail each end or2-16d endnails each end
Double Top PlatesLower plate to top of stud 2-16dUpper plate to lower plate-staggered 16d @ 16" o.c.Upper plate to lower plate @ intersection 3-16dUpper plate to lower plate @ splice point 16d @ 4" o.c. staggered(Minimum lap: 4'-0" staggered splices)
Built-up corner studs 16d @ 16" o.c. staggered
STRUCTURAL DRAWING NOTES
PIONEER CEMETERY MAINTENANCE BUILDING
SW2
1SW
MARK
2/S1.2
2/S1.22x YES
2x YES
ONE SIDE @ 4" O.C. @ 12" O.C.
ONE SIDE @ 6" O.C. @ 12" O.C.
EDGES INTERMED.
WALLSTUDS
(1)
SILL PLATE/BOTTOMPLATE (2)
ANCHORBOLTS
(3)
3x3x.229 PLATEWASHERS (4)
WALLBLOCKING
(5)
TOP PLATEDETAIL (6)
(7) 7/16" APARATED
SHEATHING
NAILING (0.131"Ø x2 1/2" MIN.)
2x6 @16" O.C.
2x6 @16" O.C.
1. USE NO. 2 DOUGLAS FIR.
2. USE PRESSURE TREATED WOOD WHEN IN CONTACT WITH CONCRETE.
3. USE A307 STEEL. DO NOT RECESS NUT AND WASHER INTO SILL PLATE. MINIMUM 2 ANCHOR BOLTS PER PIECE. LOCATE
ANCHOR BOLTS 10" FROM EACH END OF PIECE. CONTRACTOR MAY USE SIMPSON TITEN HD ANCHORS OF THE SAME
DIAMETER AND SPACING SPECIFIED. PROVIDE A MINIMUM EMBEDMENT OF 3 3/4" FOR 5/8"Ø TITEN HD ANCHORS.4. USE A36 STEEL. DO NOT RECESS INTO SILL PLATE. IF PLATE WASHERS ARE NOT REQUIRED, USE STANDARD WASHERS.
5. AT BEARING WALLS (BW) ONLY, BLOCKING MAY BE ELIMINATED IF WALL SHEATHING IS APPLIED.
6. WHERE TOP PLATE IS CUT OR DISCONTINUOUS, STRAP ACROSS BREAK WITH SIMPSON MST37 STRAP.
7. SHEATHING TO BE PLYWOOD OR OSB. (VERTICAL OR HORIZONTAL ORIENTATION.) PROVIDE BLOCKING AT ALL
UNSUPPORTED PANEL EDGES FOR NAILING, INCLUDING PANEL EDGES ABOVE AND BELOW OPENINGS.
8. NAILS SHALL BE STAGGERED AT PANEL JOINTS AND SILL PLATE EDGES.
9. INTERMEDIATE WALL STUDS MAY BE 2x6 AT CONTRACTORS OPTION, BUT NOT AT PANEL JOINTS.
10. PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS.
5/8"Ø @4'-0" O.C.7" EMBED
5/8"Ø @4'-0" O.C.7" EMBED
2x6 @PANEL JT.
2x6 @PANEL JT.
WOOD WALL SCHEDULE
MARK REMARKS
HOLDOWN SCHEDULE
NOTE:ALL HOLDOWNS ARE BASED UPON SIMPSON STRONG-TIE CONNECTORS. FASTEN HOLDOWN AS SPECIFIED BY MANUFACTURER.
MODELNUMBER
HOLDOWN TYPE
ANCHORBOLT
DIAMETER
MINIMUMEMBEDMENTIN CONCRETE
MINIMUMCOLUMN
SIZE
HD1 STHD10 A - 10" 2- 2x
WOOD COLUMN
SHEAR WALL EDGENAILING FULL HEIGHTOF HOLDOWN COLUMN
SIMPSON STRAPTIE SEESCHEDULE
FASTEN PERMANUFACTURER
PRESSURE TREATEDSILL PLATE
WOOD DIAPHRAGM
WOOD HEADER
WD
WH
S1.1
S1.2
HOLDOWN ANCHOR
SHEAR WALLSW
HD
CONCRETE WALL
CONCRETE SLAB
CW
CS
S1.1
S1.1
S1.2
S1.2
LEGEND
CONCRETE FOOTING
DESCRIPTION
CF S1.2 -
DETAIL
-
-
-
-
-
-
MARK ONSHEET
SCHEDULEON SHEET
CONSTRUCTION JOINTCCJ - S1.2
BLOCKED DIAPHRAGM UNBLOCKED DIAPHRAGM
TYPICAL HORIZONTAL DIAPHRAGM NAILING
SPAN RATING
WD1
MARK
WOOD FRAMING
SHEATHING PANELS
40/20
SHEATHING
NONE SUPPORTED EDGESBOUNDARY
INTERMEDIATE @ 12" O.C.@ 6" O.C.@ 6" O.C.
WOOD DIAPHRAGM SCHEDULE
BOUNDARY NAILING @SHEAR WALLS ANDBUILDING EDGES
NO BLOCKING @PANEL JOINT
EDGE NAILING@ SUPPORTEDPANEL EDGE
INTERMEDIATE NAILING@ SUPPORTS
2x4 FLAT BLOCKINGBETWEEN FRAMINGMEMBERS @ SHEATHINGPANEL EDGES (TYP.)
PANEL JOINTBLOCKING
(1) NAILING (0.131"Øx2 1/2"MIN. U.O.N.)
19/32" C-DAPA RATEDSHEATHING
CONC.
9" MIN.
1'-6" MIN.
6"
MIN
.
6"
MIN
.
4" MIN.
FILL TO BESAME WIDTH
AS FTG.
NO EXCAVATIONBELOW THIS LINE
PERPENDICULAR TO FOUNDATION
TRENCH
6
PARALLEL TO FOUNDATION
12
SEE NOTES FORREINF. AROUNDOPENING
FOOTINGNO PIPETHRU FTG.
CONC. FILL TOBE IN PLACEBEFORE FTG. ISPOURED
IF PIPE OR DUCT INTERFERESWITH FOOTING AND PIPE ORDUCT CANNOT BE DROPPED,CONTACT ENGINEER.
BACKFILL
PIPE ORDUCT
NONE
@ 2" O.C.
@ 2" O.C.
@ 3" O.C.
@ 4" O.C.
@ 6" O.C.
NONE
@ 3" O.C.
@ 3" O.C.
@ 4" O.C.
14 GAUGE
NONE
@ 2" O.C.
@ 3" O.C.
@ 2" O.C.
@ 4" O.C.
NONE
16 GAUGE15 GAUGE
@ 12" O.C. @ 8" O.C. @ 6" O.C.@ 8" O.C.
ALTERNATE STAPLE SCHEDULEFOR APA RATED SHEATHING
0.131"Øx2 1/2" NAILSPACING AS
SPECIFIED IN THEWOOD WALL OR
DIAPHRAGMSCHEDULES
NOTE:
1. ALL STAPLES TO HAVE 7/16" MIN. CROWN WIDTH AND MUST BE
INSTALLED WITH THEIR CROWNS PARALLEL TO THE LONG
DIMENSION OF THE FRAMING MEMBERS.
2. MINIMUM PENETRATION FOR ALL STAPLE GAUGES IS 1 1/2".
3. FASTENER SPACING @ 2" O.C. OR LESS REQUIRES NOMINAL 3x
MEMBER.
DESIGNER:DRAFTER:
505 LINDSAY BOULEVARDIDAHO FALLS, IDAHO 83402
PHONE: (208) 523−6918 / FAX: (208) 523−6922
PROJECT NUMBER:
&STRUCTURALENGINEERSSG
E−MAIL: [email protected] COPYRIGHT 2017
CHECKER:
990
JOHN
ADA
MS P
ARKW
AY
P.O.
BOX
221
2 - I
DAHO
FALL
S, ID
AHO
8340
2-22
12
(P) 2
08-5
22-8
779
(F) 2
08-5
22-8
785
(W) n
bwar
chite
cts.
com
SC
OT
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ON
, A
.I.A
. K
EV
IN R
BO
DIL
Y, A
.I.A
. JA
ME
S H
WY
AT
T, A
.I.A
PROJECT NO.
DATE:
DRAWN BY:
CHECKED BY:
DRAWING NO.:
REVISIONS
PROJECT:
SHEET T
ITLE:
arch
itect
sA R
C H I
T E
C T
U R
EP
L A N N I
N G
I N
T
E R
I O R
S
nbw
p.a.
LJT DCG MDA17200
S1.1
15023
RIGBY PIONEER CEM
ETERY
RIGBY, IDAHO
GENERAL NOTES, SCHEDULES &
COM
MON DETAILS
JANUARY 2018
MAINTENANCE BUILDING FOR:
3/4" = 1'-0"
HOLDDOWN TYPE A
S1.1
1ALLOWABLE TRENCHING &UTILITY PLACEMENT DETAIL
CONSTRUCTION SET JAN 2018
SL
AB
TH
ICK
NE
SS
2nd. POUR
EQ
.
TH
.TH
.
EQ
.
SL
AB
TH
ICK
NE
SS
1st. POUR
3/4" MIN.
TH
.TH
.
WITHIN 24 HOURSAFTER POUR
TOOLED JOINT OR1/4" MAX. SAW CUT
CONCRETE SLAB ON GRADE DETAILS
TH/4
1 1/2"
COMPACTED GRANULAR FILL
TYPICAL CONTROL JOINT (CCJ)
CONCRETE SLAB SCHEDULE
TH
/4 (
MIN
IMU
M)
CS1 6"
THICKNESSMARKSLAB
TYPICAL CONSTRUCTION JOINT (CCJ)
#5 @ 24" O.C. #5 @ 24" O.C.
REMARKS
ON PLAN DENOTES TOP OF SLAB (U.O.N.)
REINFORCEMENT
LONGITUDINAL TRANSVERSE(TH)
FOR ≥ TH 6" USE1/2"Øx16" DOWEL @ 12" O.C.W/ 8" SLEEVE @ SECONDPOUR. PAINT JOINT W/ BONDBREAKER PRIOR TO SECONDPOUR
UNDISTURBED ORCOMPACTED SOIL
REINFORCEMENT(SEE SCHED.)
H/3
H/3
H/3
MIN.
dd/3
L
L/3 L/3
16"
d/31" MAX.
d/6
d/4
d
2"
MIN
.
2"
MIN
.
d
d/3
MA
X.
1 1/2" MIN.
BEARING TYP.
d/4
5/8"MIN.
d/3 MAX.
L/3
H
d
d/3
d/6
d/3
NO NOTCHINGALLOWED
AL
LO
WE
D N
O H
OL
ES
OR
NO
TC
HE
S
NOTCHING OF DOUBLE TOP PLATE
SIZE SCHEDULE
NOTCHING OF ROOF OR FLOOR JOIST
HOLE BORING OF ROOF OR FLOOR JOIST
2x12
2x10
2x8
2x6
2x4
MEMBER
DBL. TOP PLATE
2 3/43 5/8
2 1/43
2 3/8 1 3/4
1 3/81 3/4
7/8
d/4d/3
1 1/8
1 7/8
1 1/2
1 1/8
7/8
5/8
d/6
WOOD STUD
NOTCHING & HOLEBORING OF EXT.OR BEARING WALLSTUDS
HOLES & NOTCHES IN BEAMS ARENOT ALLOWED UNLESS OTHERWISEAPPROVED IN WRITING BYENGINEER
2-SIMPSON CS16STEEL STRAPS (MIN.)
4'-0" MIN. LAP
FLOOR OR ROOF LINE
JOIST SPACE
16d NAILS @ 4" O.C.STAGGERED
DOUBLE TOP PLATECHORD MEMBER
REMARKS
DBL. 2x KING STUD
HEADER SIZE
3- 2x8
MARK
WH1
WH2
WOOD HEADER
SEE ARCH. DWGS.ROUGH OPENING
2x CRIPPLE STUD
RO
UG
H O
PE
NIN
G
16d NAILS @ 12"
2x KING STUD
10d NAILS @ 3"
WOOD HEADER SCHEDULE
MATERIAL
2.0E LVL 2- 2x6
CRIPPLESTUD
1- 2x6
3- 1 3/4x11 7/8ATTACH LVL'S TOGETHER W/ 2 ROWS OF 16d
NAILS DRIVEN FROM ONE SIDE
NO. 2DOUG. FIR
@ OPENING GREATERTHAN 6'-0"
EQ. EQ.
WIDTHWIDTH
WIDTH
6"
MARK
CW1
ON PLAN DENOTES TOP OF WALL (U.O.N.)
REMARKS
CONCRETE WALL SCHEDULE
PLACEMENT TYPE
TYPE A
REINFORCEMENT
VERTICAL
#4 @ 18" O.C.
HORIZONTAL
#4 @ 16" O.C.
TYPE
A
VERT.REINF.
HORIZ.REINF.
6"CW2 #5 @ 18" O.C.#5 @ 18" O.C.A
2- #4 CONT.
LONGITUDINAL
CONCRETE FOOTING SCHEDULE
CF1
MARK
CONT.10" 1'-4"
LENGTHDEPTH WIDTH
-
TRANSVERSE
REINFORCEMENT
ON PLAN DENOTES TOP OF FOOTING (U.O.N.)
4- #4 CONT.CF2 CONT.10" 3'-0" #4 @ 24" O.C.
3"
(SE
E S
CH
ED
ULE
)T
IE S
PA
CIN
G3
"3
"
1 1/2"CLR.
2"
L
TYPE A
CONCRETE
ELEVATION OF CONCRETE PIER
12"x12"CP1
W
VERTICAL REINF.
REINFORCED FOOTING
#3 @ 10"A 4- #5
MATERIALMARKREINFORCEMENT
TIES
PIER SCHEDULE
TYPEVERTICAL
REMARKS
HORIZONTAL WALLREINF.CONTINUOUS THRU PIERWHERE APPLICABLE.
ANCHOR BOLTS OR CAST IN STEEL PLATEASSEMBLY. SEE PLAN & SECTION FORCONNECTION @ TOP.
SIZE(W x L)
PIER TYPES
ON PLAN DENOTES TOP OF SLAB (U.O.N.)
DESIGNER:DRAFTER:
505 LINDSAY BOULEVARDIDAHO FALLS, IDAHO 83402
PHONE: (208) 523−6918 / FAX: (208) 523−6922
PROJECT NUMBER:
&STRUCTURALENGINEERSSG
E−MAIL: [email protected] COPYRIGHT 2017
CHECKER:
990
JOHN
ADA
MS P
ARKW
AY
P.O.
BOX
221
2 - I
DAHO
FALL
S, ID
AHO
8340
2-22
12
(P) 2
08-5
22-8
779
(F) 2
08-5
22-8
785
(W) n
bwar
chite
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com
SC
OT
T L
NIE
LS
ON
, A
.I.A
. K
EV
IN R
BO
DIL
Y, A
.I.A
. JA
ME
S H
WY
AT
T, A
.I.A
PROJECT NO.
DATE:
DRAWN BY:
CHECKED BY:
DRAWING NO.:
REVISIONS
PROJECT:
SHEET T
ITLE:
arch
itect
sA R
C H I
T E
C T
U R
EP
L A N N I
N G
I N
T
E R
I O R
S
nbw
p.a.
LJT DCG MDA17200
S1.2
15023
RIGBY PIONEER CEM
ETERY
RIGBY, IDAHO
SCHEDULES &
COM
MON DETAILS
JANUARY 2018
MAINTENANCE BUILDING FOR:
S1.2
1ALLOWABLE PENETRATION INLIGHT FRAMED 2x LUMBER
S1.2
2LAP SPLICE OF DBL TOP PLATE
CONSTRUCTION SET JAN 2018
96'-6"CF1
96'-6"CF1
96'-6"CF1
100'-0"CF1
96'-6"CF1
CW1
CW1
CW1
CW1
100'-0"CS1100'-0"CS1
100'-6"
100'-6"
100'-6"
100'-6"
1S2.1
______________________________________________
1S2.1
______________________________________________
1S2.1
______________________________________________
1S2.1
______________________________________________ 1S2.1
______________________________________________
2S2.1
______________________________________________
2S2.1
______________________________________________
2S2.1
______________________________________________
2S2.1
______________________________________________
3S2.1
______________________________________________
DOWEL INTOEXISTINGSEE NOTE #3
DOWEL INTOEXISTINGSEE NOTE #3
@ HIGH POINTS
CONTRACTOR'S NOTE:PROVIDE CONTROL JOINTS @ 10'-0" O.C.
96'-6"CF1
CW1 99'-0"
99'-0"
99'-0"
96'-6"CF1
CW1
96'-6"CF1
CW1
WH1 WH1
WH2
WH2
WH1WH1 WH1
WH1
WH1 WH2 WH1
WH1WH1WH1
SW1
SW1
SW1
SW1
SW1
SW 2
SW1
HD1
HD
1
HD1
HD1
HD1
HD1
HD1
HD1
HD1 H
D1
HD1
HD1
SW 2
SW 2
SW1
TY
P.
EX
TE
RIO
RW
AL
LS
U.N
.O.
PR
E-E
NG
INE
ER
ED
WO
OD
TR
US
S
WD1TYP.
@ 2
'-0
" O
.C. S
EE
NO
TE
#2
4S2.1
______________________________________________
4S2.1
______________________________________________
6S2.1
______________________________________________
6S2.1
______________________________________________
5S2.1
______________________________________________
DRAG TRUSSSEE SECTION 5/S2.1
3"
CL
R.
TREATED SILL PLATEPRESSURE
WALL SHEATHING
GRADE
CONCRETE WALL
ANCHOR BOLT
6" REINFORCED
ALTERNATE HOOK
FOOTINGREINFORCED
DIRECTION
WOOD STUD WALL
CONCRETE SLAB
1/2" PREMOLDEDJOINT FILLER
ON GRADE
3"
CL
R.
CONCRETE WALL6" REINFORCED
FOOTINGREINFORCED
CONCRETEAPRON
DIRECTIONALTERNATE HOOK
#4x CONT.
@ OPENING
CONCRETE SLAB
ON GRADE
@ 24" O.C.#4x
2'-0"
2'-0
"6
"
6"
@ 2'-0" O.C.
2x6 BLOCKING
DBL. TOP PLATE
WALL SHEATHING
GABLE END TRUSS
EDGE BOARD
ROOF SHEATHING
BOUNDARY NAILING
WOOD STUD WALL
PRE-ENGINEERED
2x6 DIAGONAL @ 4'-0" O.C.
WOOD TRUSS
@ EA. CONTACT POINT2x4 W/ 2- 16d NAILS
1
1
4- 16d NAILS
2x6 BLOCKING @ DIAGONAL
2x BLOCKING@ DIAGONAL
4- 16d NAILS
EDGE BOARD
WALL SHEATHING
BOUNDARY NAILING
ROOF SHEATHING
BLOCKING @EVERY OTHER BAY
DBL. TOP PLATE
WOOD STUD WALL
SIMPSON H2.5A
PRE-ENGINEEREDWOOD TRUSS
DBL. TOP PLATE
WALL SHEATHING
ROOF SHEATHING
BOUNDARY NAILING
WOOD STUD WALL
PRE-ENGINEERED
TRUSS TO BE DESIGNED
SIMPSON A35 @ 2'-0" O.C.
TO TRANSFER 225 PLF
LATERAL FORCE
TREATED SILL PLATEPRESSURE
WALL SHEATHING
ANCHOR BOLT
FOOTINGREINFORCED
WOOD STUD WALL
CONCRETE SLABON GRADE
FTG. WIDTH
DE
PT
H
FT
G.
CL
R.
3"
CCJ
GENERAL NOTES:
1. For marked description items on Plan see legend on sheet S1.
2. See Architectural Drawings for dimensions and roof slopes notshown.
3. All horizontal rebar in walls and footings to be drilled andepoxied into existing foundation. Use Simpson AT anchoringsystem w/ 4 1/4" minimum embedment or equivalent.
CW2
CW2
CW2
CW2
97'-0"CF2
97'-0"CF2
97'-0"CF2
97'-0"CF2
106'-0"
106'-0"
106'-0"
106'-0"
97'-0"CF2
CW2 99'-0"
1S2.1
______________________________________________
CP1
106'-0
"
TYP. @ 6
LOCATIO
NS
7S2.1
______________________________________________TYP.
7S2.1
______________________________________________SIM.
CONCRETE SLABTO MATCH APRONOR SEE ARCH.
3"
CL
R.
GRADE
6" REINFORCEDCONCRETE WALL
ALTERNATE HOOK
FOOTINGREINFORCED
DIRECTION
CONCRETE SLAB
1/2" PREMOLDEDJOINT FILLER
ON GRADE
LA
P S
PL
ICE
2'-0
"
DESIGNER:DRAFTER:
505 LINDSAY BOULEVARDIDAHO FALLS, IDAHO 83402
PHONE: (208) 523−6918 / FAX: (208) 523−6922
PROJECT NUMBER:
&STRUCTURALENGINEERSSG
E−MAIL: [email protected] COPYRIGHT 2017
CHECKER:
990
JOHN
ADA
MS P
ARKW
AY
P.O.
BOX
221
2 - I
DAHO
FALL
S, ID
AHO
8340
2-22
12
(P) 2
08-5
22-8
779
(F) 2
08-5
22-8
785
(W) n
bwar
chite
cts.
com
SC
OT
T L
NIE
LS
ON
, A
.I.A
. K
EV
IN R
BO
DIL
Y, A
.I.A
. JA
ME
S H
WY
AT
T, A
.I.A
PROJECT NO.
DATE:
DRAWN BY:
CHECKED BY:
DRAWING NO.:
REVISIONS
PROJECT:
SHEET T
ITLE:
arch
itect
sA R
C H I
T E
C T
U R
EP
L A N N I
N G
I N
T
E R
I O R
S
nbw
p.a.
LJT DCG MDA17200
S2.1
15023
RIGBY PIONEER CEM
ETERY
RIGBY, IDAHO
PLANS, SECTIONS &
DETAILS
JANUARY 2018
MAINTENANCE BUILDING FOR:
N 1/8" = 1'-0"
FOUNDATION PLAN
N 1/8" = 1'-0"
WALL FRAMING PLAN
N 1/8" = 1'-0"
ROOF PLAN
3/4" = 1'-0" S2.1
SECTION 2 3/4" = 1'-0" S2.1
SECTION 1
3/4" = 1'-0" S2.1
SECTION 6
3/4" = 1'-0" S2.1
SECTION 4
3/4" = 1'-0" S2.1
SECTION 5
3/4" = 1'-0" S2.1
SECTION 3
CONSTRUCTION SET JAN 2018
N 1/8" = 1'-0"
ENCLOSURE PLAN
3/4" = 1'-0" S2.1
SECTION 7
PROJECT NO,
DATE:
DRAWN BY:
PROJECT:
REVISIONS
SHEET T
ITLE
:
CHECKED BY:
DRAWING NO.:
15023
JAN. 2017
D SUDWEEKS
T DAVIS
990
JOHN
ADA
MS P
ARKW
AY
P.O.
BOX
221
2 - I
DAHO
FAL
LS, I
DAHO
834
02-2
212
(P) 2
08-5
22-8
779
(F) 2
08-5
22-8
785
(W) n
b-ar
chite
cts.
com
SC
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ON
, A.I.
A.
KE
VIN
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ILY
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A.
JAM
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H W
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.
AR
CH
IT
EC
TU
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PL
AN
NI
NG
IN
TE
RI
OR
S
nbw
archit
ects
p.a.
RIG
BY P
IONEER C
EM
ETARY
RIG
BY,
IDAHO
MAIN
TENANCE B
UIL
DIN
G F
OR:
EngineeredSystems
Associates
MECH &
PLB
G F
LOOR P
LAN
PROJECT NO,
DATE:
DRAWN BY:
PROJECT:
REVISIONS
SHEET T
ITLE
:
CHECKED BY:
DRAWING NO.:
15023
JAN. 2017
D SUDWEEKS
T DAVIS
990
JOHN
ADA
MS P
ARKW
AY
P.O.
BOX
221
2 - I
DAHO
FAL
LS, I
DAHO
834
02-2
212
(P) 2
08-5
22-8
779
(F) 2
08-5
22-8
785
(W) n
b-ar
chite
cts.
com
SCO
TT L
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N, A
.I.A.
KEV
IN R
BO
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, A.I.
A. J
AMES
H W
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, A.I.
A.
AR
CH
IT
EC
TU
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PL
AN
NI
NG
IN
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OR
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nbw
archite
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.RIG
BY P
IONEER C
EM
ETARY
RIG
BY,
IDAHO
MAIN
TENANCE B
UIL
DIN
G F
OR:
EngineeredSystems
Associates
SCHEDULE
S A
ND D
ETAIL
F
990 J
OHN A
DAMS
PARK
WAY
P.O.
BOX 2
212 -
IDAH
O FAL
LS, I
DAHO
8340
2-22
12(P
) 208
-522
-877
9 (F)
208-
522-
8785
(W) n
b-arc
hitec
ts.co
m
E1.0
DUPLEX RECEPTACLE
WALL MOUNTED FIXTURE
CEILING MOUNTED FIXTURE
FLUORESCENT FIXTURE
BRANCH CIRCUIT - HOME-RUN TO PANEL
BRANCH CIRCUIT - IN FLOOR OR UNDERGROUND
MECHANICAL EQUIPMENT OR DETAIL SYMBOL
DRAWING NOTE (ON THE SHEET WHERE SHOWN)
THERMOSTAT W/ 3/4"CONDUIT W/PULL CORD TO MECH. UNIT
FAN MOTOR CONNECTION POINT
BRANCH CIRCUIT - CONCEALED
* SEE MECHANICAL DRAWINGS FOR CONDUIT DESTINATION AND
M.C.
V.I.F.
A.F.F.
B.F.G.
NL
E.C.
ABOVE FINISHED FLOOR
BELOW FINISHED GRADE
VERIFY IN FIELD
NIGHT LIGHT (CONNECT TO UNSWITCHED LEG OF LTG CIRCUIT)
MECHANICAL CONTRACTOR
ELECTRICAL CONTRACTOR
MOTOR CONNECTION POINT
T
EF
TELEPHONE / DATA BOARD (GRND AS PER UTIL. CO)
TIME CLOCK SWITCHT
1
1
A-1,3
DOUBLE DUPLEX OUTLET (4-PLEX)
JUNCTION BOX
BRANCH PANELBOARD
J
EMERGENCY WALL LIGHT WITH 90MIN. BATTERY
PHOTOELECTRIC CELL/SWITCH
HVAC SYSTEM SENSOR - SEE MECHANICAL
E
S
WALL BOX DIMMER SWITCH. (SWITCH TO BE COMPAT. W/LOAD SERVED)
SINGLE POLE SWITCH (SEE SUBSCRIPTS)
RECESSED CAN FIXTURE
TRAC LIGHT SYSTEM
*
*
PUSHBUTTON (AS INDICATED ON DRAWINGS)
ROUGH-IN BOX MUD RING ORIENTATION.
F=FUSED DISCONNECT (FUSE PER EQUIP. NAMEPLATE)
DISCONNECT SWITCH (SIZE AND TYPE AS INDICATED)
B=ENCLOSED CIRCUIT BREAKER
CEILING MOUNTED DUPLEX RECEPTACLE
G.C. GENERAL CONTRACTOR
N.T.S.
NOT TO SCALE
V=VFD (PROVIDED BY M.C. CONNECTED AND INSTALLED BY E.C.)
S
SCALE:
SITE PLAN - ELECTRICAL
1" = 20' - 0"
SCALE:
FLOOR PLAN - MECH. CONNECTIONS
1/8" = 1' - 0"
F
S
M
M
M
990 J
OHN A
DAMS
PARK
WAY
P.O.
BOX 2
212 -
IDAH
O FAL
LS, I
DAHO
8340
2-22
12(P
) 208
-522
-877
9 (F)
208-
522-
8785
(W) n
b-arc
hitec
ts.co
m
E2.0
SCALE:
FLOOR PLAN - LIGHTING
1/8" = 1' - 0"
SCALE:
FLOOR PLAN - POWER
1/8" = 1' - 0"
B
MAIN BRKR. AMPS
LOAD/POLE
MAIN LUGS ONLY
19
FEEDER CONDUCTOR SIZE:
TOTAL LOAD/PHASE
REMARKS:
AMPS
WATTS
41
29
37
39
35
33
31
27
25
21
23
CLASS
LOCATION
MAKE/MODEL
LOAD NAME
AAMPWATTSNO.
9
17
15
11
13
7
5
1
3
E
BRKCIR
LOAD
MAIN SW.
O
P
L
20
S.C. INT CAP/BKR.
40
CONDUIT SIZE
42
30
38
36
34
32
28
26
24
22
AMPS.
NO.WATTS
E
CAMP
10
18
16
14
12
8
6
2
4
FEED BOTTOM
FEED TOP
DIMENSIONS
BRK
AMPS
L
O
P
LOAD
CIR
SURFACE
FLUSH
LOAD NAME