construction drawings review set flathead ... county...construction drawings flathead county...
TRANSCRIPT
CONSTRUCTION DRAWINGS
Flathead County Salt/Sand Storage Shed
Prepared for: Flathead County Kalispell, Montana
Prepared by: Robert Peccia & Associates Kalispell, MT www.rpa-hln.com
Designed by: Matt Miller, PE, Ian Wargo, P.E., L.S.I. Drawn by: Mark Rogers Checked by: Ryan Mitchell, P.E., P.L.S. QA/QC Approved by: Craig Jenneskens, P.E. Date: January 2019 RPA Project No.: 17115.000
stamp
Ian Wargo, PE, LSI
REVIEW SET
stamp
Matt Miller, PE
AP
PR
.D
AT
ER
EV
IS
IO
NS
YM
BY
RPA
Copyright ãRobert Peccia
& Associates
2019
SHEET
PR
OJE
CT
T
IT
LE
SH
EE
T T
IT
LE
FLA
TH
EA
D C
OU
NT
YS
ALT
/SA
ND
ST
OR
AG
E S
HE
DK
alispell, M
ontana
DE
SIG
NE
D B
Y
DR
AW
N B
Y
CH
EC
KE
D B
Y
DA
TE
PR
OJE
CT
N
O.
FIL
E
Ge
ne
ra
l_
SS
S
PR
ELIM
INA
RY
NO
T F
OR
CO
NS
TR
UC
TIO
N
Ja
nu
ary 2
01
9
17
11
5.0
00
R.M
IT
CH
EL
L
M.R
OG
ER
S
I.W
AR
GO
PR
OJE
CT
LO
CA
TIO
NA
ND
VIC
INIT
Y M
AP
G1
PROJECT LOCATION1333 HOLT STAGEKALISPELL, MT 59901
FLATHEAD COUNTY SALT/SAND STORAGE SHEDLocated in Section 3, Township 28 North, Range 21 West, P.M.,M.
Flathead County, Montana
E
V
E
R
G
R
E
E
N
POWDERRIVER
DEERLODGE
SILVERBOW
LEWISAND
CLARK JUDITHBASIN
GOLDENVALLEY
DANIELS SHERIDAN
ROOSEVELT
WIBAUXPRAIRIE
RICHLAND
DAWSON
VALLEY
GARFIELD
ROSEBUD
PHILLIPS
MUSSELSHELL
PETROLEUM
MC CONE
CARTER
CUSTER
YELLOWSTONE
BIG HORN
FALLON
TREASURE
HILLTOOLE
WHEATLAND
FERGUSCASCADE
MEAGHER
CHOUTEAU
LIBERTYGLACIER
FLATHEADPONDERA
TETON
POWELL
LAKE
MISSOULA
GRANITE
STILLWATER
SWEET GRASSGALLATIN
PARKBEAVERHEAD
JEFFERSON
MADISON
BROADWATER
RAVALLI
LINCOLN
SANDERS
MINERAL
BLAINE
CARBON
PROJECTSITE
Wolf Creek
Havre
Great Falls
Glendive
Miles City
Billings
Butte
Helena
Missoula
Kalispell
Whitefish
RPA
Prepared For: Flathead County, Montana
Prepared By: Robert Peccia & Associates, Inc.102 Cooperative Way, Suite 300Kalispell, Montana 59901406.752.5025
Evergreen
H
W
Y
3
5
F
L
A
T
H
E
A
D
R
I
V
E
R
HO
LT
ST
AG
E R
D
FA
IR
MO
NT
R
D
AP
PR
.D
AT
ER
EV
IS
IO
NS
YM
BY
RPA
Copyright ãRobert Peccia
& Associates
2019
SHEET
PR
OJE
CT
T
IT
LE
SH
EE
T T
IT
LE
FLA
TH
EA
D C
OU
NT
YS
ALT
/SA
ND
ST
OR
AG
E S
HE
DK
alispell, M
ontana
DE
SIG
NE
D B
Y
DR
AW
N B
Y
CH
EC
KE
D B
Y
DA
TE
PR
OJE
CT
N
O.
FIL
E
Ge
ne
ra
l_
SS
S
PR
ELIM
INA
RY
NO
T F
OR
CO
NS
TR
UC
TIO
N
Ja
nu
ary 2
01
9
17
11
5.0
00
R.M
IT
CH
EL
L
M.R
OG
ER
S
I.W
AR
GO
DR
AW
ING
FO
RM
AT
GE
NE
RA
L N
OT
ES
AN
DS
HE
ET
IN
DE
X,
G2DETAIL AND SECTION CALLOUT
DRAWING IDENTIFICATION SYSTEM
STANDARD RPA FORMAT
NOTES:
GENERAL NOTES
PROJECT OVERVIEW
ESTIMATED QUANTITIES AND OWNER SUPPLIED MATERIALS
”
”
”
“ ”
MISCELLANEOUS
EXISTING UTILITIES
AP
PR
.D
AT
ER
EV
IS
IO
NS
YM
BY
RPA
Copyright ãRobert Peccia
& Associates
2019
SHEET
PR
OJE
CT
T
IT
LE
SH
EE
T T
IT
LE
FLA
TH
EA
D C
OU
NT
YS
ALT
/SA
ND
ST
OR
AG
E S
HE
DK
alispell, M
ontana
DE
SIG
NE
D B
Y
DR
AW
N B
Y
CH
EC
KE
D B
Y
DA
TE
PR
OJE
CT
N
O.
FIL
E
Ge
ne
ra
l_
SS
S
PR
ELIM
INA
RY
NO
T F
OR
CO
NS
TR
UC
TIO
N
Ja
nu
ary 2
01
9
17
11
5.0
00
R.M
IT
CH
EL
L
M.R
OG
ER
S
I.W
AR
GO
SU
RV
EY
CO
NT
RO
LA
ND
PR
OJE
CT
OV
ER
VIE
W
G3
H
O
L
T
S
T
A
G
E
R
D
ST
EE
L B
RID
GE
R
D
F
L
A
T
H
E
A
D
R
I
V
E
R
Ø
2
3
1
PROJECTSITE
COORDINATE TABLE
POINT #
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
NORTHING
80554.4420
80547.9011
80499.9901
80480.0264
80536.5788
80488.6678
80468.7049
80510.5427
80507.5100
80528.9850
80461.7646
80434.2552
80384.3479
80388.7119
80391.0439
80440.9511
80364.3850
80314.4777
80321.1737
80371.0810
80368.8820
80282.0984
80129.7268
80235.9237
80238.9673
80155.1574
80300.3602
80250.4529
80247.4093
80244.3657
80241.3220
80200.5456
80197.5020
80194.4584
80191.4148
EASTING
12478.5940
12498.1943
12495.2725
12494.0681
12683.8494
12680.9275
12679.7101
12716.5052
12766.2327
12827.6670
12793.5118
12751.7598
12748.7161
12675.5160
12638.9201
12641.9638
12747.4987
12744.4551
12634.6591
12637.7027
12674.3067
12782.5547
12803.3180
12718.2875
12668.3802
12454.2186
12483.1110
12480.0674
12529.9747
12579.8820
12629.7892
12477.0238
12526.9311
12576.8383
12626.7456
ELEVATION
2927.37
2929.00
2929.00
2929.74
2929.00
2929.00
2932.14
2929.00
2929.00
2931.47
2931.00
2932.50
2932.50
2933.23
2932.50
2932.50
2932.50
2932.50
2932.50
2932.50
2933.23
2931.00
2930.72
2929.00
2929.50
2929.09
2931.54
2929.91
2931.08
2931.58
2931.39
2930.24
2930.73
2931.16
2930.27
AP
PR
.D
AT
ER
EV
IS
IO
NS
YM
BY
RPA
Copyright ãRobert Peccia
& Associates
2019
SHEET
PR
OJE
CT
T
IT
LE
SH
EE
T T
IT
LE
FLA
TH
EA
D C
OU
NT
YS
ALT
/SA
ND
ST
OR
AG
E S
HE
DK
alispell, M
ontana
DE
SIG
NE
D B
Y
DR
AW
N B
Y
CH
EC
KE
D B
Y
DA
TE
PR
OJE
CT
N
O.
FIL
E
Site
P
la
n_
SS
S
PR
ELIM
INA
RY
NO
T F
OR
CO
NS
TR
UC
TIO
N
Ja
nu
ary 2
01
9
17
11
5.0
00
R.M
IT
CH
EL
L
M.R
OG
ER
S
I.W
AR
GO
SIT
E P
LA
N
C1.0
50'x110'
~SOUTH BUILDING~
50'x110'
~NORTH BUILDING~
FUTURE ROAD
NOTES:
2
3
AP
PR
.D
AT
ER
EV
IS
IO
NS
YM
BY
RPA
Copyright ãRobert Peccia
& Associates
2019
SHEET
PR
OJE
CT
T
IT
LE
SH
EE
T T
IT
LE
FLA
TH
EA
D C
OU
NT
YS
ALT
/SA
ND
ST
OR
AG
E S
HE
DK
alispell, M
ontana
DE
SIG
NE
D B
Y
DR
AW
N B
Y
CH
EC
KE
D B
Y
DA
TE
PR
OJE
CT
N
O.
FIL
E
Site
P
la
n_
SS
S
PR
ELIM
INA
RY
NO
T F
OR
CO
NS
TR
UC
TIO
N
Ja
nu
ary 2
01
9
17
11
5.0
00
R.M
IT
CH
EL
L
M.R
OG
ER
S
I.W
AR
GO
PLA
NS
ITE
GR
AD
ING
C1.1
NOTES:
~SOUTH BUILDING~
(SEE STRUCTURAL PLANS)
(SEE C1.2 FOR FINISH GRADE)
~NORTH BUILDING~
(SEE STRUCTURAL PLANS)
(SEE C1.2 FOR FINISH GRADE)
GR
AD
E
BR
EA
K
FL
AT
FL
AT
G
R
A
D
E
B
R
E
A
K
G
R
A
D
E
B
R
E
A
K
GRADE
BREAK
OP
EN
E
ND
OP
EN
E
ND
FL
AT
FL
AT
3
DRAINAGE SWALE
DETENTION BASIN
DRAINAGE SWALE
GR
AD
E
BR
EA
K
FLAT
FL
AT
FL
AT
FL
AT
AP
PR
.D
AT
ER
EV
IS
IO
NS
YM
BY
RPA
Copyright ãRobert Peccia
& Associates
2019
SHEET
PR
OJE
CT
T
IT
LE
SH
EE
T T
IT
LE
FLA
TH
EA
D C
OU
NT
YS
ALT
/SA
ND
ST
OR
AG
E S
HE
DK
alispell, M
ontana
DE
SIG
NE
D B
Y
DR
AW
N B
Y
CH
EC
KE
D B
Y
DA
TE
PR
OJE
CT
N
O.
FIL
E
Site
P
la
n_
SS
S
PR
ELIM
INA
RY
NO
T F
OR
CO
NS
TR
UC
TIO
N
Ja
nu
ary 2
01
9
17
11
5.0
00
R.M
IT
CH
EL
L
M.R
OG
ER
S
A.D
ES
IG
NE
R
CIV
IL D
ET
AIL
S
C1.2
PAVEMENT SECTION PERFORATED UNDER DRAIN
DETENTION POND SECTION INTERIOR BUILDING GRADE
INTERIOR BUILDING GRADE
~SOUTH BUILDING~
~NORTH BUILDING~
SITE RECLAMATION
NOTES:
NOTES:
00.00 - GENERAL
1. THIS PROJECT IS REGULATED BY THE INTERNATIONAL BUILDING CODE, 2012 ED.
HEREINAFTER REFERRED TO AS "CODE", INCLUDING THE CODE'S REFERENCE
STANDARDS.
2. WHERE THERE IS A CONFLICT BETWEEN THESE GENERAL STRUCTURAL NOTES AND
A SPECIFIC REQUIREMENT IN THE PLANS AND DETAILS, THE SPECIFIC
REQUIREMENT SHALL BE APPLICABLE. WHERE, IN ANY SPECIFIC CASE, DIFFERENT
PORTIONS OF THESE DRAWINGS SPECIFY DIFFERENT MATERIALS, METHODS OF
CONSTRUCTION OR OTHER REQUIREMENTS, THE MOST RESTRICTIVE SHALL
GOVERN.
3. WHEN PROVIDED AS PART OF THE CONTRACT DOCUMENTS, STRUCTURAL
PROVISIONS OF A PROJECT MANUAL (SPECIFICATIONS) APPLY AND THE MORE
RESTRICTIVE SPECIFICATION BETWEEN THESE DRAWINGS AND THE
CONSTRUCTION DOCUMENTS AND SPECIFICATIONS SHALL APPLY.
4. THESE DRAWINGS ARE THE PRIME CONTRACT DRAWINGS. CONSULTANT
DRAWINGS BY OTHER DISCIPLINES ARE SUPPLEMENTARY TO THESE DRAWINGS.
ALL OMISSIONS OR CONFLICTS, INCLUDING DIMENSIONS, BETWEEN THE VARIOUS
ELEMENTS OF THE CONSULTANTS' DRAWINGS AND/OR SPECIFICATIONS SHALL BE
BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER BEFORE
PROCEEDING WITH ANY WORK INVOLVED. IN CASE OF CONFLICT, FOLLOW THE
MOST STRINGENT REQUIREMENT AS DIRECTED BY THE STRUCTURAL ENGINEER
WITH ADDITIONAL COST TO THE OWNER. ANY WORK DONE BY THE CONTRACTOR
AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S
RISK.
5. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE CIVIL
DRAWINGS. PRIMARY STRUCTURAL ELEMENTS AND OVERALL STRUCTURAL
LAYOUT ARE INDICATED WITH THE STRUCTURAL PLANS AND DETAILS. SOME
SECONDARY ELEMENTS, ELEVATIONS, SLOPES, DEPRESSIONS, CURBS, MECHANICAL
EQUIPMENT AND ELECTRICAL EQUIPMENT, ARE NOT INDICATED WITH THE
STRUCTURAL DRAWINGS. DETAILING AND SHOP DRAWING PRODUCTION FOR
THE STRUCTURAL ELEMENTS WILL REQUIRE INFORMATION (INCLUDING
DIMENSIONS) CONTAINED IN THE CIVIL, STRUCTURAL AND/OR OTHER
CONSULTANTS' DRAWINGS.
6. DO NOT SCALE THESE DRAWINGS, USE THE DIMENSIONS SHOWN.
7. NO STRUCTURAL MODIFICATIONS, ALTERATIONS, OR REPAIRS SHALL BE MADE
WITHOUT PRIOR REVIEW BY THE STRUCTURAL ENGINEER.
8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE MEANS, METHODS AND
SAFETY OF ERECTION OF THE STRUCTURE, AND SHALL PROVIDE TEMPORARY
SHORING AND BRACING AS THE CONTRACTOR'S METHOD REQUIRES TO PROVIDE
ADEQUATE VERTICAL AND LATERAL SUPPORT. TEMPORARY SHORING AND
BRACING SHALL REMAIN IN PLACE AS THE CHOSEN METHOD REQUIRES UNTIL ALL
PERMANENT MEMBERS ARE IN PLACE AND ALL FINAL CONNECTIONS ARE
COMPLETED. THE BUILDING SHALL NOT BE CONSIDERED STABLE UNTIL ALL
CONNECTIONS ARE COMPLETE.
9. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL SAFETY REGULATIONS,
PROGRAMS AND PRECAUTIONS RELATED TO ALL WORK ON THIS PROJECT.
10. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE PROTECTION OF PERSONS
AND PROPERTY EITHER ON OR ADJACENT TO THE PROJECT AND SHALL PROTECT IT
AGAINST INJURY, DAMAGE, OR LOSS.
11. QUALITY CONTROL:
A. THE CONTRACTOR IS RESPONSIBLE FOR QUALITY CONTROL, INCLUDING
WORKMANSHIP AND MATERIALS FURNISHED BY HIS SUBCONTRACTORS AND
SUPPLIERS.
B. THE CONTRACTOR IS RESPONSIBLE AND SHALL BEAR THE COST OF
CORRECTING WORK WHICH DOES NOT CONFORM TO THE SPECIFIED
REQUIREMENTS.
C. CORRECT DEFICIENT WORK BY MEANS ACCEPTABLE TO THE ENGINEER. THE
COSTS OF EXTRA WORK INCURRED BY THE ARCHITECT TO APPROVE
CORRECTIVE WORK SHALL BE BORNE BY THE CONTRACTOR.
01.00 BASIS OF DESIGN
1. GOVERNING CODES:
A. INTERNATIONAL BUILDING CODE (IBC), 2012 ed.
B. ASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS & OTHER STRUCTURES.
2. RISK CATEGORY: I [ X ], II [ ], III [ ], IV [ ]
3. DEAD LOADS:
ROOF = 13PSF (INCLUDES STRUCTURE & FINISHES)
4. STORAGE MATERIAL:
A. DENSITY = 135 PCF (10:1 SAND:SALT)
B. LATERAL PRESSURES = 83 PCF/FT
5. ROOF LIVE LOADS:
A. UNIFORM: 20PSF (ORDINARY, NON-OCCUPIABLE)
B. CONCENTRATED: 300LBS
6. SNOW LOAD DATA:
• GROUND SNOW LOAD, Pg = 60PSF
PER MONTANA GROUND SNOW LOAD FINDER
• FLAT-ROOF SNOW LOAD, Pf = 36PSF
• SNOW EXPOSURE FACTOR, Ce = 0.9
• THERMAL FACTOR, Ct = 1.2
• SNOW LOAD IMPORTANCE FACTOR, Is = 0.8
• SLOPE FACTOR, Cs = 0.95
• DRIFTING & SLIDING SNOW: PER ASCE 7, CHAPTER 7.
7. WIND LOAD DATA:
• ULTIMATE DESIGN WIND SPEED, Vult (3-SEC GUST) = 105 MPH
• NOMINAL DESIGN WIND SPEED, Vasd (3-SEC GUST) = 85 MPH
• WIND EXPOSURE: A [ ], B [ ], C [ X ], D [ ]
• INTERNAL PRESSURE COEFFICIENT, GCpi = ±0.55
• COMPONENT AND CLADDING DESIGN PRESSURES: AS INDICATED IN PLANS
8. EARTHQUAKE DESIGN DATA:
• SEISMIC IMPORTANCE FACTOR, Ie = 1.0
• MAPPED SPECTRAL RESPONSE ACCELERATION, SS = 0.765 AND S1 = 0.216
• SITE CLASS: A [ ], B [ ], C [ ], D[ X ], E [ ], F [ ]
• DESIGN SPECTRAL RESPONSE ACCELERATION, SDS = 0.609 AND SD1 = 0.283
• SEISMIC DESIGN CATEGORY: A [ ], B [ ], C [ ], D[ X ], E [ ], F [ ]
• BASIC SEISMIC FORCE-RESISTING SYSTEM(S):
BEARING WALL SYSTEMS - LIGHT-FRAME (WOOD) WALLS
SHEATHED W/ WOOD STRUCT. PANELS RATED FOR SHEAR
RESISTANCE
• RESPONSE MODIFICATION COEFFICIENT(S), R = 6.5
• SEISMIC RESPONSE COEFFICIENT(S), CS = 0.094
• ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE METHOD
• DESIGN BASE SHEAR(S):
EAST/WEST = 6.5 KIPS (ASD)
NORTH/SOUTH = 11.9 KIPS (ASD)
9. GEOTECHNICAL DATA:
A. SOURCE: "SALT SAND STORAGE BUILDINGS – STEEL BRIDGE PIT", BY "ALPINE
GEOTECHNICAL", DATED NOVEMBER 17, 2017.
B. SUBSURFACE CLASS OF MATERIALS: GW
C. SOIL BEARING PRESSURE (ASD): 3,000 PSF
D. COEFFICIENT OF FRICTION: 0.4
E. EQUIVALENT FLUID PRESSURE:
1. ACTIVE CASE: 45 PSF/FT
2. AT REST CASE:60 PSF/FT
3. PASSIVE CASE: 250 PSF/FT
F. ONE-THIRD STRESS INCREASE FOR WIND OR EARTHQUAKE LOADS
05.05 19 - POST-INSTALLED ANCHORS
1. POST-INSTALLED ANCHORS IN CONCRETE AND MASONRY SHALL BE IN
ACCORDANCE WITH THESE NOTES UNLESS NOTED DIFFERENTLY IN PLANS AND
DETAILS. SEE PLANS AND DETAILS FOR ANCHOR TYPE, SIZE, AND SPACING. POST-
INSTALLED ANCHORS SHALL NOT BE USED IN PLACE OF SPECIFIED CAST-IN-PLACE
ANCHORS SPECIFIED IN DRAWINGS, UNLESS SPECIFIED IN PLANS OR DETAILS, OR
WRITTEN APPROVAL BY ENGINEER OF RECORD.
2. SUBMIT:
A. PRODUCT ICC ES EVALUATION REPORTS.
B. MANUFACTURER'S INSTALLATION INSTRUCTIONS.
C. INSTALLER QUALIFICATIONS & PROCEDURES.
3. QUALITY ASSURANCE: INSTALLER FOR DRILLED-IN ANCHORS SHALL HAVE AT
LEAST (3) YEARS OF EXPERIENCE PERFORMING SIMILAR INSTALLATIONS.
4. STORE ANCHORS AND INJECTION ADHESIVE IN ACCORDANCE WITH
MANUFACTURER'S RECOMMENDATIONS.
5. CONCRETE ANCHORS:
A. EXPANSION ANCHORS (CARBON THREADS\STAINLESS CLIP)
•DEWALT\POWERS POWER-STUD+ SD2 (ICC-ES ESR-2502)
•HILTI KWIK BOLT TZ (ICC-ES ESR-1917)
•SIMPSON STRONG-BOLT 2 (ICC-ES ESR-3037)
B. EXPANSION ANCHORS (FULLY STAINLESS)
•DEWALT\POWERS POWER-STUD+ SD4 (ICC-ES ESR-2502)
•DEWALT\POWERS POWER-STUD+ SD6 (ICC-ES ESR-2502)
•HILTI KWIK BOLT TZ (ICC-ES ESR-1917)
•SIMPSON STRONG-BOLT 2 (ICC-ES ESR-3037)
C. SCREW ANCHORS
•DEWALT\POWERS SCREWBOLT+ (ICC-ES ESR-3889)
•HILTI HUS-EZ (ICC-ES ESR-3027)
•SIMPSON TITAN HD (ICC-ES ESR-2713)
D. ADHESIVE ANCHORS
•DEWALT\POWERS PURE 110+ (ICC-ES ESR-3298)
•DEWALT\POWERS AC200+ GOLD (ICC-ES ESR-4027)
•HILTI RE500-SD (ICC-ES ESR-2322)
•HILTI HIT HY-200 (ICC-ES ESR-3013)
•SIMPSON SET-XP (ICC-ES ESR-2508)
•SIMPSON AT-XP (IAPMO UES ER-263)
E. POWDER/GAS ACTUATED FASTENERS
•DEWALT\POWERS POWER DRIVEN FASTENERS (ICC-ES ESR-2024)
•HILTI X-U POWDER DRIVEN (ICC-ES ESR-2269)
•SIMPSON POWDER ACTUATED (ICC-ES ESR-2138)
6. MASONRY ANCHORS:
A. EXPANSION ANCHORS
•DEWALT\POWERS POWER-STUD+ SD1 (ICC-ES ESR-2966)
•HILTI KWIK BOLT 3 (ICC-ES ESR-1385)
•SIMPSON STRONG-BOLT 2 (IAPMO 0240)
B. SCREW ANCHORS
•DEWALT\POWERS WEDGEBOLT+ (ICC-ES ESR-1678)
•HILTI HUS (ICC-ES ESR-2369)
•SIMPSON TITAN HD (ICC-ES ESR-1056)
C. ADHESIVE ANCHORS
•DEWALT\POWERS AC100+ GOLD (ICC-ES ESR-3200)
•HILTI HY-70 (ICC-ES ESR-2682)
•SIMPSON AT-XP (IAPMO 0281)
7. INSTALLATION OF POST-INSTALL ANCHORS SHALL BE IN ACCORDANCE WITH
MANUFACTURER'S WRITTEN INSTRUCTIONS.
8. INSTALLATION OF ADHESIVE ANCHORS THAT ARE TO BE UNDER SUSTAINED
TENSION LOADING IN HORIZONTAL TO VERTICALLY OVERHEAD ORIENTATION
SHALL BE DONE BY A CERTIFIED ADHESIVE ANCHOR INSTALLER (AAI) AS CERTIFIED
THROUGH ACI AND IN ACCORDANCE WITH ACI 318.
9. ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE
OF 21 DAYS AT TIME OF ANCHOR INSTALLATION. FOR INSTALLATIONS SOONER
THAN 21 DAYS CONSULT ADHESIVE MANUFACTURER.
10. WHERE ANCHORS ARE INSTALLED IN CONTACT WITH WOOD FRAMING AN
OVERSIZED WASHER IS REQUIRED IN ORDER TO ACHIEVE TORQUE REQUIRED BY
THE ICC REPORT. THE WASHER SHALL BE OF SUFFICIENT SIZE TO PREVENT
NOTICEABLE DEFORMATION OF WOOD FIBERS ON FACE OF MEMBER DUE TO
TIGHTENING OF NUT.
11. EXISTING REINFORCING SHALL NOT BE DAMAGED DURING INSTALLATION OF
ANCHOR.
12. ALL MISDRILLED OR UNACCEPTABLE HOLES SHALL NOT BE USED.
13. REMOVE AND REPLACE MISPLACED OR MALFUNCTIONING ANCHORS. FILL EMPTY
ANCHOR HOLES AND PATCH FAILED ANCHOR LOCATIONS WITH HIGH-STRENGTH
NON-SHRINK GROUT.
6.10 ROUGH CARPENTRY
1. ROUGH CARPENTRY CONSTRUCTION & MATERIALS SHALL COMPLY WITH THE
STANDARDS SPECIFIED IN THE AMERICAN WOOD COUNCIL'S (AWC), "NATIONAL
DESIGN SPECIFICATION (NDS) FOR WOOD CONSTRUCTION - 2015".
2. WHERE DIMENSIONS OF LUMBER ARE SPECIFIED, THEY SHALL BE DEEMED TO BE
NOMINAL DIMENSIONS UNLESS SPECIFICALLY DESIGNATED AS ACTUAL
DIMENSIONS.
3. MATERIALS:
A. DIMENSION LUMBER: HEM-FIR, NO. 2 OR DOUGLAS FIR-LARCH, NO. 2.
B. SHEATHING:
a. WALLS:
• GRADE – APA RATED, EXTERIOR EXPOSURE
• PERFORMANCE CATEGORY – 7/16” MIN. TO ½” MAX.
b. ROOF:
• GRADE – APA RATED, EXPOSURE 1
• PERFORMANCE CATEGORY – 19/32” MIN. TO 5/8” MAX.
C. FASTENERS:
a. COMMON WIRE (OR GALVANIZED BOX FOR SHEATHING ATTACHMENT)
• FINISHES - ALL FASTENERS NOT IN CONTACT WITH STAINLESS STEEL
CONNECTORS SHALL BE HOT-DIP ZINC COATED COMPLYING WITH ASTM
A 153.
• FINISHES - FASTENERS IN CONTACT WITH STAINLESS STEEL CONNECTORS
SHALL BE GRADE 316 OR 316L STAINLESS STEEL.
b. WOOD SCREWS
• FINISHES - ALL FASTENERS NOT IN CONTACT WITH STAINLESS STEEL
CONNECTORS SHALL BE HOT-DIP ZINC COATED COMPLYING WITH ASTM
A 153.
• FINISHES - FASTENERS IN CONTACT WITH STAINLESS STEEL CONNECTORS
SHALL BE GRADE 316 OR 316L STAINLESS STEEL.
c. LAG BOLTS
• FINISHES - ALL FASTENERS NOT IN CONTACT WITH STAINLESS STEEL
CONNECTORS SHALL BE HOT-DIP ZINC COATED COMPLYING WITH ASTM
A 153.
• FINISHES - FASTENERS IN CONTACT WITH STAINLESS STEEL CONNECTORS
SHALL BE GRADE 316 OR 316L STAINLESS STEEL.
D. CONNECTORS:
a. MANUFACTURER – SIMPSON STRONG-TIE CO., INC. OR APPROVED EQUAL
b. FINISHES – GRADE 316 OR 316L STAINLESS STEEL
4. EXECUTION
A. NAILING:
a. BORED HOLES WHEN USED TO PREVENT SPLITTING SHALL NOT EXCEED 75%
dNAIL.
b. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE ≈30° WITH THE MEMBER,
STARTING ≈⅓LENGTH OF NAIL FROM MEMBER END.
c. MINIMUM SPACING:
d. NAILING REQUIREMENTS NOT SPECIFIED IN DRAWINGS SHALL BE IN
ACCORDANCE WITH THE FASTENING SCHEDULE, TABLE 2304.10.1 OF IBC.
B. WOOD SCREWING:
a. PROVIDE LEAD HOLES FOR SCREWS LOADED LATERALLY: AT SHANK - ⅞dSHANK,
AT THREADED PORTION - ⅞dROOT.
b. DO NOT INSTALL SCREW BY DRIVING BY HAMMER.
C. LAG BOLTING:
a. PROVIDE LEAD HOLES 40%(dLAG<⅞") TO 70% (⅞"≤ dLAG) OF LAG SHANK
DIAMETER X LENGTH OF THREADED PORTION, MIN.
b. INSERT IN LEAD HOLE BY TURNING WITH WRENCH - DO NOT DRIVE WITH
HAMMER.
D. BOLTING:
a. STANDARD CUT. WASHERS MUST BE USED BETWEEN BOLT HEAD AND
WOOD, AND NUT AND WOOD.
b. HOLE DIAMETER: 1/32"+db MIN TO 1/16"+db MAX.
E. COMPLY WITH AF&PA's "DETAILS FOR CONVENTIONAL WOOD FRAME
CONSTRUCTION," U.N.O.
F. DO NOT SPLICE MEMBERS BETWEEN SUPPORTS, U.N.O.
G. PROVIDE SINGLE BOTTOM PLATE AND DOUBLE TOP PLATES USING 2x
THICKNESS WHOSE WIDTHS EQUAL THAT OF STUDS FOR BEARING WALLS.
H. CONSTRUCT CORNERS AND INTERSECTIONS WITH THREE OR MORE STUDS.
I. DO NOT NOTCH FRAMING EXCEPT AS SHOWN IN FRAMING DETAILS.
J. PROTECT ENGINEERED WOOD FROM SUN AND WATER.
K. SHEATHING – WALL AND ROOF:
a. COMPLY WITH THE APPLICABLE RECOMMENDATIONS IN APA FORM No. E30,
"ENGINEERED WOOD CONSTRUCTION GUIDE."
b. SHEATHING PIECES SHALL BE A MINIMUM OF 12" WIDE AND ONLY SPLICED
OVER SUPPORTS.
c. SPACE PANELS ⅛" APART AT EDGES AND ENDS, U.N.O. IN DRAWINGS.
d. PROVIDE TEMPORARY EXPANSION JOINTS PER APA FORM No. U425, WHICH
LIMIT CONTINUOUS ROOF AREAS TO 80FT OR LESS.
e. FLOOR AND ROOF SHEATHING SHALL BE MINIMUM 4FTx8FT EXCEPT AT
BOUNDARIES AND CHANGES IN FRAMING WHERE MINIMUM PANEL
DIMENSION SHALL BE 24" UNLESS ALL EDGES OF THE UNDERSIZED PANELS
ARE SUPPORTED BY AND FASTENED TO FRAMING MEMBERS OR BLOCKING.
f. FASTENERS SHALL BE DRIVEN FLUSH WITH FACE OF SHEATHING - DO NOT
BREAK SURFACE FIBERS.
g. FASTENERS SHALL BE LOCATED NO CLOSER THAN ⅜" FROM PANEL EDGES.
h. WALL SHEATHING:
• ORIENT SHEATHING EITHER VERTICAL OR HORIZONTAL EXCEPT 3-PLY
PLYWOOD SHALL HAVE STRENGTH AXIS PERPENDICULAR TO SUPPORTS
WHEN WALL STUDS ARE SPACED GREATER THAN 16"o.c.
• PROVIDE SQUARE EDGE AND END CONFIGURATIONS.
• ALL EXTERIOR WALLS SHALL BE CONTINUOUSLY SHEATHED.
• FASTENING AT SUPPORTS: 8d AT 6"o.c. AT PANEL EDGES; AT 6"o.c. IN
FIELD.
• SEE SHEAR WALL SCHEDULE FOR SPECIAL MATERIAL AND
CONSTRUCTION REQUIREMENTS AT SHEAR WALL LOCATIONS.
i. ROOF SHEATHING:
• ORIENT SHEATHING WITH STRENGTH AXIS PERPENDICULAR TO
SUPPORTS, CONTINUOUS OVER 2 OR MORE SPANS.
• PROVIDE EITHER T&G INTERLOCKING PANEL EDGES, PANEL EDGE CLIPS
(ONE MIDWAY BETWEEN EACH SUPPORT, EXCEPT 2 EQUALLY SPACED
FOR SUPPORTS 48"o.c. OR GREATER), OR LUMBER BLOCKING.
• STAGGER END JOINTS.
• FASTENING AT SUPPORTS: 8d AT 6"o.c. AT PANEL EDGES; AT 6"o.c. IN
FIELD.
6d
NAIL SIZE
0.113" 0.099" 1.25"
SHANK DIAMETER
(COMMON)
SHANK DIAMETER
(GALVANIZED BOX)
MIN. PENETRATION
INTO SUPPORTING
MEMBER
8d10d12d16d
0.131"0.148"0.148"0.162"
0.113"0.128"0.128"0.135"
1.375"1.50"1.50"
1.625"
6d
NAIL SIZE
8d10d12d16d
⅜"
EDGE
DISTANCE
7/16"
1¾"
EDGE
DISTANCE
22¼"
2 7/16
SPACING -
PITCH
⅝"¾"¾"¾"⅞"
⅜"⅜"⅜" 2¼"
SPACING -
GAGE
1¾"2
2¼"
2 7/16
2¼"
6.10 ROUGH CARPENTRY
N. CONNECTORS:
a. DO NOT BEND CONNECTORS EXCEPT WHERE PERMITTED/REQUIRED BY
MANUFACTURER. ONLY BEND ONE CYCLE, ONE TIME ONLY.
b. DO NOT INSTALL CONNECTOR IN SPLIT WOOD. PRE-BORE HOLES TO
PREVENT SPLITTING. MATERIAL SPLIT DUE TO FASTENERS SHALL BE
REPLACED WITH NEW MATERIAL FREE OF SPLITS AND CRACKS.
c. FILL ALL FASTENER HOLES WITH FASTENER TYPES SPECIFIED IN THE
MANUFACTURER’S CATALOG.
d. ALL SPECIFIED FASTENERS MUST BE INSTALLED ACCORDING TO THE
INSTRUCTIONS IN THE MANUFACTURER’S CATALOG.
e. INSTALL ALL SPECIFIED FASTENERS BEFORE LOADING THE CONNECTION.
f. THE JOIST SHALL BEAR COMPLETELY ON THE CONNECTOR SEAT. THE GAP
BETWEEN THE JOIST END AND THE HEADER OR BACK PLATE OF THE HANGER
SHALL NOT EXCEED 1/8”.
g. DO NOT MODIFY CONNECTORS BY ENLARGING HOLES, ADDING HOLES, OR
CUTTING CONNECTOR MATERIAL.
3.30 CAST-IN-PLACE CONCRETE
1. CONCRETE CONSTRUCTION & MATERIALS SHALL COMPLY WITH THE STANDARDS
SPECIFIED IN AMERICAN CONCRETE INSTITUTE (ACI) 318-11, "BUILDING CODE
REQUIREMENTS FOR STRUCTURAL CONCRETE."
2. CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 301-16 "SPECIFICATIONS FOR
STRUCTURAL CONCRETE".
3. CONCRETE MIX DESIGN REQUIREMENTS SHALL BE AS FOLLOWS:
*EXPOSURE CLASSES ARE PER ACI 318, WHERE F, S, AND C ARE EXPOSURE
CATEGORIES FOR FREEZING AND THAWING, SULFATE, AND CORROSION
PROTECTION OF REINFORCEMENT, RESPECTIVELY.
A. CONCRETE MIX PROPORTIONS SHALL BE ESTABLISHED IN ACCORDANCE WITH
ARTICLE 4.2.3 OF ACI 301. STRENGTH TEST RECORDS USED WITH ARTICLE 4.2.3
SHALL BE ≤ 24 MONTHS.
B. SUBMIT DOCUMENTATION OF CONCRETE MIXTURE(S) CHARACTERISTICS AND
COMPLIANCE WITH CONCRETE MIX REQUIREMENTS PRIOR TO USE FOR
APPROVAL BY EOR.
C. MINIMUM CEMENT OF 540 lbs./cu.yd. REQUIRED FOR ALL SLABS-ON-GRADE
4. REINFORCEMENT MATERIALS AND CONSTRUCTION REQUIREMENTS
A. REINFORCING BARS SHALL BE DEFORMED, EXCEPT SPIRALS AND WWR, WHICH
MAY BE PLAIN.
B. DEFORMED REINFORCING BARS SHALL CONFORM TO:
a. ASTM A615 - STANDARD REINFORCING, GRADE 60; GRADE 40 SHALL BE
ALLOWED FOR #3 AND SMALLER BARS.
b. ASTM A706 - REINFORCING TO BE WELDED, GRADE 60
C. WWR SHALL CONFORM TO ASTM A1064
D. ALL REINFORCING, INCLUDING WWR, SHALL BE DETAILED, BOLSTERED AND
SUPPORTED TO COMPLY WITH ACI 315 "DETAILS AND DETAILING OF CONCRETE
REINFORCEMENT" AND THE CONCRETE REINFORCING STEEL INSTITUTE (CRSI)
RECOMMENDATIONS.
E. REINFORCING BARS SHALL NOT BE WELDED UNLESS SPECIFICALLY SHOWN ON
DRAWINGS.
F. WELDING OF ALL NONPRESTRESSED BARS SHALL CONFORM TO AWS D1.4.
G. FIELD BENDING OF REINFORCEMENT PARTIALLY EMBEDDED IN CONCRETE SHALL
NOT BE PERMITTED, EXCEPT AS SHOWN IN THE CONSTRUCTION DOCUMENTS.
H. OFFSET BARS SHALL BE BENT BEFORE PLACEMENT IN THE FORMS.
I. ALL REINFORCEMENT SHALL BE BENT COLD, AND SHALL BE BENT ONLY ONCE AT
THE SAME LOCATION. ALL REINFORCEMENT SHALL BE SHOP BENT, UNLESS
OTHERWISE PERMITTED BY THE EOR.
J. SPECIFIED CONCRETE FOR CAST-IN-PLACE NONPRESTRESSED CONCRETE
MEMBERS:
a. CAST AGAINST AND PERMANENTLY IN CONTACT WITH
GROUND:.................................................................COVER = 3"
b. FORMED CONCRETE EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
•No. 6 THRU No. 18 BARS........................................COVER = 2"
•No.5 BAR, W31 OR D31 WIRE, AND SMALLER........COVER = 1½"
c. NOT EXPOSED TO WEATHER OR IN CONTACT W/ GROUND:
•SLABS, JOISTS, & WALLS: No. 11 BAR & SMALLER..COVER = ¾"
•BEAMS, COLUMNS: PRIMARY REINF., STIRRUPS, TIES, SPIRALS,
HOOPS.....................................................................COVER = 1½"
K. REINFORCING SHALL BE ACCURATELY FORMED TO DIMENSIONS INDICATED IN
DRAWINGS AND PER BENDING DETAILS– SEE DETAIL X/SX.X
L. NO SPLICING SHALL BE PERMITTED EXCEPT AS NOTED ON DAWINGS. WHERE
PERMITTED SPLICES MAY BE MADE BY CONTACT LAPS – SEE LAP DETAIL X/SX.X
M. PLACEMENT TOLERANCE
a. PLACEMENT OF NONPRESTRESSED REINFORCEMENT
• WHEN MEMBER DEPTH (OR THICKNESS) IS 4" OR LESS: ±¼"
• WHEN MEMBER DEPTH (OR THICKNESS) IS OVER 4" AND NOT OVER 12":
±⅜"
• WHEN MEMBER DEPTH (OR THICKNESS) IS OVER 12": ±½"
b. CONCRETE COVER MEASURED PERPENDICULAR TO CONCRETE SURFACE
• WHEN MEMBER DEPTH (OR THICKNESS) IS 12" OR LESS: -⅜"
• WHEN MEMBER DEPTH (OR THICKNESS) IS OVER 12": -½"
• REDUCTION IN COVER SHALL NOT EXCEED ⅓ THE SPECIFIED CONCRETE
COVER
• REDUCTION IN COVER TO FORMED SOFFITS SHALL NOT EXCEED ¼"
c. VERTICAL DEVIATION FOR SLAB-ON-GROUND REINFORCEMENT: ±¾"
d. CLEARANCE BETWEEN REINFORCEMENT OR BETWEEN REINFORCEMENT AND
EMBEDMENT
• ONE-QUARTER SPECIFIED DISTANCE NOT TO EXCEED: ±1"
• DISTANCE BETWEEN REINFORCEMENT SHALL NOT BE LESS THAN THE
GREATER OF THE BAR DIAMETER OR 1" FOR UNBUNDLED BARS
• FOR BUNDLED BARS, THE DISTANCE BETWEEN BUNDLES SHALL NOT BE
LESS THAN THE GREATER OF 1" OR A BAR DIAMETER DERIVED FROM THE
EQUIVALENT TOTAL AREA OF ALL BARS IN THE BUNDLE
e. SPACING OF NONPRESTRESSED REINFORCEMENT, MEASURED ALONG A LINE
PARALLEL TO THE SPECIFIED SPACING
• EXCEPT AS NOTED BELOW: ±3"
• STIRRUPTS, THE LESSER OF ±3" OR ±1" PER FT OF BEAM DEPTH
• TIES, THE LESSER OF ±3" OR ±1" PER FT OF LEAST COLUMN WIDTH
• THE TOTAL NUMBER OF BARS SHALL NOT BE FEWER THAN THAT
SPECIFIED
f. LONGITUDINAL LOCATION OF BENDS IN BARS AND ENDS OF BARS
• AT DISCONTINUOUS ENDS OF CORBELS AND BRACKETS: ±½"
• AT DISCONTINUOUS ENDS OF OTHER ELEMENTS: ±1"
• AT OTHER LOCATIONS: ±2"
g. EMBEDDED LENGTH OF BARS AND LENGTH OF BAR LAPS
• #3 THROUGH #11 BAR SIZES -1"
• #14 AND #18 BAR SIZES -2"
h. PLACEMENT OF SMOOTH ROD OR PLATE DOWELS IN SLAB-ON-GROUND
• CENTERLINE OF DOWEL, VERTICAL DEVIATION MEASURED FROM
BOTTOM OF CONCRETE SLAB AT THE JOINT FOR ELEMENT DEPTH 8" OR
LESS: ±½" WHEN ELEMENT DEPTH IS OVER 8": ±1"
• SPACING OF DOWELS, MEASURED ALONG A INE PARALLEL TO THE
SPECIFIED SPACING: ±3"
THE TOTAL NUMBER OF DOWELS SHALL NOT BE FEWER THAN THAT
SPECIFIED
• CENTERLINE OF DOWEL WITH RESPECT TO A HORIZONTAL LINE THAT IS
PERPENDICULAR TO THE PLANE ESTABISHED BY THE JOINT
1. HORIZONTAL DEVIATION: ±½"
2. VERTICAL DEVIATION: ±½"
i. ANCHOR BOLTS IN CONCRETE
• TOP OF ANCHOR BOLTS SPECIFIED ELEVATION
1. VERTICAL DEVIATION: ±½"
• CENTERLINE OF INDIVIDUAL ANCHOR BOLTS FROM SPECIFIED LOCATION
1. HORIZONTAL DEVIATION
A. FOR ¾" AND ⅞" BOLTS: ±¼"
B. FOR 1", 1¼", AND 1½" BOLTS: ±⅜"
C. FOR 1¾", 2", AND 2½" BOLTS: ±½"
14510.001
$DATE$
$D
ATE$
$FILEL$
R
obe
rt P
eccia
& A
sso
cia
tes
Co
pyr
igh
t
DE
SIG
NE
D B
Y
DR
AW
N B
Y
CH
EC
KE
D B
Y
DA
TE
PR
OJE
CT
NO
.
FIL
E
SHEET
PR
OJE
CT
TIT
LE
SH
EE
T T
ITL
EA
PP
R.
DA
TE
RE
VIS
ION
SY
MB
Y
PR
ELIM
INA
RY
NO
T F
OR
CO
NS
TR
UC
TIO
N
Copyright 2018 ©Robert Peccia & Associates
FLA
TH
EA
D C
OU
NTY
SA
LT/S
AN
D S
TO
RA
GE
SH
ED
KALI
SPELL
, M
ONTANA
GE
NE
RA
L S
TR
UC
TU
RA
L
NO
TE
S
S1.0
EC
S
TJH
MT
M
Jan
ua
ry 2
01
9
17
11
5.0
00
GENERAL STRUCTURAL NOTES
CONCRETE MIX DESIGNS
COMPONENT
f'c at 28
days
(psi)
Max
w/cm
Ratio
Air Content
(%)
Max
Aggregate Size
Exposure
Classes*
F S C
Footings & Walls 5000 0.40 6 1 F3 S0 C3
Sheet List
Sheet Number Sheet Name Sheet Issue Date AG
EN
CY
RE
VIE
W S
ET
S1.0 GENERAL STRUCTURAL NOTES 01/03/19 X
S1.1 GENERAL STRUCTURAL NOTES 01/03/19 X
S2.0 FOUNDATION PLAN 01/03/19 X
S2.1 ROOF FRAMING PLAN 01/03/19 X
S3.0 BUILDING ELEVATIONS & SECTION 01/03/19 X
S4.0 STANDARD CONCRETE DETAILS 01/03/19 X
S4.1 FOUNDATION DETAILS 01/03/19 X
S5.0 STANDARD WOOD DETAILS 01/03/19 X
S6.0 METAL DETAILS 01/03/19 X
AASHTO American Association of State Highway and Transportation Officials
ACI American Concrete Institute
AIA American Institute of Architects
AISC American Institute of Steel Construction
AISI American Iron and Steel Institute
ANSI American National Standards Institute
ASTM ASTM International
AWS American Welding Society
CRSI Concrete Reinforcing Steel Institute
CSI Construction Specifications Institute
FHWA Federal Highway Administration
ICC International Code Council
NCMA National Concrete Masonry Association
PCA Portland Cement Association
PTI Post-Tensioning Institute
WRI Wire Reinforcement Institute
f'c specified compressive strength of concrete, psi
fy minimum specified yield strength of reinforcing steel, psi
psf pounds per square foot used for loads on building or reactions as
from soil on footings
psi pounds per square inch used for stress or strength of concrete
and reinforcing bars
kip 1000 pounds
ksi kips per square inch
C American Standard Channels
HP Bearing pile shapes
HSS Hollow structural sections
L Angles
M Miscellaneous shapes
MC Miscellaneous channels
MT Structural tees from M-shapes
S American Standard Beams
ST Structural tees from S-shapes
TS Structural tubing
W Wide-flange shapes
WT Structural tees from W-shapes
B Beams
C Columns
F Footings
G Girders
J Joists
L Lintels
P Piers, caissons, drilled shafts
R Roof
S Slabs
SW Shearwall(s)
W Walls
ABT About
ABUT Abutment
ADD'L Additional
ADJ Adjacents
ALT Alternate
APPROX Approximate
B, BOT Bottom
BAL Balance
BDL Bundle
BETW Between
BLDG Building
BM Beam
BNT Bent
BOF Bottom of footing
BP Bearing plate
BSMT Basement
CANT Cantilever
CB Catch basin, corner bar
CC Center-to-center
CF Counterfort
CHK Check
CIP Cast-in-place
CJ Construction joint
CL, CLR Clear
CMU Concrete masonry unit
COL(S) Column(s)
CONC Concrete
CONST Construction
CONT Continuous
CONTR Contractor
CONTR JT Contraction joint
COR Corner
CTRD Centered
CY Cubic yard
D10 Deformed wire, 0.10 in.2 area
DBL Double
DET Detail
DETLR Detailer
DIA Diameter
DIAF Diaphragm
DIAG Diagonal
DIR Direction
DIST Distance, distribution
DWG Drawing
DWL Dowel
E East
E, EC, EPOX Epoxy-coated
EA Each
EE Each end
EF Each face
EJ, EXP JT Expansion joint
EL, ELEV Elevation, elevator
EQ Equal, equation
EQUIV Equivalent
EST Estimate
EW Each way
EXIST Existing
EXP Expansion
EXT Extend, exterior
FDN, FNDN Foundation
FF Far face
FIG Figure
FIN Finish
FL Floor
FS Far side
FT Feet, foot
FTG Footing
GA Gage
GALV Galvanized
GC General contractor
GR Grade
HK Hook
H, HOR,
HORIZ, HZ Horizontal
HP High point
HT Height
ID Inside diameter
IF Inside face
IN Inch, inches
INCL Include
INS Inside
INT Interior
JST Joist
JT Joint
KIP Thousand pounds
LB Pound
LF Linear feet
LGTH Length
LIN Linear
LOC Location
LONGIT Longitudinal
LP Low point
LT Left
LW Long way
MAX Maximum
MH Manhole
MID Middle
MIN Minimum
MK Mark
MP Midpoint
N North
NF Near face
NIC Not in contract
NO Number
NOM Nominal
NS Near side
NTS Not to scale
OC On center
OD Outside diameter
OF Outside face
OPNG Opening
OPP Opposite
PC Precast
PCP Precast-concrete panels
PCS Pieces
PI Point of inflection, point of intersection
PIP Poured-in-place
PL Plane bar, plate
PR Pair
PROJ Project
PT Point
PVMT Pavement
QTY Quantity
R Radius
RC Reinforced concrete
RD Round
REBAR Deformed reinforcing bar
REG Register
REINF Reinforcement
REQ Require
RESTEEL Plain bars used for reinforcement, reinforcing bar, wire,
welded wire fabric
RET WALL,
RW Retaining wall
REV Revision
RM Room
RT Right
S South
SCHED Schedule
SD Storm drain
SECT Section
SOG Slab on ground
SP Spiral
SPA Space
SPCG Spacing
SPCR Spacer
SQ Square
ST Stair, step, stirrup, street
STA Station
STD Standard
STIR Stirrup
STR Straight
STRUCT Structural, structures
SUPP Support
SW Short way
SYM Symmetric
T Top
TBL Table
TC, TOC Top of concrete
TEMP Temperature
TF, TOF Top of footing
TOM Top of masonry
TOS Top of slab, top of steel
TOW, TW Top of wall
TRANSV Transverse
TYP Typical
UNO, UON Unless noted otherwise
USO, UOS Unless shown otherwise
V, VERT, VT Vertical
W 10 Plain wire, 0.10 in.2 area
W West
WT Weight
WWF Welded wire fabric
X-SECT Cross section
ABBREVIATIONS
31.00 - EARTHWORK
1. THE FOUNDATION DESIGN IS BASED UPON GEOTECHNICAL RECOMMENDATIONS
CONTAINED IN THE REPORT, "SALT SAND STORAGE BUILDINGS – STEEL BRIDGE
PIT", BY "ALPINE GEOTECHNICAL", DATED NOVEMBER 17, 2017.
RECOMMENDATIONS PROVIDED BY THIS REPORT SHALL BE FOLLOWED IN
ADDITION TO SPECIFICATIONS AND DETAILS IN DRAWINGS.
2. REGISTERED PROFESSIONAL GEOTECHNICAL ENGINEER SHALL JUDGE SUITABILITY
OF UNDERLYING MATERIAL TO SUPPORT FOUNDATIONS AND SHALL APPROVE
BEARING MATERIAL BEFORE FOUNDATION INSTALLATION.
3. ALL EMBANKMENT/FILL MATERIALS SHALL BE COMPACTED IN ACCORDANCE WITH
RECOMMENDATIONS OF GEOTECHNICAL REPORT, WHEN PRODUCED FOR THE
PROJECT, BUT NOT LESS THAN THE FOLLOWING:
A. STRUCTURAL FILL...............................95% OF *MAX DRY DENSITY.
B. SOILS BENEATH SLABS........................95% OF *MAX DRY DENSITY.
C. BACKFILL............................................95% OF *MAX DRY DENSITY.
*ASTM D698 STANDARD PROCTOR
4. OVEREXCAVATE A MINIMUM OF 6 INCHES BENEATH ALL FOUNDATIONS AND
REPLACE WITH A COMPACTED CRUSHED BASE COURSE MATERIAL. REMOVE ALL
LARGE COBBLES (>8” DIAMETER) AND BOULDERS PROJECTING INTO BASE COURSE
LAYER AND REPLACE WITH COMPACTED STRUCTURAL FILL. ALL FOOTINGS SHALL
BEAR ON BASE COURSE OVER UNDISTURBED NATIVE SUBGRADE. WHERE SOFT OR
LOOSE MATERIAL IS FOUND, SUCH MATERIAL SHALL BE REMOVED AND REPLACED
WITH COMPACTED STRUCTURAL FILL AS DIRECTED BY THE PROJECT
GEOTECHNICAL ENGINEER.
5. CONTRACTOR IS RESPONSIBLE FOR THE SAFETY OF EXCAVATIONS, PROTECTION OF
EXISTING UTILITIES AND STRUCTURES, ETC. WHETHER INDICATED OR NOT.
6. UTILITY LINES SHALL NOT BE PLACED BELOW FOUNDATIONS WITHOUT THE
APPROVAL OF ENGINEER.
7. CONTRACTOR SHALL PROVIDE CONTINUOUS SITE DRAINAGE BY A MECHANICAL
METHOD TO CONTROL SURFACE AND UNDERGROUND WATER AS REQUIRED TO
MAINTAIN A DRY WORKING SITE.
8. COORDINATE FOUNDATION DRAINAGE WITH CIVIL DRAWINGS.
9. ALL FOOTINGS SHALL BE CENTERED UNDER WALLS, U.N.O.
10. THE TOP SURFACE OF FOOTINGS SHALL BE LEVEL.
14510.001
$DATE$
$D
ATE$
$FILEL$
R
obe
rt P
eccia
& A
sso
cia
tes
Co
pyr
igh
t
DE
SIG
NE
D B
Y
DR
AW
N B
Y
CH
EC
KE
D B
Y
DA
TE
PR
OJE
CT
NO
.
FIL
E
SHEET
PR
OJE
CT
TIT
LE
SH
EE
T T
ITL
EA
PP
R.
DA
TE
RE
VIS
ION
SY
MB
Y
PR
ELIM
INA
RY
NO
T F
OR
CO
NS
TR
UC
TIO
N
Copyright 2018 ©Robert Peccia & Associates
FLA
TH
EA
D C
OU
NTY
SA
LT/S
AN
D S
TO
RA
GE
SH
ED
KALI
SPELL
, M
ONTANA
GE
NE
RA
L S
TR
UC
TU
RA
L
NO
TE
S
S1.1
EC
S
TJH
MT
M
Jan
ua
ry 2
01
9
17
11
5.0
00
GENERAL STRUCTURAL NOTES (CONT.)
1 2
A
S3.0
1
B
S3.04 S3.0
2
110' - 0"
50
' -
0"
10
' -
0"
30
' -
0"
10
' -
0"
3S3.0
ASPHALT FLOOR - SEE CIVIL DRAWINGS
END WALL: 2x6 @ 24"o.c.
SIDE WALL: 2x8 @ 24"o.c. ALIGNED
WITH ROOF TRUSS FRAMING.
SIDE WALL: 2x8 @ 24"o.c. ALIGNED
WITH ROOF TRUSS FRAMING.
END WALL: 2x6 @ 24"o.c.
EL= 112' - 0"
T.O.C.
EL= 112' - 0"
T.O.C.
EL= 112' - 0"
T.O.C.
T.O.F.
EL= 100' - 0"
FIN. FLR
6 L = 8'-0"
4L
= 1
0'-
0"
4L
= 1
0'-
0"
6 L = 8'-0"
4L
= 1
0'-
0"
6 L = 8'-0"
6 L = 8'-0"
7S4.0
EQ EQ EQ EQ
12S4.0
CO
NC
. T
IE B
EA
M -
12
"Tx2
4"W
CO
NC
. T
IE B
EA
M -
12
"Tx2
4"W
CO
NC
. T
IE B
EA
M -
12
"Tx2
4"W
3'
- 0
"5
' -
10
"3
' -
0"
5'
- 1
0"
5' - 10" 3' - 0"
9S4.0
TYP.
TYP.
TYP.
17' - 6"
TYP.
25' - 0"
TYP.
25' - 0"
TYP.
17' - 6"
15
' -
0"
15
' -
0"
7S4.0
7S4.0
12S4.0
4"ø WALL BLOCK-OUTS
AT T.O. FLR. TYP (4) PLCS.
SEE NOTE 6
7S4.0
SIM.
7S4.0
SIM.
JERSEY RAIL
(BY OWNER)
SIM.
JERSEY RAIL
(BY OWNER)
ADD'L WALL HORIZ INSIDE FACE
CORNER REINF: #5@18"o.c.
SEE 3/S4.0 FOR APPLICATION.
BARS ARE IN ADDITION TO REINF
SHOWN IN 3/S4.0
ADD'L WALL HORIZ INSIDE FACE
CORNER REINF: #5@18"o.c.
SEE 3/S4.0 FOR APPLICATION.
BARS ARE IN ADDITION TO REINF
SHOWN IN 3/S4.0
8"
60"
8"
60"
4L
= 1
0'-
0"
H 1H 2
H 2
H 2
H 2 H 1 H 2H 1
H 2
H 2
H 2H 1
EQ
EQ
CONC. TIE BEAM - 12"Tx24"W
TERM. REINF.
IN STD HOOK
2" CLR F.F.
~
WOOD TRUSSES W/
SS CONECTORS
WOOD FRAMED
WALL
FOUNDATION PLAN NOTES:
1. SEE GENERAL STRUCTURAL NOTES, S1.0-S1.1.
2. SEE S4.0 AND S5.0 FOR STANDARD CONCRETE AND WOOD FRAMING DETAILS.
3. WALL FRAMING TO CONSIST OF UC4A PRESSURE TREATED STUDS, JAMB
POSTS, AND SILL PLATES. TOP PLATE LUMBER TO BE EITHER TREATED OR
UNTREATED, AT CONTRACTOR'S OPTION. ALL LUMBER TO BE HEM-FIR #2 OR
DOUGLAS FIR-LARCH #2.
4. FINISH FLOOR ELEVATION = 100'-0" = 2932'-6" ABOVE MEAN SEA LEVEL
ELEVATION. SEE CIVIL DRAWINGS FOR FINAL GRADING PLANS.
5. EXTERIOR WALL AND ROOF FINISHES SHALL BE INSTALLED ACCORDING TO
WRITTEN MANUFACTURER'S STANDARD CONSTRUCTION MANUAL AND
DETAILS. PROVIDE MANUFACTURER'S STANDARD FLASHING AT RIDGE, EAVE,
RAKES, CORNERS.
6. THRU-WALL DRAIN BLOCK-OUTS SHALL ONLY BELOCATED AS FOLLOWS:
NORTH BLDG => NORTH SIDE (GRIDLINE 'A')
SOUTH BLDG => SOUTH SIDE (GRIDLINE 'B')
7. SEE S6.0 FOR CLADDING DETAILS.
H 1
3 L = 10'-6"
HOLDOWN TYPE (SEE HOLDOWN SCHEDULE)
SHEAR WALL TYPE (SEE SHEAR WALL SCHEDULE)
SHEAR WALL LENGTH
SHEAR WALL, PLACE SHEATHING ON SIDE OF
WALL CORRESPONDING TO SHEAR WALL TAG
WOOD BEARING WALL - SIZE PER PLAN.
INDICATES CONCRETE WALL PER PLAN OVER
CONTINUOUS FOOTING
FOUNDATION PLAN LEGEND
6x6
COLUMN THIS LEVEL, SIZE PER PLAN
INDICATES WALL CONTROL JOINT, REF. 6/S4.0
14" CONCRETE W
ALL
EL= 112' - 0"
T.O.C.
EL= 112' - 0"
T.O.C.
EL= 99' - 0"
T.O.F.
10" CONCRETE
WALL
10" CONCRETE
WALL
14" CONCRETE W
ALL
14" CONCRETE WALL
4"ø WALL BLOCK-OUTS
AT T.O. FLR. TYP (4) PLCS.
SEE NOTE 6
14510.001
$DATE$
$D
ATE$
$FILEL$
R
obe
rt P
eccia
& A
sso
cia
tes
Co
pyr
igh
t
DE
SIG
NE
D B
Y
DR
AW
N B
Y
CH
EC
KE
D B
Y
DA
TE
PR
OJE
CT
NO
.
FIL
E
SHEET
PR
OJE
CT
TIT
LE
SH
EE
T T
ITL
EA
PP
R.
DA
TE
RE
VIS
ION
SY
MB
Y
PR
ELIM
INA
RY
NO
T F
OR
CO
NS
TR
UC
TIO
N
Copyright 2018 ©Robert Peccia & Associates
FLA
TH
EA
D C
OU
NTY
SA
LT/S
AN
D S
TO
RA
GE
SH
ED
KALI
SPELL
, M
ONTANA
FO
UN
DA
TIO
N P
LA
N
S2.0
EC
S
TJH
MT
M
Jan
ua
ry 2
01
9
17
11
5.0
00
SCALE: 1/8" = 1'-0" S3.01FOUNDATION PLAN
SCALE:
3OVERALL BUILDING AXON VIEW
SCALE:
2FOUNDATION AXON VIEW
N
1 2
A
S3.0
1
B
S3.04 S3.0
2
3S3.0
110' - 0"
1' - 0"1' - 0"
50
' -
0"
1'
- 0
"1
' -
0"
4.0
:12
4.0
:12
PRE-MANUFACTURED METAL PLATED WOOD TRUSSES @ 24" o.c.
RIDGE
GA
BLE
EN
D W
ALL
TR
US
S
CO
MM
ON
TR
US
S A
T D
OO
R E
ND
WA
LL
8S5.0
8S5.0
7S5.0
3S6.0
7S5.0
3S6.0
1S6.0 TYP. AT
RIDGE
SEE 2/S3.0
ROOF FRAMING PLAN NOTES:
1. SEE GENERAL STRUCTURAL NOTES, S1.0-S1.1.
2. SEE S5.0 FOR STANDARD WOOD FRAMING DETAILS.
3. ROOF FRAMING CONSISTS OF 19/32" WOOD SHEATHING OVER PRE-
MANUFACTURED WOOD TRUSSES.
4. ROOF TRUSS METAL PLATES SHALL BE STAINLESS STEEL.
5. SEE S2.1 FOR WOOD FRAMED WALL THICKNESSES.
6. EXTERIOR WALL AND ROOF FINISHES SHALL BE INSTALLED ACCORDING TO WRITTEN
MANUFACTURER'S STANDARD CONSTRUCTION MANUAL AND DETAILS. PROVIDE
MANUFACTURER'S STANDARD FLASHING AT RIDGE, EAVE, RAKES, CORNERS.
7. ALL METAL CLADDING FASTENERS SHALL BE HOT-DIP GALVANIZED.
8. THIS PROJECT CONSISTS OF TWO IDENTICAL BUILDINGS. INFORMATION
CONTAINED IN THE DRAWINGS AND SPECIFICATIONS APPLY FOR BOTH BUILDINGS.
SEE CIVIL DRAWINGS FOR SITE PLAN INDICATING BOTH BUILDING LOCATIONS.
9. SEE S6.0 FOR CLADDING DETAILS.
WOOD BEARING WALL BELOW - SIZE PER
PLAN.
ROOF PLAN LEGEND
INDICATES WOOD TRUSSES PER PLAN.
METAL ROOFING (SEE S3.0)
ROOF (T.O.W.)
121' - 1 1/8"
A B
50' - 0"
TRUSS / RIDGE (SYMMETRICAL)CL
2x8 BEARING
WALL SUPPORT
2x8 BEARING
WALL SUPPORT
4.0:12 4.0:12
1' - 0" TYP.
NO DIRECTLY APPLIED CEILING
TOP CHORD DEAD LOAD: 8PSF
BOTTOM CHORD DEAD LOAD: 5PSF
SLIPPERY, UNOBSTRUCTED ROOF
NOTES:
1. G.C./ROOF TRUSS MANUFACTURER TO CONFIRM TRUSS SUPPORT LOCATIONS (SEE PLAN, GENERAL NOTES, FIELD CONDITIONS).
2. COORDINATE ALL DIMENSIONS (INCLUDING TRUSS HEEL HEIGHTS - HEEL DIMENSION SHOWN IS CONCEPTUAL) WITH DRAWINGS AND FIELD
CONDITIONS.
3. SHAPES AS SHOWN IN TRUSS LOADING CONFIGURATION ARE DIAGRAMATIC. ACTUAL ROOF TRUSS WEB LAYOUT AND SHAPE MAY VARY AS
SUBJECT OF APPROVAL.
4. STAINLESS STEEL METAL PLATES ARE REQUIRED.
5. SEE GENERAL STRUCTURAL NOTES SECTION: "01 00 BASIS OF DESIGN" FOR SNOW AND WIND LOADING DATA. NOTE: BUILDING IS
PARTIALLY ENCLOSED; AND SUBJECTED TO NON-STANDARD INTERNAL WIND PRESSURES.
6. ROOF TRUSS MANUFACTURER SHALL COMPLY WITH THE FOLLOWING DEFLECTION LIMATIONS:
• SNOW LOAD --> SPAN/240
• TOTAL LOAD --> 3" MAXIMUM.
7. COMMON TRUSS OVER END WALL ON GRID 1 TO BE DESIGNED TO RESIST AN IN-PLANE DRAG SHEAR LOAD OF 130PLF APPLIED ALONG THE
ENTIRE TOP CHORD, RESISTED BY THE 10FT LONG SHEAR WALLS EACH END OF THE TRUSS. DRAG LOAD SPECIFIED IS ASD LEVEL WIND LOAD.
EQ EQ
2'
- 6
11
/1
6"
14510.001
$DATE$
$D
ATE$
$FILEL$
R
obe
rt P
eccia
& A
sso
cia
tes
Co
pyr
igh
t
DE
SIG
NE
D B
Y
DR
AW
N B
Y
CH
EC
KE
D B
Y
DA
TE
PR
OJE
CT
NO
.
FIL
E
SHEET
PR
OJE
CT
TIT
LE
SH
EE
T T
ITL
EA
PP
R.
DA
TE
RE
VIS
ION
SY
MB
Y
PR
ELIM
INA
RY
NO
T F
OR
CO
NS
TR
UC
TIO
N
Copyright 2018 ©Robert Peccia & Associates
FLA
TH
EA
D C
OU
NTY
SA
LT/S
AN
D S
TO
RA
GE
SH
ED
KALI
SPELL
, M
ONTANA
RO
OF F
RA
MIN
G P
LA
N
S2.1
EC
S
TJH
MT
M
Jan
ua
ry 2
01
9
17
11
5.0
00
SCALE: 1/8" = 1'-0" S2.11ROOF FRAMING PLAN
SCALE: 1/4" = 1'-0" S3.02COMMON TRUSS PROFILE & LOADING
N
T.O.F.
99' - 0"
GRADE LEVEL
100' - 0"
ROOF (T.O.W.)
121' - 1 1/8"
A B
T.O.C.
112' - 0"
30' - 0"
21
' -
1 1
/8
"
ROOF SYSTEM - OUTSIDE TO INSIDE:
• 29ga "Classic Rib" METAL PANEL BY METAL SALES, OR
APPROVED EQUAL. COLOR TO BE COORDINATED WITH OWNER.
• 30# FELT UNDERLAYMENT
• 19/32" WOOD SHEATHING
• MANUF. METAL PLATED WOOD TRUSSES
4.0:12
WALL SYSTEM - OUTSIDE TO INSIDE:
• 29ga "Classic Rib" METAL PANEL BY METAL SALES, OR
APPROVED EQUAL. COLOR TO BE COORDINATED WITH OWNER.
• BUILDING WRAP
• 15/32" WOOD SHEATHING
• WOOD STUD FRAMING PER PLAN
21
' -
1 1
/8
"
12
' -
0"
4.0:12
EQUIPMENT ENTRY
OPENING
EXPOSED CONCRETE
WALLS
T.O.F.
99' - 0"
GRADE LEVEL
100' - 0"
ROOF (T.O.W.)
121' - 1 1/8"
AB
T.O.C.
112' - 0"
ROOF SYSTEM - OUTSIDE TO INSIDE:
• 29ga "Classic Rib" METAL PANEL BY METAL SALES, OR
APPROVED EQUAL. COLOR TO BE COORDINATED WITH OWNER.
• 30# FELT UNDERLAYMENT
• 19/32" WOOD SHEATHING
• MANUF. METAL PLATED WOOD TRUSSES
WALL SYSTEM - OUTSIDE TO INSIDE:
• 29ga "Classic Rib" METAL PANEL BY METAL SALES, OR
APPROVED EQUAL. COLOR TO BE COORDINATED WITH OWNER.
• BUILDING WRAP
• 15/32" WOOD SHEATHING
• WOOD STUD FRAMING PER PLAN
10' - 0" 10' - 0"
4'
- 0
"
TYPICAL STUDS
THROUGH OPENING
EXPOSED CONCRETE
WALLS
T.O.F.
99' - 0"
GRADE LEVEL
100' - 0"
ROOF (T.O.W.)
121' - 1 1/8"
1 2
T.O.C.
112' - 0"
3S3.0 ROOF SYSTEM - OUTSIDE TO INSIDE:
• 29ga "Classic Rib" METAL PANEL BY METAL SALES,
OR APPROVED EQUAL. COLOR TO BE
COORDINATED WITH OWNER
• 30# FELT UNDERLAYMENT
• 19/32" WOOD SHEATHING
• MANUF. METAL PLATED WOOD TRUSSES
WALL SYSTEM - OUTSIDE TO INSIDE:
• 29ga "Classic Rib" METAL PANEL BY METAL SALES,
OR APPROVED EQUAL. COLOR TO BE COORDINATED
WITH OWNER
• BUILDING WRAP
• 15/32" WOOD SHEATHING
• WOOD STUD FRAMING PER PLAN
4'
- 0
"8' - 0" 8' - 0"
OMIT SIDING & SHEATHING FOR
VENTILATION, TYP. EACH SIDE WALL
7S4.0
TYPICAL STUDS
THROUGH OPENING
EXPOSED CONCRETE
WALLS
T.O.F.
99' - 0"
GRADE LEVEL
100' - 0"
ROOF (T.O.W.)
121' - 1 1/8"
A B
T.O.C.
112' - 0"
3' - 0" 7' - 0"
10' - 0"
1'
- 2
"1
' -
0"
12
' -
0"
9'
- 1
1/8
"
21
' -
1 1
/8
"
50' - 0"
32
' -
1 3
/1
6"
4.0
12
MANUF. WOOD TRUSSES PER S2.1
ASPHALT FLOOR, SEE CIVIL DWGS.
CONCRETE FOUNDATION
WALLS, SEE S2.0
WOOD STUD WALL, SEE S2.0
VE
NT
4'
- 0
"
VE
NT
4'
- 0
"
OMIT SHTG & SIDING PER 1/S3.0
2S2.1
14510.001
$DATE$
$D
ATE$
$FILEL$
R
obe
rt P
eccia
& A
sso
cia
tes
Co
pyr
igh
t
DE
SIG
NE
D B
Y
DR
AW
N B
Y
CH
EC
KE
D B
Y
DA
TE
PR
OJE
CT
NO
.
FIL
E
SHEET
PR
OJE
CT
TIT
LE
SH
EE
T T
ITL
EA
PP
R.
DA
TE
RE
VIS
ION
SY
MB
Y
PR
ELIM
INA
RY
NO
T F
OR
CO
NS
TR
UC
TIO
N
Copyright 2018 ©Robert Peccia & Associates
FLA
TH
EA
D C
OU
NTY
SA
LT/S
AN
D S
TO
RA
GE
SH
ED
KALI
SPELL
, M
ONTANA
BU
ILD
ING
ELE
VA
TIO
NS
&
SE
CT
ION
S3.0
EC
S
TJH
MT
M
Jan
ua
ry 2
01
9
17
11
5.0
00
SCALE: 1/8" = 1'-0" S2.04WEST ELEVATION
SCALE: 1/8" = 1'-0" S2.02EAST ELEVATION
SCALE: 1/8" = 1'-0" S2.01SOUTH ELEVATION (NORTH SIM.)
SCALE: 1/8" = 1'-0" S2.03TRANSVERSE BUILDING SECTION
CL CL
FOOTING INTERSECTIONS
LONGITUDINAL
REINF PER FTG
SCHEDULE.
12db
FOOTING CORNER
LONGITUDINAL
REINF PER FTG
SCHEDULE.
TYP.
L PER LAP SCHEDd
12 db
CONCRETE CONTINUOUS
STRIP FOOTING
EXTEND TO OUTER EDGE LESS
CLR COVER & TERMINATE IN
STD 90° HOOK
CORNER BAR - MATCH
LONGITUDINAL REINF
LONGITUDINAL
REINF PER FTG
SCHEDULE.
12
db
WALL INTERSECTIONS
HORIZONTAL
REINF PER PLAN.
12db
WALL CORNER
HORIZONTAL
REINF PER PLAN.
TYP.
L PER LAP SCHEDd
12 db
CONCRETE WALL
EXTEND TO OUTER EDGE LESS
CLR COVER & TERMINATE IN
STD 90° HOOK
CORNER BAR - MATCH
HORIZONTAL REINF
HORIZONTAL
REINF PER PLAN.
12
db
T.O.F.
99' - 0"
GRADE LEVEL
100' - 0"
T.O.C.
112' - 0"
10' - 0"
1'
- 2
"1
' -
0"
5' - 10"
14" THICK CONC. WALL GRIDLINE 'A','B','2'.
10" THICK GRIDLINE '1'
TYP.
0' - 2" CLR
#5 @ 18"o.c.
VERT. REINF.
#5 @ 18"o.c.
HORIZ. REINF.
AT GRIDLINE 'A,B,2': #7 VERT. DOWELS
@ 9"o.c. I.S., AT GRIDLINE '1' #5@
9"o.c. FACE. HOOK INTO TOE.
5'
- 0
"
TYP.
0' - 2" CLR
Lsb
UNDISTURBED NATIVE
ALLUVIAL GRAVELS
4" THICK, MIN. CRUSHED
GRAVEL LEVELING BASE
COURSE, COMPACTED.
FIN. GRADE, SEE CIVIL
DWGS.
4" ASPHALT
FLOOR 6" (CBC),
SEE CIVIL DWGS.
#5 DOWELS @ 9"o.c. O.S.FACE.
HOOK IN BOT OF FTG. W/ STD
HOOK
5'
- 0
"
#7@9"o.c. TRANS. REINF.
SEE NOTE.
#5@18"o.c. LONG.
REINF, T&B.
0'
- 2
" C
LR
WOOD FRAMED WALL,
SEE PLAN FOR SIZE.
GRID
CLR
0'
- 2
"
CLR
0'
- 2
"
1
1
METAL SIDING,
SEE S3.0
SILL PLATE AND ANCHORS
PER 1/S5.0
PROVIDE (2) COATS OF
SEALANT ALL INSIDE SURFACES
OF CONCRETE WALLS
KEY, CTR IN WALL.
NOT REQ'D @ GRIDLINE '1'.
1½
"
2½"
1
WALLCL
1 11
NOTE: AT BUILDING CORNERS AT GRIDLINE '2',
VERTICALLY OFFSET DOWNWARD FTG TOP TRANSV.
REINF. ALONG GRIDLINE 'A' & 'B' WITHIN 6ft OF BLDG
CORNER TO CLEAR TRANSV. REINF ON GRIDLINE '2'
T.O.F.
99' - 0"
GRADE LEVEL
100' - 0"
ASPHALT FLOOR,
SEE CIVIL DWGS.
0'
- 3
" C
LR
1'
- 0
"
2' - 0"
(6) #8 LONG. REINF. STAGGER LAP
SPLICE LOCATIONS - NO MORE
THAN 50% SPLICED AT SAME
LOCATION. (SEE NOTE)
#4 TRANS.
REINF @ 18"o.c.
4" CRUSHED
GRAVEL LEVELING
BASE COURSE.
NOTE:
AT GRIDLINE '1' REDUCE LONG. REINF TO (6) #6 INSTEAD OF (6) #8.
EL= 99'-0"
T.O.F.
L12S4.0
d
EXTEND LONG. TIE-BEAM
REINF. INTO SIDE WALL
FOOTING
TIE-BEAM SIDE WALL
FOOTING
CONCRETE REINFORCING BAR DEVELOPMENT &
LAP SPLICE LENGTH SCHEDULEBAR SIZE "db"
(GRADE 60)
f'c = 3500 PSI
22" 29" 29" 38" 8"
NOTES:
1. ALL TABULATED VALUES REQUIRE CLEAR SPACING BETWEEN BARS ≥ 2*db & CLEAR COVER ≥ db
(IF THESE CONDITIONS ARE NOT SATISFIED, MULTIPLY TABULATED VALUES BY 1.5).
2. Ld = TENSION DEVELOPMENT LENGTH
3. Lt = DEVELOPMENT LENGTH FOR "TOP" BARS IN TENSION.
4. Lsb = TENSION LAP SPLICE LENGTH FOR BARS OTHER THAN "TOP" BARS ("CLASS B").
5. Lsbt = TENSION LAP SPLICE LENGTH OF "TOP" BARS.
6. Ldh = TENSION HOOK DEVELOPMENT LENGTH (SIDE COVER ≥ 2½", END COVER ≥ 2").
7. "TOP" BARS = REINFORCEMENT WITH > 12" OF FRESH CONCRETE CAST BELOW.
#4
Ld Lt Lsb Lsbt Ldh
f'c = 4000 PSI
Ld Lt Lsb Lsbt Ldh
19" 25" 25" 33" 7"
f'c = 5000 PSI
18" 24" 24" 31" 7"
28" 36" 36" 47" 10" 24" 31" 31" 41" 9" 23" 30" 30" 38" 8"
33" 43" 43" 56" 12" 29" 37" 37" 49" 10" 27" 35" 35" 46" 10"
48" 63" 63" 81" 14" 42" 54" 54" 71" 12" 40" 51" 51" 67" 11"
#5
#6
#7
Ld Lt Lsb Lsbt Ldh
t
CUT EVERY OTHER HORIZ. REINF.
BAR @ CONTROL JOINT
¾"
1" M
IN
10
% t
½"
CONTROL JOINTS ALIGN
ACROSS WALL
NOTES:
1. CAST REVEAL/CONTROL JOINT FULL HEIGHT OF WALLS
ON BOTH FACES OF WALL.
2. CAULK EXTERIOR AND INTERIOR JOINT.
3. PROVIDE CONTROL JOINTS AT A MAX SPACING OF 25 FT
AND WITH 15 FT OF A CORNER, U.N.O. ON PLAN.
4. JOINT LOCATIONS ARE INDICATED BY ON THE PLANS.
BEAM BEAM
90° 135° 135°
STIRRUP AND TIE HOOKS SEISMIC STIRRUP/TIE
HOOKS
180° 90°
RECOMMENDED END HOOKS
STIRRUP (TIES SIMILAR) STIRRUP AND TIE HOOK DIMENSIONS
BAR
SIZE, No.
135° SEISMIC STIRRUP/TIE HOOK DIMENSIONS
RECOMENDED END HOOKS (D= FINISHED BEND DIAMETERS)
D,* in.
90° HOOK 135° HOOK
HOOK A OR G, ft-in. HOOK A OR G, ft-in. H APPROX., ft-in.
#3 1½ 4 4 2½
#4 2 4½ 4½ 3
#5 2½ 6 5½ 3¾
#6 4½ 1-0 8 4½
#7 5¼ 1-2 9 5¼
#8 6 1-4 10½ 6
BAR
SIZE, No.D,* in.
135° HOOK
HOOK A OR G, ft-in. H APPROX., ft-in.
#3 1½ 4¼ 3
#4 2 4½ 3
#5 2½ 5½ 3¾
#6 4½ 8 4½
#7 5¼ 9 5¼
#8 6 10½ 6
BAR
SIZE, No.
D,* in.90° HOOK135° HOOK
A OR G, ft-in. J, ft-in.
#3 2¼ 5 3 6
#4 3 6 4 8
#5 3¾ 7 5 10
#6 4½ 8 6 1-0
#7 5¼ 10 7 1-2
#8 6 11 8 1-4
#9 9½ 1-3 11¾ 1-7
#10 10¾ 1-5 1-1¼ 1-10
#11 12 1-7 1-2¾ 2-0
#14 18¼ 2-3 1-9¾ 2-7
#18 24 3-0 2-4½ 3-5
A OR G, ft-in.
A OR G
AO
RG
A OR G
AO
RG
NOTES:
'D'= BAR BEND DIAMETER
'd'= REINF. BAR DIAMETER
AO
RG
DIM
EN
SIO
N
DE
TA
ILIN
G A OR G
d
D
D
6d FOR #3,#4,#5
12d FOR #6,#7,#8
D
DIM
EN
SIO
N
DE
TA
ILIN
GH
OO
K
d
6d
H
D
HO
OK
DIM
EN
SIO
N
DE
TA
ILIN
G
d
6d, 3" MIN
.
D
H
D
DIMENSION
DETAILING HOOK
MIN.
4d OR 2½"
J
D
d
DIMENSION
DETAILING
12
d
d
14510.001
$DATE$
$D
ATE$
$FILEL$
R
obe
rt P
eccia
& A
sso
cia
tes
Co
pyr
igh
t
DE
SIG
NE
D B
Y
DR
AW
N B
Y
CH
EC
KE
D B
Y
DA
TE
PR
OJE
CT
NO
.
FIL
E
SHEET
PR
OJE
CT
TIT
LE
SH
EE
T T
ITL
EA
PP
R.
DA
TE
RE
VIS
ION
SY
MB
Y
PR
ELIM
INA
RY
NO
T F
OR
CO
NS
TR
UC
TIO
N
Copyright 2018 ©Robert Peccia & Associates
FLA
TH
EA
D C
OU
NTY
SA
LT/S
AN
D S
TO
RA
GE
SH
ED
KALI
SPELL
, M
ONTANA
ST
AN
DA
RD
CO
NC
RE
TE
DE
TA
ILS
S4.0
EC
S
TJH
MT
M
Jan
ua
ry 2
01
9
17
11
5.0
00
SCALE: 3/4" = 1'-0"
1REINFORCING AT CONTINUOUS FOOTING
INTERSECTIONS
SCALE: 3/4" = 1'-0"
3STANDARD REINFORCING AT WALL CORNERS &
INTERSECTIONS
SCALE: 3/4" = 1'-0" S2.07FOUNDATION WALL SECTION
SCALE: 3/4" = 1'-0" S2.012FOUNDATION TIE BEAM SECTION
SCALE: 3/4" = 1'-0" S2.09TIE-BEAM CONN. TO WALL FTG
SCALE: 1 1/2" = 1'-0"
2REINFORCING BAR DEVELOPMENT SCHEDULE
SCALE: 1 1/2" = 1'-0"
6CONCRETE WALL CONTROL JOINT
SCALE: 1 1/2" = 1'-0"
10STANDARD REBAR HOOKS
WALL REINF., SEE 7/S4.0
EXTERIOR
EXPOSURE RATED
SHTG, SEE S1.0
P.T. 2x BLOCKING
BETWEEN STUDS
(MATCH STUD WIDTH)
E.N. PER PLAN
GRID
GA
P
4'-
0" V
EN
TIL
AT
ION WALL STUD PER PLAN
"H2.5ASS" OR "H8SS"
(STUD-TO-SILL PLATE)
@EA STUD
ANCHOR BOLTS PER
1/S5.0 (STAGGER
ADJACENT BOLTS)
WALL REINF., SEE 7/S4.0
E.N. PER PLAN
GRID
WALL STUD PER PLAN
"H2.5ASS" OR "H8SS"
(STUD-TO-SILL PLATE)
@EA STUD
ANCHOR BOLTS
SEE 1/S5.0
EXTERIOR EXPOSURE
RATED SHTG, SEE S1.0
CONC. WALL PER
PLAN
#4@12"o.c. VERT.
REINF HOOK INTO
SLAB
CLR
0'
- 2
"
CLR
0'
- 3
"
1'
- 0
"
EL= SEE CIVIL DWGS
T.O.W.
CLR
0' - 2"
0' - 2"
2' - 0"
FINISH GRADE
SEE CIVIL DWGS
CLR
0' - 2"
(4) #4 HORIZ. REINF.
EQ SPACED
0' - 8"
6" CONC. SLAB-ON-GRADE
SEE CIVIL DWGS FOR
BALANCE
(3) #4 LONG. REINF.
EQ EQ1
1
17"
COMPACTED
NATIVE GRAVELSNOTE: SEE C1.0 FOR RETAINING WALL PLANS.
14510.001
$DATE$
$D
ATE$
$FILEL$
R
obe
rt P
eccia
& A
sso
cia
tes
Co
pyr
igh
t
DE
SIG
NE
D B
Y
DR
AW
N B
Y
CH
EC
KE
D B
Y
DA
TE
PR
OJE
CT
NO
.
FIL
E
SHEET
PR
OJE
CT
TIT
LE
SH
EE
T T
ITL
EA
PP
R.
DA
TE
RE
VIS
ION
SY
MB
Y
PR
ELIM
INA
RY
NO
T F
OR
CO
NS
TR
UC
TIO
N
Copyright 2018 ©Robert Peccia & Associates
FLA
TH
EA
D C
OU
NTY
SA
LT/S
AN
D S
TO
RA
GE
SH
ED
KALI
SPELL
, M
ONTANA
FO
UN
DA
TIO
N D
ET
AIL
S
S4.1
EC
S
TJH
MT
M
Jan
ua
ry 2
01
9
17
11
5.0
00
SCALE: 1 1/2" = 1'-0"
1SILL CONN. @ VENTILATION GAP
SCALE: 1 1/2" = 1'-0"
2SILL CONNECTION DETAIL
SCALE: 1" = 1'-0"
3DETENTION BASIN RETAINING WALL
NOTES:
1. NO NOTCHES/HOLES PERMITTED IN (3) STUD PACK OR GREATER.
2. PROVIDE SIMPSON "STUD SHOES", TYPE "HSS" FOR ALL NOTCHED OR
BORED STUDS SUPPORTING 2 STORIES OR GREATER.
3. NOTCHING AND BORING LIMITS SHALL BE REDUCED BY 50% FOR WALL
STUDS SUPPORTING 4 OR MORE STORIES.
4. NOTCHES AND BORINGS SHALL NOT OCCUR IN SAME SECTION OF STUD.
NOTCH LIMITS BORING LIMITS
NOTCH DEPTH ≤ ¼d
NO
TC
H H
EIG
HT
< ⅖
d
⅝" MIN.
d d
WALL STUD WALL
STUD
STUD STUD
STUD
ST
UD
⅖d *
STUD
* ⅗dSTUD @ DOUBLE STUD
NO
NO
TC
HE
S/H
OLE
S
h
h/3
h/3
NOTCHES AND
HOLES OKAY HERE
NOTCHES AND
HOLES OKAY HERE
TOP VIEW
0' - 3"0' - 3"
TYP.
0' - 3"
MIN
.
2½
"
TY
P.
1½
" M
IN.,TYP.
4' MIN.,
(16) 16d (0.162" Ø)
EA SIDE OF SPLICE
SPLICE BELOW
(3) 16d (0.162" Ø) (3) 16d (0.162" Ø)
CORNER LAP INTERSECTION LAP
NOTES:
1. DO NOT SPLICE PLATES WITHIN 48" OF CORNERS, INTERSECTIONS, OR END JOINTS OF PLATES.
2. SIMPSON MSTA18 CTRD. ON SPLICE, ON EACH NARROW FACE OF SPLICED PLATE MAY BE SUBSTITUTED
FOR STANDARD FACE-NAILED SPLICE.
SHEAR
WALL
TYPE
EXT. FRAMED 1 WALL HEIGHT (ft)
DIRECT BEARING
C.I.P. ANCHOR BOLT 2,3,4
SIZE & SPACING (o.c.)
ANCHOR BOLT SCHEDULE
6
4
3
2
9 ft
-
-
-
⅝"ø @48"
STANDARD WASHER/
SW SHTG ONE SIDE
J - ANCHOR
BOLT OPTION
U.N
.O.
7" M
IN.
U.N
.O.
TH
ICK
NE
SS
OF
PLA
TE
+ 1
¼" M
IN.
½" INSIDE FACE SHTG TO EDGE OF WASHER
0' - 2"
2x (MIN) SILL PLATE
HEADED A.B. PER SCHED.
CONCRETE SUPPORT
7" M
IN U
.N.O
.
db
db
4.5d MAX
3d MIN
b
r = 2db
FACE HOOK AWAY FROM
CLOSEST CONC. EDGE
ANCHOR BOLT LAYOUT PLAN
PER SCHEDULE
SPACING
12" MAX
4" MIN SHEAR WALL SHTG
END OF
SILL PLATE
-
STAGGER SPACE
AT DBL SIDED
SHEAR WALL
STD CUT WASHER BTWN NUT &
SLOTTED WASHER - REQ'D AT
OPTIONAL SLOTTED WASHERS ONLY
SILL PLATE
STANDARD
WASHER
OPTIONAL
SLOTTED
WASHER
SQUARE PLATE WASHER
0.229" x 3" x 3" MIN.d +
3/1
6" M
AX
1¾" M
AX
b
NOTES:
1. WIDTH OF SILL PLATE ≥ SUPPORT STUD WIDTH
2. ANCHOR BOLTS, NUTS, AND WASHERS IN CONTACT W/ PRESERVATIVE-TREATED WOOD SHALL BE
STAINLESS STEEL.
3. PROVIDE MINIMUM 2 ANCHOR BOLTS PER SILL PLATE PIECE.
d + 1
/16"
b
A.B.
b
-
-
1. APPIES TO HEIGHT OF WALL SUPPORTED DIRECTLY ON SILL PLATE - NOT RAISED
WOOD FLOOR CONDITION.
2. AT DOUBLE SIDED SHEAR WALLS, USE ⅝"ø A.B. AND DECREASE A.B. SPACING BY
½ LISTED TABLE SPACINGS FOR SHEAR WALL TYPE.
3. ANCHOR BOLTS, NUTS, AND WASHERS SHALL BE STAINLESS STEEL.
4. THE MORE RESTRICTIVE SPACING SHALL APPLY FOR SHEAR WALL TYPE VERSES
WALL HEIGHT
⅝"ø @40"
⅝"ø @32"
⅝"ø @26"
⅝"ø @20"
WOOD SHEAR WALL SCHEDULE1
MARKEDGE FIELD12
6"o.c.6
SOLE PLATE
FASTENING3,4,5,6
SHEAR WALL
CAPACITY
12"o.c.
2
NOTES:
1. SHEATHING SHALL BE EXTERIOR EXPOSURE, 15/32-INCH THICKNESS CATEGORY, ORIENTED STRAND
BOARD (OSB) CONFORMING TO DOC PS 2.
2. FASTENENING SHALL BE 10d (0.148"ø HDG) WITH NAIL HEAD DRIVEN FLUSH WITH SURFACE OF
SHEATHING. DO NOT OVERDRIVE NAIL AND BREAK FIBERS OF SHEATHING.
3. STRONG-DRIVE SDWS WOOD SCREWS AS MANUFACTURED BY SIMPSON STRONG-TIE.
4. PROVIDE DOUBLE 1¼" THICK RIM AT TYPE 2 SHEAR WALLS WITH ½ SOLE PLATE FASTENERS EACH RIM
PLY AT SPECIFIED SPACING.
5. SOLE PLATE FASTENERS SHALL BE CENTERED IN RIM PLYs, WITH 6" MIN. RIM END DISTANCE.
6. WALLS WITH DOUBLE 2x SOLE PLATES SHALL USE STRONG-DRIVE SDWS22600DB FOR ALL SHEAR WALL
TYPES USING 6"o.c. SPACING (TWO ROWS FOR TYPE 2 WALLS).
7. TRANSFER CLIPS AS MANUFACTURED BY SIMPSON STRONG-TIE. EITHER A35 OR LTP5 MAY BE USED AT
CONTRACTORS OPTION.
8. REFERENCE STANDARD WOOD FRAMING DETAILS FOR LOCATION OF TRANSFER CLIPS.
9. ORIENT TRANSFER CLIPS WITH LONG DIMENSION PARALLEL WITH WALL PLATES.
10. BLOCK ALL PANEL EDGES AND EDGE NAIL SHEATHING TO BLOCKING.
11. PROVIDE 3x OR GREATER NOMINAL LUMBER AT ADJOINING PANEL EDGES OR 2-2x LUMBER
FASTENED TOGETHER WITH SAME NAIL SIZE AND SPACING AS REQUIRED FOR EDGE NAILING FOR THE
SHEAR WALL TYPE, FOR SHEAR WALLS WITH EDGE NAIL SPACING ≤ 3"o.c. STAGGERED SPACING.
12. FIELD NAILING SHALL BE A MAXIMUM SPACING OF 6"o.c.
4
3
SHEATHING
NAILING2
4"o.c.
3"o.c.
2"o.c.
12"o.c.
12"o.c.
12"o.c.
16d (0.162"ø) @6"o.c.
16d (0.162"ø)@4"o.c.
SDWS22400DB @ 6"o.c.
(2) SDWS22400DB @ 6"o.c.
RIM BOARD, BLOCKING
TRANSFER CLIPS7,8,9
A35@24"o.c. (LTP5@21"o.c.)
A35@16"o.c. (LTP5@14"o.c.)
A35@12"o.c. (LTP5@10"o.c.)
A35@ 9"o.c. (LTP5@ 8"o.c.)
310 plf
350 plf
600 plf
770 plf
ROOF SHTG PER PLAN
1½" ø HOLES @6"o.c.
(3-HOLES PER 2x
BLOCK)
BOUNDARY NAILING PER PLAN
E.N. PER PLAN
EXTERIOR EXPOSURE RATED
SHTG PER S1.0
CONT. 2x BEVELED BLOCKING
BETWEEN TRUSSES (PROVIDE DEPTH
TO OVERLAP SHTG BELOW 1½" MIN.)
FINISH, SEE 3/S6.0 FOR
REQUIREMENTS
1½
"
"CS22" STRAP (26" MIN. LONG) W/ (6) 8d
HDG NAILS TO VERT. TRUSS WEB
MEMBER & (6) 8d HDG NAILS TO STUD
BELOW
E.N. PER PLAN
WALL STUD PER PLAN,
CTRD BENEATH ROOF
TRUSS
P.T. 2x4 BLOCKING BETWEEN TRUSSES,
W/ 10d STAINLESS STEEL NAIL @6"o.c.
TO TOP PLATE
B.N.
2x4 BLOCKING w/ SIMPSON A34
EA. END, ALIGN w/ KICKER
(5) 10d TO EA. 2x4 BLOCK
(4) 10d (KICKER-TO-BLOCK)
1
1
2x6 KICKER @ 4'-0" o.c. w/
HGA10KT TO T.O. WALL
E.N.
E.N.
WOOD SHTG PER ROOF FRAMING
PLAN
PRE-ENGINEERED TRUSSES PER
ROOF FRAMING PLAN
GABLE END WALL TRUSS
2x4 BLKG @ 4'-0" o.c.
EMBED
STRAP TO
CONC. WALL
MARKHOLDOWN
TYPE
JAMB POST
SIZE
HOLDOWN SCHEDULE
LSTHD8
STHD14
4x6 OR 4x8H1
H2 4x6 OR 4x8
1. HOLDOWNS BY SIMPSON STRONG-TIE. (OR APPROVED EQUAL)
2. FOLLOW MANUFACTURER'S INSTALLATION DETAILS FOR
HOLDOWN PLACEMENT AND SUPPLEMENTAL REINFORCING.
3. WOOD FASTENERS SHALL BE TYPE, SIZE, AND QUANTITY PER
MANUFACTURER - FILL ALL FASTENER HOLES IN HOLDOWN.
BOUNDARY
NAILING PER PLAN
E.N. PER PLAN
STUD WALL PER PLAN
4x6 ENDWALL BRACE @ 6'-0" o.c.
(ALONG ENTIRE LENGTH OF ENDWALL)
w/ "HGA10KTHDG" E.S. OF BRACE @
LOW END AS SHOWN
2x6 BLKG @ 6'-0" o.c. (ALIGNED w/ EA.
ENDWALL BRACE) w/ "LUS26SS" HANGER
EA. END
B.N. INTO BLKG
≥ 45°
1' - 0"
E.N. PER PLAN
"H3SS" @ EVERY OUTLOOKER
2x6 OUTLOOKER @ 24" o.c.
CONT. 2x6 FASCIA
(4) "SDS25312" SCEWS
FROM EA. BLOCK INTO
END BRACE
FULL-DEPTH BLKG
BETWEEN OUTLOOKERS
FLAT-WISE END TRUSS w/
2x4 VERTS @ 24" o.c.
WHERE ENDWALL TRUSS
HEIGHT EXCEEDS 5'-0",
PROVIDE FULL-HEIGHT 2x4
VERT. BRACE, FASTENED TO
TRUSS VERT w/ 10d HDG
NAILS @ 6" o.c.
"LUS26SS" HANGER (UPSIDE-
DOWN)
2' - 0"
"A34" CLIP
5½
"
FINISH, SEE 3/S6.0
FOR REQUIREMENTS
BOUNDARY
NAILING PER PLAN
E.N. PER PLAN
STUD WALL PER PLAN
4x6 ENDWALL BRACE @ 6'-0" o.c.
(ALONG ENTIRE LENGTH OF ENDWALL)
w/ "HGA10KTHDG" E.S. OF BRACE @
LOW END AS SHOWN
2x6 BLKG @ 6'-0" o.c. (ALIGNED w/ EA.
ENDWALL BRACE) w/ "LUS26SS" HANGER
EA. END
B.N. INTO BLKG
≥ 45°
1' - 0"
E.N. PER PLAN
"H3SS" @ EVERY OUTLOOKER
2x6 OUTLOOKER @ 24" o.c.
CONT. 2x6 FASCIA
(4) "SDS25312" SCEWS
FROM EA. BLOCK INTO
END BRACE
FULL-DEPTH BLKG
BETWEEN OUTLOOKERS
STRUCTURAL END TRUSS W/ 2x4
VERTS @24"o.c., MIN. 2x6 BTM
CHORDWHERE ENDWALL TRUSS
HEIGHT EXCEEDS 5'-0",
PROVIDE FULL-HEIGHT 2x4
VERT. BRACE, FASTENED TO
TRUSS VERT w/ 10d HDG
NAILS @ 6" o.c.
"LUS26SS" HANGER (UPSIDE-
DOWN)
2' - 0"
"A34" CLIP
5½
"
FINISH, SEE 3/S6.0
FOR REQUIREMENTS
14510.001
$DATE$
$D
ATE$
$FILEL$
R
obe
rt P
eccia
& A
sso
cia
tes
Co
pyr
igh
t
DE
SIG
NE
D B
Y
DR
AW
N B
Y
CH
EC
KE
D B
Y
DA
TE
PR
OJE
CT
NO
.
FIL
E
SHEET
PR
OJE
CT
TIT
LE
SH
EE
T T
ITL
EA
PP
R.
DA
TE
RE
VIS
ION
SY
MB
Y
PR
ELIM
INA
RY
NO
T F
OR
CO
NS
TR
UC
TIO
N
Copyright 2018 ©Robert Peccia & Associates
FLA
TH
EA
D C
OU
NTY
SA
LT/S
AN
D S
TO
RA
GE
SH
ED
KALI
SPELL
, M
ONTANA
ST
AN
DA
RD
WO
OD
DE
TA
ILS
S5.0
EC
S
TJH
MT
M
Jan
ua
ry 2
01
9
17
11
5.0
00
SCALE: 1 1/2" = 1'-0"
5STANDARD WALL STUD NOTCHING AND BORING
LIMITS
SCALE: 1 1/2" = 1'-0"
606-10 Std Wall Top Plate Splice
SCALE: 1 1/2" = 1'-0"
1WOOD SILL PLATE ANCHORAGE
SCALE: 12" = 1'-0"
3WOOD SHEAR WALL SCHEDULE
SCALE: 1" = 1'-0" S2.17STD ROOF TRUSS CONN. TO T.O. WALL
SCALE: 1" = 1'-0" S2.18STD GABLE END WALL ASSEMBLY
SCALE: 1" = 1'-0"
4WOOD SHEAR WALL HOLDOWN SCHEDULE
SCALE: 1" = 1'-0"
9ENDWALL/OVERHANG ASSEMBLY (TRUSS ROOF
FRAMING)SCALE: 1" = 1'-0"
12ENDWALL/OVERHANG ASSEMBLY OVER OPENING
WALL PANEL
SWITCH SCREW
@1'-0"o.c.
OUTSIDE CORNER
WALL SHEATHING
PER PLAN
FASTENER
TAPE SEALANT
INSIDE CLOSURE
12" VENTED SOFFIT
ROOF PANEL
ROOF SHEATHING
PER PLAN
J-CHANNEL
FASTENER
FASTENER
FASTENER
WALL PANEL
NOTE: SIM CONSTRUCTION AT RAKE OVERHANGS
FASTENER
FASTENER
WALL PANEL
POST TRIM
JAMB STUD
J-CHANNEL
NOTE: APPLY DETAIL AT VERT. EDGES OF WALL VENTING AT JAMB LOCATIONS
ROOF PANEL
CL
VENTED RIDGE
COVER
ROOF SHEATHING
PER PLAN
MOISTURE BARRIER
FASTENER
TAPE SEALANT
CL
VENT MATERIAL
CLASSIC RIB OUTSIDE CLOSURE
VENT DRIP#14-10x2" @1'-0"o.c.
OFFSET CLEAT
1/8"x3/16" POP RIVET
@1'-0"o.c.
SINGLE BEAD TAPE SEALANT
0' - 3"
FASTENER
NOTE: APPLY DETAIL AT WALL VENTING LOCATIONS ALSO
WALL PANEL
TAPE SEALANT
INSIDE CLOSURE
BASE MOLDING
14510.001
$DATE$
$D
ATE$
$FILEL$
R
obe
rt P
eccia
& A
sso
cia
tes
Co
pyr
igh
t
DE
SIG
NE
D B
Y
DR
AW
N B
Y
CH
EC
KE
D B
Y
DA
TE
PR
OJE
CT
NO
.
FIL
E
SHEET
PR
OJE
CT
TIT
LE
SH
EE
T T
ITL
EA
PP
R.
DA
TE
RE
VIS
ION
SY
MB
Y
PR
ELIM
INA
RY
NO
T F
OR
CO
NS
TR
UC
TIO
N
Copyright 2018 ©Robert Peccia & Associates
FLA
TH
EA
D C
OU
NTY
SA
LT/S
AN
D S
TO
RA
GE
SH
ED
KALI
SPELL
, M
ONTANA
ME
TA
L D
ET
AIL
S
S6.0
EC
S
TJH
MT
M
Jan
ua
ry 2
01
9
17
11
5.0
00
SCALE: 1 1/2" = 1'-0"
2CLADDING AT WALL CORNER DETAIL
SCALE: 1 1/2" = 1'-0" S2.13ROOF CLADDING AT EAVE DETAIL
SCALE: 1 1/2" = 1'-0"
4ENTRY OPEING TRIM DETAILSCALE: 1 1/2" = 1'-0" S2.1
1VENTED ROOF RIDGE DETAIL
SCALE: 1 1/2" = 1'-0"
5CLADDING AT WALL BASE DETAIL