HomeMy WebLinkAboutPlans.pdf24-0"
T. wall = 51'-7'
T. ftg = 751-11"
T wall =
T.ftg =75'-11"
T. Slab 81'-3"
0 back wall
Coordinate awning/trimme
connection w/Eng N
4" conc slab w/ #4 0 15"
ea way over 4" compacted
graveL See general notes.
7-3 3/4"
- T. wall = 51-7"
T. Slab 81'-0"
0 garage doors
3'-11/2" 3'-r" 3/4"
13'-5 1/4" 3'-1 1/2"
44'-O"
Footing Pad Schedule
Mark
Size
Depth
Reinforcing
0
2'-6" x 2'-6"
12"
4-#4 E.W.
OPEN -HOLE SOILS REPORT
IS REQUIRED AT FOOTING
INSPECTION f Sop PSF
2T-51/4"
sun - slab elev
vanes in garage
T. slab
51'-3"
J
9
a5
T. wall = 81'-7"
T
T.ftg =78'-11"
10'-0"
'f
//
T. wall = 50'-11"
T. ftg = 75-11"
ST. slab
T. wall = 51-7"
51-7'
T ftg = 78'-11"
6" concrete wall
IL
typical u.na.
16" concrete footing
L
typical u.no.
2 3/4" 8'-3"
T. wall = 81'-7"
LT ftg = 781-11'
9
Co
13'-61/4"
N
7. wall = 501-11"
T.ftg =78'-11'
Ie)
5�
l b/b"0
r4" cont slab w/ #4 0 15"
ea way over 4" compacted
gravel. See general notes.
support reinf mate above
grade wl cont or pvc "chairs"
I I
T. wall = 50'-11"
T. ftg = 75-11"
8'-51/2"
13'-91/4"
1'-4" M
T, ftg = 50'-11" 1-- --I
typ 0 int pads Ini
t I-
I I
4
in
�J\
I
O
r4
N
r`
t
F
t
rn
t�
• N n n S WI® ®4 , . on
71
4'-51/4"
5'-1 1/2"
T. wall = 51'-7"
T. fig = 75-11"
14'-41/2"
7. wall = Sc7-11"
7. ftg = 75'-11"
10'-11/2"
11-111/4"
36'-0"
T. wall = 81'-7"
T. ftg = 75'-11"
5-0"
T. wall = 51-7"
T. footing = 80-11"
T. wall = 51'-7"
7. ftg = 75-11"
T. wall = 81-7"
T. ftg = 75'-11"
T. slab
T
J
IN
-T
L_
1'-11 1/4"
/ Jr
t wall = 80'-11"
tftg=78'-11"
10'-1 1/2"
S5
I-111/4"
14'-O"
68'-0"
OPEN -HOLE SOILS REPORT
IS REQUIRED AT FOOTING
INSPECTION I Sob PSF
Foundation Plan
Plan Notes:
1. All dimensions and elevations shall he verified against the architectural drawings and any discrepancies shall be brought to the attention of the architect.
2. All exterior bottom of footings and pads shall be 36" below finish grade or to undisturbed natural soil, whichever is lower.
3. Design has not been coordinated with site specific soil engineering properties. An assumed allowable soils hearing capacity of 1500 pef was used for this
design. The design may require changes based on design values provided in the required geotechnical report.
A4. Not used
5. Remove 7/8"T x 51/4"W x min H from two opposite sides at the bottom of col to accept ABA46 base.
1 /4" = 1 '-0"
Rako\
STRUCTURr
580 Main Street,
Carbondale, CO b
Phone/Fax (970) 9u_
Date
Issue
02-08-13 Contractor Pricing Set
05-10-13 Construction Document
W
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LOT 31, BLUE CREEK RANCH
CARBONDALE, COLORADO
1 ; 5/29/13 int. ftg size clarif baton
\ Date
Revision
Dwn By:
Dsgn By:
Ckd By:
Apprvd:
AJ.R.
S.EM.
S.E.M.
Project Number
6ucle
Drawing Title:
Foundation Plan
Sheet
2 of 5
S•2
40
0 20
GRAPHIC SCALE
40 BO
160
( IN FEET )
1 inch = 40 ft.
LEGEND:
FLOOD WAY
FLOOD FRINGE
WETLAND
NOTICE: ACCORDING TO COLORADO LAW YOV MUST COMMENCE ANY LEGAL
ACTION BASED UPON ANY DEFECT IN THIS SURVEY YATHIN THREE YEARS
AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT MAY ANY ACTION
DEFECTBASED UPON ANY IN
SURVEY
BE COMMENCED MORE THAN TEN
YEARS FROM THE DATE OFCERTIFICATIONSHOWN HEREON.
LLT
c
FINAL PLAT OF:
K
LOCATED IN A PORTION OF SECTION 31, TOWNSHIP 7 SOUTH, RANGE 87 WEST OF THE 6th P.M.
TOW\ OF CARBONDALE, COUNTY OF GARFIELD, STATE OF COLORADO
SHEET 7 OF 8
DETAIL LOTS 26-39 AND TRACT 8-9
"itihmthiltitt,
\ \V/
12924:
29.45.
40.00' BLDG SETBACK
OFF CL (TYP)
5.00' BLDG
SETBACK
40.00' BLDG SETBACK
OFF CL (TYP)
5.00' BLDG
SETBACK
98.63'
20.00' BLDG
SETBACKS
I LOT 37
1 9,660 sq. ft.
1 0.222 acres
FF -77.9
, 5.00' BLDG SETBACK
SO0'O7'47"W 132.62
Li\
25.00' UTILITY
EASEMENT
25.00' ACCESS, !RR &`f
UTILTIY EASEMENT
5.00' BLDG
SETBACK
N8037142"W 16.39'
66.2 -.-gr""
/ N 68'17'41" E 18.34' --y
LOT 39
9,517 sq. ft. / /
\ 0.218 acres /
FF -77.9
/ 40.00' BLDG
SETBACK
/
25.00' ACCESS, IRR & TRACT 9
UTILITY EASEMENT
13,917 sq. ft.
0.319 acres
S11 29'24"W
26.70'
TRACT 8
12,810 sq. ft.
0.294 acres t.)'-
25.00' ACCESS, !RR &
UTILITY EASEMENT -
N
25.00' ACCESS, IRR &
UTILITY EASEMENT
/ 8193
5.00' BLDG
SETBACK LOT 33
24,555 sq. ft.
0.564 acres
FF=80.1
5.00' BLDG
SETBACK id
5.00' BLDG
SETBACK
5.00' BLDG \
)+
I . 1
ti23 SETBACK
\N\
'N\N
e•
25.00' ACCESS, IRR &
UTILITY EASEMENT
Lk
CURVE TABLE
CURVE
LENGTH
RADIUS
TANGENT
CHORD
BEARING
DELTA
C15
144.66'
175.00'
76.75'
140.57'
S 81'55'38" E
47'21'42"
C15a
30.18'
175.00'
15.13'
30.15'
N 79'19'59" E
0952'55"
C15b
61.57'
175.00'
31.10'
61.25'
S 85'38'50" E
2009'25"
C15c
52.91'
175.00'
26.66'
52.71'
S 66'54'27" E
1719'21"
C16
255.46'
364.49'
133.23'
250.26'
N 78'19'30" W
40'09'26"
C16a
102.85'
364.49'
51.77'
82.62'
N 64'45'15" W
130056"
C16b
152.61'
364.49'
77.44'
151.50'
N 8624'32" W
23'59'21"
C16c
152.61'
364.49'
65.59'
102.51'
N 6619'49" W
1610'04"
C16d
125.68'
364.49'
63.47'
125.06'
N 8831'32" W
19'45'22"
C17
215.17'
433.00'
109.86'
212.97'
N 75'04'05" E
2828'20"
C17a
81.63'
433.00'
40.94'
81.51'
N 83'54'12" E
1048'05"
C17b
133.54'
433.00'
67.31'
133.01'
N 69'40'02" E
17'40'14"
C7 7c
64.21'
433.00'
32.16'
64.15'
N 8503'22" E
0829'46"
C17d
66.77'
433.00'
33.45'
66.70'
N 7623'26" E
0850'06"
C17e
58.46'
433.00'
29.27'
58.41'
N 68'06'19" E
07'44'07"
Cl 7f
25.74'
433.00'
12.87'
25.74'
N 62'32'06" E
0324'21"
C18
41.18'
30.00'
24.58'
38.02'
N 21'30'21" E
78'39'08"
C19
56.10'
156.00'
28.36'
55.80'
N 28'0721" W
20'36'15"
C19a
17.19'
156.00'
8.61'
17.19'
N 20'58'40" W
0618'54"
C19b
38.91'
156.00'
19.55'
38.80'
N 3116'47" W
1417'27"
C2O
220.98'
300.00'
115.77'
216.02'
N 59'31'35" W
42'12'14"
C20a
46.06'
300.00'
23.07'
46.01'
N 42'49'20" W
08'47'45"
C2Ob
93.35'
300.00'
47.06'
92.97'
N 56'08'05" W
17'49'43"
C20c
67.95'
300.00'
34.12'
67.81'
N 7132'16" W
12'58'40"
C20d
13.62'
300.00'
6.81'
13.62'
N 7919'39" W
02'36'06"
C20e
21.51'
300.00'
10.76'
21.51'
N 4028'43" W
04'06'30"
C20f
73.12'
300.00'
36.74'
72.94'
N 4930'56" W
1357'56"
C20g
44.77'
300.00'
22.43'
44.73'
N 60'46'25" W
08'33'02"
KEY MAP
SCALE 1"=--600'
LINE TABLE
UNE
LENGTH
BEARING
LF16
25.38'
N 9000'00" E
LF17
19.03'
S 55'20'40" E
LFI8
19.03'
5 5570'40" E
LF19
7.79'
S 4501'28" E
1F20
26.61'
S 0511'56" W
LF21
27.09'
S 06'48'21" W
LF22
7.38'
S 21'03'10" W
LF23
20.53'
N 6812'55" E
1524
26.22'
N 8654'06" E
1525
4.66'
N .38'42'21" W
LF26
29.45'
N 45'01'28" W
LF27
27.16'
N 43'02'57" W
LF28
30.63'
N 63'27'16" W
LF29
11.86'
N 53'09'12" W
02/03/03 89PLAT.OWC 20089
ladder framing
(note 4)
117/8" TJI/210
pack -out wet'
LSll_ I
LSSLI_.1
11 7/8" TJI / 210
1▪ 11 24" l).6.
MECH
117/8" TJI/210
—• pack -out wet'
LSSLI: •
r1i
T. flr shtg
91-8 3/4"
trusses
4x4PF#1
I
24" O.C.
ladder framing
(note 4)
by other
MU:, ROOM
2x60
4 x 4 PF #1
— 117/8" LVL w/
11,51.81/11.65
1-117/3"LVL
KITCHEN
117/8" TJI / 210
24" 0C,
T. flr shtg
01'-5 3/4"
1-
tci
Lai
r.
11 7/8" TJI / 210
CP -RE -ENGINEERED RF TRUSSES
HAVE ENGINEERING FOR INSPECTOR
AT TIME OF FRAME INSPECTION
\\ ggopsi /6,/B
1/0,/5 —/8 ZZ, 7&
4 x 4 PF #1
4x4DF#1
DINING
r3
0
t
3:12
4x8 DF #1
ladder framing
(note 4)
td.h
roof truss
4x4PF#1
by others
roof trusses
by others
roof trues
by others
eh.
i
POWDEF--
i
CI
tri
LAUNDRY
ladder framing
(note 4)
ten
r;
—0 -
LAUNDRY'
-♦
F,
ladder framing
(note 4)
u
i ren. tell
LUS25•
T
roof true;
M. BATH
LU528
C
A
L L
R
Ufe 7e)
z
by others
M. CLOSET
roof trusses
c -
i
i
roof trusses
by, others
\
It,
D
by others
MASTER
BEDROOM
roof trues
by othere
te.h.
ladder framing
(note 4)
El
Plan Notes:
1. te.h. denotes typical exterior header = 3 - 2 x 6 with 1/2" plywood filler.
2. All multi -ply LVL's and dimensional lumber shall be joined w/ 3 -164 nails 12" oc. u.no.
3. Trusses as shown are schematic layout. If configuration or layout changes occur, engineer shall be immediately notified prior to fabrication. Submit truss shop drawings to
engineer for review.
4. Ladder framing at gable ends Is required - use 1 - 2 x 6 24" oc.. backspan distance equals 11/2 :1 min. Fasten 2 x 6 to truss with 3 -164 thru trues into end of 2 x 6. Fasten
2 x 6 to wall top plate with 2 -164 toe -nails and solid blocking between.
5. Shaded areas indicate areas of overframing using 2 x S rafters placed parallel or perpendicular to trusses/ framing below (see 10/55 or 11/55).
6. Fasten ledger to each vertical (24" o.c.) stud with a minimum of 4 -164 nails.
7. Wood framed floors have been designed with a live load of 40 psf and no concrete topping included in the dead load.
8. Cut P5L beam top 1/3 depth at centerline of column after installation. Fasten PSL column to PSL beam with HL43PC each side or use custom fabricated equal. Provide shop
drawing if custom bracket is used.
9. See S-1 for structural general notes and specifications.
Upper Level Floor and Main Roof Framing Plan
1/4" = 1'-D"
r
• ELECTRICAL PERMITTING & INSPECTIONS ARE
BY THE COLORADO STATE ELECTRICAL BOARD
• ELECTRICAL ROUGH IN APPROVAL IS
REQUIRED AT FRAMING INSPECTION
• ELECTRICAL FINAL APPROVAL IS
REQUIRED AT CO/FINAL INSPECTION
Rakowski -Millard
STRUCTURAL DESIGN, LLC
580 Main Street, Suite 310
Carbondale, CO 81623
Phone/Fax (970) 963-9643
Date
Issue
02-05-13 Contractor Pricing Set
05-10-13 Construction Document
W
U
Z
0
GUDE RES
LOT 31, BLUE CREEK RANCH
CARBONDALE, COLORADO
Date Revision
Dwn By: A.J.K.
Dsgn By:
S.E.M.
Ckd By:
Apprvd:
S.EM.
Project Number
Gude
Drawing Title:
Upper Level Floor
and Main Roof
Framing Plan
Sheet
3 of 5
S•3
attchtol chord of truss to
ajalent stauct w/ 2 -16d
nails 0 16" oc. typ
iJ
C,
(V
Ladder framing
(note 4)
ladder framing
(note 4)
J
PRE-ENGINEERED RF 'RUSSE
HAVE ENGINEERING FOR IN°ECTOR
AT TIME OF FRAME INSPETION
/5 -/8, 22-, 26
3:12
2.75:12
Upper R&tFramingPlan
1/4"=1'0"
NaN
N
1 -I
0
2.75:12
1
Man Notes:
1. te.h. denotes typical exterior header = 3 - 2 x 6 with 1/2" plywood filler.
2. All multi -ply LVL's and dimensional lumber shall be joined w/ 3 -164 nails 0 12" o.c. u.n,o.
3. Trusses as shown are schematic layout. If configuration or layout changes occur, engineer shall be immediately notified prior to fabrication. Submit truss shop
drawings to engineer for review.
4. Ladder framing at gable ends is required - use 1- 2 x 6 0 24" o.c. backspan distance equals 11/2 :1 min. Fasten 2 x 6 to truss with 3 -164 thru truss into end
of 2 x 6. Fasten 2 x 6 to wall top plate with 2 -164 toe -nails and solid blocking between.
5. See 5.1 for structural general notes and specifications.
Rakowski -Millard
STRUCTURAL DESIGN, LLC
580 Main Street, Suite 310
Carbondale, CO 81623
Phone/Fax (970) 963-9643
Date Issue
02-08-13 Contractor Pricing Set
05-10-13 Construction Document
LOT 31, BLUE CREEK RANCH
CARBONDALE, COLORADO
Date Revision
Dwn By:
Dsgn By:
Ckd By:
Apprvd:
A.J.R.
S.E.M.
S.E.M.
Project Number
Gude
Drawing Title:
Upper Roof
Framing Plan
Sheet
4 of 5
S•4
ten.
0-
r 44'>.
•4
roof truss
try others
BEDROOM i'3
UNFIN15HED
_I`
roof trusses
V
DN
by others
ladder fi:a 41
(note 41
I
l
1
I
1 ..
•,'f moss by other_
rc'of truss
by others
-
=
ti
I
L
Cl
roof trusses
=4
V re&f truss
by others
D=
BEDROC#2
ly others
te.h.
. 1
i
iL =•.s`lle:�
, r. STT?'
1
L
ladder framing
(note 4)
J
PRE-ENGINEERED RF 'RUSSE
HAVE ENGINEERING FOR IN°ECTOR
AT TIME OF FRAME INSPETION
/5 -/8, 22-, 26
3:12
2.75:12
Upper R&tFramingPlan
1/4"=1'0"
NaN
N
1 -I
0
2.75:12
1
Man Notes:
1. te.h. denotes typical exterior header = 3 - 2 x 6 with 1/2" plywood filler.
2. All multi -ply LVL's and dimensional lumber shall be joined w/ 3 -164 nails 0 12" o.c. u.n,o.
3. Trusses as shown are schematic layout. If configuration or layout changes occur, engineer shall be immediately notified prior to fabrication. Submit truss shop
drawings to engineer for review.
4. Ladder framing at gable ends is required - use 1- 2 x 6 0 24" o.c. backspan distance equals 11/2 :1 min. Fasten 2 x 6 to truss with 3 -164 thru truss into end
of 2 x 6. Fasten 2 x 6 to wall top plate with 2 -164 toe -nails and solid blocking between.
5. See 5.1 for structural general notes and specifications.
Rakowski -Millard
STRUCTURAL DESIGN, LLC
580 Main Street, Suite 310
Carbondale, CO 81623
Phone/Fax (970) 963-9643
Date Issue
02-08-13 Contractor Pricing Set
05-10-13 Construction Document
LOT 31, BLUE CREEK RANCH
CARBONDALE, COLORADO
Date Revision
Dwn By:
Dsgn By:
Ckd By:
Apprvd:
A.J.R.
S.E.M.
S.E.M.
Project Number
Gude
Drawing Title:
Upper Roof
Framing Plan
Sheet
4 of 5
S•4
_ 36 BAR 0 LAP
ALT HOOK DIRECTION --`
AS SHOWN �\
36 BAR 0 LAP
/I
de 36 BAR 0 LAP
NOTE:
1. CORNER BAR SIZE TO MATCH PRIMARY
HORIZ REINF
Typical Corner Reinforcing
3/4' = 1'-0"
4 T. WALL
SEE PLAN - lz
4)I.
\
MINIMUM FROST DEPTH
IIII-1111-1111
=1111=
#5 VERT @
18" 0.C.
FND DRAIN IF RQD BY -
SOILS ENGINEER `
1
T. FTG
SEE PLAN
2 - #5 LONGIT CONT
SEE
PLAN
T.O. WALL
A- CONDITION VARIES
2-#5 CONT
TOP & BOT
#5 HORIZ @
18" O.C.
#4 DOWELS 30"
@ 18" O.C.
Alternate 6"
Hook Direction
3" CLR.
SEE PLAN -/
Typical Low Foundation Wall
FTG SHALL BEAR ON
UNDISTURBED NATURAL
SOIL PER SOILS ENGINEER
#5 TOP &
BOTTOM
BRG
Z' WALL
BOND BREAK
T. SLAB
_Ho
. , e
4111
P
I •c _:�i
•. V v
v
SEE PLAN N' :
;. Z •�vPvAvP vAvPeDvdR'�o•vv Q
11=11(1=1111= n.IADvnRtnv-=q ..._„,,
_
2 - #5 L
FTG SHALL BEAR ON
UNDISTURBED NATURAL
SOIL PER SOILS ENGINEER
SEE
PLATY
SEE PLAN
0
NN -#4 DOWELS
@ 18" O.C.
Alternate
Hook Direction
re
e J
m t)
T. FTG
VARIES
FULL
HT
6"
Slab Interior Stem Wall And Footing
S
3/4" = 1'-0
T. PIER
SEE PLAN
T. FTG
Hr SEE PLAN
WD COL
SEE PLAN
10"0 CONC PIER
1 1/2"
CLR.
BOND
BREAK
SEE GENERAL NOTES
FOR SLAB & REINF
n
U.
a•
a
ti J a. ..
! J
\ Na�� ,r
3/4" = 1'-0"
TREATED SILL PL W/ 1/2"0 -x
A.B. @ 4'-0" (TYP U.N.O.) -
T. WALL/SLAB
SEE PLAN
T. FTG
SEE PLAN
SEE
PLAN
FOR FTG, WALL & -\
REINF SEE DETAIL 2/S5
BOND
BREAK
SEE GENERAL NOTES
FOR SLAB & REINF
IflI ilii=I
III�I111111II�
Exterior Foundation Wall Q� Slab
OPEN -HOLE SOILS REPORT
IS REQUIRED AT FOOTING
INSPECTION 1SOc>_PSF
3/4" = 11_0
T. SLAB
SEE PLAN
T. WALL
#5 CONT @ NOSE
SEE GENERAL NOTES
v / FOR SLAB & REINF
SEE PLAN
FOR FTG, WALL & REINF
SEE DETAIL 2/S5
AL T. FTG
SEE PLAN
n y e •' n b+e n a e. •' a AA
vA •v •v •q •v v, •v •v,
e° e e."
e e
V •v.•v v: all—IIII II�
1111 111111 j1 1111
SEE
PLAN
Ext Foundation Wall/ Slab Poore
3/4" =
TREATED SILL PL W/ 1/2"0
A.B. @ 4'-0" (TYP U.N.O.) 'f
� T. WALL
SEE PLAN z
wif
FOR FTG, WALL & REINF
SEE DETAIL 2/S5 \,
T. FTG
SEE PLAN
1
/- BOND
, BREAK
30"
@ DOWELS
@ 18" O.C. 18"
SEE GENERAL NOTES
FOR SLAB & REINF
/
L - T. SLAB �-
SEE PLAN
-(111=Illl�llnyllljl=/
11=1111 -
SEE
b
V
FTG SHALL BEAR ON
UNDISTURBED NATURAL
SOIL PER SOILS ENGINEER
SEE PLAN
6/:.-
"R
z_
f
T. SLAB $
SEE PLAN `
-4 - #4 DOWELS
w/ 9 GA WIRE
TIES 6"
SEE PLAN FOR
PAD REINF
Concrete Fier 0 Footing Fad And Slab
3/4" = I'-0"
yCLR = 2x DIAMETER OF THE LARGEST HOLE (MIN)
o)
r
0
1/3 SPAN ALLOWABLE HOLE ZONE
I I- NO HOLES ALLOWED = MIDDLE 1/3 SPAN
I I
I I
I I
1/3 SPAN I I
NO HOLES ALLOWED
1 -
NOTE:
1. THE ALLOWED HOLE ZONE IN THIS CHART IS SUITABLE FOR
UNIFORMLY LOADED HEADERS; FOR OTHER LOAD CONDITIONS,
CONTACT STRUCTURAL ENGINEER.
2. RECTANGULAR HOLES NOT ALLOWED.
3. HOLES IN CANTILEVERS REQUIRE ADDITIONAL ANALYSIS.
f
HEADER/ BM
DEPTH
MAXIMUM ROUND
HOLE SIZE
4 3/8"
1"
5 1/2"
1 3/4"
7 1/4" - 18"
2"
Allowable Holey In LVL Wood Learns
3/4" = 1,-0"
16d NAIL @ -
24" O.C.
EXTERIOR
8d NAIL @ 12"
O.C. FRM'G
NOT @ PANEL
EDGE
INSIDE CORNER DETAIL
16d NAIL @
24" O.C.
8d NAIL @ 6"
O.C. (ALL
PANEL EDGES)
Typical Framing Wall Corners
3/4' = 1'-0"
2x8 OVERFRAME
RAFTERS
2x BLOCKING
ALTERNATE RAFTERS
W/ POST SPACING
SUPPORTING
PLAN RAFTER OR TRUSS
Exterior Foundation Wall cap Garage Slab
3/4" = 1,-0"
- WOOD
STRUCTURAL
PANEL
OUTSIDE CORNER DETAIL
- 2x4 SCAB BLOCK
- 2x6 COL UNDER
RAFTER 4'-0" MAX O.C.
2x4 KICKER
2x6 DISTRUBUTION
PLATE
NOTE: OVERFRAMING SHALL BE CONSTRUCTED SUCH THAT THE LOAD FROM THE UPPER RAFTERS
IS DISTRIBUTED UNIFORMLY TO THE LOWER RAFTERS OR TRUSSES WITH A POST SPACING THAT
DOES NOT EXCEED A 2 FT x 4 FT GRID. STAGGER POSTS FROM ONE RAFTER TO THE NEXT.
Roof Overframe Petail (Perpendicular To Rafters
= I' -C'
10
2x8 OVERFRAME
RAFTERS
2x4 SCAB BLOCK
L
2x BLOCKING —\
ALTERNATE RAFTERS
W/ POST SPACING
SUPPORTING
RAFTER OR TRUSS
2x6 COL UNDER
RAFTER 4'-0" MAX O.C.
2x6 DISTRUBUTION
PLATE
NOTE: OVERFRAMING SHALL BE CONSTRUCTED SUCH THAT THE LOAD FROM THE UPPER RAFTERS
IS DISTRIBUTED UNIFORMLY TO THE LOWER RAFTERS OR TRUSSES WITH A POST SPACING THAT
DOES NOT EXCEED A 2 FT x 4 FT GRID. STAGGER POSTS FROM ONE RAFTER TO THE NEXT.
Roof Overframe Petail (Parallel To Rafters)
3/4" = 1'-0"
2x4 @ 18" MAX FASTENED W/ 2 - #12 x 3"
EXT DECK SCREWS AT EA SUPPORT `\
\
METAL ROOFING -. N
FASTEN EA 2X6 RAFTER TO 4x H.T.
BEAM W/1 - A34 USING SIMPSON SDS
#9 x1 1/2" SCREWS
FLASHING & WATERPROOFING -
SEE ARCH
FASTEN EA 2x6 RAFTER TO TRUSS
W/4 - 16D MIN
4x8 DF#1 @ ENTRY--
4x6 DF#1 @ GARAGE
BEVEL TOP OF BM TO FIT
LEAVE FULL HT ON LONG POINT
SIMPSON HL73PC
OR CUST FAB EQUIVALENT
2 @ EA TOP OF BRACE
FASTEN W/ 3/4"0 THRU BOLTS
11
4x4 DF#1
T. WALL
SEE PLAN
WALL SHTG SEE -
GEN NOTES
Typical Awning Support
1/
- STORAGE -TYPE TRUSS BY OTHERS
OR 2 x 6 GABLE END WALL FRAMING
W/ STUDS TIED TO (2) TRUSSES MIN
EXT ?x6 WALL
- SCAB 2x4 FIT TO SILL PLATE
- 2 - A35 ONE EA SIDE OF 4x4
2 1/2"0 ANCHOR BOLTS OR EPDXY
SET BOLTS W/IN 1'-0" OF EA SIDE
OF 4x4 BRACE
(2 BOLTS TOTAL)
5/4" = 1'-0"
12
Rakowski -Millard
STRUCTURAL DESIGN, LLC
580 Main Street, Suite 310
Carbondale, CO 81623
Phone/Fax (970) 963-9643
Date Issue
02-05-13 Contractor Pricing Set
05-10-13 Construction Document
LOT 31, BLUE CREEK RANCH
CARBONDALE, COLORADO
/�
Date Revision
Dwn By: A.J,R,
Dsgn By:
Ckd By:
Apprvd:
S.E.M.
S.E.M,
Project Number
Gude
Drawing Title:
Sections and
Details
Sheet
5 0f 5
S•5
NJ
00
0
N.)
43*s3,
PROVIDE
CULVERT UNDER
DRIVE IF REQ'D.
4
PROPERTY LINE
1500 GAL. SEPTIC TANK
CONNECT TO COMM
NIEGHBORHOOD
SEPTIC.
L _
21'-3"
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(2) PONDEROSA TREES,
- WITH BARK MULCH
PLANTING BEDS BELOW.
GRAVEL
DRIVEWAY
BUILDING ENVELOPE
ta SLAB
METAL EDGING AROUND BARK MULCHED
AREAS, PLANTINGS TO INCLUDE
PERENNIAL FLOWERS AND GROUND
COVER PER DRC PLANT LIST - TYP. FOR
AREAS UNDER PONDEROSAS AS WELL.
ORNAMENTAL
__IC -GRASS SHRUBS
•
•
•
•
•
WIN LEVEL
1782 eq ft
NOTE: ALL DISTURBED AREAS
TO BE REGRADED AND
RESEEDED WITH NATIVE GRASS
SEED, VERIFY WITH BCR
PROPERTY MANAGER.
•
ROCKY MOUNTAIN
MAPLE SHRUBS.
co
Ilk FM
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LO
•
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11-.1 I
02 I S65°23'58
i 82.54'
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10' SETBACK FROM CENTERLINE
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PER PLAT.
100
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41i abo 40n
iv„ „40
FLOOD PLAIN
03 >,
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hi
•
•
PLAN NORTH
ctilb
SITE PLAN
1 /8" equals ONE foot
ra)
Carbondale, CO
t 970.963.0201 f 970.963.0289
NOTIcE: DUTY OF COOPERATION
Release of these plans contemplates further
cooperation among the comer, his or her
contractor, and the designer. Design and
construction are complex. Although the
designer and his/her consultants have
performed their services with due care and
diligence, they cannot guarantee perfection.
Communication is imperfect and every
contingency cannot be anticipated. Any
ambiguity or discrepancy discovered by the
use of these plans shall be reported
immediately to the designer. Failure to notify
the designer compounds misunderstanding
and increases construction costs. A failure to
cooperate by a simple notice to the designer
shall relieve the designer from responsibility for
all consequences. Changes made from the
plans without consent of the designer are
unauthorized and shall relieve the designer
from all consequences arising out of such
changes,
PERMIT SUBMITTAL /
CONSTRUCTION SET
Date: May 31st, 2013
Revisions:
0 0
LU mr) a
0 0 •
rii (15
LU sC2
0 Ca 6-
r 0
4145
Job Site:
Lot 31 Blue Creek Ranch
Carbondale, CO
SITE PLAN
Sheet Number:
A2.0
File: Gude Plans.vwx
5'-0"'
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AREA OF DRIVEWAY AND
INSIDE BUILDING ENVELOPE TO
BE GRUBBED AND CLEARED
FOR CONSTRUCTION.
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•
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JUNIPER TO REMAIN,
SOLID LINES INDICATE
TREES TO REMAIN - TYR
COTTONWOODS TO BE
REMOVED, DASHED
LINES INDICATE TREES
TO BE REMOVED - TYP.
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COTTONWOODS TO
REMAIN, SOLID LINES
INDICATE TREES TO
REMAIN - TYP.
PLAN NORTH
It
AkXISTING TREE REMOVAL PLAN
1/8" equals ONE foot
Land+Shelter
215 12th st, c, PO Box 550,
Carbondale, CO
t 970.963.0201 f 970.963.0289
NOTICE: DUTY OF COOPERATION
Release of these plans contemplates further
cooperation among the owner, his or her
contractor, and the designer. Design and
construction are complex. Although the
designer and his/her consultants have
performed their services with due care and
diligence, they cannot guarantee perfection.
Communication is imperfect and every
contingency cannot be anticipated. Any
ambiguity or discrepancy discovered by the
use of these plans shall be reported
immediately to the designer. Failure to notify
the designer compounds misunderstanding
and increases construction costs. A failure to
cooperate by a simple notice to the designer
shall relieve the desierz from responsibility for
all consequences. made from the
plans without consent of the designer are
unauthorized and shall relieve the designer
from all consequences arising out of such
changes.
PERMIT SUBMITTAL /
CONSTRUCTION SET
Date: May 31st, 2013
Revisions:
11111/111/fteit
Job Site:
Lot 31 Blue Creek Ranch
Carbondale, CO
TREE REMOVAL PLAN
Sheet Number:
X A2I
File: Gude Plans.vwx
DOOR TRIM AND
JAMB BEYOND.
BAMBOO
FLOORING.
CONCRETE SLAB
W/RADIANT HEAT.
a . e• e0;
6" . .
.. a . . s .
NSULATION
BARD. CONTINUOUS
UNDER SLAB.
• s
P. O. .h
a e a a a
DOOR TRIM.
DOOR THRESHOLD.
EXTERIOR
CONCRETE SLAB.
ANGLE IRON THRESHOLD
SUPPORT, ANCHOR TO
STEM WALL.
R-15 MI
INSULATION
BOARB'RUN 2'-0"
BELOW GRADE MIN.
CONCRETE
FOUNDATION WALL.
FOUNDATION DETAIL @ DOOR i;3
1 1 /2 equals ONE foot Q
1x6 WOOD BASE, STAIN
TO MATCH FLOOR.
BAMBOO
FLOORING.
CONCRETE SLAB
W/RADIANT HEAT.
K
.. .
.4 a
••\•
E R 1 NSULATION
BOARD. CONTINUOUS
UNDER SLAB.
e n e
a a
SEE SECTIONS AND
ELEVATIONS FOR
WALL DETAILS.
WRAP INSULATION
BOARD W/SHEET
METAL, BURY 4" MIN.
(1R 5 MINSULATION
BOARD GUN 2'-O"
BELOW GRADE MIN.
FINISHED GRADE.
CONCRETE
FOUNDATION WALL.
FOUNDATION DETAIL �2
1 1 /2"" equals ONE foot
O
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N
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grab
grab
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see
24'-0"
rlisb
rarib
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slab
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set
V
T.O. CONC.
T.O. WALL = 81'-7"
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10'-0"
Lrr
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se r rr
ass es
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L
7
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gib
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44'-0"
gee
rlsab
\
T.O. CONC.
81'-7"
♦`
web
♦
BUILDING ENVELOPE.
LINE OF FOOTING.
FACE OF
FOUNDATION WALL.
in T.O. CONC.
81'7"
(2) IN -FLOOR OUTLETS
IN KITCHEN. VERIFY W/
OWNER AND/OR
ARCHITECT.
1077—COLUMN ABOVE.
J
(2) IN -FLOOR OUTLETS
IN LIVING. VERIFY WI
OWNER AND/OR
ARCHITECT.
L
foe
14'-0" ilii
r—
rr
in T.O. PATIO
V 81'-3"
arro
rr
rr
sea r ▪ Sam
8'-0"
F
T.O. WALL = 81'-7" .'
T.O. PATIO
B1'-3"
0
N
0
0
O
N
14'-0"
Jr
8,,0"
PLAN NORTH
14'-0"
FOUNDATION PLAN t'
ai
1 /4" equals ONE foot
rTh
Land+Shelter
215 12th St, IC, PO Box 550,
Carbondale, CO
t 970.963.0201 f 970.963.0289
NOTICE: DUTY OF COOPERATION
Release of these plans contemplates further
cooperation among the owner, his or her
contractor, and the designer. Design and
construction are complex. Although the
designer and his/her consultants have
performed their services with due care and
diligence, they cannot guarantee perfection.
Communication is imperfect and every
contingency cannot be anticipated. Any
ambiguity or discrepancy discovered by the
use of these plans shall be reported
immediately to the designer. f=ailure to notify
the designer compounds misunderstanding
and increases construction costa A failure to
cooperate by a sample notice to the designer
shall relieve the definer from responsibility for
all consequences. Changes made from the
plans without consent of the designer are
unauthorized and shall relieve the designer
from all consequences arising out of such
changes.
PERMIT SUBMITTAL /
CONSTRUCTION SET
Date: May 31st, 2013
Revisions:
S
a
W
0 &o
w
Q 6
coL rn
W �
O
W th ft.
C m
V
M
O
J
Job Site:
Lot 31 Blue Creek Ranch
Carbondale, CO
FOUNDATION PLAN
Sheet Number:
A3.0
File: Gude Plans.vwx
ralm
sitm
♦
gib
gib
gibOrb
arm
Moo
romb
Mob
aram
Mkt
24'-0" ♦ream
gib♦
10
T.O. SLAB
8i-3"
(Th
c?)
PLAN NORTH
ritm
11
12
♦gib♦
14;
el ue-
13
TUB/SHOWER
INSERT.
HANGING MIRROR
BY OWNER.
10'-0"
09
4/A5.0
4/A5.0
r�
are
gooeatseame�
I �
tea.
—_�
14'-0" woo;
UPPER FOR PLAN c
3quals ONE foot
N
N
71.
0
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gib
gram
♦
♦ ♦
24'-0"
♦♦
♦
leap
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♦♦
♦
\gib`
-I----
1/A5.0
1/A5.0
Sam
44,-0"
gib
gib
gib
giab
gib
geb
gib
gib
`
gib
gib
\ \
gib
DRIVEWAY
Nib
•
AN.
ROOF ABOVE.
T.O. CONC.
Cr 811-7"
ENTRY PORCH
F -
PORCH ROOF
ABOVE.
HOSE BIB
BUILDING ENVELOPE.
gib
�/• \gym%\� i --
L+�
a
HOSE BI
?r:iIs I•a'iam.l. "=i
32" REF
III 71 I.'!. 7
0
To
l'l.1 :Jrr.!I1`I
PI"
1S'bMiD
INDOW SEA
WI STORAGE
2/A5.0
LOCATE GAS
COCK FOR
GRILL.
10,-0"
ea.!.
ore
14'-0"
rr
mea
r
/
a
—
tah__T—O. PATIO
8.3
a.
a
8'-0"
AREA CALCULATIONS:
MAIN LEVEL - 1,782 S.F
UPPER LEVEL - 254 S.F.
SUBTOTAL 2,036 S.F.
UPPER ATTIC 384 S.F.
TOTAL 2,420 S.F.
14'-0"
8'-0"
T.O. PATIO
y 81'-3"
14'-0"
nas, c%sehgreMe
,0 0k c f lire, ac
PLAN NORTH
S
9
N
J
0
N
NN..
•`
\\
MAIN FLOOR PLAN 1
1/4" equals ONE foot
Land+Shelter
215 12th St, #C, PO Box 550,
Carbondale, CO
t 970.963.0201 f 970.9610289
NOTICE: DUTYQF COOPERATION
Release of these plans contemplates further
cooperation among the owner, his or her
contractor, and the designer. Design and
construction are complex. Although the
designer and his/her consultants have
performed their services with due care and
diligence, they cannot guarantee perfection.
Communication is imperfect and every
contingency cannot be anticipated. Any
ambiguity or discrepancy discovered by the
use of these plans shall be reported
immediately to the designer. Failure to notify
the designer compounds misunderstanding
and increases construction costs. A failure to
cooperate by a simple notice to the designer
shall relieve the designer from responsibility for
all consequences. Changes made from the
plans without consent of the designer are
unauthorized and shall relieve the designer
from all consequences arising out of such
changes.
PERMIT SUBMITTAL /
CONSTRUCTION SET
Date: May 31st, 2013
Revisions:
.c
W cis
W mk0� w
rn
L �
•
o
W_ 12.
0m es
0 2
0
J
ammassill
Job Site:
Lot 31 Blue Creek Ranch
Carbondale, CO
FLOOR PLANS
Sheet Number:
A3.1
File: Gude Plans.vwx
OVERHANGS NOT
ALLOWED BEYOND
BUILDING ENVELOPE.
0
v
oaf b
ortib
011.6
grab`
gib
eliga
gliks
grab
.1114.
ilaus
24'-O" 41%_
tomb
.`
flab
1
1
1
10,-0"
SP ea
ele
—moi
glob
gib
44'-0"
OVERHANGS NOT ALLOWED
BEYOND BUILDING ENVELOPE.
aC7
LL
U
2
GUTTERS W/
DOWNSPOUTS.
este
14'-0" --
M ETA(
2
ROIJFING
5:12
GUTTERS W/
DOWNSPOUTS.
A
METAL ROOFING
3:12
O▪ Ono
�—
—��
gnieatetto
8'-0"
LINE OF WALL BELOW.
f
METAL ROOFING
2.75:12
J
4
II I IIIIII IIII IIII II�11Illlllllll I IIII11Il1s11111111�IIII11Il1s11
II Ill i l lil 11 I 1 II III I I ll Il Il ll1 II 11111
IIII I I III 11l'14'1114
I 1 1 ,III III I III II Il 1111 III 11111
1 1 � X414 111 ' � 1 1� � }1�l�il� Ill 1�-
t �I rl �n I r I l� I� I rl ,Ti,zie
GUTTERS W/ /
DOWNSPOUTS
0
Cl
0
n
14'-0"
8'-0"
14'-0"
PLAN NORTH
ROOF PLAN i
1 /4" equals ONE foot
GPM
Land+Shelter
215 12th St, SC, PO Box 550,
Carbondale, CO
t 970.963.0201 f 970.963.0289
NOTICE: DUTY OF COOPERATION
Release of these plans contemplates further
cooperation among the owner, his or her
contractor, and the designer. Design and
construction are complex. Although the
designer and his/her consultants have
performed their services with due care and
diligence, they cannot guarantee perfection.
Communication is imperfect and every
contingency cannot be anticipated. Any
ambiguity or discrepancy discovered by the
use of these plans shall be reported
immediately to the designer. Failure to notify
the designer compounds misunderstanding
and increases construction costs. A failure to
cooperate by a simple notice to the designer
shall relieve the designer from responsibility for
all consequences. Changes made from the
plans without consent of the designer are
unauthorized and shall relieve the designer
from all consequences arising out of such
changes.
PERMIT SUBMITTAL /
CONSTRUCTION SET
Date: May 31st, 2013
Revisions:
A
Job Site:
Lot 31 Blue Creek Ranch
Carbondale, CO
ROOF PLAN
Sheet Number:
A3.2
File: Gude Plans.vwx
1—� ASPHALT SHINGLES.
11111
1111
METAL ROOFING. -�
6" HORIZONTAL CEDAR
SIDING, STAINED.
2x CEDAR TRIM, STAINED -
TYP. FOR ALL CORNERS AT
HORIZONTAL SIDING.
11111111111
11111 11111
Illll IIIII
11111
UW
Wl]
IWI
U111
IU11
ti
2x CEDAR FASCIA,
STAINED - TYP. FOR ALL.
RUSTED CORRUGATED
METAL SIDING.
UNFINISHED SHEET
METAL BASE.
4I
22'-0"
I — —
28'-0"
1111811111111111
I IMBtK BEAM.
ANGLED TIMBER
HKAC.tS.
ASPHALT
SHINGLES.
METAL PORCH
ROOF.
TIMBER BEAM.
1x SIDING APPLIED
TO GARAGE DOORS.
STAINED TO MATCH
SIDING.
ANGLED TIMBER
BRACES.
6" HORIZONTAL CEDAR
SIDING, STAINED.
2x CEDAR TRIM, STAINED -
TYP. FOR ALL CORNERS AT
HORIZONTAL SIDING.
PROPOSED GRADE.
EXISTING GRADE.
2x CEDAR FASCIA,
STAINED - TYP. FOR ALL.
44
WEST ELEVATION
1/4" equals ONE foot
10'-0"
ALUMINUM CLAD
WINDOWS.
24"x24" ATTIC
VENT, FINISH TO
MATCH SIDING.
8'-0"
14'-0"
GUTTERS W/
?OWNS POUTS.
8'-0"
14'-0"
12"x12" ATTIC METAL
VENT, FINISH TO ROOFING.
MATCH SIDING.
EAST ELEVATION
12"x12" ATTIC
VENT, FINISH TO
MATCH SIDING.
r
1/4" equals ONE foot
2x CEDAR FASCIA,
STAINED - TYP. FOR ALL.
ALUMINUM CLAD DOORS.
RUSTED CORRUGATED
METAL SIDING.
UNFINISHED SHEET
METAL BASE.
RUSTED CORRUGATED
METAL SIDING.
UNFINISHED SHEET
METAL BASE.
12"x12" ATTIC
VENT, FINISH TO
MATCH SIDING.
14'-0"
8'-O"
12"x12" ATTIC
VENT, FINISH TO
MATCH SIDING.
• RCH ROOF:
14'-0"
-AI
ir AMUSE
I'
'• t " c•.I.
8'-0"
BRACES
k
PROVIDE 2"
DIFFERENC
BETWEEN METAL
AND WOOD
SIDINGS, METAL
TO BE PROUD.
Walt ;►
�e�3s►
MEM
salra
r
14'-0"
7-
24"x24" ATTIC
VENT, FI ISH Ti
MATCH !DING.
4
SOUTH ELEVATION 7-
1/4" equals ONE foot 2
1 0'-0"
ALUMINUM CLAD
WINDOWS.
iliiiiiiil
II 111 1 111 11
6" HORIZONTAL CEDAR
SIDING, STAINED.
2x CEDAR TRIM, STAINED -
TYP. FOR ALL CORNERS AT
HORIZONTAL SIDING.
ANGLED TIMBER BRACES
WI BEAMS ABOVE.
NO
ELEVATION 1�
1/4" equals ONE foot
rai
Land+Shelter
215 12th St, #C, PO Box 550,
Carbondale, CO
t 970.983.0201 f 970.963.0289
NOTICE: DUTY OF COOPERATION
Release of these plans contemplates further
cooperation among the owner, his or her
contractor, and the designer. Design and
construction are complex. Although the
designer and his/her consultants have
performed their services with due care and
diligence, they cannot guarantee perfection.
Communication is imperfect and every
contingency cannot be anticipated. Any
ambiguity or discrepancy discovered by the
use of these plans shall be reported
immediately to the designer. Failure to notify
the designer compounds misunderstanding
and increases construction costs. A failure to
cooperate by a simple notice to the designer
shall relieve the designer from responsibility for
all consequences. Changes made from the
plans without consent of the designer are
unauthorized and shall relieve the designer
from all consequences arising out of such
changes.
PERMIT SUBMITTAL /
CONSTRUCTION SET
Date: May 31st, 2013
Revisions:
s
Job Site:
Lot 31 Blue Creek Ranch
Carbondale, CO
ELEVATIONS
Sheet Number:
A4.0
File: Gude Plans.vwx
CONTINUE HANDRAIL ON
WALL TO TOP NOSE, TURN
HORIZONTAL FOR 12".
M
0
r
INSIDE FACE
OF UPPER -
FLOOR WALL.
•
101/2'1
I
N
2
O
0
cc
O
VAULTED CEILING OVER
DINING AND STAIR.
METAL PANEL
WALL, BY OWNER.
LINE OF WALL DOWN FROM
• UPPER FLOOR. TERMINATE
OPEN RAILING HERE.
SOLID WOOD TREADS
WITH RECESSED PAINTED
GYP. BD. RISERS.
3y _qt
RAILING SHOWN IN ELEVATION:
2" METAL PIPE NEWELL AND TOP RAIL
WITH CABLE RAILS BELOW, FASTEN
TO WALL MID -WAY UP STAIRS.
PROVIDE CONTINUOUS 1 1/2" METAL
PIPE HANDRAIL INSIDE RAILING,
CONTINUE FULL RUN OF STAIRS.
1 VAULTED 6:12
'-- -CEILING OVER
LIVING.
OPEN TO
MUDROOM
PANTRY
EXPOSED BEAM,
RE: STRUCT.
4" SPACE MAX.
6" SPACE MAX.
m
a
60 e a a o• 606 w e m a o e ao e m
P
SECTION THRU STAIRS
1/2" equals ONE foot
224-0" S
THING
1 Vevd-edl evo 5;5lerx5
Per zoo? IRC, R 806.4.
2.75:12 ROOFS (AND 3:12):
METAL ROOFING ON
ICE&WATER SHIELD ON
PLYWOOD SHEATHING ON
ROOF RAFTER, RE: STRUCT.
WI MIN R-38 FOAM INSUL.
12
12.75
12:12 ROOFS
ASPHALT SHINGLES ON
ROOFING PAPER ON
PLYWOOD SHEATHING ON
PRE-MANUF. TRUSS TOP CHORD.
W/MIN. R- 8 ATT INSUL.
a
0
0
0
METAL PANELING BY OWNER, LOCATED
ALONG ENTIRE FLIGHT OF STAIRS, FULL
CEILING HEIGHT. CONTRACTOR TO
PROVIDE O.S.B. BACKING.
OPEN RAILING - T.B.D.
SOLID WOOD TREADS,
EXTEND PAST SUPPORT
WALL OR STRINGER..
DINING
BAMBOO FLOORING
N CONCRETE SLAB
W/ RADIANT HEAT.
9' STUDS, ALL MAIN
LEVEL WALLS.
EXT. WALLS (WOOD SIDING): oa
1x4 T&G BUTT -JOINT SIDING ON
PLY SHEATHING ON
2x STUD FRAMING W/
R-21 MIN. BATE INSUL. W/
5/8" GYP. BD. INTERIOR.
• s
SECTION THRU DINING / STAIR fe
1 /2 equals ONE foot \77)
1'-0"
1'-0"
14'-0"
ATTIC SPACES TO BE
VENTILATED WITH
GABLE EN9 VENTS.
21
21
12
12
BEDROOM #2
BAMBOO FLOORING ON
3/4" PLYWOOD (NOT OSB) --
SUB -FLOOR.
MM8MW
SECTION THRU UPPER (4)
1 /2" equals ONE foot
ATTIC SPACES TO BE
VENTILATED WITH -
GABLE END VENTS.
12
12
—12
9' STUDS, ALL MAIN
LEVEL WALLS.
EXT. WALLS (CORR. MTL)
CORR. MTL. SIDING ON
PLY SHEATHING ON
2x STUD FRAMING W/
CR-21"MIN. BATT INSUL. WI
5/8" GYP. BD. INTERIOR.
ALL CEILINGS TO BE
PAINTED GYP. BD.
LIVING
ROUND DRYWALL
RETURNS AT ALL ,
DOORS AND
WINDOWS.
1'-0"
BAMBOO FLOORING
ON CONCRETE SLAB
W/ RADIANT HEAT.
METAL ROOFING.
2x4 HAILERS.
1'-O"
14'-0"
ATTIC SPACES TO BE
VENTILATED WITH–
GABLE END VENTS.
12
12
8420
JD9
r:
11'-0"
/She
•
BEDROOM #3
•
3/4" PLYWOOD (NOT
OSB) SUB -FLOOR.
ANGLED WOOD BRACE &
COLUMN, BEAM WI BEVELED
TOP. CUSTOM PLATE STEEL_
BRACKETS EA. SIDE COLUMN,
NATURAL FINISH W/ CLEAR
COAT. RE: STRUCT.
• ^a ,
o a
O • ° Q „ OS
$ _ e
4 •
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FSan
-.10%
BOTTOM CHORD
OF TRUSS.
GARAGE
EXPOSED BEAM,
RE: STRUCT.
• ♦ . $ •
SECTION THRU LIVING
1/2" equals ONE foot
e
a
•
• ..• AP . a, . .
•
0
• e a
e a p a p
SECTION THRU GARAGE / ATTIC ,��
1/2" equals ONE foot y
Land+Shelter
215 12th St, #C, PO Box 550,
Carbondale, CO
t 970.963.0201 f 970.963.0289
NOTICE: DUTY OF COOPERATION
Release of these plans contemplates further
cooperation among the owner, his or her
contractor, and the designer. Design and
construction are complex. Although the
designer and his/her consultants have
performed their services with due care and
diligence, they cannot guarantee perfection.
Communication is imperfect and every
contingency cannot be anticipated. My
ambiguity or discrepancy discovered by the
use of these plans shall be reported
immediately to the designer. Failure to notify
the designer compounds misunderstanding
and increases construction costs. A failure to
cooperate by a simple notice to the designer
shall relieve the designer from responsibility for
all consequences. Changes made from the
plans without consent of the designer are
unauthorized and shall relieve the designer
from all consequences arising out of such
changes.
PERMIT SUBMITTAL /
CONSTRUCTION SET
Date: May 31st, 2013
Revisions:
S
A
mc
W
V re &o
W .,
p m
e L
g
W '-
1-1
0m
M
42
0
J
Job Site:
Lot 31 Blue Creek Ranch
Carbondale, CO
SECTIONS + DETAILS
Sheet Number:
A5.0
File: Gude Plans.vwx
GENERAL REQUIREMENTS:
Design is based on architectural drawings by Land + Shelter, dated April 30,2013.
A. DESIGN LIVE WADS
1. Basic Roof Snow
2. Residential Floors
3. Garages
40PSF
40 PSF
50 PSF
4. Wind, 90 mph, Exposure B
5. Seismic Design - Category C
B. DESIGN CODES
The requirements of the International Building Code (1.B.C.), the International Residential Code (1R.C.) and
local jurisdiction code revisions shall govern the design and construction of this work. The following codes
and editions were used:
• International Code Council International Building Code (IBC 2009)
• International Code Council International Residential Code (IRC 2009)
C. CHANGES OR MODIFICATIONS
I. Any changes to the structural drawings required due to the acceptance of alternates and/or substitutions are
the responsibility of the contractor and shall be submitted to the S.E.R. for approval.
2. Contractor shall notify S.E.R. before cutting or modifying any structural systems for any reason.
D. SHOP DRAWINGS
Shop drawings are required only when indicated on the plans. However, it is recommended that the contractor
submit the following shop drawings:
a. steel shops laying out and detail all structural steel indicated on plans.
b. timber shops laying out and detail all beams, columns, and connections.
c. see pre-engineered truss notes.
For some projects it is also recommended that a concrete placement plan be submitted along with rebar shops.
It is the contractor's responsibility to read the drawings and determine which shops are necessary and submit
these to the S.E.R in a timely manner. S.E.R.'s review is intended only as an aid to the contractor in obtaining
correct shop drawings. Responsibility for correctness shall rest with the contractor.
I. Shop drawings shall be submitted to the architect for all structural items in addition to items required by
architectural specifications.
2. A plan layout drawing showing location and item marks for all loose items shall be submitted with individ-
ual sub -assembly drawings.
3. The contractor shall review all shop drawings prior to submittal. Items not in accordance with the contract
documents shall be flagged upon his review.
4. Any changes, substitutions, or deviations from original contract drawings shall be clouded by manufacturer
or fabricator. Any of the aforementioned which are not clouded or flagged, by submitting parties, shall not be
considered approved after S.E.R.'s review, U.N.O.
5. The shop drawings do not replace the original contract drawings. It is the contractor's responsibility to
make sure items are constructed to original drawings.
6. The adequacy of engineering designs and layout performed by others rests with the designing or submitting
authority.
7. The use of reproductions of these contract drawings by any contractor, sub -contractor, fabricator, erector or
material supplier in lieu of preparation of shop drawings is expressly prohibited.
E. GENERAL
I. All dimensions and details on structural drawings shall be verified against the architectural drawings and
any discrepancies shall be brought to the attention of the architect before construction or fabrication com-
mences. DO NOT SCALE DRAWINGS.
2. Coordinate all openings through floors, walls and roofs with the Mechanical and Electrical Contractors.
Notify S.E.R. if any openings are to be cut in structural systems.
3. Provide all necessary temporary bracing, shoring, guying or other means to prevent excessive stresses and
to hold structural elements in place during construction.
4. Details on the structural drawings are typical. Verify all dimensions and elevations with the architectural
drawings.
5. The contract structural drawings and specifications represent the finished structure. They do not indicate the
method of construction. The contractor shall provide all measures necessary to protect the structure during
construction. Such measures shall include, but not be limited to, bracing, shoring for loads due to construction
equipment, protection of existing structures. Observation visits to the site by the S.E.R. shall not include in-
spection of the above items nor will the S.E.R. be responsible for the contractor's means, methods, techniques,
sequences for procedure of construction, or the safety precautions and the programs incident there to.
6. Options are for the contractor's convenience. He shall be responsible for all changes necessary if he
chooses an option and shall coordinate all details. The cost of additional design work necessitated by selection
of an option shall be borne by the contractor.
7. Any engineering design provided by others and submitted for review shall bear the seal and signature of an
engineer registered in Colorado.
8. Dimensions on the structural drawings are exact with the exception of masonry and sawn lumber dimen-
sions which are nominal. Verify all dimensions with the architectural drawings.
9. Where required construction details are not shown or noted on these plans the contractor shall notify the
S.E.R. and the S.E.R. shall provide sufficient details for the work to proceed.
10.Construction materials shall be spread out if placed on framed construction. Load shall not exceed the de-
sign live load per square foot.
FOUNDATION:
A. EXCAVATION
I. Contractor shall provide all necessary sheeting, shoring and bracing where required to properly and safely
complete the work.
2. Avoid excessive wetting or drying of the foundation excavation during construction, keep excavations rea-
sonably free of water at all times and completely free of water during placement of the concrete.
B. DESIGN
I. Foundation design is based on the following assumed soil values. Soils are presumed non -expansive, non-
soluble, and not prone to excessive consolidation. When the excavation has been completed, a geotechnical
engineer licensed in the State of Colorado shall be engaged to visit the site, conduct a soils investigation,
write a report to confirm the assumed soil values and provide further guidance as required.
The S.E.R. shall be given a copy of the soils report. The S.E.R. shall be given an opportunity to review the
soils report, and adjust the structural design and drawings per the soils report prior to the start of construction.
2. Footings shall bear on natural undisturbed soil or adequately compacted structural fill per geotechnical en-
gineer, below the frost depth required by the applicable building code. Any discrepancies with the footing ele-
vations shown on the plans shall be brought to the attention of the S.E.R. Footing are designed with the follow-
ing allowable bearing pressures: �---�
Maximum
1500 psf (DL+LL) ` OPEN -HOLE SOILS REPORT
IS REQUIRED AT FOOTING
Minimum 0 psf (DL)
C. GENERAL REQUIREMENTS "-INSPECTION /500 PSF
I. Center foundations under columns and walls unless noted otherwise.
2. Provide foundation ventilation in crawl space areas as required by section 2303.3 of the I.B.C. -
3. Backfill on walls with fill on both sides shall be compacted in equal lifts each side of wall. Walls backfilled
on one side only shall have all supporting slabs, permanent framing or temporary bracing in place prior to
placement of the backfill (unless noted otherwise on plans).
4. Site retaining walls not shown on foundation plan shall not be attached to the foundation (unless noted oth-
erwise on plans).
CONCRETE:
A. CONCRETE REQUIREMENTS
Concrete shall be constructed in accordance with the latest edition of the American Concrete Institute Building
Code. AC! 318 and Specifications for Structural Concrete for Buildings, ACI 301. Provide hot or cold weather
protection per ACI 305 & 306.
1. Concrete shall develop a minimum compressive strength at 28 days of:
Walls & footings 3000 psi
Slabs 3500 psi
2. Provide Type 11 cement with 4%-8% air entrainment and a 4" slump. Concrete aggregate shall be 3/4"
normal weight stone except were lightweight concrete is specified. No admixtures shall be used without ap-
proval by the S.E.R.
3. Concrete shall be placed in a manner to prevent voids by using mechanical vibration and/or other approved
method. Do not place pipes, ducts, or chases in the structural concrete without approval of the S.E.R. Thor-
oughly clean all keyways and construction joints prior to placing concrete in adjacent area. Concrete shall not
be in permanent contact with aluminum.
B. REINFORCING
Detailing, fabrication, and erection of reinforcing steel bars shall comply with the ACI Manual of Standard
Practice for Detailing Reinforced Concrete Structures ACI 315.
1. Reinforcing steel shall be high strength deformed bars conforming to ASTM A615 grade 60. except weld-
able reinforcement which shall be ASTM A706, Grade 60.
2. Concrete protection for reinforcement:
Cast against and permanently exposed to earth
Exposed to earth or weather
Not exposed to earth or weather
#6-#18 bar
#3-#5 bar
slabs & walls
beams & cols
3 in.
2 in.
11/2 in.
3/4 in.
11/2 in.
3. Re -bar lap splices shall be a minimum of 36 bar diameters, unless noted otherwise.
STRUCTURAL GENERAL NOTES & SPECIFICATIONS
4. Discontinue 1/2 of horizontal steel across construction/control joints.
5. Provide corner bars of equal size and spacing around all corners and intersections.
6. Provide 2-05 bars with a minimum of 2'-0" projection beyond the sides of all openings in walls, beams and
slabs. Provide 1-25 x 4'-0" diagonally at all re-entrant corners of slabs.
7. Provide accessories necessary to properly support reinforcing at the positions shown on the plans.
8. Reinforcing spacings are maximum on center and all reinforcing is continuous, unless noted otherwise.
9. Splices in horizontal beams and walls shall occur at mid span for top bars and over supports for bottom bars.
C. SLABS -ON -GROUND
1. All slabs -on -ground shall be a minimum of 4" thick and reinforced with #4 @ 18" on center each way, unless
noted otherwise. Reinforcement to be placed in center of slab.
2. Thicken all free slab edges to 8" x 8" with #5 continuous (top and bottom) unless noted otherwise on plans.
3. Provide construction/control joints in slabs -on -ground not to exceed 12'-0" on center or as shown on the
plans. Isolate all slabs on grade from structural elements with expansion joint material equal to QUIKRETE's
Expansion Joint Strips (ASTM D 1751) 1/2" x 4" x 5".
STEEL:
A. STRUCTURAL STEEL
Structural steel shall be detailed, fabricated and erected in accordance with latest provisions of the AISC Manual
of Steel Construction and AISC Code of Standard Practice.
1. Steel shapes and their properties shall be as follows, U.N.O.:
a. All wide flange W shapes shall conform to ASTM A992
b. Channels, angles, plates, and S, M, and HP shapes shall conform to ASTM A36
c. Hollow structural shapes, HSS shall conform to ASTM A500 (Gr. B)
d. Pipe columns shall conform to ASTM A53 (Gr. B), "STD" - All DIA noted per plan are inside DIA
e. Anchor rods shall conform to ASTM F1554 Grade 36, and anchor bolts ASTM A307
f. Clevis and turnbuckles shall conform toAISI C-1035 and per AISC 13th edition, table 15-3 & 15-5.
2. Bolts shall conform to ASTM A325 type I, U.N.O. on plans. Bolt size shall be 3.4"0, U.N.O. The joint type
shall be snug -tightened, U.N.O. The bolts shall be installed in accordance with section 8.1 of AISC's Specifica-
tion for Structural Joints Using ASTM A325 or A490 Bolts. When required on plans, installation of high strength
bolts shall be in accordance with the aforementioned specification.
3. All welds shall be made with E70XX electrodes. All welding shall Comply with AWS DI.I Structural Weld-
ing Code and shall be performed by AWS certified welders.
4. Provide shop applied paint in accordance with the Steel Structures Painting Council specifications as for all
exterior members, architecturally exposed members, any members exposed to weather for an excessive period of
time during construction, and where indicated on construction documents. Omit shop paint on surfaces to be
welded, surfaces to receive welded stud, and contact surfaces of bolted connections. Provide field primer paint
for painted members at welds, bolted connections, and areas of abraded shop palm.
STRUCTURAL WOOD FRAMING:
A. DIMENSIONAL LUMBER
All timber construction light and heavy shall conform to the latest edition of the National Design Specifications
for Wood Construction. The following grading agcncies are used for grading the structural wood framing: Na-
tional Forest Products the Western Wood Products Association (WWPAW), the National Lumber Grades Author-
ity (NLGA), and the Redwood Inspection Service (RIS).
1. Structural framing lumber shall be kiln dried Douglas Fir/Larch, U.N.O. The following design values were
used for Douglas Fir/Larch (all applicable stress factors apply per I.B.C. section 2306):
Structural Joists, built-up columns and studs (a 2x4), No. 2 or better
Fb = 900 psi Fv = 180 psi Fel = 625 psi E = 1600 000 psi
Beams and Stringers, No. 1
Fb = 1350 psi Fv = 170 psi Fc I = 625 psi F, = 1600 000 psi
2. All pressure treated lumber shall be Hem -Fir #2 or better, U.N.O. All wood attached to concrete or masonry
shall be pressure treated lumber. Pressure treated lumber may require heavier galvanizing treatments for fasten-
ers and framing hardware. The contractor is to consult with the supplier, manufacturer, and local building offi-
cial for current treatment requirements. The following design values were used for Hem -Fir.
Structural Joists, built-up columns and studs (a 2x4), No. 2 or better
Fb = 850 psi Fv = 150 psi Fcl = 405 psi E = 1300 000 psi
3. Sizes shown for structural wood framing are nominal sizes.
4. Attach sill plates with 1/2"0 hooked anchor bolts (7" minimum embedment) at 48" on center U.N.O.
5. Install all joists and beams with camber, if any, to top U.N.O.
6. Beams are nota substitute for joist in layout. If beam falls in joist layout space, place joist next to beam.
7. Provide built-up wood columns of 2-2x6 (or 2-2x4 at 2x4 stud wall) or a minimum number of studs to equal
supported beam width U.N.O.
8. All multiple stud columns shown at the ends of headers indicate the number of trimmers. King studs are addi-
tional to the number of column studs shown.
B. FASTENERS AND CONNECTORS
Alternate fasteners and connectors to those listed below, which have I.C.C. approval, may be used with approval
by the S.E.R.
I . All timber and wood framing nailing shall conform to the I.B.C., reference J.B.C. Table No. 2304.9.1 Fasten-
ing Schedule, U.N.O.. Reference drawings for locations were additional nailing is required.
2. Nails shall meet the requirement of ASTM F 1667. Nail diameter and length used with these drawings are to
be as follows, U.N.O
Pesignatiou Length and Diameter
8d .131 x 2 1"
10d .148 x 3"
I6d .162x3/"
3. All connectors for wood framing shown on the plans such as joist hangers, beam hangers, truss hangers,
framing clips, hold-down anchors, etc., shall be manufactured by the Simpson Strong -Tie Company Inc, U.N.O.
Install per manufacturer's specifications.
4. Bolts for wood member connections shall be 3/4"0, ASTM A307 with a minimum 1 sr washer each end
U.N.O. Do not countersink bolts unless noted othenvise on structural drawings.
5. Lag screws shall meeting the requirements of ANSI/ASME standard B182.1 and they shall be installed per
the latest NDS code. Each lag screw shall be installed with a washer.
6. Powder Actuated Fasteners (P.A.F.'s) for attaching wood framing to structural steel shall be Remington low
velocity fasteners, length and diameter per plans. Install per manufacturer.
7. Screws called out as SDS are as manufactured by Simpson Strong -Tie Company Inc. Screws called out as
OLYLOG, TLOK, LOG, LHOG or LL are as manufactured by FastenMaster Agawam, MA.
8. Screws called as #8 thru #12 wood screws shall meet ANSI/ASME standard 18.6.1.
C. WALL FRAMING AND SHEATHING
1. All exterior walls designated as bearing walls shall constructed with 2x6's @ 24".O.C. - U.N.O. All interior
walls designated as bearing walls shall be constructed with 2x6's @ 24".O.C. - U.N.O.
2. All exterior walls shall be sheathed with wood structural panels certified by the APA for use as wall sheathing
labeled, "EXTERIOR" OR "EXPOSURE I", rated sheathing, 24/0, 1" thick attached to studs with Sd common
(0.131 0) or galvanized box nails (I" stud penetration) @ 6" O.C. at panel edges and 12" O.C. at intermediate
supports. Drive nails flush with outer sheathing layer, Do not over drive nails. Use special care when using
pneumatic nail guns.
3. All openings in bearing walls (interior or exterior) shall have a minimum of one full height king stud and one
trimmer, with a 2-2x8 header- U.N.O.
4. Openings over 6'-0" in width shall have a minimum of 2 -King studs. Number of trimmers as indicated on
plan. Review wall opening schedule and typical wall framing detail.
5. Nail or screw at 12" O.C. all built-up wood columns called out on plans to the sheathing or drywall.
D. FLOOR FRAMING AND SHEATHING
I. Floor sheathing shall be APA rated Sturd-I-Floor, 24" o.c. 23/32" thick, T&G. Place with S'-0" dimension per-
pendicular to the joist span. End joints shall be staggered. Attach sheathing to framing with APA glue and nails;
at edges with 8d common (0.131 0) nails at 6" O.C. and at intermediate supports with 8d common nails at 12"
O.C.
2. Provide I tb" LSL rim boards typical at exterior ends of all floor joists and beams.
3. Block continuous at all interior joist bearings per manufacturer.
4. Provide solid wood blocking (squash blocks) within floor system for all posts and trimmers in the floor above.
Blocking shall be of like material & shall match the dimensions of the columns or trimmers above.
E. ROOF FRAMING AND SHEATHING
1. Roof sheathing shall be wood structural panels certified by the APA for use as roof sheathing, labeled, "EX-
TERIOR" OR "EXPOSURE I", rated sheathing, 40/20, 313" thick, T&G, or provide plyclips midway between
rafters at unsupported sheet edges (plyclips not required for rafter spacing less than 18" O.C.). Attach sheathing
to framing with 8d common (0.131 0) nails at 6" O.C. and at intermediate supports with 8d common nails at 12"
O.C. unless noted otherwise.
F. GLUE LAMINATED BEAMS (GL.)
Laminated members shall be designed and fabricated in accordance with The Standard Specifications for the
Design and Fabrication of Structural Glue Laminated Lumber published by the AITC and the appropriate Lum-
ber Producers' Association.
1. Appearance grade shall be in accordance with architectural drawings
2. Beam to be placed with TOP up, U.N.O.
3. Allowable unit stresses for dry conditions shall be as follows:
Members stressed principally in bending such as beams & girders (AITC 24F -V4), U.N.O.
Fb = 2,400 psi Fv = 265 psi Fcl = 650 psi E = 1,800,000 psi.
Members stressed principally in compression or tension such as columns & truss members (AITC 2), U.N.O.
Fell = 1950 psi E = 1,600,000 psi.
G. STRUCTURAL COMPOSITE LUMBER AND PREFABRICATED WOOD I -JOIST
Install members in accordance with the manufacturer's recommendation. Holes, cuts, or notches not previously
approved by the S.E.R. or the manufacturer shall not be made. Members by other manufacturers may be used
if the depth, cross section and allowable unit stress are equal to that of the member specified for the particular
span.
1. LAMINATED VENEER LUMBER (LVL)
LVL members called for on the drawings are as manufactured by iLEVEL by Weyerhaeuser. Members marked
on the drawings as `LVL' and shall be I 3/4" wide, U.N.O.
Allowable unit stresses for dry conditions shall be as follows:
Fb = 2,600 psi Fv = 285 psi Fel = 750 psi E= 1,900,000 psi
2. PARALLAM LUMBER (PSL)
PSL members called for on the drawings are as manufactured by iLEVEL by Weyerhaeuser U.N.O.
Allowable unit stresses for dry conditions shall be as follows:
Fb = 2,900 psi Fv = 290 psi Fel = 750 psi E= 2,200,000 psi
Allowable unit stresses for dry conditions for PSL columns shall be as follows:
Fb = 2,400 psi Fen = 2,900 psi E= 1,800,000 psi
3. PREFABRICATED WOOD I JOISTS
Prefabricated wood Hoist called for on the drawings (TJI 210, TJI 360, TJI 560 etc.) are as manufactured by
iLEVEL by Weyerhaeuser. Supply all plates, blocking, bridging, bracing, stiffeners and other related items as
recommended by the manufacturer.
4. LAMINATED STRAND LUMBER (LSL)
LSL members called for on the drawings are as manufactured by LEVEL by Weyerhaeuser.
Allowable unit stresses for dry conditions shall be as follows:
Fb = 1,300 psi Fv = 400 psi Fel = 750 psi E= 1,300,000 psi
5. LAMINATED STRAND LUMBER RIM BOARD (ISL)
ISL members called for on the drawings are as manufactured by iLEVEL by Weyerhaeuser.
Allowable unit stresses for dry conditions shall be as follows:
Fb = 1,700 psi Fv =400 psi PEI = 750 psi E= 1,300,000 psi
H. PRE-ENGINEERED TRUSSES
1. The trusses shall be designed and manufactured per the NATIONAL DESIGN STANDARDS FOR METAL
PLATE CONNECTED WOOD TRUSS CONSTRUCTION, ANSI/TP I 1-2007. The Truss Designer shall be a
registered design professional structural engineer experienced in the design of pre -engineering trusses.
2. The Truss Designer shall create Truss Design Drawings per ANSI/TPI 1-2007.
3. A Truss Submittal Package as defined by ANSI/TPI 1-2007 bearing the seal of the manufacturer's registered
design professional engineer shall be submitted to S.E.R. and the contractor for review and approval.
4. Truss hardware shall consist of all nails, bolts, steel, plates, etc. as required by the truss engineer, and press-
fit metal plates complying with ANSI/FPI 1-2007.
5. Trusses shall be shop fabricated according to approved shop drawings. Cut members accurately to length,
angle and line to provide tight joints.
6. Verify that the surfaces to receive trusses are adequately braced and are at the required location and eleva-
tion.
7. Install permanent bracing and bridging according to locations and details provided by the Truss Designer.
8. Contractor shall be responsible for the handling, installation, and temporary restraint/ bracing of the Trusses
in a good workmanlike manner and in accordance with the recommendations set forth in the latest edition of
Building Component Safety Information's, BCSI 2008: Guide to Good Practice for Handling, Installing, Re-
straining & Bracing of Metal Plate Connected Wood Trusses.
WALL BRACING:
Wall bracing is provided per the prescriptive method of the 2009 IRC 602.10. Structure is to be continuously
sheathed with structural panel sheathing on all sheathable areas of exterior walls.
SECTION CUT
(DTI.IJSHT r)
BUILDING
ELEVATION MARK
TOP OF
MOOTING
STEP
T. Wall = Elevation
1-1. Forting = Elevation
FOUNDATIONI
WALL STEP
I
T.:Not-
\\\'-V"
• I FOOTING PAD
MARK
I 1
Structural Symbols Reference For Foundation Flans
1 _ I COLUMN
---1 ABOVE
SECTION CUT
OR PLAN VIEW
BEAM OR HEADER BEAM CONTINUOUS
OVER COLUMN
0/COLUMN BETWEEN
BEAMS
EDGE
PLYWOOD
/4 x 10 1/2" GL 0 LJ
0
ROOF SLOPE
I Plywood
100,-0"
JOIST BEARING
I OCAT ION
_xI X16"0.
ABEAM BEARING
ON BEAM
triBUILDING
ELEVATION MARK
ACOLUMN FROM
ABOVE TERMINATING
ON BEAM
JOIST GING
(FLUSH FRAME
WI HANGER TYPE) CHANGE
FLOOR ELEVATION
COLUMN FROM
ABOVE AND
CONTINUE BELOW
JOIST SIZE
& SPACING
REVISION CLOUD
INDICATING A
REVISED ITEM
JOIST EXTENT
IJNE
Structural Symbols For Framing Flails
1
STANDARD ABBREVIATIONS
A.F.F. - ABOVE FINISH FLOOR
ABV - ABOVE
ADD'L - -ADDITIONAL
ADJ -ADJUSTABLE
ALT - ALTERNATE
A.CJ. - AMERICAN CONCRETE INSTITUTE
A.P.A. AMERICAN PLYWOOD ASSOC.
A.B. - ANCHOR BOLT
ARCH - ARCHITECT
B.O. - BY OTHERS
BM - BEAM
BLW - BELOW
BRG - BEARING
13/W - BETWEEN
BLKG - BLOCKING
BLDG - BUILDING
CNTR - CENTER
C.L. - CENTERLINE
C.F. - CUSTOM FABRICATED
C.J.P. - CAST -IN-PLACE
CLR-CLEAR
CANT'L - CANTILEVERED
COL -COLUMN
CONN -CONNECTION
CONC - CONCRETE
C.M.U. - CONCRETE MASONRY UNIT
CONST - CONSTRUCTION
CONT -CONTINUOUS
CONTR - CONTRACTOR
COMP - COMPACTED
CJ. - CONTROL JOINT
DL - DEAD LOAD
EA - EACH
EL - ELEVATION
EMB - EMBED OR EMBEDMENT
EQ - EQUAL
EXP- EXPANSION
EXT - EXTERIOR
FTG - FOOTING
FND - FOUNDATION
GA - GAUGE/GAGE
GALV - GALVANIZED
GL- GLUE -LAMINATED MEMBER
HT - HEIGHT
HORIZ - HORIZONTAL
IBC - INTN'L BUILDING CODE
IRC - INTN'L RESIDENTIAL CODE
INT -INTERIOR
JT - JOINT
JST - JOIST
K.S.I. - KIPS PER SQUARE INCH
I.L- LIVE LOAD
LONGIT - LONGITUDINAL
LVL- LAMINATED VENEER LUMBER
MFR -MANUFACTURER
MAX - MAXIMUM
MTL - METAL
MISC - MISCELLANEOUS
MIN - MINIMUM
N.T.S - NOT TO SCALE
OPNG - OPENING
O.C. - ON -CENTER
OSB - ORIENTED STRAND BOARD
PA.F. - POWDER -ACTUATED FASTENER
PEN - PENETRATION
PERP -PERPENDICULAR
PI. - PLATE
PLWD - PLYWOOD
P.T. - PRESSURE TREATED
R- RADIUS
RE: - REFER TO
REINF - REINFORCING
RQD - REQUIRED
S.E.R. - STRUCTURAL ENGINEER OF RECORD
SHTG - SHEATHING
SIM - SIMILAR
S.O.G. - SLAB ON GRADE
SL - SNOW LOAD
SP - SPACE TING)
SPECS - SPECIFICATIONS
STD - STANDARD
STL-STEEL
STRUCT - STRUCTURAL
T - TOP
T.O. - TOP OF
T.E.H. - TYPICAL EXTERIOR HEADER
T.P. - TOP PLATE
T&B - TOPAND BOTTOM
T&G - TONGUE AND GROOVE
TRANS -TRANSVERSE
TYP- TYPICAL
U.N.O. - UNLESS NOTED OTHERWISE
VERT- VERTICAL
V.I.F. - VERIFY IN FIELD
WT - WEIGHT
W/ - WITH
WD - WOOD
Rakowski -Millard
STRUCTURAL DESIGN, LLC
580 Main Street, Suite 310
Carbondale, CO 81623
Phone/Fax (970) 963-9643
Date
Issue
02-08-13 Contractor Pricing Set
05-10-13 Construction Document
W
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Z
LLJ
0
CO
W
rr
W
0
r3
V
LOT 31, BLUE CREEK RANCH
CARBONDALE, COLORADO
/ \ Date
Revision
Dwn By: AJR./S.E.M.
Dsgn By:
S.E.M.
Ckd By:
S.E,M.
Apprvd:
Project Number
LILA=
Drawing Title:
General Notes
& Specifications
1
Sheet
of 5
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