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CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER
6
METHOD
CF -1R Page 1
Project Title..........
Dutra 3303
Proposed
Date..04/01/14 13:24:07
Project Address........
II, (kTDV/sf-yr)
******
Design
Margin
Improvement II
II
II
II Space Heating..........
CHICO, CA
*v8.1*
I _
-3.7% II
Documentation Author...
Gregory A. Peitz
******
I Building Permit #
10.9% II
Gregory A. Peitz Architect
0.58
0.58
383 Rio Lindo Ave.
0.0% II
I Plan Check / Date
12.53
Chico, CA 95926
-2.63
-21.0% II
II Total
530-894-5719
95.11
1.78
Field Check/ Date
Climate Zone...........
11
Computer
Performance
II
*** II
�I
Compliance Method......
MICROPAS8 v8.1 for 2008
CEC Standards (r03)
MICROPAS8 v8.1 File-DUTRA_3303 Wth-CTZ11S08
User#-MP2330 User -Gregory A. Peitz Architec Run -Base Case
II
MICROPAS8 ENERGY USE SUMMARY
II
II
II Energy Use
Standard
Proposed
Compliance
II
Percent II
II, (kTDV/sf-yr)
Design
Design
Margin
Improvement II
II
II
II Space Heating..........
32.32
33.52
-1.20
-3.7% II
II Space Cooling..........
51.46
45.85
5.61
10.9% II
II Ventilation Fans.......
0.58
0.58
0.00
0.0% II
II Water Heating..........
12.53
15.16
-2.63
-21.0% II
II Total
96.89
95.11
1.78
1.8% II
II
II *** Building
Ir
complies with
Computer
Performance
II
*** II
�I
GENERAL INFORMATION
HERS Verification..........
Conditioned Floor Area.....
Building.'Type..............
Construction Type .........
Natural Gas at Site .......
Building Front Orientation.
Number of -Dwelling Units...
Number of Building Stories.
Weather Data Type..........
Floor Construction Type....
Number of Building Zones...
Conditioned Volume.........
Slab -On -Grade Area.........
Glazing -'Percentage.........
Average Glazing U -factor...
Average Glazing SHGC.......
Average Ceiling Height.....
Not Required
3303 sf
Single Family Detached
New
Yes
Front'Facing 0 deg (N)
1
BUTTE
COUNTY
MAY 2 8 2014
DEVELOPMENT
SERVICES
1
FullYear PERdrr#
KFE cbuwr Y DO�l-OPM NTS
Raised Floor R = V1EW 0R
1 '0
MI�LIA4�C
36098 Cf DATE—. 16_ ren By _
0 sf
23.2 % of floor area
0.34 Btu/hr-sf-F
0.33
10.9 ft
CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 2
Project Title.......... Dutra 3303 Date..04/01/14 13:24:07
Zone Type
Residence
MICROPAS8 v8.1 File-DUTRA_3303 Wth-CTZ11S08
User#-MP2330 User -Gregory A. Peitz Architec Run -Base Case
BUILDING ZONE INFORMATION
Floor # of # of Cond- Thermo- Vent Vent Verified
Area Volume Dwell Peop- it- stat Height Area Leakage or
(sf) .(cf) Units le ioned Type (ft) (sf) Housewrap
3303 36098 1.00 4.0 Yes Setback 2.0 Standard No
Orientation
FENESTRATION SURFACES
Exterior
Area U- Act Shade
(sf) factor SHGC Azm Tilt Type Location/Comments
1 Door
Left
(E)
42.7
ATTIC
AND ROOF DETAILS
90
90
Standard
1/Vinyl/Wood
Patio Door
2 Wind
Front
(N)
6.0
0.350
0.320
Frame
R-
R -
2/Vinyl/Wood
Operable Lo
3 Wind
Roof
Roof Re-
Emiss-
Frame
Spac-
Value
Value
Vent
3/Vinyl/Wood
Operable Lo
Mass
Rise flect-
ivity
Depth
ing
Above
Below
Area Vent
Roof Type
(lb/sqft)
Operable Lo
ance
Left
(in.)
(in.)
Deck
Deck
Ratio High
Asphalt
Light
4:12 0.08
0.85
3.5
24
oc 0.00
0.00
1/150 0.,50
0.340
180
90
Standard
6/Vinyl/Wood
OPAQUE SURFACES
U-
Sheath-
Solar Appendix
Frame
Area
fact-
Cavity ing
Act
Gains JA4
Location/
Surface
Type
(sf)
or
R-val R-val
Azm
Tilt
Reference
Comments
1
Wall
Wood
624
0.074
19
0
0
90
Yes 4.3.1
A5
FRONT
2
Wall
Wood
618
0.074
19
0
180
90
Yes 4.3.1
A5
BACK
3
Wall
Wood
459
0.074
19
0
270
90
Yes 4.3.1
A5
RIGHT
4
Wall
Wood
643
0.074
19
0
90
90
Yes 4.3.1
A5
LEFT
5
Wall
Wood
67
0.074
19
0
135
90
Yes 4.3.1
A5
135 DEGREE
6
Wall
Wood
447
0.074
19
0
0
90
No 4.3.1
A5
KNEE WALL
7
Wall
Wood
475
0.074
19
0
0
90
No 4.3.1
A5
GARAGE WALL
8
AtticRad
Wood
3303
0.025
38
0
n/a
0
Yes 4.2.1
A21
ATTIC
9
Door
Wood
38
0.500
0
0
0
90
No 4.5.1
A4
GARAGE DOOR
10
Floor
Wood
3303
0.037
19
0
n/a
0
No 4.4.1
A4
FLOOR
Orientation
FENESTRATION SURFACES
Exterior
Area U- Act Shade
(sf) factor SHGC Azm Tilt Type Location/Comments
1 Door
Left
(E)
42.7
0.340
0.320
90
90
Standard
1/Vinyl/Wood
Patio Door
2 Wind
Front
(N)
6.0
0.350
0.320
0
90
Standard
2/Vinyl/Wood
Operable Lo
3 Wind
Left
(E)
12.0
0.350
0.320
90
90
Standard
3/Vinyl/Wood
Operable Lo
4 Wind
Back
(S).
9.3
0.350
0.320
180
90
Standard
4/Vinyl/wood
Operable Lo
5 Wind
Left
(E)
19.2
0.330
0.340
90
90
Standard
5/Vinyl/Wood
Fixed Low E
6 Wind
Back
(S)
33.0
0.330
0.340
180
90
Standard
6/Vinyl/Wood
Fixed Low E
BUTTE COUNTY
BUILDING DIVISION
APPROVED
CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 3
Project Title.......... Dutra 3303 Date..04/01/14 13:24:07
MICROPAS8 v8.1 File-DUTRA_3303 Wth-CTZ11S08
User#-MP2330 User -Gregory A. Peitz Architec Run -Base Case
FENESTRATION SURFACES
BUTTE COUNTY
BUILDING DIVISION
APPROVED
Exterior
Area
U-
Act
Shade
Orientation
(sf)
factor
SHGC
Azm
Tilt
Type
Location/Comments
7
Wind
Right
(W)
19.2
0.330
0.340
270
90
Standard
7/Vinyl/Wood
Fixed Low'E
8
Wind
Back
(S)
9.3
0.350
0.320
180
90
Standard
8/Vinyl/Wo6d
Operable Lo
9
Wind
Back
(S)
15.0
0.350
0.320
180
90
Standard
9/Vinyl/Wood
Operable Lo
10
Door
Back
(S)
42.7
0.340
0.320
180
90
Standard
10/Vinyl/Wood
Patio Door
11
Wind
Back
(S)
15.0
0.350
0.320
180
90
Standard
ll/Vinyl/Wood
Operable L
12
Wind
Right
(W)
15.0
0.350
0.320
270
90
Standard
12/Vinyl/Wood
Operable L
13
Door
Back
(S)
42.7
0.340
0.320
180
90
Standard
13/Vinyl/Wood
Patio Door
14
Wind
Back
(S)
56.0
0.330
0.340
180
90
Standard
14/Vinyl/Wood
Fixed Low
15
Door
Back
(S)
42.7
0.340
0.320
180
90
Standard
15/Vinyl/Wood
Patio Door
16
Wind
Back
(S)
12.0
0.330
0.340
180
90
Standard
16/Vinyl/Wood
Fixed Low
17
Wind
Back
(S)
18.0
0.330
0.340
180
90
Standard
17/Vinyl/Wood
Fixed Low
18
Wind
Back
(S)
12.0
0.330
0.340
180
90
Standard
18/Vinyl/Wood
Fixed Low
19
Wind
Left
(SE)
6.8
0.350
0.320
135
90
Standard
19/Vinyl/Wood
Operable L
20
Wind
Left
(SE)
18.0
0.330
0.340
135
90
Standard
20/Vinyl/Wood
Fixed Low
21
Wind
Left
(SE)
6.8
0.350
0.320
135
90
Standard
21/Vinyl/Wood
Operable L
22
Wind
Back
(S)
6.8
0.350
0.320
180
90
Standard
22/Vinyl/Wood
Operable L
23
Wind
Back
(S)
6.8
0.350
0.320
180
90
Standard
23/Vinyl/Wood
Operable L
24
Door
Left
(E)
21.3
0.340
0.320
.90
90
Standard
24/Vinyl/Wood
Patio Door
25
Wind
Left
(E)
24.0
0.350
0.320
90
90
Standard
25/Vinyl/wood
Operable L
26
Wind
Back
(S)
16.0
0.350
0.320
180
90
Standard
26/Vinyl/Wood
Operable L
27
Wind
Right
(W)
24.0
0.350
0.320
270
90
Standard
27/Vinyl/Wood
Operable L
28
Wind
Front
(N)
7.5
0.350
0.320
0
90
Standard
28/Vinyl/Wood
Operable"L
29
Wind
Front
(N)
12.5
0.350
0.320
0
90
Standard
29/Vinyl/Wood
Operable L
30
Wind
Front
(N)
12.5
0.350
0.320
0
90
Standard
30/Vinyl/Wood
Operable L
31
Wind
Front
(N)
12.5
0.350
0.320
0
90
Standard
31/Vinyl/Wood
Operable L
32
Wind
Front
(N)
5.0
0.330
0.340
0
90
Standard
32/Vinyl/Wood
Fixed Low
33
Wind
Front
(N)
5.0
0.330
0.340
0
90
Standard
33/Vinyl/Wood
Fixed Low
34
Wind
Front
(N)
5.0
0.330
0.340
0
90
Standard
34/Vinyl/Wood
Fixed Low
35
Wind
Front
(N)
14.0
0.330
0.340
0
90
Standard
35/Vinyl/Wood
Fixed Low
36
Door
Front
(N)
48.0
0.340
0.320
0
90
Standard
36/Vinyl/Wood
Patio Door
37
Wind
Front
(N)
14.0
0.330
0.340
0
90
Standard
37/Vinyl/Wood
Fixed Low
38
Wind
Front
(N)
23.8
0.330
0.340
0
90
Standard
38/Vinyl/Wood
Fixed Low
39
Wind
Front
(N)
12.5
0.350
0.320
0
90
Standard
39/Vinyl/Wood
Operable L
40
Wind
Front
(N)
12.5
0.350
0.320
0
90
Standard
40/Vinyl/Wood
Operable L
41
Wind
Front
(N)
12.5
0.350
0.320
0
90
Standard
41/Vinyl/Wood
Operable L
42
Wind
Front
(N)
5.0
0.330
0.340
0
90
Standard
42/Vinyl/Wood
Fixed Low
43
Wind
Front
(N)
5.0
0.330
0.340
0
90
Standard
43/Vinyl/Wood
Fixed Low
44
Wind
Front
(N)
5.0
0.330
0.340
0
90
Standard
44/Vinyl/Wood
Fixed Low
BUTTE COUNTY
BUILDING DIVISION
APPROVED
1
CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 4
Project Title.......... Dutra 3303 Date..04/01/14 13:24:07
MICROPAS8 v8.1 File-DUTRA_3303 Wth-CTZ11S08
User#-MP2330 User -Gregory A. Peitz Architec Run -Base Case
Surface
1 Door
4 Window
5 Window
6 Window
7 Window
8 Window
9 Window
10 Door
11 Window
12 Window
13 Door
14 Window
15 Door
16 Window
17 Window
18 Window
19 Window
20 Window
21 Window
22 Window
23 Window
24 Door
2,5 Window
26 Window
27 Window
OVERHANGS
SIDE FINS
Window
Overhang
Left Fin Right Fin
Area
Area
Left
Right
(sf)
Width
Height
Depth
Height
Extension
Extension
42.7
5.33
8
11
.9
32
6
9.3
2
4.7,
1.8
1.33
11
2
19.2
3.5
5.5
1.8
1.33
2.8
27
33.0
6
5.5
1.8
1.33
3
3
19.2
3.5
5.5
1.,8
1.33
45
2.5
9.3
2
4.7
1.8
1.33
10
40
15.0
2.5
6
7.3'
1.33
50
17
42.7
5.33
8
5.5-
1.33,
20
50
15.0
2.5
6
'7.3
1.33.
25
50
15.0
2.5
6
50
1.33
40
10
42.7
5.33
8
20
2.8
16.1
2.3
56.0
8
7
20
2.8
7.7
8.4
42.7
5.33
8
"20
2.8'
1:8
16.9
12.0
5.33
2.25
20
0
16.1
2.3
18.0
8
2.25.
20
0
7:7
8.4
12.0
5.33
2.25,
20
0
1.8
16.9
6.8
2.33
4.5
10
1.33
10
40
18.0
4
4.5
10
1.33
6�
40
6.8
2.33
4.5 -
7
1.33
5:
40
-6.8
2.33
4.5
7.8
1.331
22
22
6.8
2.33
4.5,
7.8
1.33
22
22
21.3
2.7
8
44
1.33
2
40
24.0
6
4
1.8
1.33
5
40
16.0
4
4
1.8
1.33
3
16
24.0
6
4
1.8'
1.33
30
13
SIDE FINS
Window
Left Fin Right Fin
Area
Ex-
Ex -
Surface
(sf)
Width
Heigth
tension
Depth Height,tension
Depth
Height
1
Door
42.7
5.33
8
4.7
21 3 n/a
n/a
-n/a
.9
Window
15.0
2.5
6
.6
1.75 6 n/a
n/a
n/a
13
Door
42.7
'-5.33
8
23
7 6 n/a
n/a
n/a
14
Window
56.0
8
7
15
7 6 n/a
n/a
n/a
15
Door
42.7
5.33
8
8
7 6 n/a
n/a
n/a
16
Window
12.0
5.33
2.25
23
7 6 n/a
n/a
n/a
17
Window
18.0,
8
2.25
15
7 6 n/a
n/a
n/a
18
Window
12.0
5.33
2.25
8
7 6 n/a
n/a
n/a
22
Window
6.8
2.33
4.5
11
19 3 n/a
n/a
n/a
23
Window
6.8
2.'33
4 .5
8.4
19 BU hE COUIf
n/a
n/a
BUILDING DIVISION
..
APPROVED.
CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R, Page 5
Project Title.......... Dutra 3303 Date..04/01/14 13:24:07
HVAC SYSTEMS
Verified
Verified Verified Verified Verified Maximum
System Minimum Refrig Charge Adequate Fan Watt Cooling
Type Efficiency EER or CID Airflow Draw Capacity
< Furnace 0.920'AFUE n/a n/a n/a n/a n/a
ACSplit 13.00 SEER No No No No No
HVAC SIZING
Verified
Total Sensible Design Maximum
Heating Cooling Cooling Cooling
System Load Load Capacity Capacity
Type (Btu/hr) (Btu/hr) (Btu/hr) (Btu/hr)
Furnace 66106 n/a n/a n/a
ACSplit n/a 38448 46106 n/a,
Sizing Location........'. CHICO EXP STA
Winter Outside Design...... 22 F
Winter Inside Design....... 70 F
Summer Outside Design...... 100 F
Summer Inside Design....... 75 F
Summer Range....... ...... 37 F
DUCT SYSTEMS
Verified Verified Verified
System Duct Duct Duct Surface Buried
Type Location R -value Leakage Area Ducts
Furnace Attic R-8 No No No
ACSplit Attic R-8 No No No
„ -FAN SYSTEMS
Flow Power
System Type (cfm) (W/cfm)
Standard 63.03 .25
BU7rE COUNTY
BUILDING ,DIVISION
APPROVED
1
CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Paae 6
MICROPAS8 v8.1 File-DUTRA_3303 Wth-CTZ11S08
User#-MP2330 User -Gregory A. Peitz Architec Run -Base Case
i
WATER HEATING SYSTEMS
Number Tank External
Heater in Energy Size 'Insulation
Tank Type Type Distribution Type System Factor (gal) R -value
1 SmallStorage Gas Recirc/Timer 1 .62 50 R-n/a
SPECIAL FEATURES AND MODELING ASSUMPTIONS
*** Items in this section should be documented.on the plans, ***
*** installed to manufacturer and CEC specifications, and ***
*** verified during plan check and field inspection. ***
This building incorporates a Radiant Barrier.
REMARKS
4
BUTTE COUNTY
BUILDING DIVISION
APPROVED
CERTIFICATE.OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 7
Project Title.......... Dutra 3303 Date..04/01/14 13:24:07
MICROPAS8 v8.1 File-DUTRA_3303 Wth7.-CTZllS08
User#-MP2330 User -Gregory A. Peitz Architec Run -Base Case
COMPLIANCE STATEMENT
This certificate of compliance lists the building features and performance
'specifications needed to comply with Title -24, Parts 1 and 6 of the
California Code of Regulations, and the administrative regulations to
implement them. This certificate has been signed by the individual with
overall design responsibility.
DESIGNER'or OWNER DOCUMENTATION AUTHOR
Name.... GREGORY A. PEITZ Name.... Gregory A. Peitz
Company. GREGORY PEITZ ARCHITECT Company. Gregory A. Peitz Architect
Address. 383 RIO LINDO AVE Address. 383 Rio Lindo Ave.
CHICO, CA 95926 Chico,'C 5926
,Phone... (530) 894-57 Phone... 530- 94 57V_9
License. C21
Signed.. (K Signed..
''(date) (date)
FORCEMENT AGENCY
Name....
Title...
Agency..
Phone...
Signed..
(date)
BUTTE COUNTY
BUILDING DIVISION
APPROVED
MANDATORY MEASURES SUMMARY: RESIDENTIAL MF -1R Page 1
Project Title.......... Dutra 3303 Date..04/01/14 13:24:07
Project Address........ ******
Documentation Author...
Climate Zone...........
Compliance Method......
CHICO, CA *v8.1*
Gregory A. Peitz ******
Gregory A. Peitz Architect
383 Rio Lindo Ave.
Chico, CA 95926
530-894-5719
11
MICROPAS8 v8.1 for
Building Permit #
Plan Check / Date
Field Check/ Date
2008 CEC Standards (r03)
MICROPAS8 v8.1 File-DUTRA_3303 Wth-CTZ11S08
User#-MP2330 User -Gregory A. Peitz Architec Run -Base Case
NOTE: Low-rise residential buildings subject to the Standards must comply with
all applicable mandatory measures listed, regardless of the compliance
approach used. More stringent energy measures listed on the Certificate of
Compliance (CF -1R, CF -IR -ADD, or CF -IR -ALT Form) shall supersede the items
marked with an asterisk (*) below. This Mandatory Measures Summary shall be
incorporated into the permit documents and the applicable features shall be
considered by all parties as minimum component performance specifications
whether they are shown elsewhere in the documents or in this summary. Submit
all applicable sections of the MF -1R Form with plans.
BUILDING -..ENVELOPE MEASURES:
116(a)1: Doors and windows between conditioned and unconditioned spaces are
manufactured to limit air leakage.
116(a)4: Fenestration products (except field -fabricated windows) have a label
listing the certified U -Factor, certified Solar Heat Gain Coefficient (SHGC),
and infiltration that meets the requirements of 10-111(a).
117: Exterior doors and windows are weather-stripped; all joints and
penetrations are caulked and sealed.
118(a): Insulation specified or installed meets Standards for Insulating
Material. Indicate type and include on CF -6R Form.
118(i): The thermal emittance and solar reflectance values of the cool roofing
material meets the requirements of 118(1) when the installation of a Cool Roof
is specified on the CF -1R Form.
*150(a): Minimum R-19 insulation in wood -frame ceiling or equivalent U -factor.
150(b): Loose fill insulation shall conform with manufacturer's installed
design labeled R -Value.
*150(c): Minimum R-13 insulation in wood -frame wall or equivalent U -factor.
*150(d): Minimum R-13 insulation in raised wood -frame floor or equivalent
U -factor.
150(f): Air retarding wrap is tested, labeled, and installed according to ASTM
E1677-95(2000) when specified on the CF -1R Form.
150(g): Mandatory Vapor barrier installed in Climate Zones 14 or 16.
150(1): Water absorption rate for slab edge insulation material alone without
facings is no greater than 0.3%; water vapor permeance rate is no greater than
2.0 perm/inch and shall be protected from physical damage and UV light
deterioration.
FIREPLACES, DECORATIVE GAS APPLIANCES AND GAS LOG MEASURES:
150(e)1A: Masonry or factory -built fireplacesBPaVEF RYNsa"ble metal or glass
BUILDING DIVISION
APPROVED
MANDATORY MEASURES
SUMMARY: RESIDENTIAL
MF -1R
Page 2
Project Title.......... Dutra 3303
Date..04/01/14
13:24:07
MICROPAS8 v8.1 File-DUTRA_3303 Wth-CTZ11S08
User#-MP2330 User -Gregory A. Peitz Architec Run -Base Case
door covering the entire opening of the firebox.
150(e)1B: Masonry or factory -built fireplaces have a combustion outside air
intake, which is at least six square inches in area and is equipped with a
with a readily accessible, operable, and tight -fitting damper and or a
combustion -air control device.
150(e)2: Continuous burning pilot lights and the use of indoor air for cooling
a firebox jacket, when that indoor air is vented to the outside of the
building, are prohibited.
SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES:
110-113: HVAC equipment, water heaters, showerheads, faucets and all other
regulated appliances are certified by the Energy Commission.
113(c)5: Water heating recirculation loops serving multiple dwelling units and
High -Rise residential occupancies meet the air release valve, backflow
prevention, pump isolation valve, and recirculation loop connection
requirements of 113(c)5.
115: Continuously burning pilot lights are prohibited for natural gas:
fan -type central furnaces, household cooking appliances (appliances with an
electrical supply voltage connection with pilot lights that consume less than
150 Btu/hr are exempt), and pool and spa heaters.
150(h): Heating and/or cooling loads are calculated in accordance with ASHRAE,
SMACNA or ACCA.
150(1): Heating systems are equipped with thermostats that meet the setback
requirements of Section 112(c).
150(j)lA: Storage gas water heaters rated with an Energy Factor no greater
than the federal minimal standard are externally wrapped with insulation
having an installed thermal resistance of R-12 or greater.
150(j)1B: Unfired storage tanks, such as storage tanks or backup tanks for
solar water -heating system, or other indirect hot water tanks have R-12
external insulation or R-16 internal insulation where the internal insulation
R -value is indicated on the exterior of the tank.
150(j)2: First 5 feet of hot and cold water pipes closest to water heater
tank, non -recirculating systems, and entire length of recirculating sections
of hot water pipes are insulated per Standards Table 150-B.
150(j)2: Cooling system piping (suction, chilled water, or brine lines),and
piping insulated between heating source and indirect hot water tank shall be
insulated to Table 150-B and Equation 150-A.
150(j)2: Pipe insulation for steam hydronic heating systems or hot water
systems >15 psi, meets the requirements of Standards Table 123-A.
150(j)3A: Insulation is protected from damage, including that due to sunlight,
moisture, equipment maintenance, and wind.
150(j)3A: Insulation for chilled water piping and refrigerant suction lines
includes a vapor retardant or is enclosed entirely in conditioned space.
150(j)4: Solar water -heating systems and/or collectors are certified by the
Solar Rating and Certification Corporation.
DUCTS AND FANS MEASURES:
BUTTE COUNTY
150(m)1: All air -distribution system ducts asUkMev�sibAled, are sealed
APPROVED
MANDATORY MEASURES
SUMMARY: RESIDENTIAL
MF -1R
Page 3
Project Title.......... Dutra 3303
Date..04/01/14
13:24:07
MICROPAS8 v8.1 File-DUTRA_3303 Wth-CTZ11S08
User#-MP2330 User -Gregory A. Peitz Architec Run -Base Case
and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605
and Standard 6-5; supply -air and return -air ducts and plenums are insulated to
a minimum installed level of R-4.2 or enclosed entirely in conditioned space.
Openings shall be sealed with mastic, tape or other duct -closure system that
meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol
sealant that meets the requirements of UL 723. If mastic or tape is used to
seal openings greater than 1/4 inch, the combination of mastic and either mesh
or tape shall be used.
150(m)l: Building cavities, support platforms for air.handlers, and plenums
defined or constructed with materials other than sealed sheet metal, duct
board or flexible duct shall not be used for conveying conditioned air.
Building cavities and support platforms may contain ducts. Ducts installed in
cavities and support platforms shall not be compressed to cause reductions in
the cross-sectional area of the ducts.
150(m)2D: Joints and seams of duct systems and their components shall not be
sealed with cloth back rubber adhesive duct tapes unless such tape is used in
combination with mastic and draw bands.
150(m)7: Exhaust fan systems have back draft or automatic dampers.
150(m)8: Gravity ventilating systems serving conditioned space have either
automatic or readily accessible, manually operated dampers.
150(m)9: Insulation shall be protected from damage, including that due to
sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation
shall be protected as above or painted with a coating that is water retardant
and provides shielding from solar radiation that can cause degradation of the
material.
150(m)10: Flexible ducts cannot have porous inner cores.
150(o): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard
62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low -Rise
Residential Buildings. Window operation is not a permissible method of
providing the Whole Building Ventilation required in Section 4 of that
Standard.
POOL AND SPA HEATING SYSTEMS AND EQUIPMENT MEASURES:
114(a): Any pool or spa heating system shall be certified to have: a thermal
efficiency that complies with the Appliance Efficiency Regulations; an on-off
switch mounted outside of the heater; a permanent weatherproof plate or card
with operating instructions; and shall not use electric resistance heating or
a pilot light.
114(b)l: Any pool or spa heating equipment shall be installed with at least
36" of pipe between filter and heater, or dedicated suction and return lines,
or built-up connections for future solar heating
114(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have
a cover.
114(b)3: Pools shall have directional inlets that adequately mix the pool
water, and a time switch that will allow all pumps to be set or programmed to
run only during off-peak electric demand periods.
150(p): Residential pool systems or equipment meet the pump sizing, flow rate,
piping, filters, and valve requirements of 150(p).
BUTTE COUNTY
BUILDING DIVISION
APPROVED
MANDATORY MEASURES
SUMMARY: RESIDENTIAL
MF -1R
Page 4
Project Title.......... Dutra 3303
Date..04/01/14
13:24:07
MICROPAS8 v8.1 File-DUTRA_3303 Wth-CTZ11S08
User#-MP2330 User -Gregory A. Peitz Architec Run -Base Case
RESIDENTIAL LIGHTING MEASURES:
150(k)l: High efficacy luminaires or LED Light Engine with Integral Heat Sink
has an efficacy that is no lower than the efficacies.contained in Table 150-C
and is not a low efficacy luminaire as specified by 150(k)2.
150(k)3: The wattage of permanently installed luminaires shall be determined
as specified by 130(d).
150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be
electronic and shall have an output frequency no less than 20 kHz.
150(k)5: Permanently installed night lights and night lights integral to a
permanently installed luminaire or exhaust fan shall contain only high
efficacy lamps meeting the minimum efficacies contained in Table 150-C and
shall not contain a line -voltage socket or line -voltage lamp holder; OR shall
be rated to consume no more than five watts of power as determined by 130(d),
and shall not contain a medium screw -base socket.
150(k)6: Lighting integral to exhaust fans, in rooms other than kitchens,
shall meet the applicable requirements of 150(k).
150(k)7: All switching devices and controls shall meet the requirements of
150(k)7.
150(k)8: A minimum of 50 percent of the total rated wattage of permanently
installed lighting in kitchens shall be high efficacy.
EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ft2
or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the
50% high efficacy requirement when: all low efficacy luminaires in the kitchen
are controlled by a manual on occupant sensor, dimmer, energy management
system (EMCS), or a multi -scene programmable control system; and all
permanently installed luminaries in garages, laundry.rooms, closets greater
than 70 square feet, and utility rooms are high efficacy and controlled by a
manual -on occupant sensor.
150(k)9: Permanently installed lighting that is internal to cabinets shall use
no more than 20 watts of power per linear foot of illuminated cabinet.
150(k)10: Permanently installed luminaires in bathrooms, attached and detached
garages, laundry rooms, closets and utility rooms shall be high efficacy.
EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed
provided that they are controlled by a manual -on occupant sensor certified to
comply with the applicable requirements of 119.
EXCEPTION 2: Permanently installed low efficacy luminaires in closets less
than 70 square feet are not required to be controlled by a manual -on occupant
sensor.
150(k)ll: Permanently installed luminaires located in rooms or areas other
than in kitchens, bathrooms, garages, laundry rooms, closets, and utility
rooms shall be high efficacy luimnaires.
EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed
provided they are controlled by either a dimmer switch that complies with the
applicable requirements of 119, or by a manual -on occupant sensor that
complies with the applicable requirements of 119.
EXCEPTION 2: Lighting in detached storage building less than 1000 square feet
located on a residential site is not required to comply with 150(k)ll.
150(k)12: Luminaires recessed into insulated ceilings shall be listed for zero
clearance insulation contact (IC) by UnderwritersBbahggatori s or other
COUN13UILDING DIVISION
APPROVED
MANDATORY MEASURES
SUMMARY: RESIDENTIAL
MF -1R
Page 5
Project Title.......... Dutra 3303
Date..04/01/14
13:24:07
MICROPAS8 v8.1 File-DUTRA_3303 Wth-CTZ11S08
User#-MP2330 User -Gregory A. Peitz Architec Run -Base Case
nationally recognized testing/rating laboratory; and have a label that
certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75
Pascals when tested in accordance with ASTM E283; and be sealed with a gasket
or caulk between the luminaire housing and ceiling.
150(k)13: Luminaires providing outdoor lighting, including lighting for
private patios in low-rise residential buildings with four or more dwelling
units, entrances, balconies, and porches, which are permanently mounted to a
residential building or to other buildings on the same lot shall be high
efficacy.
EXCEPTION 1: Permanently installed outdoor low efficacy luminaires shall be
allowed provided that they are controlled by a manual on/off switch, a motion
sensor not having an override or bypass switch that disables the motion
sensor, and one of the following controls: a photocontrol not having an
override or bypass switch that disables the photocontrol; OR an astronomical
time clock not having an override or bypass switch that disables the
astronomical time clock; OR an energy management control system (EMCS) not
having an override or bypass switch that allows the luminaire to be always on
EXCEPTION_2: Outdoor luminaires used to comply with Exceptionl to 150(k)13 may
be controlled by a temporary override switch which bypasses the motion sensing
function provided that the motion sensor is automatically reactivated within
six hours.
EXCEPTION 3: Permanently installed luminaires in or around swimming pool,
water features, or other location subject to Article 680 of the California
Electric Code need not be high efficacy luminaires.
150(k)14: Internally illuminated address signs shall comply with Section 148;
OR not contain a screw -base socket, and consume no more than five watts of
power as determined according to 130(d).
.150(k)15: Lighting for parking lots and carports with a total of for 8 or more
vehicles per site shall comply with the applicable requirements in Sections
130, 132, 134, and 147. Lighting for parking garages.for 8 or more vehicles
shall comply with the applicable requirements of Sections 130, 131, 134, and
146.
150(k)16: Permanently installed lighting in the enclosed, non -dwelling spaces
of low-rise residential buildings with four or more dwelling units shall be
high efficacy luminaires.
EXCEPTION: Permanently installed low efficacy luminaires shall be allowed
provided that they are controlled by an occupant sensor(s) certified to comply
with the applicable requirements of 119.
BUTTE COUNTY
BUILDING DIVISION
APPROVED
n
HVAC SIZING HVAC Page 1
Project Title.......... Dutra 3303 Date..04/01/14 13:24:07
Project Address........ ******
Documentation Author..
Climate Zone...........
Compliance Method......
CHICO, CA *v8.1*
Gregory A. Peitz ******
Gregory A. Peitz Architect
383 Rio Lindo Ave.
Chico, CA 95926
530-894-5719
11 '
Building Permit #
Plan Check / Date
Field Check/ Date
MICROPAS8 v8.1 for 2008 CEC Standards (r03)
MICROPAS8 v8.1 File-DUTRA_3303 Wth-CTZ11S08
User#-MP2330 User -Gregory A. Peitz Architec Run -Base Case
GENERAL INFORMATION
Floor Area ..................
3303 sf
Volume .....................
36098 cf
Front Orientation...........
Front Facing
0 deg ,(N)
Sizing Location............
CHICO EXP STA
Latitude ...................
39.7 degrees
Winter Outside Design......
22 F
Winter Inside Design.......
70 F
Summer Outside Design......
100 F
Summer Inside Design.......
75 F
Summer Range ...............
37 F
Interior Shading Used......
Yes
Exterior Shading Used.......
Yes
Overhang Shading Used......
Yes
Latent Load Fraction.......
0.19
HEATING AND COOLING
LOAD SUMMARY
Heating
Cooling
Description
(Btu/hr)
(Btu/hr)
Opaque Conduction and Solar......
27998:
9900
Glazing Conduction and Solar.....
12474`
14368
Infiltration .....................
13521'
4311
Internal Gain ....................
n/a
2520
' Ducts...... ....................
12114
7348
Sensible Load ..............
66106
38448
Latent Load............ ... ...
n/a
7659
Minimum Total Load
_66106
46106
Note: The loads shown are only one of the criteria affecting the selection
of HVAC equipment. Other relevant design factors such as air flow
requirements, outside air, outdoor design temperatures, coil sizing,
availability of equipment, oversizing safety margin, etc., must also be
considered. ' It is the HVAC designer's responsibility to consider all
factors when selecting the HVAC equipment.
BUTTE COUNTY
BUILDING DIVISION
APPROVED
BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING - mairSubmit completed form to person or e;
CONSTRUCTION DEBRIS RECOVERY FINAL REPORT Butte
County Development Services-
:
B
Final inspection will not be scheduled until coni
eted re Burse partsubmitted' Building ,
lJ Z 30 - - 1 SZ 0 7 County Center Drive
APN: Building Pernik # / — i / Oroville, CA 95865
Owner Name: �/� i Owner Phone: ( )
Jobake Address: Project Type: O Construction 0 Demolition
Jobalte Contact Company Jobslte Phone: ( )
MATERIAL RAU" R"yd• D
T Ton Ton nnW ACTUAL FACILITIESISERVICE PROVIDERS USED
•
Inert Material (ca onift. none)
Lumber
Plant/rme Debris
DryWali
Metal
Cardboard
Other.
Other.
Total tons of material disposed a (not recrIed or reused) ' —
Total tons of material not disposed (saw recycled of reused) Attach copies of weight receipts, gate tags, or
other verifying information for all materials
Percent recycled/reused _ % that were reused; reiydetlor disposed.
Please sign Indicating VIM above Womrallon Is true and correct to the best of your knowledge:
Appkant
(wnContractor)* Date: • T •
which
Final Report returned wkb comments: (Initial) Date:
Final Report apArovectt.(Butlding Inspector) Data:
.K.%BUIIAIN(3\20I I Wppbvod formARes Orem Bldg. forms\Waste Diversion -Recycling fomts.dx
Construction & Demolition (C&D) Recycling and Salvage Information
General Waste Serelat
• Recblogy Butte Colusa Counties
538-5969,342-2222
• Waste Management
893-4777
• Northern Recycling 6t waste Services
876-3340
Material Reemiry Facilities:
• Recology Butte Colusa Counties
2720 S. P Ave, Orovillo 533-5868
Inert Reeydiae faeilitles:
• Neal Road Recycling 8c Waste Facility
1023 Neal Road
• Knife Riva Constnmtion Co,
1764 Skyway, Chico, 891-6555
• Granite Construction Co.
4714 Pacific Heighb Rd, Oroville,
538-7616
Falum and building Materials:
• Re -Store (Habitat for Humanity) ,
220 Mayas, Cbioo, 895-1271
This partial list is for informational purposes
only and not an teat of any products or
Services.
Serax Meld:
• Aldred Scrap/Steel Mill Recyclen
786 Oro4Mdoo Hwy, Durham, 3424930
• Chico Scrap Metal
766 Oro -Chico Hwy, Durham, 345-1476
• Norcal Recyclers
1855 Kusel Rd, Oroville, 532-0262
xadlf Wood Wastes:
• Noah Valley Organic iccycling
4441 Cohayset Rd, Chico, 624-3529
• R-oolgy Bunte Colusa Counties Recycling
Center
2720 S.56 -Ave, Oroville, 533-5868
• Earthworm Soil Factory
Neal Road off Hwy 99,89S-9676
• Town of Paradise Vegetative Waste Facility
Clark Rd. 6t American Way, Paradise
877-0824 .
• Old Dinh= Wood Co.
342-7381
• Neal Road Recycling 6t Waste Facility
1023 Neal Road
Cardboard:
• Chino Strap Metal
878 E 20 S; Chico, 343-71.66
•. Chico Transfer tit Recycling
2569 Salo Ave, Chico, 893-0333
• Work Training Center
2300 Fair St, Chico, 343-8641
Nor -Cal Recyclas
1855 Kusel Rd, Oroville
Other Resources:
• Green Buiidiag Information
www.epa.90v41i0swed-lon-
hwIdebris-new/indelLixtin
• Butte County Public Works Dept.
Solid Waste 8c Recycling Division.
879-2352
• www.RecycleButbe.nux�
4
o
VER
r
CH
VERTEcH ENGINEERING, INC.
383 Rio LINDo AVE #200, CHICO, CA, 95926
P. (530) 899-8716 F. (866) 881-9108
ANDY@VERTECHENGINEERING.COM
April 1, 2014
RE: Dutra Residence, Richardson Springs Road, Chico, CA
To Whom It May Concern:
I have reviewed the truss calculations by Design Assistance dated 3/31/14 and have
found that the trusses. appear to be designed in accordance with the general design
concept of the structural documents dated 04/1/14. The specific design shall remain
the responsibility of the engineer who has sealed the calculations.
Sincerely,
Andrew Johnson, P.E.
'6, /1 / It
f
BUTTE
! COUNTY
MAY 2 8 2014
DEVELOPMENT
SERVICES
6alo
5�
BUTTE COUNTY
BUILDING DIVISION
APPROVED
1111111111
LUMBER SPECIFICATIONS
TC: 2x4 OF r418BTR
BC: 2x4 OF g18BTR
WEBS: 2x4 OF 918BTR
TC LATERAL SUPPORT - 12 -OC. UON.
BC LATERAL SUPPORT 120'OC. UON.
NOTE 2x4 BRACING AT 24'OC UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
----------------------
OVERHANGS: 0.0' 18.0'
Connector plate prefix designators:
C,CN,CI8,CN18(or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
( 2 )complete trusses required.
Join together 2 ply with 3'x.131 DIA GUN
nails staggered at:
9' oc in 1 row(s) throughout 2x4 top chords,
9- oc in 1 row(s) throughout 2x4 bottom chords,
9- oc in 1 row(s) throughout 2x4 webs.
•• For hanger specs. - See approved plans
N
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O O
N O V
N
M ++
O
J O
j274.20#�
5-06-12
I.
IAME:
25.06-00 HIP GJ SETBACK 6-00-00 FROM END WALL WIGIRD JACKS AT 4'
LOAD DURATION INCREASE = 1.25 (Non -Rep)
LOADING
TC UNIF LL( 40.0)+DL( 20.0)= 60.0 PLF 0'- 0.0' TO 6'- 0.0' V
TC UNIF LL( 80.0)+DL( 40.0)= 120.0 PLF 6'- 0.0' TO 19'- 6.0' V
TC UNIF LL( 40.0)+DL( 20.0)= 60.0 PLF 191- 6.0' TO 25'- 6.0' V
BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0' TO 4'- 0.0' V
BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 4'- 0.0' TO 21'- 6.0' V
BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 21'- 6.0' TO 251- 6.0' V
TC CONC LL( 60.0)+DL( 30.0)= 90.0 LBS @ 6'- 0.0'
TC CONC LL( 60.0)+DL( 30.0)= 90.0 LBS @ 19'- 6.0'
BC CONC LL( 141.1)+DL( 133.1)= 274.2 LBS @ 41- 0.0'
BC CONC LL( 141.1)+DL( 133.1)= 274.2 LBS @ 21'- 6.0'
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL.
REOUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
BEARING
LOCATIONS
0'- 0.0'
25'- 6.0'
•*HANGER BY OTHERS TO APPLY BUTTE COUNTY
CONC. LOAD(S) EOUALLY TO ALL MEMBERS. BUILDING DIVISION
APPROVED
E® Iv
DESIGN ASSISTANCE
CBC201011BC2009 MAX MEMBER FORCES 4WRIGDF901Cq=1.00
1- 2=(-5262) 118 1- 9=(-100) 4938 9- 2=( 0) 1274
2. 3=(-4938) 100 9-10=(-298) 6604 9. 3=(-1854) 242
3- 4=(-7322) 222 10-11=(-290) 6602 3-10=( 0) 794
4- 5=(-7322) 222 11. 7=( -88) 4934 10- 4=( -416) 120
5- 6=(-4934) 88 10- 5=( O) 806
6- 7=(-5258) 106 5-11=(-1866) 246
7- 8=( -12) 28 11- 6=( O) 1280
MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH
REACTIONS REACTIONS SIZE INCHES (SPECIES)
-551 1964V -521 62H 5.50' 1.05 OF ( 625)
-801 2059V -521 62H 5.50' 1.10 DF ( 625)
BRG @ 0'- 0.0' 1.05 DFI 1.62 HFI 1.54 SPF
BRG @ 25'- 6.0' 1.10 DFI 1.69 HFI 1.61 SPF
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7.05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
5-11-11 13-06-10 5-11-11
5-11-11 9-01 12-09 16-05 19-06-05 25-06
90# 90#
12 12
4.00 17 a 4.00
M -5x8 M -5x8
1A 13 CvG 1.11_7Yd M -i _.riYS
Truss: A-1
DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872290
-TRANS ID: 394672
M -5x8(3)
12-09
25-06
WARNINGS:
• 1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +. '
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPI/WTCA in BCSI, copies of which will be furnished upon request.
xAiTo4' I IRA In, 1rT Cnftwa 7 F 8111 1_F
19-11-04
Scale: 0.3689
GENERAL NOTES, urdess otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
Z o.c. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non -corrosive environment,
and are for 'dry condition' o1 use.
6. Design assumes full bearing at all supports shown. Shim orwedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
1n Fnr Hewn nnnnnnnr nlolo Ancinn ,.al•nc coo CCO_t1t1 CCG.tOAa flA Te41
274.20#
25-06
1-06
1111111111
LUMBER SPECIFICATIONS
TC: 2x4 OF R1&BTR
BC: 2x4 OF N1&BTR
WEBS: 2x4 OF N1&BTR
TC LATERAL SUPPORT - 12'OC. UON.
BC LATERAL SUPPORT 120'OC. UON.
NOTE 2x4 BRACING AT 24.00 UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
OVERHANGS: 0.0' 18.0'
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CoopuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
'< For hanger specs. - See approved plans
N
O)
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Cl) R
Ot
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JOB NAME: ,
TRUSS SPAN 25'- 6.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 40.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
BUTTE -COUNTI Y
BUILDING DiviSION
APpRO ED
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1- 2=(-2380) 0 1- 9=(0) 2191 2- 9=( -52) 120
2- 3=(-2263) 0 9-10=(0) 2535 9- 3=( 0) 412
3- 4=(-2119) 0 10- 7=(0) 2183 9- 4=(-455) 67
4- 5=(-2117) 0 4-10=(-468) 72
5- 6=(-2263) 0 5-10=( 0) 413
6. 7=(-2373) 0 10- 6=( -44) 126
7- 8=( -12) 28
BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' 0/ 1019V -65/ 75H 5.50' 1.09 OF ( 625)
25'- 6.0' -19/ 1115V -65/ 75H 5.50' 1.19 OF ( 625)
BRG @ 0'- 0.0' 1.09 DF/ 1.68 HF/ 1.60 SPF
BRG @ 25'- 6.0' 1.19 DF/ 1.84 HF/ 1.75 SPF
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
7-11-11 9-06-10 7-11-11
4-02-05 7-11-11 12-09 17-06-05 21-05-07 25-06
12 12
4.00 4 4.00
M -5x8 M -5x8
M -2.5x5
Truss: A-2
DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872291
'TRANS ID: 394672
1 II1I I1{II VIII VIII VIII VIII VIII IIII IIII
M-5xa(5)
7-05 18-01
25-06
Scale: 0.3089
WARNINGS:
GENERAL NOTES, unless otherwise noted: -
1• Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an individual
and Warnings before construction commences.
building component. Applicability of design parameters and proper
2. 2x4 compression web bracing must be installed where shown +.
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords be laterally at
3. Additional temporary bracing to insure stability during construction
t their
respectively unless braced throughout their length by
and at 10• c
is the responsibility of the erector. Additional permanent bracing of
p ty P 9
hino.c
c ntino.c
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
the overall structure is the responsibility of the building designer.
3. 2x Impact bridging of lateral bracing required where shown ++
4. No load should be applied to any component until after all bracing and
4: Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should any loads greater than
5. Design assumes trusses are to be used in a non -corrosive environment,
"dry
design loads be applied to any component.
and are for condition" of use.
6. assumes full bearing at all supports shown. Shim or wedge if
5. CompuTms has no control over and assumes no responsibility for the
neceDesissary.
ry
fabrication, handling,shipment and installation of components.
P P
7. Design assumes adequate drainage is provided.
6. This design is furnished subject to the limitations set forth by
8. Plates shall be located an both faces of truss, and placed so their center
TPIIWTCA in SCSI, copies of which will be furnished upon request.
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
hAiTn4 1 ICA Inc /runt T, < Rnfho 7 R RH 11_F
+n c.., h<a�,•.....,e.r....ume ne<���..�u=< <ee cco-w� \ FSD_fOgq II�TnH
25-06
too. Com.
EXp
X94
1-0.6
II 1 II IIII
LUMBER SPECIFICATIONS
TC: 2x4 OF N1&BTR
BC: 2x4 OF @1&BTR
WEBS: 2x4 OF 91&BTR
TC LATERAL SUPPORT - 12.00. UON.
BC LATERAL SUPPORT 120.00. UON.
NOTE: 2x4 BRACING AT 24.00 UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
For hanger specs. - See approved plans
N
O
M
r
c;tO
O-
JOB NAME:
5-02-05
12
4.00 C---
TRUSS SPAN '25'- 6.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 40.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REOUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
G7U' t E COUNTY
BUILDING DIVISION
APPROVED
5-06-10
9-11-11 15-06-05 20-03-11
M -4x6 M -.6x8
25-06
12
J 4.00
M-bn(5)
9-05 16-02-12 25-06
l
I
25-06
Truss: A-3
DES. BY: LJ
DATE: 3/28/2014
_SEQ.: 5872292
TRANS ID: 394672
IIIII {NII IIIII (IIII IIIII (IIII
11111 1111 IIII
Scale: 0.3336
WARNINGS:
DESIGN ASSISTANCE
1. Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an individual
CBC201O/IBC2OO9 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
building component. Applicability of design parameters and proper
incorporation of wmponent is the responsibility of the building designer.
1- 2=(-2312) 28 1. 7=(-47) 2130 2-
7=(-257) 139
3. Additional temporary bracing to insure stability during construction
2- 3=(-2019) 0 7- 8=( 0) 1874 7-
3=( 0) 338
no hino.c
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3- 4=(-1879) 0 8. 6=(-45) 2133 7-
4=( -39) 45
4. No load should be applied to any component until after all bracing and
4- 5=(-2027) 0 4-
8=( 0) 337
5. Design assumes trusses are to be used in a noncorrosive environment,
"dry
5- 6=(-2315),27 8-
5=(-253) 137
BEARING
MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH
LOCATIONS
REACTIONS REACTIONS SIZE INCHES
(SPECIES)
01- 0.0'
0/ 102OV -79/ 79H 5.50' 1.09
OF ( 625)
25'- 6.0'
0/ 1020V -79/ 79H 5.50' 1.09
OF ( 625)
to Cnr Fo ein �nnnnrinr nlalu Ae ainn .•elnae n.FCG, AAAI GCC.teAA /lAiTnY\
BRG @ 0'- 0.0' 1.09 DF/ 1.68
HF/ 1.60 SPF
BRG @ 25'- 6.0' 1.09 OF/ 1.68
HF/ 1.60 SPF
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0,
ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6
„
Truss designed for wind loads
in the plane of the truss only.
5-06-10
9-11-11 15-06-05 20-03-11
M -4x6 M -.6x8
25-06
12
J 4.00
M-bn(5)
9-05 16-02-12 25-06
l
I
25-06
Truss: A-3
DES. BY: LJ
DATE: 3/28/2014
_SEQ.: 5872292
TRANS ID: 394672
IIIII {NII IIIII (IIII IIIII (IIII
11111 1111 IIII
Scale: 0.3336
WARNINGS:
GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an individual
and Warnings before construction commences.
building component. Applicability of design parameters and proper
incorporation of wmponent is the responsibility of the building designer.
2. 2x4 compression web bracing must be installed where shown *,
2• Design assumes the top and venom chords be laterally at
3. Additional temporary bracing to insure stability during construction
t their
respectively unless braced throughout their length by
2' c.iin and at 10' c
is the responsibility of the erector. Additional permanent bracing of
p rry p 9
no hino.c
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
the overall structure is the responsibility of the building designer.
3. 2x Impact bridging or lateral bracing required where shown ++
4. No load should be applied to any component until after all bracing and
4. Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should any loads greater than
5. Design assumes trusses are to be used in a noncorrosive environment,
"dry
design loads be applied to any component.and
are for condition' of use.
6. assumes full bearing at all supports shown. Shim or wedge if
S. CompuTrus has no control over and assumes no responsibility for the
neceDesissary.
ry
fabrication, handling, shipment and installation of Components.
g, p P
7. Design assumes adequate drainage is provided. '
6. This design is furnished subject to the limitations set forth by
8. Plates shall be located on both faces of truss, and placed so their center
TPIM?CA in SCSI, copies of which will be furnished upon request.
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
AAiTc411CA In Ari n,.Tn 1n9 --7R r1lI 1-1= -
to Cnr Fo ein �nnnnrinr nlalu Ae ainn .•elnae n.FCG, AAAI GCC.teAA /lAiTnY\
111111111
LUMBER SPECIFICATIONS
TC: 20 OF q1&BTR
BC: 2x4 OF 91&BTR
WEBS: 2x4 DF q1&BTR
TC LATERAL SUPPORT <= 12.00. UON.
BC LATERAL SUPPORT 120'OC. UON.
NOTE: 2x4 BRACING AT 24'OC LION. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
Connector plateprefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
0
5-03-07
12
4.00 U---'
TRUSS SPAN r25'- 6.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 40.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOAOS-ACT NON -CONCURRENTLY.
11 11 11 1-06-10 T
6-08-04 .1 -06 -10-
M -6x8 M -4x6
JOB NAME:
Truss: A-4
+ DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872293
TRANS ID: 394672
I IIII IIIII (IIII (IIII (IIII (IIII (IIII IIII IIII
5-01-11
9-05-08
6-01-08 2-09-12 6-03-04
I
16-00-08
25-06
Scale: 0.3063
WARNINGS:
DESIGN ASSISTANCE
1. Builder and erection contractor should be advised of all General Notes
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
and Warnings before construction commences.
1- 2=(-2449) 12 1- 7=(-38) 2264 7--2=( 0) 237 5-10=(0) 240'
2. 2x4 compression web bracing must be installed where shown �. ,.
2- 3=(-1781) 0 7. 8=(-43) 2258 2- 8=(-644) 70
3. Additional temporary bracing to insure stability during construction
3. 4=(-1620) 0 8- 9={ 0) 1618 8- 3=S 0) 301
is the responsibility of the erector. Additional permanentbracing of
p ty P 9
4- 5=(-1773) 0 9-10=1.42) 2258 3- 9=l -30) 34
the overall structure is the responsibility of the building designer.
5- 6=(-2450) 11 10- 6=(-38) 2264 4- 9=( 0) 304
4. No load should be applied to any component until after all bracing and
9- 5=(-652) 69
fasteners are complete and at no time should any loads greater than
BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
and are for condition' of use.
6' assumes fug bearing at all supports shown. Shim or wedge if
0'- 0.0' . -10/ 1020V -92/ 92H 5.50' 1.09 OF ( 625)
25'- 6.0' -10/ 1020V -92/ 92H 5.50' 1.09 OF ( 625)
"
BRG @ 0'- 0.0' 1.09 DF/ 1.68 HF/ 1.60 SPF
-
BRG @ 25'- 6.0' 1.09 DF/ 1.68 HF/ 1.60 SPF
TPIANTCA in BCSI, copies of which will be furnished upon request.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.096' @ 12'- 0.0' Allowed = 1.229'
COUNTY
MAX OL CREEP DEFL = -0.191' @ 12'- 0.0' Allowed = 1.639'
BUTTE
MAX TL CREEP DEFL = -0.286' @ 12'- 0.0' Allowed = 1.639'.
BUILDING -DIVISION
MAX HORIZ. LL DEFL = 0.034' @ 25'- 0.5'
APPROVED
MAX HORIZ. TL DEFL = 0,068' @ 25'- 0.5'
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.8, MWFRS,
gable end zone, load duration factor=l.6 „
Truss designed for wind loads
11 11 11
in the plane of the truss only.
6-10
5-01-11
12
- a 4.00
JOB NAME:
Truss: A-4
+ DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872293
TRANS ID: 394672
I IIII IIIII (IIII (IIII (IIII (IIII (IIII IIII IIII
5-01-11
9-05-08
6-01-08 2-09-12 6-03-04
I
16-00-08
25-06
Scale: 0.3063
WARNINGS:
GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an individual
and Warnings before construction commences.
building component. Applicability of design parameters and proper
2. 2x4 compression web bracing must be installed where shown �. ,.
-incorporation of component is the responsibility of the building designer.
2• Design assumes the top and venom chords be laterally braced at
3. Additional temporary bracing to insure stability during construction
respectively unless braced throughout their length by
2' and at 1g' c
is the responsibility of the erector. Additional permanentbracing of
p ty P 9
hino.c
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
continuous
the overall structure is the responsibility of the building designer.
3. 2x Impact bridging or lateral bracing required where shown ++
4. No load should be applied to any component until after all bracing and
4. Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should any loads greater than
S. Design assumes trusses are to be used in a non -corrosive environment,
-dry
design loads be applied to any component.
and are for condition' of use.
6' assumes fug bearing at all supports shown. Shim or wedge if
5. CompuTrus has no control over and assumes no responsibility for the
necessary.
ry-
fabrication, handling,shipment and installation of components.
p P
7. Design assumes adequate tlrainage is provided.
6. This design is furnished subject to the limitations set forth by
8. Plates shall be located on both faces of truss, and placed so their center
TPIANTCA in BCSI, copies of which will be furnished upon request.
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
NAiTct( I ICG 1- rr:n .T, + qr ftw.- a7 R n111 1-F
1n F... t+o �t�.•nnne.+... ,.ia+e .to�i.,n •,eL,ee aee cca-+1t t GGC-1oA0. I\A TnL1
0
0
"0
VXP g�pj14 V '
111111111
-UMBER SPECIFICATIONS
fC: 2x4 OF 111&BTR
IC: 2x4 OF N1&BTR
VERS: 2x4 OF 711&BTR
FC LATERAL SUPPORT 24.00. UON.
3C LATERAL SUPPORT 120'0C. UON.
OVERHANGS: 18.0' 0.0' .
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
C
0
0
JOB NAME
TRUSS SPAN 25'- 6.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 11.0) ON TOP CHORD = 31.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD =' 41.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REOUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
12-09
6-11-03 5=09-13
12
4.0017
BUTTE COUNTY
BUILDING DMSION
- APPROVED
12-09
5-09-12 6-11-04
12
M-06 a 4.00
BEARING
LOCATIONS
0'- 0.0
25'- 6.0
DESIGN ASSISTANCE
CBC201011BC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1- 2=( -12) 29 2- 7=( 0) 2189 7- 3=( 0) 272
2. 3=(-2383) 0 _ 7. 8=( 0) 2184 3. 8=(-776) 36
3- 4=(-1612) 0 8. 9=(-14) 2188 8- 4=( 0) 698
4. 5=(-1612) 0 9. 6=(-10) 2194 8. 5=(-781) 52
5- 6=(-2386) 0 5- 9=( 0) 272
MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH
REACTIONS REACTIONS SIZE INCHES (SPECIES)
-401 1144V -105/ 95H 5.50' 1.22 OF ( 625)
0/ 1045V -105/ 95H 5.50' 1.11 OF ( 625)
BRG @ 0'- 0.0' 1.22 OF/ 1.88 HF/ 1.79 SPF
BRG @ 25'- 6.0' 1.11 OF/ 1.72 HF/ 1.64 SPF
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = .0.094' @ 12'- 9.0' Allowed = 1.229'
MAX OL CREEP DEFL = -0.199' @ 12'- 9.0' Allowed = 1.639'
MAX TL CREEP DEFL = -0.294' @ 12'- 9.0' Allowed = 1.639'
MAX HORIZ. LL DEFL = 0.033' @ 25'- 0.5'
MAX HORIZ. TL DEFL = 0.068' @ 25'- 0.5'
Wind: 85 mph, h=15ft, TCDL=6.6,BCDL=6.0, ASCE 7.05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6 „
Truss designed for wind loads
in the plane of the truss only.
6-09-07 5-11--09 5-11-08 6-09-08
7-06 18-00
1-06 25-06
Scale: 0.2522
Truss: A-5
DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872294
TRANS ID: 394672
I IIID II,1I VIII VIII VIII VIII VIII IIII IIII
WARNINGS:GENERAL
NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an individual
and Warnings before construction commences.
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. 2x4 compression web bracing must be installed where shown ..
2• Design assumes the top and bottom chords to be laterally braced at
3. Additional temporary bracing to insure stability during construction
2• o.c. and at 1G• o.n respectively unless braced their length by
is the responsibility of the erector. Additional permanent bracing of _
p ry P 9
(TC)throand/oghoutr
continuous sheathing such as plywood sheathing(TC) andlor drywall(BC).
the overall structure is the responsibility of the building designer.
3. 2x Impact bridging or lateral bracing required where shown + +
4. No load should be applied to any component until after all bracing and
4. Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should any loads greater than
5. Design assumes trusses are to be used in a non -corrosive environment,.
design loads be applied to any component.
and are for "dry condition" o1 use.
6. Designassumes full bearing at all supports shown. Shim or wedge if
5. CompuTrus has no control over and assumes no responsibility for the
ry
fabrication, handling,shipment and installation of components.
p P
7. Design assumes adequate drainage ii provided.
6. This design is furnished subject to the limitations set forth by
8. Plates shall be located on both faces of truss, and placed so their center
'
TPIANfCA in SCSI, copies of which will be furnished upon request.
lines coincide with joint center lines.
9. Dighs indicate size of plate in inches.
MTctr I I.CG Inc• /r:nm T, � R' ff u _ 7 R R/11 \_F
+n c... l.ed�,•�,.,,o.+... �i=/e An e��n .,ob,u. <ee cco-ra\ \ CCO.tOAR /I,iTeL\
C? 0
0
II I II 1111
LUMBER SPECIFICATIONS
TC: 2x4 OF N1&BTR
BC: 2x4 OF #I&BTR
WEBS: 2x4 OF q1&BTR
TC LATERAL SUPPORT - 12'OC. UON.
BC LATERAL SUPPORT 120.00. UON.
NOTE 2x4 BRACING AT 24.00 UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
OVERHANGS: 18.0' 18.0'
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus,'Inc
M,M20HS,M18HS,M16 = MiTek MT series
N
WARNINGS: GENERAL NOTES, untessotherwise noted:
DESIGN ASSISTANCE
9.00-00 HIP SETBACK 4.00-00 FROM END WALL
and Warnings before construction commences. building component. Applicability of design parameters and proper
O
LOAD DURATION INCREASE = 1.25 (Non -Rep)
O
1- 2=( -35) 28 2- 7=(0) 1036 7. 3=( O) 131-
O
V
2- 3=(-1126) 0 7- 8=(0) 1029 7. 4=(-3) 13
N
c
3- 4=(-1036) 0 8- 5=(0) 1038 4- 8=( 0) 127
f7
4'- 0.0' V
O
TC UNIF LL( 60.0)+DL( 30.0)= 90.0 PLF 4'- 0.0' TO
5'- 0.0' V
O
- JOB NAME: ,
',Truss: B-1
DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872295
-TRANS ID: 394672
M -4X6 � M -6x6
BUS- COUNTY
BUILi- ico r)I'1>*ISION.
pn0®
3-06-12
1-06
5-07
9-00
9-00
Scale: 0.5576
WARNINGS: GENERAL NOTES, untessotherwise noted:
DESIGN ASSISTANCE
9.00-00 HIP SETBACK 4.00-00 FROM END WALL
and Warnings before construction commences. building component. Applicability of design parameters and proper
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GOF90/Cq=1.00
LOAD DURATION INCREASE = 1.25 (Non -Rep)
3. Additional temporary bracing to insure stability during construction 20 and at 10' respectively unless braced throughout their length by
1- 2=( -35) 28 2- 7=(0) 1036 7. 3=( O) 131-
the overall structure is the responsibility o1 the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++
2- 3=(-1126) 0 7- 8=(0) 1029 7. 4=(-3) 13
LOADING
fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment,
3- 4=(-1036) 0 8- 5=(0) 1038 4- 8=( 0) 127
TCUNIF LL( 40.0)+DL( 20.0)= 60.0 PLF 0'- 0.0' TO
4'- 0.0' V
4- 5=(-1128) 0
TC UNIF LL( 60.0)+DL( 30.0)= 90.0 PLF 4'- 0.0' TO
5'- 0.0' V
5- 6=( -35) 28
TC UNIF LL( 40.0)+DL( 20.0)= 60.0 PLF 5'- 0.0' TO
9'- 0.0' V
. I.AiTu4 11CA' In, 117- iiT-i Cnfhuarn 7 A r1l11-F 1n Gn. haa�n nnnnn.•rn• nloro Aea�nn .,ah,ec eeo FGA.1'1t 1 CCO-tOA0. 11�TnL1
BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0' TO
9'- 0.0' V
BEARING
MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH
TC CONC LL( 80.0)+DL( 40.0)= 120.0 LBS @ 4'-
0.0'
LOCATIONS
REACTIONS REACTIONS SIZE INCHES (SPECIES)
TC CONC LL( 80.0)+DL( 40.0)= 120.0 LBS @ 5'-
0.0'
- 01- 0.0'
-45/ 630V -49/ 49H 5.50' 0.67 OF ( 625)
91- 0.0'
-45/ 630V -49/ 49H 5.50' 0.67 OF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BRG @ 01- 0.0' 0.67 DF/ 1.04 HF/ 0.99 SPF
BRG @ 91- 0.0' 0.67 DFI 1.04 HF/ 0.99 SPF
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6 „
Truss designed for wind loads
3-11-11 1-00-10
3-11-11
in the plane of the truss only.
120#
120#
12
12
4.00 C---
4 4.00
M -4X6 � M -6x6
BUS- COUNTY
BUILi- ico r)I'1>*ISION.
pn0®
3-06-12
1-06
5-07
9-00
9-00
Scale: 0.5576
1-06
WARNINGS: GENERAL NOTES, untessotherwise noted:
1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual
and Warnings before construction commences. building component. Applicability of design parameters and proper
2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
3. Additional temporary bracing to insure stability during construction 20 and at 10' respectively unless braced throughout their length by
is the responsibility of the erector. Additional permanent bracing of continuous hino.c
p ty P 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
the overall structure is the responsibility o1 the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++
4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment,
designloads be applied to any component. and are for "dry condition' of use.
6. Desnecessary.assumes tub bearing at all supports shown. Shim or wedge if
"
5. CompuTrus has no control over and assumes no. responsibility for the
fabrication, handling,shipment and installation of components.
P P 7. Design assumes adequate drainage is provided.
6. This design is furnished subject to the limitations set forth by ' _ 8. Plates shall be located on both faces of truss, and placed so their center
TPVWTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
. I.AiTu4 11CA' In, 117- iiT-i Cnfhuarn 7 A r1l11-F 1n Gn. haa�n nnnnn.•rn• nloro Aea�nn .,ah,ec eeo FGA.1'1t 1 CCO-tOA0. 11�TnL1
1-06
II I II IIII
LUMBER SPECIFICATIONS
TC: 2x4 OF #i&BTR
BC: 2x5 OF #1&BTR
WEBS: 2x4 OF 91&BTR
TC LATERAL SUPPORT - 12.00. LION.
BC LATERAL SUPPORT 120'OC. UON.
Connector plate prefix designators:
C,CN,CI8,CN18(or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
( 2 ) complete trusses required.
Join together 2 ply with 3'x.131 DIA GUN
nails staggered at:
9' oc in 1 row(s) throughout 2x4 top chords,
9- oc in 1 row(s) throughout 2x5 bottom chords,
9' oc in 1 row(s) throughout 2x4 webs.
K0
0
12
4.00 C---
TRUSS SPAN 9'- 0.0'
GENERAL NOTES, unless otherwise noted:
LOAD DURATION INCREASE = 1.25 (Non -Rep)
1. This design is based only upon the parameters shown and is for an individual
SPACED 24.0' O.C.
building component. Applicability of design parameters and proper
LOADING
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and chords to be laterally braced at
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF
BEARING
DL ON BOTTOM CHORD = 10.0 PSF
LOCATIONS
TOTAL LOAD = 40.0 PSF
01- 0.0'
4. No load should be applied to any component until after all bracing and
9'- 0.0'
ADDL: BC CONC LL+DL= 170.0 LBS @ 1'- 0.0'
5. Design assumes trusses are to be used in a non-coffosive environment,
"dry
ADDL: BC CONC LL+DL= 1965.0 LBS @ 3'- 0.0'
and are for condition' of use.
6. sumes full bearing at all supports shown. Shim or wedge if
ADDL: BC CONC LL+DL= 1020.0 LBS @ 5'- 0.0'
necessary.Des
ADDL: BC CONC LL+DL= 1020.0 LBS @ 7'- 0.0'
7. Design assumes adequate drainage is provided.
LIMITED STORAGE DOES NOT APPLY. DUE TO THE SPATIAL
8. Plates shall be located on both faces of truss, and placed so their center
REOUIREMENTS OF CBC 2010 NOT BEING MET.
lines coincide with joint center lines.
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP -
9. Digits indicate size of plate in inches.
rn Cnr Mean nnnnenen. .ita�e aec�nn vebnc coo cco.f �r1 Fca_tOaR 11IITuLf
- AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
4-06 4-06
12
**HANGER BY OTHERS TO APPLY
a 4.00
CONC. LOAD(S) EQUALLY TO ALL MEMBERS.
M -4x6
DESIGN ASSISTANCE
CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1-2=(-5034) 0 1-4=(0) 4700 4-2=(0) 3234
2-3=(-5034) 0 4-3=(0) 4700
MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH
REACS REACTIONS SIZE INCHES (SPECIES)
0/. 2507 -38/ 38H 5.50' 1.34 OF ( 625)
OI 2388 .381 38H 5.50' 1.27 OF ( 625)
BRG @ 0'- 0.0' 1.34 DFI 2.06 HFI 1.97 SPF
BRG @ 9'- 0.0' 1.27 DF/ 1.97 HF/ 1.87 SPF
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
BUTTE COUNTY
BUILDING DIVISION
APrPROVED
170# �r1965# 1, 1020# j1020#
I
4-06 9-00
l �
9-00
JOB NAME: Scale: 0.5859
Truss: BAG -
DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872296
'TRANS ID: 394672
1111111 IIII IIIII IIIII IIIII IIIII IIIII IIII IIII
WARNINGS:
GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an individual
and Warnings before construction commences.
building component. Applicability of design parameters and proper
2. 2x4 compression web bracing must be installed where shown +.
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and chords to be laterally braced at
3. Additional temporary bracing to insure stability during construction
velybottu
and at 10' respectively unless braced throughout their length by
is the responsibility of the erector. Additional permanent bracingof
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
c ntin hin
the overall structure is the responsibility of the building designer.
3. 2x Impact bridging or lateral bracing required where shown + +
4. No load should be applied to any component until after all bracing and
4. Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should any loads greater than
5. Design assumes trusses are to be used in a non-coffosive environment,
"dry
design loads be applied to any Component.
and are for condition' of use.
6. sumes full bearing at all supports shown. Shim or wedge if
5. CompuTrus has no control over and assumes no responsibility for the
necessary.Des
fabrication, handling,shipment and installation of corn onems.
p P
7. Design assumes adequate drainage is provided.
6. This design is furnished subject to the limitations set forth by -
8. Plates shall be located on both faces of truss, and placed so their center
- TPI1WTCA in BCSL copies of which will be furnished upon request.
lines coincide with joint center lines.
RAiTe4 I ICC Inr lr:nm Tn i Cnffw a 7 R R/71 1_F
9. Digits indicate size of plate in inches.
rn Cnr Mean nnnnenen. .ita�e aec�nn vebnc coo cco.f �r1 Fca_tOaR 11IITuLf
N�yOp. m
11111 1111
LUMBER SPECIFICATIONS
TC: 2x4 OF k1&BTR
BC: 2x4 OF 9l&BTR
WEBS: 2x4 OF 81&BTR
TC LATERAL SUPPORT - 12.00. LION.
BC LATERAL SUPPORT 72 -OC. JON.
NOTE: 2x4 BRACING AT 24.00 UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
OVERHANGS: 18.0' 18.0'
M -2x4 where shown; Jts:4,6,8,13,16,18
Connector plate prefix designators:
CCN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M:M20HS,MIBHS,M16 = MiTek MT series
( 2 ) complete trusses required.
Join together 2 ply with 3'x.131 DIA GUN
nails staggered at:
9' cc in 1row(s) throughout 2x4 top chords,
9- cc in 1 row(s) throughout 2x4 bottom chords,
9' cc in 1 row(s) throughout 2x4 webs.
JOB NAME
12-09
40.06-00 HIP GJ SETBACK 6-00.00 FROM END WALL W/GIRD JACKS AT 4'
LOAD DURATION INCREASE = 1.25 (Non -Rep)
LOADING
TC UNIF LL( 40.0)+DL( 20.0)= 60.0 PLF 0'- 0.0' TO 6'- 0.0' V
TC UNIF LL( 80.0)+DL( 40.0)= 120.0 PLF 61- 0.0' TO 34'- 6.0' V
TC UNIF LL( 40.0)+DL( 20.0)= 60.0 PLF 34'- 6.0' TO 40'- 6.0' V
BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0' TO 4'- 0.0' V
BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 4'- 0.0' TO 36'- 6.0' V
BC UNIF LL( 0.0)+OL( 20.0)= 20.0 PLF 36'-. 6.0' TO 40'- 6.0' V
TC.CONC LL( 60.0)+DL( 30.0)= 90.0 LBS @ 6'- 0.0'
TC CONC LL 60.0)+DL( 30.0)= 90.0 LBS @ 34'- 6.0'
BC CONC LL� 141.1)+DL( 133.1)= 274.2 LBS @ 4'- 0.0'
BC CONC LL( 141.1)+DL( 133.1)= 274.2 LBS @ 36'- 6.0'
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
"'HANGER BY OTHERS TO APPLY
CONC. LOAD(S) EQUALLY TO ALL MEMBERS.
7-08-01
14-01-04
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1. 2=( -12) 28 2-13=(-770 88 13- 3=(-1896) 248 9.19=(0) 876
2- 3=( -84) 880 13-14=(-674i 78 3.14=( -154) 1736 19.10=(0) 220
3- 4=(-1014) 124 14-15=(-122) 1008 4.14=( -454) 174
4. 5=( -978) 136 15-16=(-156) 1286 14. 5=( -256) 74
5- 6=(-1732) 216 16.17=(-148) 1294 5.15=( -88) 922
6- 7=(-1710) 192 17.18=( -36) 902 6.15=( -578) 208
7. 8=(-112 2016 18.19=( -36) 902 15. 7=( -10) 294
8- 9=( -112; 2016 19-11=( 0) 1726 7.16=( 0) 216
9-10=(-1726) 0 7-17=(-3504) 254
10-11=(-1872) 0 17- 8=(-686) 182
11.12=( -12) 28 17- 9=(-3092) 128
18- 9=( 0) 242
BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0 -33/ 95V -105/ 113H 5.50' 0.05 OF ( 625)
51- 8.8' -143/ 2335V 0/ OH 5.50' 1.17 OF ( 625)
25'- 3.2' -168/ 3156V 0/ OH 5.50' 1.68 OF ( 625)
40'- 6.0' -46/ 978V -105/ 113H 5.50' 0.52 OF ( 625)
BRG @ 0'- 0.0' 0.05 DF/ 0.08 HF/ 0.07 SPF
BRG It 5'- 8.8' 1.17 DF/ 1.80 HF/ 1.71 SPF
BRG @ 25'- 3.2' 1.68 DF/ 2.60 HF/ 2.48 SPF
BRG @ 40'- 6.0' 0.52 OF/ 0.80 HF/ 0.77 SPF
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.036' @ 341- 6.0' Allowed = 0.727'
MAX DL CREEP DEFL = -0.064' @ 34'- 6.0' Allowed = 0.969'
MAX TL CREEP DEFL = -0.100' @ 34'- 6.0' Allowed = 0.969'
MAX HORIZ. LL DEFL = 0.009' @ 40'- 0.5'
MAX HORIZ. TL DEFL = 0.019' @ 40'- 0.5'
Wind: 85mph, h=15ft, TCDL=6.0,BCOL=6.0, ASCE 7.05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6 „
Truss designed for wind loads
5-11-11 in the plane of the truss only.
1 5-10-08 3-08-12 3-01-12 3-01-12 4-09-13 4-06-11 4-10-14 4-09-02 5-06-12
90k 12 ON 12
12
4.00 C ' M -4x6. a4. 00 a4.00
M-5x8(S) = M-8x8(S)
j274.07L H )• L 4,274.20N
5-08-12 3-10-08 6-03-08 4-08-01 4-08-07 4-10-14 4-09-02 5-06-12
1-06 40-06 [PROVIDE FULL BEARINGoJts*2.J3-IZ-
Scale: 0.1786
Truss: C-1
DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872297
'TRANS ID: 394672
WARNINGS:
I. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPIAVTCA in BCSI, copies of which will be furnished upon request.
AAiT.L, I ICA Inr /r'.n Tr i qMt,.- 7 R RrAI 1-F
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
7 o.c. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown + +
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non -corrosive environment,
and are for "dry condition' of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if -
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines coincide with pint center lines.
9. Digits indicate size of plate in inches.
to Cnr Aa c��.nnnn'tnr nla\n Aoc:nn .ra4uc coo CCO-lift CCO-OAA f1,iTn4\
1-06
BUTTE COUNTY
BUILDING 01.VISION
APPRQVLU
C;
0
W plvay '�
11 II 1111
LUMBER SPECIFICATIONS
TC: 2x4 OF Al&BTR
BC: 2x4 OF 01&BTR
WEBS: 2x4 OF M1&BTR
TC LATERAL SUPPORT - 12'OC. UON.
BC LATERAL SUPPORT 68 -OC. UON.
NOTE 2x4 BRACING AT 24.00 UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
OVERHANGS:
M-2.56 where shown; Jts:2,4-5,7,9,11,13,24
Connector plate prefix designators:
C, CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
0 0 0
0
o m�
0 0 u;
N c9
.o
0
12-09
3-03-.05 5-10-08 8-11-08
12
4.00 C ---
M-1 .5x4
---
M-1.5x4
TRUSS SPAN 40'- 6.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 40.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REOUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
5-08-01
12-09
14-01-04
25-03-04 29-04-12 32-1
1
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1- 2=( -25) 28 2-15=( -570) 150 3-15=(-299) 93 20-22=(-1510) 312
2. 3=(-168) 631 15-16=( 0) 0 15- 4=(-597) 200 20-10=( -271) 1289
3- 4=(-259) 855 17-18=( -70) 142 15-17=(-844) 251 22-10=(-1153) 230
4- 5=(-144) 68 18-19=( •242) 645 4-17=(-286) 867 10-23=( -183) 1128
5- 6=(-504) 163 19-20=( -100) 4 16.17=( 0) 24 23.11=( -582) 128
6- 7=(-495) 158 21.22=( -2) 9 17. 5=(-469) 180 11-24=( -120) 642
7. 8=(-660) 169 22-23=(-1296) 269 5-18=( -63) 325 24-12=( -215) 154
8. 9=(-565) 134 23-24=( -291) 99 18- 6=( 0) 179
9-10=( -29) 176 24.13=( -6) 255 18- 7=(-242) 131
10.11=(-115) 361 7-19=( -46) 110
11-12=(-255) 6 8.19=(-261) 87
12.13=(-337) 48 19- 9=(-157) 715
13-14=( -25) 28 9.20=(-634) 154
21.20=( 0) 74
BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH
.LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) '
01- 0.0' -67/ 56V -105/ 113H 5.50' 0.06 OF ( 625)
51- 8.8' -14/ 1195V 0/ OH 5.50' 1.19 OF ( 625)
25'- 1.5' 0/ 1709V 0/ OH 5.50' 1.71 DF ( 625)
40'- 6.0' -61/ 493V •105/ 113H 5.50' 0.53 OF ( 625)
BRG @ 0'- 0.0' 0.06 DF/ "0.09 HF/ 0.09 SPF
BRG @ 5'- 8.8' 1.19 OF/ 1.84 HF/ 1.75 SPF
BRG @ 25'- 1.5' 1.71 DF/ 2.63 HF/ 2.51 SPF
BRG @ 40'- 6.0' 0.53 DF/ 0.81 HF/ 0.77 SPF
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 85 mph, h=15ft, TCDL=6.O,BCDL=6.0, ASCE 7-05, .
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
7-11-11
-04 40-06
2d -00-b8 ' 12 1 BUTTE COUNTY
M 4x6 a 4. 00
4.0° 12 M 5x8 BUILDING DIVISION.
p
6 .,S( 4.00 APPROV
M -3x10 M -4x6
3.0° 8 9 10 11
M-300 ^� M-300
2 .
�1511 MHS 5x 12 21 220.25310 M -5x8 M -1.5x4 M 4x6
.M -1.5x4 M-5x8(S)
L ,?, 0 _ q?�04
n nn ,o nc fc 9n_nn_a 9y1 S_n1_nA 90-nl-na 39-11-04
=d
1-06,
O1 6
JOB NAME:
{
Truss: -C-2
DES. BY: LJ
DATE 3/28/2014
,SEQ.: 5872298
TRANS ID: 394672
1111111111 IN IN
8-11-08 11-01
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown �.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of.the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPIM?CA in SCSI, copies of which will be furnished upon request.
MiTo4 I 1-QG Inr 1rT Rrfhunro 7 R Fr11 1-C
20-05-08
40-06
Scale: 0.1604
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
2' o.c. and at 1o' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown r t
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non -corrosive environment,
and are for "dry condition' of use.
6. Design assumes fun bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center lines.
-9. Digits indicate size of plate in inches.
1n Fn. hn a�n nnnn¢Nnr nl aln An nine .•°I„n¢ ¢¢o FCA_t11 t FCA.°OAR 11�Tnw\
40-06
11-06L `
1-06
LUMBER SPECIFICATIONS
TC: 2x4 OF q1&BTR
BC: 2x4 OF q1&BTR
WEBS: 2x4 OF q1&BTR
TC LATERAL SUPPORT - 12'OC. LION.
BC LATERAL SUPPORT 44'OC. UON.
NOTE: 2x4 BRACING AT 24'OC UON. FOR
ALL -FLAT TOP CHORD AREAS -NOT -SHEATHED
OVERHANGS: 18.0' 0.0'
Stubbed Right: 4-00-08
Connector plate prefix designators:
C, CN,CI8,CN18 (or no prefix) Series Inc
M,M20HS,M18HS, 16 = MiTek MT Series
TRUSS SPAN 36'- 5.5'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 40.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GOF90/Cq=1.00
1. 2=( -12) 28 2-11=(-2757) 0 3-11=(-1141) 44 17-16=( 0) 78
2. 3=( 0) 2994 11-12=( -29) 0 3-13=( 0) 1531 16-18=( 0) 2164
4- 5=1 -823; 1360 14.15=�-1200) 2957 12.13=i 3090; 6 18. 8=I-530) 1734
5- 6= -815 0 15-16=S 0 3954 13. 4= •1624 0 8-19=(-644) 0
6- 7=�-3046; 0 17.18=1 0 105 4-14=� 0; 2081 19. 9=( 0) 496
7. 8=(•3870) 0 18-19=( O� 2198 14. 5=( 0) 311 9-20=(•298) 40
8- 9=(•1686) 0 19-20=( 0) 1437 14. 6=(•2406) 0 20-10=( 0) 1397
9-10=(-1519) 0 20.21=( -84) 103 6-15=( 0) 485 10.21=(-995) 8
15- 7= -1002 0
7-16= 0 224
BEARING MAX VERT MAX HORZ BRIG REQUIRED BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' -809/ OV -105/ 99H 5.50' 0.00 OF ( 625)
51- 10.5' 0/ 2686V 0/ OH 5.50' 2.68 OF ( 625)
36'• 5.5' 0/ 1040V -105/ 99H 5.50' 1.11 OF ( 625)
BRG @ 0'- 0.0' 0.00 OF/ 0.00 HF/ 0.00 SPF
BRG @ 5'- 10.5' 2.68 OF/ 4.14 HF/ 3.94 SPF
BRG @ 36'- 5.5' 1.11 OF/ 1.71 HF/ 1.63 SPF
VERTICAL DEFLECTION LIMITS: LL=LI240, TL=L/180
MAX LL DEFL = -0.242' @ 20'- 2.3' Allowed = 1.502'
MAX DL CREEP DEFL = -0.482' @ 20'- 2.3' Allowed = 2.003'
MAX TL CREEP DEFL = -0.724' @ 20'- 2.3' Allowed = 2.003'
MAX HORIZ. LL DEFL = 0.053' @ 36'- 3.7'
MAX HORIZ. TL DEFL = 0.105' @ 36'- 3.7'
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7.05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6 „
Truss designed for wind loads
in the plane of the truss only.
Truss: C-3
DATE: 4/1/2014
SEQ.: 5876794
TRANS
iiiiiuimumiiuii
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2.
2x4 compression web bracing must be installed where sham+.
3. Additional temporary bracing to insure stability during consbuction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assurnes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPVWrCA in BCSI, copies of which will be furnished upon request.
MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E
BUTTE COUNTY
BUILDING DIVISION
Air RUED
0
co
C)
GENERAL NOTES, unless otherwise noted:
12-09 3-08-01
14-01-04
5-11-03
building component. Applicability of design parameters and proper
5-10-08
3-01 3-09-08 3-08-01 3-07-07
5-01-12 5-04-01
5-11-03
-
12
12
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
12
5. Design assumes trusses are to be used in a non -corrosive environment,
4.00C:--'
M -4x6 a 4.00
i / y': j
a 4.00
'
�
8. Plates shall be located on both faces of truss. and placed so their center
4
coincide with joint center lines.
9.Digits indicate sae of plate in inches.
-
5 (
-
M -5x8 M_ X8 M -2.5x5
M -4x12 M -6x8
M -4x6
4 7
a
' Cl)
3
M -4x6
v
M -6x12
°
o o
v
13 co 14 15 ro 16
� o
M -4x12 M -2.5x5
1
11 12 17
18 19 20
21
o M -4x6
M 5x8 M.
M 3x10 M 2.5x5
WWI
M -6x12 M -2x4
M -4x6
G ) 5-10-08
2-11-04 13-11-04 3-11-09 3-05-11 11
4-10-04 4-01-08 2-00-12
5-02-12
11-061 8-11-08
11-01
16-05
1-06 1PROVIDE FULL BEARING: J
s 36-05-08
JOB NAME:
Scale: 0.1770
Truss: C-3
DATE: 4/1/2014
SEQ.: 5876794
TRANS
iiiiiuimumiiuii
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2.
2x4 compression web bracing must be installed where sham+.
3. Additional temporary bracing to insure stability during consbuction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assurnes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPVWrCA in BCSI, copies of which will be furnished upon request.
MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E
BUTTE COUNTY
BUILDING DIVISION
Air RUED
0
co
C)
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
-
T o.c. and at 10' o.a respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
i> 4
5. Design assumes trusses are to be used in a non -corrosive environment,
W
and are for "dry condition' of use.if;,
i / y': j
6. Design assumes full bearing at all supports shown. Shim or wedge H
necessary.
7. Design assumes adequate drainage is provided.
'
�
8. Plates shall be located on both faces of truss. and placed so their center
OF
coincide with joint center lines.
9.Digits indicate sae of plate in inches.
-
10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek)
-
T9m
LUMBER SPECIFICATIONS
TC: 2x4 OF k1&BTR
BC: 2x4 OF q1&BTR
WEBS: 2x4 DF kt&BTR
TC LATERAL SUPPORT - 12 -OC. UON.
BC LATERAL SUPPORT 52.00. UON.
NOTE: 2x4 BRACING AT 24.00 UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
OVERHANGS: 18.0' 0.0'
Connector plate prefix designators:
C,CN,CI8,CN18(or no prefix) = CompuTrus, Inc -
M,M20HS,M18HS,M16 = MiTek MT series
For hanger specs. - See approved plans
JOB NAME:
Truss: C-4.
DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872300
TRI,A INI S I D : 394672
I Illlll VIII VIII VIII IIID VIII VIII IIII IIII
TRUSS SPAN 33'- .3.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = • 40.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED"FOR tOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
12-09
4-04-04
8-09-12
and Warnings before construction commences.
building component. Applicability of design parameters and proper
12
incorporation of component is the responsibility of the building designer.
2. Design assumes the lop and chords be laterally braced at
4.00 C�-_-
o
M -4x12
hino.c
continuous sheathing such as plywood sheathing(TC) andlor drywall(BC).
c ntin
0
0
0
4. Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should any loads greater than
0
c
and are for condition- of use.
6. assumes tub bearing at all supports shown. Shim orwedge if
5. CompuTrus has no control over and assumes no responsibility for the
neceDesissary.
ry'
fabrication, handling,shipment and installation of components.
P P
7. Design assumes adequate drainage is provided.
6. This design is furnished subject to the limitations set forth by
8. Plates shall be located on both faces of truss, and placed so their center
O
�
9. Digits indicate size of plate in inches. '
KAiTuw I IRA Inr Cnfi u- 7 A All 11-F
c
0
JOB NAME:
Truss: C-4.
DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872300
TRI,A INI S I D : 394672
I Illlll VIII VIII VIII IIID VIII VIII IIII IIII
TRUSS SPAN 33'- .3.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = • 40.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED"FOR tOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
M -2x4
IM -46 I IM -300
4-04-04 8-09-12
1-06 8-11-08
1-06 IPROVIDE FULLGJ 9
1-08-01
If If
12-09 14-05-01
12
a 4.00
M -5x8
8.0°
5 (� M -5x8
DESIGN ASSISTANCE
CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1- 2=( -12) 28 2.11=(-2139) 0 3.11=(-1428) 23 16-15=( 0) 65
2- 3=( 0) 2332 11.13=( 0) 24 3.12=( 0) 3178 15-17=( 0),1648-
3- 4=(-1096) 8 12-14=( 0) 1573 11.12=(-2330) 0 15- 8=( 0) 1571
4- 5=(-1109) 22 14-15=( 0) 3038 4.12=( -252) 81 17- 8=( -461) 29
5- 6=(-2643) 0 16.17=( 0) 51 13-12=( 0) 57 8-18=( -860) 0
6. 7=(-2427) 0 17-18=( 0) 1620 12- 5=( -695) 0 9-18=( 0) '137
7- 8=(-2998) 0 18-19=( -92) 84 5.14=( 0) 1679 18-10=( 0) 1086
8- 9=( -952) 0 6.14=(-1024) 0 10.19=(-1007) 0
9.10=(-1029) 0 14- 7=( -660) ' 8 _
7-15=( -85) 47
BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' -690/ OV -105/ 99H 5.50' 0.00 OF ( 625)
4'- 4.3' 0/ 2308V 0/ OH 5.50' 2.30 OF ( 625)
33'- 3.0' 0/ 1036V -105/ 99H 3.50' 0.39 OF (1782)
BRG @ 0'- 0.0- 0.00 DF/ 0.00 HF/ 0.00 SPF
BRG @ 4'- 4.3' 2.30 DF/ 3.56 HF/ 3.39 SPF
C BRG @ 33'- 3.0' 1.11 DF/ 1.71 HF/ 1.63 SPF
BUTTE COUNTY Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
BUILDING DI „
VISION gable end zone, load duration factor=l.6
APPROVED Truss designed for wind loads
in the plane of the truss only.
14-01-04 4-08-11
20-00-08
M -2.5x5
24-05-14 28-06-05 33-03
BUTTE'G UN'1'Y
BUILMG DIVISION
M 8x8 M "PROVED
M -4x6
12 0 14 co
15
M -8x16 o M -6x8 C . t9
13 =M-&8 17
M -2x4 M -2x4 M-46
14-06-13 20=02-04 24-04-02 29-01
11-01 13-02-08
33-03
Scale: 0.2281
WARNINGS:
12-09
4-04-04
8-09-12
and Warnings before construction commences.
building component. Applicability of design parameters and proper
12
incorporation of component is the responsibility of the building designer.
2. Design assumes the lop and chords be laterally braced at
4.00 C�-_-
velybottu
c
and at to respectively unless braced throughout their length by
M -4x12
hino.c
continuous sheathing such as plywood sheathing(TC) andlor drywall(BC).
c ntin
M -2x4
IM -46 I IM -300
4-04-04 8-09-12
1-06 8-11-08
1-06 IPROVIDE FULLGJ 9
1-08-01
If If
12-09 14-05-01
12
a 4.00
M -5x8
8.0°
5 (� M -5x8
DESIGN ASSISTANCE
CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1- 2=( -12) 28 2.11=(-2139) 0 3.11=(-1428) 23 16-15=( 0) 65
2- 3=( 0) 2332 11.13=( 0) 24 3.12=( 0) 3178 15-17=( 0),1648-
3- 4=(-1096) 8 12-14=( 0) 1573 11.12=(-2330) 0 15- 8=( 0) 1571
4- 5=(-1109) 22 14-15=( 0) 3038 4.12=( -252) 81 17- 8=( -461) 29
5- 6=(-2643) 0 16.17=( 0) 51 13-12=( 0) 57 8-18=( -860) 0
6. 7=(-2427) 0 17-18=( 0) 1620 12- 5=( -695) 0 9-18=( 0) '137
7- 8=(-2998) 0 18-19=( -92) 84 5.14=( 0) 1679 18-10=( 0) 1086
8- 9=( -952) 0 6.14=(-1024) 0 10.19=(-1007) 0
9.10=(-1029) 0 14- 7=( -660) ' 8 _
7-15=( -85) 47
BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' -690/ OV -105/ 99H 5.50' 0.00 OF ( 625)
4'- 4.3' 0/ 2308V 0/ OH 5.50' 2.30 OF ( 625)
33'- 3.0' 0/ 1036V -105/ 99H 3.50' 0.39 OF (1782)
BRG @ 0'- 0.0- 0.00 DF/ 0.00 HF/ 0.00 SPF
BRG @ 4'- 4.3' 2.30 DF/ 3.56 HF/ 3.39 SPF
C BRG @ 33'- 3.0' 1.11 DF/ 1.71 HF/ 1.63 SPF
BUTTE COUNTY Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
BUILDING DI „
VISION gable end zone, load duration factor=l.6
APPROVED Truss designed for wind loads
in the plane of the truss only.
14-01-04 4-08-11
20-00-08
M -2.5x5
24-05-14 28-06-05 33-03
BUTTE'G UN'1'Y
BUILMG DIVISION
M 8x8 M "PROVED
M -4x6
12 0 14 co
15
M -8x16 o M -6x8 C . t9
13 =M-&8 17
M -2x4 M -2x4 M-46
14-06-13 20=02-04 24-04-02 29-01
11-01 13-02-08
33-03
Scale: 0.2281
WARNINGS:
GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an individual
and Warnings before construction commences.
building component. Applicability of design parameters and proper
2. 2x4 compression web bracing Must be installed where shown
incorporation of component is the responsibility of the building designer.
2. Design assumes the lop and chords be laterally braced at
3. Additional temporary bracing to insure stability during construction
velybottu
c
and at to respectively unless braced throughout their length by
is the responsibility of the erector. Additional permanent bracing of
p ry P 9
hino.c
continuous sheathing such as plywood sheathing(TC) andlor drywall(BC).
c ntin
the overall structure is the responsibility of the building designer.
3. 2x Impact bridging or lateral bracing required where shown + +
4. No load should be applied to any component until after all bracing and
4. Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should any loads greater than
5. Design assumes trusses are to be used in a non -corrosive environment,
'dry
design loads be applied to any component.
and are for condition- of use.
6. assumes tub bearing at all supports shown. Shim orwedge if
5. CompuTrus has no control over and assumes no responsibility for the
neceDesissary.
ry'
fabrication, handling,shipment and installation of components.
P P
7. Design assumes adequate drainage is provided.
6. This design is furnished subject to the limitations set forth by
8. Plates shall be located on both faces of truss, and placed so their center
TPINVTCA in SCSI, copies of which will be furnished upon request.
lines coincide with joint center lines.
9. Digits indicate size of plate in inches. '
KAiTuw I IRA Inr Cnfi u- 7 A All 11-F
' °n c�. tie <�. ...�,.e.•e... nl °,e �a.�..� „°�.e° °ee cco.°�r� GCD-tOAR /1LTe4.
C6
0
N
19
18
M -3x10 M -2x4
L ,L
33-03
II 111 1111
LUMBER SPECIFICATIONS
TC: 2x4 DF 91&BTR
BC: 2x4 OF R1&BTR
WEBS: 2x4 OF 91&BTR
TC LATERAL SUPPORT - 12'OC. UON.
BC LATERAL SUPPORT 60'OC. UON.
NOTE 2x4 BRACING AT 24'OC UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
OVERHANGS: 18.0' 0.0'
Connector plate prefix designators:
C,CN,CI8,CN18(or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
For hanger specs. - See approved plans
13-11-11 12-06-10 6-08-11
4-04-04 8-11-08 13-11-11 20-00-08 If 23=05-14 Ir 26-06-05 33-03
12 12
4.00.E a 4.00
M -4x6 M -2.5x5 M -3x10 M -4x6
M -5x8
( 4-04-04 8-09-12 13-05 20-02-04 L 23-04-02 27-01 33-03 L
1-06 8-11-08 11-01 13-02-08
I I L
1-06 1PROVIDE FULL BEARING•Jts:2 10 18 33-03
JOB NAME:
Truss: -C-5
DES. BY: LJ
DATE: -3/28/2014
SEQ.: 5872301
TRANS ID: 394672
1111 IIII VIII VIII VIII VIII III1I IIII IIII
Scale: 0.2449
WARNINGS:
GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an individual
DESIGN ASSISTANCE
TRUSS SPAN 33'- 3.0'
2. 2x4 compression web bracing must be installed where shown +.
CBC2010/IBC2009
MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
LOAD DURATION INCREASE = 1.25
is the res nsibili of the erector. Additional permanent bracing of
po ty P 9
1- 2=( -12) 28
2-10=(-1756)
0 3-10=(-1388) 36 14-15=( 0) 54'
SPACED 24.0' O.C.
4. Installation of truss is the responsibility of the respective contractor.
2- 3=( 0) 1922
10-11=(
0)
33 3.12=( 0) 3130 15.16=( 0) 1568
5. CompuTrus has no control over and assumes no responsibility for the
necessary.
3- 4=(-1449) 0
12-13=(
-13)
1400 10.12=(-1934) 0 15- 7=( 0) 1306
LOADING
lines coincide with joint center lines.
4- 5=(-1967) 0
13-15=(
0)
2450 11-12=( 0) 58 16. 7=( -611) 5
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0
PSF
5- 6=(-1827) 0
14-16=(
0)
30 12- 4=( -542) 15 7.17=( -537) 0
DL ON BOTTOM CHORD = 10.0
PSF
6- 7=(-2429) 0
16-17=(
0)
1467 4-13=( . 0) 471 8.17=( 0) 174
TOTAL LOAD = 40.0
PSF
7- 8=(-1126) 0
17.18=(
-103)
86 13. 5=( 0) 325 17- 9=( 0) 1183
8. 9=(-1234) 0
13- 6=( -680) 8 9-18=(-1009) 14
LIMITED STORAGE DOES NOT APPLY DUE TO THE
SPATIAL
6-15=( -104) 55
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BEARING
MAX VERT
MAX HORZ BRG REQUIRED BRIG LENGTH
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD.
TOP
LOCATIONS
REACTIONS
REACTIONS SIZE INCHES (SPECIES)
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
01- 0.0'
-539/
OV
-115/ 101H 5.50' 0.00 OF ( 625)
4'- 4.3'
0/
2137V
0/ OH 5.50' 2.13 OF ( 625)
33'- 3.0'
0/
1057V
-115/ 101H 3.50' 0.40 OF (1782)
BRG
@ 0'- 0.0' 0.00 DF/ 0.00 HF/ 0.00 SPF
BRG
@ 4'- 4.3' 2.13 DF/ 3.29 HF/ 3.14 SPF
BRG
@ 33'- 3.0' 1.13 DF/ 1.74 HF/ 1.66 SPF
BU17E COUNTY
Wind:
85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7.05,
1�'
Enclosed, Cat.2, Exp.B, MWFRS,
�1 DIVISION
BUILDING DIVISION
gable end zone, load duration factor=1.6„
Truss designed for wind loads
APPROVEDin
the plane of the truss only..
13-11-11 12-06-10 6-08-11
4-04-04 8-11-08 13-11-11 20-00-08 If 23=05-14 Ir 26-06-05 33-03
12 12
4.00.E a 4.00
M -4x6 M -2.5x5 M -3x10 M -4x6
M -5x8
( 4-04-04 8-09-12 13-05 20-02-04 L 23-04-02 27-01 33-03 L
1-06 8-11-08 11-01 13-02-08
I I L
1-06 1PROVIDE FULL BEARING•Jts:2 10 18 33-03
JOB NAME:
Truss: -C-5
DES. BY: LJ
DATE: -3/28/2014
SEQ.: 5872301
TRANS ID: 394672
1111 IIII VIII VIII VIII VIII III1I IIII IIII
Scale: 0.2449
WARNINGS:
GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an individual
and Warnings before construction commences,
building component. Applicability of design parameters'and proper
2. 2x4 compression web bracing must be installed where shown +.
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords be laterally braced at
3. Additional temporary bracing to insure stability during construction
respectively unless braced throughout their length by
2' and at 10' c
is the res nsibili of the erector. Additional permanent bracing of
po ty P 9
hino.c
continuous sheathing such as plywood sheathing(TC) and/or tlrywall(BC).
continuous
the overall structure is the responsibility of the building designer.
3. 2x Impact bridging or lateral bracing required where shown ++
4. No load should be applied to any component until after all bracing and
4. Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should any loads greater than
5. Design assumes trusses are to be used in a non -corrosive environment,
design loads be applied to any component.
and are for "dry condition' of use.
6. Design assumes fu8 bearing at all supports shown. Shim or wedge if
5. CompuTrus has no control over and assumes no responsibility for the
necessary.
fabrication, handling, shipment and installation of components. _
7, Design assumes adequate drainage is provided.
6. This design is furnished subject to the limitations set forth by
8. Plates shall be located on both faces of truss, and placed so their center
TPVWiCA in SCSI, copies of which will be furnished upon request.
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
AAiTo4 I MA Inr 1r.nm .T, i Cnfhu - 7 R R/11 1-F
to Fn. l.aa�n nnnnn.+n. male Aee�nn ,.o l.,ne aoo GCR-t 7f t FCR-10AR !\�TnL�
No. COM4
EV
El
LUMBER SPECIFICATIONS
TC: 2x4 OF #18BTR
BC: 2x6 OF #18BTR
WEBS: 2x4 OF #18BTR
TC LATERAL SUPPORT <= 12'OC. LION.
BC LATERAL SUPPORT 72'OC. LION.
NOTE: 2x4 BRACING AT 24'OC LION. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
OVERHANGS: 18.0' 18.0'
M -2x4 where shown; Jt5:10,14,16,19,24-25
Connector plate prefix designators:
CCN,Cl8,CN18 Sor no prefixCompuTrus, Inc
M:M20HS,Ml8HS, 16 = MiTek M) = series
( 3 ) complete trusses required.
Join together 3 ply with 3'x.131 DIA GUN
nails staggered at:
9' oc in 1 row(s) throughout 2x4 top chords,
9' oc in 2 row`s) throughout 2x6 bottom chords,
9' oc in 1 row`s) throughout 2x4 webs.
** HANGERS BY OTHERS TO APPLY CONC. LOADS EQUALLY
TO ALL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE
THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER.
TRUSS SPAN 47'- 6.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0. O.C.
LOADING
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF
OL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 40.0 PSF
ADDL: TC UNIF LL+DL= 60.0 PLF 28'- 0.0' TO 41'- 0.0' V
ADDL: BC UNIF LL+DL= 20.0 PLF 34'- 6.0' TO 47'- 6.0' V
ADDL: TC CONC LL+DL= 90.0 LBS @ 41'- 0.0'
ADDL: BC CONC LL+DL= 1710.0 LBS @ 33'- 6.0'
ADDL: BC CONC LL+DL= 275.0 LBS @ 43'- 6.0'
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
1- 2=
2- 3=
3- 4=
4- 5=
5- 6=
6- 7=
7- 8=
8- 9=
9-10=
10-11=
11.12=
12-13=
CBC2010/IBC2009 MAX MEMBER FORCES 4WI
-12) 27 2-14=(-1641) 0 14. 3=( 0
0) 1785 14-15=(-1647) 0 3.15=( -414
0) 1893 15-16=( 01 3 15. 4=(-1032
•501) 30 17.18=( 51 561 15-17=(-1992'
-2211) 0 18-20=( 0) 2802 4.17=( -3'
-2796; 0 29-22=� 0; 2814 17.15= •1209'
-2202) 0 22-24=( •21) 0 5-18=( O'
0) 747 23.25=( 0) 879 18- 6=( 0'
0 774 25-12=( 0 927 18. 7= -957'
-1017 0 7-20=� 0'
-12) 27 19-20=( 0
20. 8=( 0'
BEARING
MAX
VERT
MAX
HORZ
LOCATIONS
REACTIONS
REACTIONS
01- 0.0'
-420/ V
-126/
96H
5'- 10.3'
0/
2386
0/
OH
36'- 3.8'
0/
4272
0/
OH
47'- 6.0'
0/
780
-126/
96H
BRG @
0'-
0.0'
BRG @
BRG @
5'-
361•
10.3'
3 8'
I/GDF90/Cq=1.00
141 20.21=( 0) 2127
9 8-21=( -159) 39
0 21. 9=(-1095) 0
0 9-22=( O) 726
2265 9.23=(-3705) 0
12 22.23= 0) 2985
21 24-23=i-3309) 0
1524 23.10=( -978) 24
429 23.11=(-1749) 0
0 11-25=( 0) 597
339
129
891
ERG REQUIRED BRG LENGTH
SIZE INCHES (SPECIES)
5.50' 0.00 OF ( 625)
3.50' 0.77 OF ( 625)
3.50' 1.52 OF ( 625)
5.50' 0.28 OF ( 625)
0.00 DF/0.00 HF/ 0.00 SPF
0.77 OF/ 1.18 HF/ 1.13 SPF
BUTTE COUNTY BRG @ 47'• 6.0' 0.28 OF/ 0.43 HF/ 0.41 SPF
BUILDING DIVISION VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
APPROVED
MAX LL DEFL = •0.028' @ 20'• 0.5' Allowed = 1.519'
MAX DL CREEP DEFL = •0.106' @ 20'• 2.3' Allowed = 2.025'
MAX TL CREEP DEFL = •0.134' @ 20'• 2.3' Allowed = 2.025'
MAX HORIZ. LL DEFL = 0.008' @ 36'• 3.8'
MAX HORIZ. TL DEFL = 0.019' @ 36'- 3.8'
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7.05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6 „
15-10-15 8-08-02 4-04 12-01-05 6-05-11 Truss designed for wind loads
in the plane of the truss only.
5-00 1, P-11-07 6-11-07 4-01-09 4-06-09 4-07-08 7-01-03 4-08-09 6-05-11
1 0-01 12 90# 12
12 a 4.00 a 4.00
4.00 o M-466 M-2 5x5 EM -6x8
M -6x12 M -5x8
M -2.5x5 g 10 1
OD M -4x6 5 v
o M -2.5x5 4 2
3 3�o
Ln r 17 18 20 13C7> ��7:25
2 M -6x8 M 3x10 0 N M 3x10 0
C12
1 14 15 16 19 21 22 24
CD M -3x10 M 6x8 M -3x10 M -4x6 ** - M 8x8
M -3x10
i 1- 0 OQ i_ 1 L L L j1710# L L 275#
4-10-04 11-07� 6-06-08 4-10 4-11-08 4-00-13 7-01-03 L 5-04 5-10-04
LOCA 8-11-08 11-01 16-05 11-00-08 IL -O$
1-06 47-06 1-06
JOB NAME: Scale: 0.1378
Truss: C_-6
DES. BY: BS
DATE: 4/1/2014
SEQ.: 5876795
TRANS ID: 394949
IIIIII I II III I ILII III I III I IIII I I IIII
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is fumished subject to the limitations set forth by
TPI/WrCA in BCSI, copies of which will be fumished upon request.
MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
2' ox, and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) andfor drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a noncorrosive environment,
and are for "dry condition' of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center lines.
9.Digits indicate size of plate in inches.
10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek)
17-11-11 4-06-10 4-04-12 12-01-04 8-05-11
5-10-08 5-11 6-02-03 4-06-10 4-04-12 3-09-15 4-07-04 3-08-01 3-10-05 If 4-07-06
12 12 12
4.00 F-� a 4.00 4 4.00
M -4x6 M -6x8
5-08-12 5-09-04 5-11
1-06 1PROV IDE FULLcJ
JOB NAME
Truss: C-7
DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872303
'TRANS ID: 394672
U.'15"
=M-8x8(S)
I
5-09-12
35-06
M-06 M -2.5x5 M-50
M -2x4
3-11-13 3-08-03 4-05-08 L 4-04-13 7-08-15
12-00
47-06
Scale: 0.1499
WARNINGS:
GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an individual
DESIGN ASSISTANCE
II 1111111
2. 2x4 compression web bracing must be installed where shown r,
2. Design assumes the top and chords be laterally braced al
3. Additional temporary bracing to insure stability during construction
velybottu
roup
respectively unless braced throughout their length by
2' o.c. and at 10' c
is the responsibility of the erector. Additional permanent bracing of
p ry P 9
TRUSS_SPAN 47'- 6.0'
the overall structure is the responsibility of the building designer.
CBC2010/IBC2009
MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
LUMBER SPECIFICATIONS
LOAD DURATION INCREASE = 1.25
5. Design assumes trusses are to be used in a non -corrosive environment,
1- 2=(.
-12)
28
2-14=(-2061)
fabrication, handling,shipment and installation of components.
P P
0 14- 3=(-2565)
0 21-20=( 0) 71
TC: 20 OF N18BTR
SPACED 24.0' O.C.
lines coincide with joint center lines.
2. 3=(
0)
2251
14-15=(-1925)
0 3.15=(
O) 3315 20- 9=(-222) 34
BC: 2x6 OF t118BTR
3. 4=(-1349)
6
15-16=(
-11)
1290 15- 4=(-1004)
17 20-10=( 0) 1500
WEBS: 2x4 OF 51&BTR
LOADING
4- 5=(-2080)•
0
16.17=(
0)
2494 4-16=(
0) 783 10-22=( O) 181
TC LATERAL SUPPORT - 12'OC. UON.
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0
PSF
5- 6=(-1924)
0
17-18=(
0)
3328 16- 5=(
0) 344 22-11=( 0) 185
BC LATERAL SUPPORT 68'OC. UON.
DL ON BOTTOM CHORD = 10.0
PSF
6- 7=(-2690)
0
18-19=(
0)
3296 16- 6=(
-816) 0
TOTAL LOAD = 40.0
PSF
7- 8=(-3327
0
19-21=(
0)
54 6-17=
0) 1054
8- 9=(-5069)
0
20-22=(
O)
3830 17- 7=
.1223)) 0
NOTE 2x4 BRACING AT 24'OC UON. FOR
LIMITED STORAGE DOES NOT APPLY DUE TO THE
SPATIAL
9-10=(-5114)
0
22-12=(
0)
3786 7.18=(
-16) 61
'-18�
ALL FLAT TOP CHORD AREAS NOT SHEATHEDREOUIREMENTS
OF CBC 2010 NOT BEING MET.
10-11=(-4016)
0
18. 8=(
54
0
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD.
TOP
11-12=(-4059)
12-13=(
-12)
0
28
8-19=
8-20=(
-1314
0) 2061
OVERHANGS: 18.0' 18.0'
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
19.20=(
0) 3505
Connector plate prefix designators:
BEARING
LOCATIONS
MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH
REACTIONS REACTIONS SIZE INCHES (SPECIES).
CCN,CI8,CN18 (or no prefix) = CompuTrus, Inc
01- 0.0'
-567/ OV -140/ 109H 5.50' 0.00 OF ( 625)
M:M20HS,MI8HS,M16 = MiTek MT series
5'- 8.8'
0/ 2782V 0/ OH 5.50' 2.78 OF ( 625)
47'- 6.0'
0/ 1679V -140/ 109H 5.50' 1.79 OF ( 625)
BRG @ 0'- 0.0' 0.00 DF/ 0.00 HF/ 0.00 SPF
BRG @ 51- 8.8' 2.78 DF/ 4.29 HF/ 4.08 SPF
BRG @ 47'- 6.0' 1.79 OF/ 2.76 HF/ 2.63 SPF
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.285' @ 35'- 4.3' Allowed = 2.054'
MAX OL CREEP DEFL = -0.565' @ 35'- 4.3' Allowed = 2.739'
MAX TL CREEP DEFL = -0.850' @ 35'- 4.3' Allowed = 2.739'
MAX HORIZ. LL DEFL = 0.044' @ 47'- 0.5'
MAX HORIZ. TL DEFL = 0.087' @ 47'- 0.5'
Wind: 85mph, h=15ft TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat., Exp.B, MWFRS,
gable end zone, load duration factor=1.6 „
Truss designed for wind loads
in the plane of the truss only.
17-11-11 4-06-10 4-04-12 12-01-04 8-05-11
5-10-08 5-11 6-02-03 4-06-10 4-04-12 3-09-15 4-07-04 3-08-01 3-10-05 If 4-07-06
12 12 12
4.00 F-� a 4.00 4 4.00
M -4x6 M -6x8
5-08-12 5-09-04 5-11
1-06 1PROV IDE FULLcJ
JOB NAME
Truss: C-7
DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872303
'TRANS ID: 394672
U.'15"
=M-8x8(S)
I
5-09-12
35-06
M-06 M -2.5x5 M-50
M -2x4
3-11-13 3-08-03 4-05-08 L 4-04-13 7-08-15
12-00
47-06
Scale: 0.1499
WARNINGS:
GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an individual
and Warnings before construction commences.
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. 2x4 compression web bracing must be installed where shown r,
2. Design assumes the top and chords be laterally braced al
3. Additional temporary bracing to insure stability during construction
velybottu
roup
respectively unless braced throughout their length by
2' o.c. and at 10' c
is the responsibility of the erector. Additional permanent bracing of
p ry P 9
hino.c
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
the overall structure is the responsibility of the building designer.
3. 2x Impact bridging or lateral bracing required where shown ++
It. No load should be applied to any component until after all bracing and
4. Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should any loads greater than
5. Design assumes trusses are to be used in a non -corrosive environment,
design loads be applied to any component. -
and are for "dry condition" of use.
6' Designassumes fug bearing at all supports shown. Shim or wedge it
5. CompuTrus has no control over and assumes no responsibility for the
sa
necessary'
fabrication, handling,shipment and installation of components.
P P
7. Design assumes adequate drainage is provided.
6. This design is furnished subject to the limitations set forth by
8. Plates shall be located an both faces of truss, and placed so their center
TPIIWICA in SCSI• copies of which will be furnished upon request.
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
hAiT04 I ICC Inn /r ---T-. Gut-- ♦7 9 All 1-G
to Cnr He a�n nnnnnnlnr nl aln Ane�nn „el.n< enn FCG.1'111 LCO.tOAR 11RToY1
BUTTE COUNTY
BUILDING DIVISION
APPROVE®
0
0
.II I II IIII
LUMBER SPECIFICATIONS
TC: 2x4 OF 61&BTR
BC: 20 OF N1&BTR
WEBS: 2x4 OF N1&BTR
TC LATERAL SUPPORT <= 12.00. UON.
BC LATERAL SUPPORT 96'OC. UON.
NOTE 2x4 BRACING AT 24.00 UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
OVERHANGS: 0.0' 18.0'
Connector plate prefix designators:
CCN,CIB,CN18 (or no prefix) = CompuTrus, Inc
M:M20HS,MI8HS,MI6 = MiTek MT series
TRUSS SPAN 38'- 0.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 40.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
( 2 ) complete trusses required.
Join together 2 ply with 3'x.131 DIA GUN
nails staggered at:
9' oc in 1 row(s) throughout 2x4 top chords,
9' oc in 1 row(s) throughout 2x4 bottom chords,
9' oc in 1 row(s) throughout 2x4 webs.
10-05-11 0-06-10 4-04-12
6-00-12 10-05-1111-00-0515-05'-01
12 12
4.00 C_-- a 4.00
M -4x6 M -5x8
N
N
co 7 V
, O 1
`D MEEM-4X6
JOB NAME:
,Truss: C-8
DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872304
TRANS ID: 394672
12-01-04
18-08-09 21-05-12. 26-08
M-2 .5x5 //tom M -5x8 M -2.5x5 M -2x4
13 14 15 16 1
M -2x4 0'25° M -2.5x5 0 = M -8x8
M -3x10
M-5x8(S)
5-11 9-11 11-•10-08 15-08-09
21-04-01
21-04
18
M -2.5x5
21-05-12 21 -?7-08 26-09-12
5-07-07
0-00-01
38-00
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1- 2=(-3550) 0 1.13=(-1286) 4542 13- 2=( 0) 210 17-20=( -522) 4124
2- 3=(-3300) 0 13-14=(-1292) 4538 2-14=( -358) 224 18-20=( 0) 38
3- 4=(-3088) 0 14-15=( -914) 4366 14- 3=( 0) 876 8-20=(-1214) 0
4- 5=(-3764) 0 15-16=( 0) 5948 14- 4=( -812) 0 19.20=( 0) 102
5- 6=(-5976) 0 16.17=( 0) 6136 4.15=( 0) 1530 20. 9=( 0) 716
6- 7=(-6078) 0 18.19=( -4) 6 15- 5=(-2790) 0 9-21=( -112) 442
7- 8=(-6030) 0 20-21=( -762) 4026 5-16=( -122) 414 21-10=( -162) 198
8- 9=(-3538) 0 21-11=( -868) 4384 16- 6=( -518) 396
9-10=(-3698) 0 6-17=( -480) 426
10.11=(-3790) 0 17- 7=( -234) 32
11-12=( -12) 28 17-18=( O) 98
17- 8=( 0) 2652
BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' 0/ 1520V -3700/ 3700H 5.50' 0.81 OF ( 625)
38'- 0.0' -11/ 1613V -3700/ 3700H 5.50' 0.86 OF ( 625)
BRG @ 0'- 0.0' 0.81 OF/ 1.25 HF/ 1.19 SPF
ERG @ 38'- 0.0' 0.86 DF/ 1.33 HF/ 1.27 SPF
COND. 2: 3700.00 LBS SEISMIC LOAD.
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6 „
Truss designed for wind loads
in the plane of the truss only.
10-05-11
28-01 32-01-05 38-00
12
a 4.00
M -4x6 IA -5x8
8 9
M -2x4
20 21
M 8x8o M_
2.5x5
N
19
M -2x4
31-11-09
11-00-08
16-07-15
Scale: 0.1875
WARNINGS:
GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an individual
and Warnings before construction commences.
building component. Applicability of design parameters and proper
2. 2x4 compression web bracing must De installed where shown +.
incorporation of component is the responsibility of the building designer.
2• Design assumes the lop and bottom chords to be laterally at
3. Additional temporary bracing to insure stability during construction
s braced throughout their
is the responsibility of the erector. Additional permanent bracing of
continuous ous sheathing such as p�oodunlessheathing(TC) nd/or derywag(BCth ).
the overall structure is the responsibility of the building designer.
3. 2x Impact bridging or lateral bracing required where shown ++
4. No load should be applied to any component until after all bracing and
4. Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should any loads greater than
5. Design assumes trusses are to be used in a non -corrosive environment,
design loads be applied to any component.
and are for "dry condition' of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
5. CompuTrus has no control over and assumes no responsibility for the
necessary.
fabrication, handling, shipment and installation of components.
7. Design assumes adequate drainage is provided.
6. This design is furnished subject to the limitations set forth by
8. Plates shall be located on both faces of truss, and placed so their center
TPUWTCA in BCSI, copies of which will be furnished upon request.
lines coincide with joint center lines. -
9. Digits indicate size of plate in inches.
UiTe4 1 ICG Inr rr: n..T, i Cnffw 7 A R/11 1-F
to Gn. Ha a..• r•nnnu•.n, nlarn An ainn ,.ol„u< eue FCD_.'lIt FCG-tOAR I.�Taw.
7
2 :�o
M -4x6 c
L
38-00 L
L1-06
1-06
BUTTE t COUNTY
BUILDING DIVISION
Al PROV ED
NV. CeW64
EXp 6r"I4
aiza�� ti
II I II 1111 -
LUMBER SPECIFICATIONS
TC: 2x4 OF 918BTR
BC: 2x4 OF #18BTR
WEBS: 2x4 OF #18BTR
TC LATERAL SUPPORT <= 12'OC. UON.
SC LATERAL SUPPORT 120'OC. UON.
NOTE 2x4 BRACING AT 24'OC UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
OVERHANGS: 0.0'
Connector plate prefix designators:
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
(2)M -1.5x4 or equal,
typical at uprights.
10-09
5-11 4-10
12
4.00 C--'
DESIGN ASSISTANCE
TRUSS SPAN 38'- 0.0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GOF90/Cq=1.00
LOAD DURATION INCREASE = 1.25 1- 2=(-3572) 0 1.11=(0) 3272 2-11=( -152) 112 15- 8=(-540) 44
SPACED 24.0' O.C. 2. 3=(-3492) 0 11-12=(0) 2904 11- 3=( -40) 456 8.16=( 0) 272
3- 4=(-4726) 0 12.14=(0) 4844 3-12=( 0) 2602
LOADING 4- 5=(-4378) 0 14-15=(0) 3148 4-12=(-1672) 0
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF 5- 6=(-4942) 0 15-16=(0) 3552 12- 5=( -574) 22
OL ON BOTTOM CHORD = 10.0 PSF 6. 7=(-4930) 0 16- 9=(0) 3558 5-14=( 0) 174
TOTAL LOAD = 40.0 PSF 7. 8=(-3242) 0 13-14=( 0) 0
8. 9=(-3834) 0 14- 6=( -262) 34
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9-10=( -12) 28 14. 7=( 0) 2224
REQUIREMENTS OF CBC 2010 NOT BEING MET. 15- 7=( -514) 18
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
0'- 0.0' 0/ 1520V -85/ 123H 5.50• 0.81 ' OF ( 625)
( 2 ) complete trusses required. 38'- 0.0' 21/ 1613V -85/ 123H 5.50 0.86 OF ( 625)
Join together 2 ply with 3'x.131 DIA GUN
nails staggered at: BRG @ 0'- 0.0' 0.81 DF/ 1.25 HF/ 1.19 SPF
9' oc in 1 row(s) throughout 2x4 top chords, BRG @ 38'- 0.0' 0.86 DF/ 1.33 HF/ 1.27 SPF
9' oc in 1 row(s) throughout 2x4 bottom chords,
9' oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.192' @ 17'- 6.3' Allowed = 1.854'
NOTE: (2) member truss required MAX DL CREEP DEFL = -0.384' @ 17'- '6.3' Allowed = 2.472'.
as per approved plans. MAX TL CREEP DEFL = -0.576' @ 17'- 6.3' Allowed = 2.472'
MAX HORIZ. LL DEFL = 0.051' @ 37'- 6.5-
2-08-01 12-01-04 12-05-11 MAX HORIZ. TL DEFL = 0.102' @ 37'- 6.5'
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
2-08-01 4-01-03 3-11-09 4-00=08 6-05-04 6-00-07 Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6„
12 12 Truss designed for wind loads
M -4X6 a 4.00 a 4.00 in the plane of the truss only.
4.0"
3 X - - - - - Z14 - 8 y A
6-00-12 7-06-01
11-10-08
In. \MIF
Truss: 'C-9
DES. BY: LJ
`DATE: 3/28/2014
SEQ.: 5872305
'TRANS ID: 394672
25-11-04
21-04-01
2.78-
12
.78012
7-09-04 0-01-12 4-08-15
9-05-09
L 4-03-11
38-00
5-10-09 5-10-11
16-07-15
12-00-12
16-07-15
Scale: 0.1868
WARNINGS: GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual
and Warnings before construction commences. building component. Applicability of design parameters and proper
2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer.
3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at
A the responsibility of the erector. insure
stability
nal permanent bracing of 7 o.c. and at 10• o.c. respectively unless braced throughout their length by
P h P 9 continuous sheathing such as plywood sheathing(rC) and/or drywall(BC).
the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++
4. No to should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment,
design loads be applied to any component. and are for 'dry condition' of use.
5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is provided.
6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center
TPIAfVTCA in SCSI, copies of which will be furnished upon request. tines coincide with joint center lines.
9. Digits indicate size of plate in inches.
MiTntr IICG Ins/r:nm-Tnw Cnftw,m+7A Wit %-r In Fn.I.adn.nnnu'In. .vale nen:nn .,alna aoe FCD-rzrr FCA.IOAA r\n:rewl
BUTTE COUNTY
BUILDING DIVISION
APPROVED
111111111
LUMBER SPECIFICATIONS
TC: 2x4 OF k18BTR
BC: 2x4 OF A18BTR
WEBS: 2x4 OF g18BTR
TC LATERAL SUPPORT 24'OC. LION.
BC LATERAL SUPPORT 120'OC. LION.
NOTE 2x4 BRACING AT 24'OC UON. FOR
ALL FLAT .TOP CHORD AREAS NOT SHEATHED
M -2.5x5 where shown; Jts:2-3.5-6,9-10,12,14,19
Connector plate prefix des)ggnators:
C,CN,Cl8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,MIBHS,M16 = MiTek M series
(2)M-1.50 or equal,
typical at uprights.
M -
v W/%
0
0
0 2.50
12
' I
2-05-08 3-09-12
2-05-08
I.
JOB NAME: -
10-11-1
2-09 3-09-12
12
4.00 0
Truss: C-10
--DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872306
,TRANS ID: 394672
5.75 p M -6x8
12
4-01-12 6-01-12 4-09-04 5-07-08
24-06 5-04
21-04 5-07-08
35-00
4-00 4-00-08
8-00-08
8-00-08
Scale: 0.1982
WARNINGS:
GENERAL NOTES, unless otherwise noted:
DESIGN ASSISTANCE
TRUSS SPAN 35'- 0.0'
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
LOAD DURATION INCREASE = 1.25
1- 2=(-5086)
0 1-11=( 0) 4624 11. 2=( 0) 1068 15. 7=( 0) 2052 _
SPACED 24.0' O.C.
2- 3=(•3894
0 11-12=( 0 4158 2.12=s-486 50 7-1 -13388= 0
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3- 4=(-3412)
0 12-13=1 01 3660 12- 3=1 0) 204 17.18= 0) 0
LOADING
4. 5=(-3198)
0 13-14=( 0 3896 3-13=(-478 54 18- 8= -124 58
LL( 20.0)+DL( 11.0) ON TOP CHORD = 31.0 PSF
5. 6=)-3896)
0 14-15=( 0) 3876 13. 4=( 0) 710 18- 9= 0) 522
DL ON BOTTOM CHORD = 10.0 PSF
6- 7=(-3856)
0 15-18=(( 0) 2818 13- 5=(-792 ' 0 9-19=( -762 22
TOTAL LOAD = 41'.0 PSF
7- 8=(-2028)
0 18-19= 0) 1524 5-14=( -14 130 19-10=( 0� 1602
TPUWTCA in SCSI, copies of which will be furnished upon request.
8. 9=(-2066
0 19-20=(-68) 122 14. 6=4 22 52 10.20=(-1386 0
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
9-10=(-1578)
0 6.15=1-242 28
REQUIREMENTS OF CBC 2010 NOT BEING MET.
16-15=( 0) 0
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP
BEARING
MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
LOCATIONS
REACTIONS REACTIONS SIZE INCHES (SPECIES
01- 0.0'
0/ 1448V -88/ 124H 5.50' 0.77 OF ( 6251
( 2 ) complete trusses required.
35'- 0.0'
0/ 1422V -88/ 124H 5.50' 0.76 OF ( 625)
Join together 2 ply with 3'x.131 DIA GUN
nails staggered at:
BRG @ 0'- 0.0' 0.77 DF/ 1.19,HF/ 1.14 SPF
9' oc in 1 row(s) throughout 2x4 top chords,
BRG @ 35'- 0.0' 0.76 DF/ 1.17 HF/ 1.12 SPF
9' oc in t rows) throughout 2x4 bottom chords,
9' oc in 1 row s) throughout 2x4 webs.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = •0.135' @ 161- 3.2' Allowed = 1.704'
MAX
DL CREEP DEFL = -0.283' @ 16'- 3.2' Allowed = 2.272'
NOTE: (2) member truss required
MAX
TL CREEP DEFL = -0.419' @ 16'- 3.2' Allowed = 2.272'
as per approved plans.
MAX HORIZ. LL DEFL = 0.067' @ 34'• 10.3'
MAX HORIZ. TL DEFL = 0.137' @ 34'- 10.3'
Wind: 85 mph, h=20ft, TCDL=6.6,BCDL=6.0, ASCE 7-05,
12-06-10
11-05-11
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6 „
4-04-15 5-03-09 5-00-12 2-07-04 2-10-08
3-10-04 4-04
truss designed for wind loads
in the plane of the truss only.
12
M -4x6 � M -8x8
a 4.00
Truss: C-10
--DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872306
,TRANS ID: 394672
5.75 p M -6x8
12
4-01-12 6-01-12 4-09-04 5-07-08
24-06 5-04
21-04 5-07-08
35-00
4-00 4-00-08
8-00-08
8-00-08
Scale: 0.1982
WARNINGS:
GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an individual
and Warnings before construction commences. -
building component. Applicability of design parameters and proper
2. 2x4 compression web bracing must be installed where shown +,
incorporation of cemponent is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
strut
3. Additional temporary bracing to insure stability during construction
temporary
2' o.c. and at 10' o.c. respectively unless braced throughout their length by
is the res of the erector. Additional permanent of
p responsibility P 9
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
the overall structure is the responsibility of the building designer.
3. 2x Impact bridging or lateral bracing required where shown ++
4. No load should be applied to any component until after all bracing and
4. Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should any loads greater than
5. Design assumes trusses are to be used in a noncorrosive envi-ronment,
"dry
design loads be applied to any component.
and are for condition" of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
5. CompuTrus has no control over and assumes no responsibility for the
necessary.
fabrication, handling, shipment and installation of components.
7_ Design assumes adequate drainage is provided: '
6. This design is furnished subject to the limitations set forth by
8. Plates shall be located on both faces of truss, and placed so their center
TPUWTCA in SCSI, copies of which will be furnished upon request.
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
MiTc4 I MA In Jr -...'r- Cnfh- a7 A All 1_7
+n cn, hnei• nnnne.+n, nlaru .�oe�nn „nbne eue LCD -1111 FCD.roaa 11ATeYr
u7
co o
O N
N
BUiiECOUNTY
BUILDING_
,ppF1®VE-D
MIIIII1111
LUMBER SPECIFICATIONS
TC: 2x4 OF N1&BTR
BC: 2x4 OF N18BTR
WEBS: 2x4 OF 91&BTR
TC LATERAL SUPPORT 24'OC. UON.
SC LATERAL SUPPORT 12O'OC. UON.
NOTE: 2x4 BRACING AT 24'OC UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
•• For hanger specs. - See approved plans
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
(2)M -1.5x4 or equal,
typical at uprights. 12-11-11
2-09 4-03-12
12
4.0017-
M-3
.0017-
M-3
W/Wf
V
O 1
0
JOB NAME:
TRUSS SPAN 26'- 9.8'
LOAD DURATION INCREASE= 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 11.0) ON TOP CHORD = 31.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 41.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
B-06-10 5-03-07
5-10-15 6-04-05 2-07-04 3-03 1-07-
12
a 4.00
M-46 M-9 qyR M -6x8
M -6x12
M -5x8
1.17 A -2x4
0 2.50 ' 1
12 2
2-05-08 4-03-12 5-07-12 6-11 5-10-04 1-07-08
2-05-08 17-02 5-08-08 1. 01 5-12
19-04 6-00 1-05-12
Truss: C-11
DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872307
TRANS ID; 394672
26-09-12
46
Scale: 0.2252
WARNINGS:
GENERALNOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an individual
and Warnings before construction commences.
building component. Applicability of design parameters and proper
2. 2x4 compression web bracing must be installed where shown •.
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords be laterally braced at
3. Additional temporary bracing to insure stability during construction
c
7 and at respectively unless braced throughout Their length by
is the responsibility of the erector. Additional permanent bracing of
p rty P 9
ea hino.c
suchasly
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
continuous
the overall structure is the responsibility of the building designer.
3. 2x Impact bridging or lateral bracing required where sham ++
4. No load should be applied to any component until after all bracing and
4. Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should any loads greater than
5. Design assumes trusses are to be used in a non -corrosive environment,
design loads be applied to any component.
and are for "dry condition' of use.
6. assumes lull bearing at all supports shown. Shim or wedge if
5. CompuTrus has no control over and assumes no responsibility for the
necDesiessary.
ry
fabrication, handling,shipment and installation of components.
P P
7. Design assumes adequate drainage is provided.
6. This design is furnished subject to the limitations set forth by
8. Plates shall be located on both faces of truss, and placed so their center
TPIIWfCA in SCSI, copies of which will be furnished upon request.
lines coincide with joint center lines.
S. Digits indicate size of plate in inches. '
MiTo4 I ICA Inr- Ir:mmn„Tn,e Cnfhuaro +7 A AM 1 1-7
to cn. tiv N� ..,,.,ort,.. .J�re ae c��.. .,eiee me =cti. t't1+ CCO.tnaR /1ATuL1
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1- 2=(-3817 0 1- 9=(-18) 3466 9- 2=( 0) 814 12. 6=( 0) 713
2- 3=(-2773 0 9-10=(-26) 3111 2-10=(-507) 53 6-15=( -665) 0
3- 4=(-2015) 0 10-11=( 0) 2590 10- 3=( 0) 258 14-15=( 0) 0
4- 5=(-1860 0 11-12=S 0) 1634 3.11=(-773) 62 15- 7=( -165) 51
5- 6=(-1607 0 12-15=1 0) 1219 11- 4=( 0) 328 15- 8=( 0) 1046
6- 7=( -787) 0 15-16=(-84) 78 11. 5= -33) 259 8.16=(-1071) 0
7- 8=( -759) 0 5-12= -545) 33
13-12=( 0) 0
BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' 0/ 1112V -102/ 78K 5.50' 1.19 OF ( 625)
26'- 9.8' 0/ 1086V -102/ 78H 5.50' 1.16 DF ( 625)
BRG @ 0'- 0.0' 1.19 DF/ 1.83 HF/ 1.74 SPF
BRG @ 26'- 9.8' 1.16 DF/ 1.79 HF/ 1.70 SPF
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.132' @ 13'- 0.0' Allowed = 1.295'
MAX DL CREEP DEFL = -0.251' @ 13'- 0.0' Allowed = 1.726'
MAX TL CREEP DEFL = -0.383' @ 13'- 0.0' Allowed = 1.726'
MAX HORIZ. LL DEFL = 0.046' @ 26'- 8.0'
MAX HORIZ. TL DEFL = 0.094' @ 26'- 8.0'
Wind: 85 mph, h=20ft, TCDL=6.6,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
ISU'rrE COUNTY
BUILDING DIVISION
APPROVED
No. C
fP 6W4
11 ME
LUMBER SPECIFICATIONS
TC: 2x4 OF N1&BTR
BC: 2x4 OF ql&BTR
WEBS: 2x4 OF k1&BTR;
2x8 OF 41&BTR A
TC LATERAL SUPPORT 24'OC. LION.
BC LATERAL -SUPPORT -120'OC. UON. ---
NOTE: 2x4 BRACING AT 24'OC UON. FOR
ALL -FLAT TOP CHORD AREAS NOT SHEATHED
• For hanger specs. - See approved plans
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
14-11-11
TRUSS SPAN 26'- 9.8'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 11.0) ON TOP CHORD = 31:0 PSF
OL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 41.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
4-06-10 7-03-07
2-09 5-03-12 6-10-15 4-11-01 5-03-08 1-07-08
12 12
4.00 C--' a 4.00
M -6x8 M -6x8
a 2.50
12
2-05-08
2-05-08
JOB NAME:
,Truss: C-12
DES. BY: LJ
DATE: 3/28/2014
SEG.: 5872308
'TRANS ID: 394672
I IIIIII IIII` (IIII VIII (IIII VIII VIII IIII
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1- 2=(-3850)-36 1- 8=(-78) 3500 8- 2=( 0) 828 12.13=( -14) 0
2- 3=(-2662 0 8- 9=(-82 3139 2- 9=(-648 68 12-14=( 0) 1198
3. 4=(-1753 0 9-10=(-17 2488 9- 3=( 0 311 5-14= •592) 0
4- 5=S•1223 0 10-12=S 0 1574 3-10= -947 63 13-14= 0 112
5- 6=1 -808 0 11-13=1 0 15 10. 4=� 0 510 14- 6=� -334; 89
6. 7=( -742 0 13-15=( 0 0 4-12=(-467 14 14- 7=( 0� 1115
14-16=(-97 89 it -12=( 0 108 7-16=(•1070 0
12- 5=( 0� 336
BEARINGMAX VERT MAX HORZ BRG REQUIRED BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES
0'- 0.0' -1/- 1112V -115/ 90H 5.50' 1.19 OF ( 625;
26'- 9.8' 0/ 1087V •115/ 90H 5.50' 1.16 OF ( 625)
BRG @ 0'- 0.0' 1.19 DF/ 1.83 HF/ 1.74 SPF
BRG @ 26'- 9.8' 1.16 OF/ 1.79 HF/ 1.70 SPF
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.121' @ 81- 0.2' Allowed = 1.295'
MAX DL CREEP DEFL = •0.252' @ 7'• 11.0' Allowed = 1.726'
MAX TL CREEP DEFL = -0.373' @ 7'- 11.0' Allowed = 1.726'
MAX HORIZ. LL DEFL = 0.048' @ 26'- 8.0'
MAX HORIZ. TL DEFL = 0.098' @ 26'- 8.0'
Wind: 85mph, h=20ft, TCDL=6.6,BCDL=6.0, ASCE 7.05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
-4X6
M -2x4
3
M -2x4 M -2.5x5
- M -6x12 y�
0-11-04
0-08-04
5-03-12 6-06 5-04-06 5-04-14
0 -01f,15 -12j
16-10-08 6-00 1I
25 10 08 19,11-04
0-06-08
26-09-12
Scale: 0.2250
WARNINGS:
GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
i. This design is based only upon the parameters shown and is for an individual
and Warnings before construction commences.
building component. Applicability of design parameters and proper
2. 2x4 compression web bracing must be installed where shown +.
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
3. Additional temporary bracing to insure stability during construction
2' o.c. and at 10' o.c. respectively unless braced throughout their length by
is the responsibility of the erector. Additional permanent bracing of
P ty P 9
continuous sheathing such as plywood sheathing(TC) C and/or d all BC
9 Ph'w 9(T Yv ( 1•
building des ner
the overall structure is the responsibility of the g g
re shown s s
3. 2x Impact bridging or lateral bracing required where s
It. No load should be applied to any component until after all bracing and
4. Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should any loads greater than
5. Design assumes trusses are to be used in a non -corrosive environment,
design loads be applied to any component,
and are for 'dry condition" of use.
6. Design assumes full bearing at all supports shown. Shim or wedge it
5. CbmpuTrus has no control over and assumes no responsibility for the
necessary.
fabrication, handling, shipment and installation of components.
7. Design assumes adequate drainage is provided.
6. This design is furnished subject to the limitations set forth by
8. Plates shall be located on both faces of truss, and placed so their center
TPI/WTCA in SCSI, copies of which will be furnished upon request.
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
U;T.t, II.CC I-/r'.nm Tn Cnfh.a a7 R R/711-7
111I.V1
0
0
0
N
0
v
BUTTE COUNTY
BUILDING DIVISION
APPROVE®
N0, CeW84m.
4
E3W.6(� .
Z B'/
II 1 II 1111
LUMBER SPECIFICATIONS
TC: 20 OF HI&BTR
8C: 2x4 OF 111&BTR
WEBS: 20 OF Al&BTR
TC LATERAL SUPPORT 24'OC. LION.
BC LATERAL SUPPORT 120'OC. LION.
NOTE: 20 BRACING AT 24.00 LION. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
•• For hanger specs. - See approved plans
M -2.5x5 where shown; Jts:2-4,7,11-12,16
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CoopuTrus, Inc
M,M20HS,MIBHS,M16 = MiTek MT series
M -3x1
c� 1
0
JOB NAME
16-11-11
2-09 4-03-12 5-06
12
4.00 C--'
' TRUSS SPAN 26'- 9.8'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 11.0) ON TOP CHORD = 31.0 PSF
OL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 41.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
4-04-15
0-11-09
0-06-110
9-03-07
-08-04 5-06-12 1-07
12
M -4x6 M -6x8 a 4.00
M -2x4 M -2x4
M -5x8 ):
0 2.50 0-01-12
12
, 1 II 0111-(
46
2-05-08 4-03-12 5-06 4-01-12 3-00-12 5-06-12 0- 8=04
2-05-08 16-10-06 6-001
0-O6L08 L
25-10-08 01111-04
Truss: C-13
DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872309
`TRANS ID: 394672
26-09-12
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1- 2=(•3833) 76 1-10=(-120) 3482 10- 2=( 0) 816 15- 7=( - 0) 130
2- 3= •2759 18 10-11=�-118 3126 2-11=(-539) 67 15-16=S 0) 3
3. 4= •1991 0 it -12= -58 2572 11- 3=( 0) 271 15.17=1 0 1200
4- 5=S-1416 0 12-13= 23 1813 3-12=(-791 40 7.17=( -614 6
5- 6=1-1308 0 13-15=� 0 1215 12. 4=( 0) 424 16-17=( 0) 109
6- 7=(-1265 0 14.16=(((( 0) 1 4-13=(-707) 41 17- 8=( •310) 77
7- 8=1 -798 0 16-18=( 0) 0 13- 5=( 0 262 17- 9=( -11) 1092
8- 9= -735 0 17-19=1-110) 103 13. 6=( _13j 327 9-19=(-1070) 0
6-15=(( 1 19
14-15= 0 111
BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES
01- 0.0' •12/ 1112V -128/ 104H 5.50' 1.19 OF ( 625;
26'- 9.8' 0/ 1087V -128/ 104H 5.50' 1.16 OF ( 625)
BRG @ 0'- 0.0' 1.19 DF/ 1.83 HF/ 1.74 SPF
BRG @ 26'- 9.8' 1.16 DF/ 1.79 HF/ 1.70 SPF
VERTICAL DEFLECTION LIMITS:LL=L/240, TL=L/180
MAX LL DEFL = •0.116' @ 7'- 0.2' Allowed = 1.295'
MAX DL CREEP DEFL = -0.242' @ 7'- 0.2' Allowed = 726'
MAX TL CREEP DEFL = -0.357' @ 7'- 0.2' Allowed 1.
= 1.726'
MAX HORIZ. LL DEFL = 0.046' @ 26'- 8.0'
MAX HORIZ. TL DEFL = 0.093' @ 26'- 8.0'
Wind: 85 mph, h=20ft, TCDL=6.6,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
BUTTE COUNTY
BUILDING DIVISION
N '
ROVED
0
v .
Scale: 0.2154
F
-
WARNINGS: - GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
I. This design is based only upon the parameters shown and is for an individual
and Warnings before construction commences.
building component. Applicability of design parameters and proper
2. 2x4 compression web bracing must be installed where shown +.
- incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
strut
3. Additional temporary bracing to insure stability during construction
temp
2' o.c. and at 10' o.c. respectively unless braced throughout their length by
is the res T of the erector. Additional permanent of
P dY P 9
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).q�
the overall structure is the responsibility of the building designer.
be to until after all bracing and
- 3. 2x Impact bridging or lateral bracing required where shown + +'
4. Installation of truss is the responsibility o(the respective contractor.
V.�
14
4. No load should applied any component
fasteners are complete and at no time should any loads greater than
5. Design assumes trusses are to be used m a non -corrosive environment,
_6/�/'
design loads be applied to any component.
and are for "dry condition' of use.
6. Designaaysumes full bearing at all supports shown. Shim or wedge if
3 / Z:B//'%
R.(�
5. CompuTrus has no control over and assumes no responsibility for the
ry.
nwq
C
fabrication, handling,shipment and installation of cam onents.
P P
7. Design assumes adequate drainage is provided.
Y se' :1
,�
6. This design is furnished subject to the limitations set forth by,
8. Plates shall be located on both faces of truss, and placed so their center
�'y. * v
yr CA �[
TPVWTCA in BCSI, copies of which will be furnished upon request.
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
AAiTolr I IRA In, le' --T- Cnft-- a7 A All I 1-7
+n c... +.ea,• ��,.�onn. �I e+o no....., ..eb,ce noe ccla.+�++ CCD.+OA0. /II TuL1
'
LUMBER SPECIFICATIONS
TC: 2x4 OF #1&BTR
BC: 2x4 OF H1&BTR
WEBS: 2x4 OF qt&BTR
TC LATERAL SUPPORT 24.00. UON.
BC LATERAL SUPPORT 120 -OC. UON.
" For hanger specs. - See approved plans
Connector plate prefix desi nators:
C,CN,CI8,CN18 (or no prefix q} = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
M-;
W/8
JOB NAME
Truss: C-14
TRUSS SPAN 26'- 9.8'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 11.0) ON TOP CHORD = 31.0 PSF
OL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 41.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
17-03 9-06-12
2-09 4-03-12 5-04-04 4-10 2 -04 -OS 5-06-12 1-07-08
12 12
4.00 E M -4x6 a 4.00
0 2.50
12
2-05-08 4-03-12 5-07-12
M -2x4 M -2.5x5
M -5x8
0-08-04
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1. 2=(-3839) 85 1- 9=(-128) 3489 9- 2=( 0) 820 13-14=( 0) 4
3- 4=}-20011 1150 20 10.110=1 165 2564 10-13=1 SS0) 248 16.15=( •611 11980
5- 6=�-1297 20 12-14=1 0) 1159 4.11__350` 46 88 15-17=1 -3121 108
6- 7=( -799 0 14.16= 01111 0 11- 5=( -20) 1041 15. 8=( -14) 1093
7- 8=( -735 0 15.17= -109j 102 5.13=( -20) 91 8.17=(-1070) 0
12-13= 0 111
13- 6= •91 86
BEARING MAX VERT MAX HORZ ' BRG REQUIRED BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' -14/ 1112V •128/ 104H 5.50' 1.19 OF 625
26'- 9.8' 0/ 1086V -128/ 104H 5.50' 1.16 OF 625;
BRG @ 0'- 0.0' 1.19 DF/ 1.83 HF/ 1.74 SPF
BRG @ 26'- 9.8' 1.16 DF/ 1.79 HF/ 1.70 SPF
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.118' @ 71- 0.2' Allowed = 1.295'
MAX DL CREEP DEFL = -0.246' @ 7'- 0.2' Allowed = 1.726'
MAX TL CREEP DEFL = -0.364' @ 7'- 0.2' Allowed = 1.726'
MAX HORIZ. LL DEFL = 0.044' @ 26'- 8.0'
MAX HORIZ. TL DEFL = 0.090' @ 26'- 8.0'
Wind: 85mph, h=20ft, TCDL=6.6,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
Mend zone, load duration factor=1.6 „
Truss designed for wind loads
in the plane of the truss only.
-4x6
0
0
N BUTTE COUNTY
1
8 BUILDING DIVISION
0
2x4 I?
4n n4WED„
1 0-11-04
7-00-12 5-06-12 0-01-11
1. 11-05-12
2-05-08 16-10-0825-10-08 6-00 0-06 08
0-11-04
DES.' BY: LJ
DATE: 3/28/2014
SEQ.: 5872310 -
'TRANS ID: 394672
26-09-12
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 20 compression web bracing must be installed where shown +.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPVWTCA in SCSI, copies of which will be furnished upon request
MiTo4 I ICA In, /r'mmn..Tn,e Cnftwaro a7 A AN 1 1_7.
Scale: 0.2131
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the lop and bottom chords to be laterally braced at
2' o.c. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(SC).
3. Zx Impact bridging or lateral bracing required where shown + +
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non -corrosive environment,
and are for "dry condition' of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
to c-...:, nner+m ... An e;nn„eI.ueea0. M.7.v1
II I II IIII
LUMBER SPECIFICATIONS
TC: 2x4 OF 91&BTR
BC: 2x6 DF #I&BTR
WEBS: 2x4 OF ki&BTR
TC LATERAL SUPPORT <= 12'OC. UON.
BC LATERAL SUPPORT 120'OC. UON.
LETINS: 2-00-00 0-00-00
OVERHANGS: 18.0' 0.0'
- For hanger specs. - See approved plans
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,Ml8KS,M16 = MiTek MT series
0
N
JOB NAME
Truss: CM
DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872311
'TRANS ID: 394672
5-00-00 GIRDER SUPPORTING 33-03-00
LOAD DURATION INCREASE = 1.25 (Non -Rep)
LOADING
TC UNIF LL( 40.0)+DL( 20.0)= 60.0 PLF 0'- 0.0' TO
BC UNIF LL( 312.5)+DL( 332.5)= 645.0 PLF 0'- 0.0' TO
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
( 2 ) complete trusses required.
Join together 2 ply with 3'x.131 DIA GUN
nails staggered at:
9' oc in 1 row(s) throughout 2x4 top chords,
8' oc in 2 row(s) throughout 2x6 bottom chords,
9' oc in 1 row(s) throughout 2x4 webs.
1 11-02 2-06 5-00
12
4.00 C�-_-
M -2x4
2-04-04 5-00
1-06 5-00
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any Component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of Components.
6. This design is furnished subject to the limitations set forth by
TPI1WTCA in SCSI, copies of which will be furnished upon request.
hAiToL 1 IRA Inr /r.Arn-T... gnfh.a 7 R 8111 1-P
DESIGN ASSISTANCE
CBC2010/TRC2009 MAY MEMBER FORCES 4WR/GDF90/Cq=1.00
1-2=( -12) 28 2.6=(0) 1288 2.3=(-1692) 0
2.3=( -12) 158 6.7=(0) 1174 6-4=( 0) 1448
3-4=(-1490) 0 4-7=(-1352) 0
5'- 0.0' V 4.5=( -34) 44 7-5=( -134) 18
5'- 0.0' V
BEARING
MAX VERT
MAX HORZ
BRG REQUIRED BRG LENGTH
LOCATIONS
REACTIONS
REACTIONS
SIZE INCHES (SPECIES)
01- 0.0' _
0/ 1938V
-46/ 63H
5.50' 1.03 OF ( 625)
5'- 0.0'
0/ 1703V
-46/ 63H
5.50' 0.91 OF ( 625)
BRG
@ 0'- 0.0'
1.03 OF/ 1.60 HF/ 1.52 SPF
BRG
@ 5'- 0.0'
0.91 DF/ 1.40 HF/ 1.34 SPF
Wind:
85 mph, h=15ft,
TCDL=6.0,BCDL=6.0, ASCE 7.05,
Enclosed, Cat.2,
Exp.B, MWFRS,
gable end zone,
load duration factor=1.6 „
Truss designed
for wind loads
in the plane of
the truss only.
0
BUTTE COUNTY
BUILDING DIVISION
0
APPRO ED
N -
Scale: 0.5634
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
Z o.c. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. -Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non -corrosive environment,
and are for "dry condition" of use.
6. Design assumes fug bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines Coincide with joint center lines.
9. Digits indicate size of plate in inches.
- LnrA ;e nnnn,nl A .;; „el,•ee-GCD-lit. FCO-,oaa"'n,-,
LUMBER SPECIFICATIONS
TC: 2x4 OF #1&BTR
BC: 2x4 OF #1&BTR
WEBS: 2x4 OF #1&BTR
TC LATERAL SUPPORT <= 12'OC. UON.
BC LATERAL SUPPORT 120'OC. UON.
NOTE: 2x4 BRACING AT 24'OC UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
OVERHANGS: 18.0' 18.0'
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,Ml8HS,M16 = MiTek MT series
( 2 ) complete trusses required.
Join together 2 ply with 3'x.131 DIA GUN
nails staggered at:
9' oc in 1 row(s) throughout 2x4 top chords,
9' oc in 1 row(s) throughout 2x4 bottom chords,
9' oc in 1 row(s) throughout 2x4 webs.
N
O
Cox O
O O -
O `d'
N
N �t
ch
O
O
JOB NAME
Truss: D-1
DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872312
TRANS ID: 394672
24.00.00 HIP GJ SETBACK 6-00.00 FROM END WALL W/GIRD JACKS AT 4'
LOAD DURATION INCREASE = 1.25 (Non -Rep)
LOADING
TC UNIF LL( 40.0)+DL( 20.0)= 60.0 PLF 0'- 0.0' TO 6'- 0.0' V
TC UNIF LL( 80.0)+DL( 40.0)= 120.0 PLF 61- 0.0' TO 18'- 0.0' V
TC UNIF LL( 40.0)+DL( 20.0)= 60.0 PLF 181- 0.0' TO 241- 0.0' V
BC UNIF LL( 0.0)+DL( 20.0)= .20.0 PLF 0'- 0.0' TO 41- 0.0' V
BC UNIF LL( 0.0)+OL( 40.0)= 40.0 PLF 4'- 0.0' TO 20'- 0.0' V
BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 20'- 0.0' TO 241- 0.0' V
TC CONC LL( 60.0)+DL( 30.0)= 90.0 LBS @ 61- 0.0'
TC CONC LL( 60.0)+DL( 30.0)= 90.0 LBS @ 18'- 0.0'
BC CONC LL( 141.1)+DL( 133.1)= 274.2 LBS @ 41- 0.0'
BC CONC LL( 141.1)+DL( _.133.1)= 274.2 LBS @ 201- 0.0'
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF COC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
**HANGER BY OTHERS TO APPLY
CONC. LOAD(S) EQUALLY TO ALL MEMBERS.
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1- 2=( -24) 28 2. 8=( -72) 4588 8- 3=( 0) 1034
2- 3=(-4892) 90 8- 9=(-252) 6716 8- 4=(-2204) 222
3- 4=(-4588) 72 9-10=(-252) 6716 9- 4=( 0) 364
4- 5=(-4588) 72 10- 6=( -72) 4588 4-10=(-2204) 222
5. 6=(-4892) 90 10. 5=( 0) 1034
6- 7=( -24) 28
BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE ' INCHES (SPECIES)
0'- 0.0' -72/ 1934V -62/ 62H 5.50' 1.03 OF ( 625)
24'- 0.0' -72/ 1934V -62/ 62H 5.50' 1.03 OF ( 625)
BRG @ 0'- 0.0' 1.03 OF/ 1.59 HF/ 1.52 SPF
BRG @ 24'- 0.0' 1.03 OF/ 1.59 HF/ 1.52 SPF
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7.05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6 „
Truss designed for wind loads
in the plane of the truss only.
BUTTE COUNTY
1
BUILDING DIVISION
APPROVED
5-11-11 12-00-10 5-11-11
5-11-11 12-00 18-00-05 24-00
90# 90#
12 12
4.00 I7a 4.00
M -4x8 M -4x8
M -3x10
n1-�no1�/
274.20#�
5-06-12 12-00 18-05-04
1-06 24-00
Scale: 0.3089-
WARNINGS:
.3089-
WARNINGS:
GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an individual
andWarnings before construction commences.
building component. Applicability of design parameters and proper
2. 2x4 compression web bracing must be installed where shown +,
incorporation of component is the responsibility of the building designer.
3. Additional temporary bracing to insure stability during construction
2. Design assumes the lop and bottom chords be ly braced at
is the responsibility of the erector. Additional permanent bracing of
braced roup th by
cont nuc s sheathing such s p�oodunlessheathi sheathing(TC) and/or dhout erywallir (BC).
the overall structure is the responsibility of the building designer.
3. 2x Impact bridging or lateral bracing required where shown + +
4. No load should be applied to any component until after all bracing and
4. Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should any loads greater than
5. Design assumes trusses are to be used in a non -corrosive environment,
design loads be applied to any component.
and are for "dry condition' of use.
5. CompuTrus has no control over and assumes no responsibility for the
6. Design assumes full bearing at all supports shown. Shim or wedge if
fabrication, handling, shipment and installation of components.
necessary.
7. Design assumes adequate drainage is provided.
6. This design is furnished subject to the limitations set forth by
B. Plates shall be located on both faces of truss, and placed so their center
TPI/WTCA in BCSI, copies of which will be furnished upon request.
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
AAiT.le 11Cn 1- /r:nm Tn Cnfhu 7 A All l LF
In Ln. Ace cin nnnnu+n. nl arc Ae e�nn ..alnc <ec FCD.tit t CCD-1DAA 11*Telr1
274.20#
24-00
No.
E0. X94
1-06
y O
O
II 111 1111
LUMBER SPECIFICATIONS
TC: 2x4 OF H1&BTR
SC: 2x4 OF H1&BTR
WEBS: 2x4 OF 111&BTR
TC LATERAL SUPPORT <= 12'OC. LON.
BC LATERAL SUPPORT 120'OC. LION.
NOTE: 2x4 BRACING AT 24'OC UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
-------------------------------------
OVERHANGS: 18.0' 18.0'
Connector plate prefix designators: a
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
4-00-09
12
4.00 C---
TRUSS SPAN 24'- 0.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 40.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
BEARING
LOCATIONS
0'- 0.0'
24'- 0.0'
BUTTE COUNTY
BUILDING DIVISION
7-11-11 8-00-10
7-11-11 12-00 16-05704
M -4x6 M -4x6
M -2.5x5
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF9O/Cq=1.00
I. 2=( -25) 28 2-10=(-349) 2010 3.10=( -73) 103
2. 3=(-2187) 407 10-11=(-334) 2231 10- 4=( 0) 368
3- 4=(-2054) 279 11- 8=(-347) 2013 10. 5=(-330) 93
4. 5=(-1941) 252 5.11=(-346) 91
5- 6=(-1924) 253 6-11=( 0) 371
6- 7=(-2060) 279 11- 7=( -72) 102
7- 8=(-2191) 405
8- 9=( -25) 28
MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH
REACTIONS REACTIONS SIZE INCHES (SPECIES)
24/ 1050V -75/ 75H 5.50' 1.12 OF ( 625)
24/ 1050V -75/ 75H 5.50' 1.12 OF ( 625)
BRG @ 0'- 0.0' 1.12 DF/ 1.73 HF/ 1.65 SPF
BRG @ 24'- 0.0' 1.12 DF/ 1.73 HF/ 1.65 SPF
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 85 mph, h=15ft, TCOL=G.O,BCDL=6.0, ASCE 7.05,
Enclosed, Cat.2, Exp:B, MWFRS,
gable end zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
19-11-07 24-00
12
a 4.00
1-06
7-05
wina-JA IL(JI
16-07
24-00
JOB NAME: Scale: 0.3089
-
WARNINGS:
GENERAL NOTES, unless otherwise noted:
I. Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an individual
Truss: D-2
and Warnings before construction commences,
building component. Applicability of design parameters and proper
2. 2x4 compression web bracing must be installed where shown +.
incorporation of component is the responsibility of the building designer,
3. Additional temporary bracing to insure stability during construction
2. Design assumes the top and bottom chords be laterally braced at
DES. BY: LJ
is the responsibility of the erector. Additional permanent bracing of
P Y P 9
2'ntin and at 10'hin respectively unless braced throughout their length by
c
continuous sheathing such as plywood sheathing(TC) andlor drywall(BC).
DATE: 3/28/2014
the overall structure is the responsibility ofthe building designer.
3. 2x Impact bridging or lateral bracing required where shown ++
4. No load should be applied to any component until after all bracing and
4. Installation of truss is the responsibility of the respective contractor.
SEQ. : 5872313
fasteners are complete and at no time should any loads greater than
5. Design assumes trusses are to be used in a non -corrosive environment,
-TRANS I D : 394672
design loads be applied to any component.
S. CompuTrus for
and are for "dry condition' of use.
6. Design assumes fug bearing at all supports shown. Shim orwedge if
has no control over and assumes no responsibility the
necessary.-
.
fabrication, handling, shipment and installation of components.
• 7. Design assumes adequate drainage is provided.
6. This design is furnished subject to the limitations set forth by
8. Plates shall be located on both faces of truss, and placed so their center
VIII (IIII VIII VIII III II VIII VIII IIII IIIITPVWTCA
10.11
in SCSI, copies of which will be furnished upon request.
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
MiTo4 I MA I- /r:n TM1 Cnfhuvro 7 R All I 1-r
to F... r.a.i.•,•.,n.,a.•t,...a aro .�a.i..,...auae em cCq-t'it t CCq.tGAA 11,1TnLt
24-00
1-06
y O
O
LUMBER SPECIFICATIONS
TC: 2x4 OF R1&BTR
BC: 2x4 OF ✓31&BTR
WEBS: 2x4 OF 171&BTR
TC LATERAL SUPPORT <= 12'OC. UON.
BC LATERAL SUPPORT 120'OC. UON.
NOTE: 2x4 BRACING AT 24'OC UON. FOR
ALL -FLAT -TOP -CHORD AREAS -NOT -SHEATHED
OVERHANGS: 18.0' 18.0'
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
N
DESIGN ASSISTANCE
c"
MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
O
2=( -25) 28 2- 9=(-411) 1959 3. 9=(-272) 148
2-
3=(-2131) 473 9.10=(-278) 1690 9. 4=( 0) 312
rh
O
4=(-1826) 307 10- 7=(-409) 1961 9. 5=( -30) 36
V
5=(-1694) 276 5.10=( 0) 309
5-
V
6-
0
7.
0
1-06
JOB NAME:
Truss: D-3
DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872314
TRANS ID: 394672
I Illlll'lllll VIII VIII It'll VIII VIII llll IIII
TRUSS SPAN 24'- 0.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF
DL ON BOTTOM CHORD = • 10.0 PSF
TOTAL LOAD = 40.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
9-11-11
5-02-05 9-11-11
12
4.00 C�-_- M -4x6
M -1.5x4
M -3x6
9-05
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and
Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPI/WTCA in BCSI, copies of which will be furnished upon request.
xAiTo4 1 I.CD Inr 1r:n Tnw Cnfhu . 7 R AMI \.F
0.25'
M-5x8(S)
4-00-10 9-11-11
14-05-04 18-09-11 24-00
M -8x8 12 '
4 4.00
5 ,
BUTTE COUNTY
M -1.5x4 BUILDING DIVISION
6
APPROVED
V
10 7 o
M -2.5x5 M -3x6 0
14-08-12 24-00
24-00 1-06
Scale: 0.3089
GENERALNOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
T C.C. and at 10' o.c, respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown + +
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non -corrosive environment,
and are for "dry condition' of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage isprovided.
8. Plates shall be located on both faces of truss, and placedso their center
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
,n Fnr hour na Na\e ..t.- ann FC0.1If 1 FCO.r OAA rIA TaL\
DESIGN ASSISTANCE
CBC201O/IBC2009
MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1-
2=( -25) 28 2- 9=(-411) 1959 3. 9=(-272) 148
2-
3=(-2131) 473 9.10=(-278) 1690 9. 4=( 0) 312
3-
4=(-1826) 307 10- 7=(-409) 1961 9. 5=( -30) 36
4-
5=(-1694) 276 5.10=( 0) 309
5-
6=(-1834) 308 10- 6=(-268) 146
6-
7=(-2134) 472
7.
8=( -25) 28
BEARING
MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH
LOCATIONS
REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0'
-41/
1050V -89/ 89H 5.50' 1.12 OF ( 625)
24'- 0.0'
-41/
1050V -89/ 89H 5.50' 1.12 OF ( 625)
ERG @ 0'- 0.0' 1.12 DF/ 1.73 HF/ 1.65 SPF
ERG @ 24'- 0.0' 1.12 OF/ 1.73 HF/ 1.65 SPF
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, M7FRS,
gable end zone, load duration factor=1.6 „
Truss designed for wind loads
in the plane of the truss only.
4-00-10 9-11-11
14-05-04 18-09-11 24-00
M -8x8 12 '
4 4.00
5 ,
BUTTE COUNTY
M -1.5x4 BUILDING DIVISION
6
APPROVED
V
10 7 o
M -2.5x5 M -3x6 0
14-08-12 24-00
24-00 1-06
Scale: 0.3089
GENERALNOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
T C.C. and at 10' o.c, respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown + +
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non -corrosive environment,
and are for "dry condition' of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage isprovided.
8. Plates shall be located on both faces of truss, and placedso their center
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
,n Fnr hour na Na\e ..t.- ann FC0.1If 1 FCO.r OAA rIA TaL\
111(11111(
LUMBER SPECIFICATIONS
TC: 2x4 OF 111&BTR
BC: 2x4 OF q1&BTR
WEBS: 2x4 OF q1&BTR
TC LATERAL SUPPORT <= 12.00. UON.
BC LATERAL SUPPORT 120'OC. UON.
OVERHANGS: 18.0' 18.0'
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,Ml6 = MiTek MT series
o C�
0
0
TRUSS SPAN 24'- 0.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF
OL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 40.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
12-00
6-04-15 12-00
12
4.00 17---
=>
7
M -4x6
A n-
17-07-01
12-00
24-00
72
a 4.00
BUTTE COUNTY
BUILDING DIVISION -
APPROVE
1-06
JOB NAME
Truss: D-4
DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872315
TRANS ID: 394672
IIIIII [IIII VIII VIII VIII VIII VIII IIII IIII
M -5x8(5)
8-00
16-00
24-00
Scale: 0.3085
WARNINGS:
GENERAL NOTES, unless otherwisenated:
DESIGN ASSISTANCE
1. This design is based only upon the parameters shown and is for an individual
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
building component. Applicability of design parameters and proper
1-
2=( -25) 28 2- 8=(-418) 1977 3. 8=(-359) 154
3. Additional temporary bracing to insure stability during construction
2-
3=(-2152) 481 8- 9=(-304) 1306 8- 4=( -28) 642
7 o.c. and at 10' o.c. respectively unless braced throughout their length by
3-
4=(-1920) 371 9- 6=(-418) 1977 4- 9=( -28) 642
4. No load should be applied to arty component until ager all bracing and
r
4-
5=(-1920) 371 9. 5=(-359) 154
S. Design assumes trusses are to be used in a non -corrosive environment,
5.
6=(-2152) 481
5. CompuTrus has no control over and assumes no responsibility for the
6-
7=( -25) 28
BEARING
MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH
LOCATIONS
REACTIONS REACTIONS SIZE INCHES (SPECIES) -
01- 0.0'
-56/
1050V -100/ 100H 5.50' 1.12 OF ( 625)
24'- 0.0'
-56/
1050V -100/ 100H - 5.50' 1.12 OF ( 625)
BRG @ 0'- 0.0' 1.12 DF/ 1.73 HF/ 1.65 SPF
BRG @ 24'- 0.0' 1.12 DF/ 1.73 HF/ 1.65 SPF
Design conforms to main windforce- resisting
system and components and cladding'criteria.
Wind: 85 mph, h=20ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS, '
gable end zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
12-00
24-00
72
a 4.00
BUTTE COUNTY
BUILDING DIVISION -
APPROVE
1-06
JOB NAME
Truss: D-4
DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872315
TRANS ID: 394672
IIIIII [IIII VIII VIII VIII VIII VIII IIII IIII
M -5x8(5)
8-00
16-00
24-00
Scale: 0.3085
WARNINGS:
GENERAL NOTES, unless otherwisenated:
1. Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an individual
and Warnings before construction commences.
building component. Applicability of design parameters and proper
2. 2x4 compression web bracing must be installed where shown +.
incorporation of component is the responsibility of the building designer.
3. Additional temporary bracing to insure stability during construction
2. Design assumes the top and bottom chords to be laterally braced at
is the responsibility of the erector. Additional permanent bracing of
7 o.c. and at 10' o.c. respectively unless braced throughout their length by
the overall structure is the responsibility of the building designer. -
P M 0
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. No load should be applied to arty component until ager all bracing and
r
4. Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should any loads greater than
S. Design assumes trusses are to be used in a non -corrosive environment,
design loads be applied to any component.
and are for *dry condition' of use.
5. CompuTrus has no control over and assumes no responsibility for the
6. Design assumes full bearing at all supports shown. Shim or wedge if. -
fabrication, handling, shipment and installation of components.
necessary.
6. This design is furnished subject to the limitations set forth by
7• Design assumes adequate drainage is provided.
8. Plates shall be located on both facesof trussand so their
TPI/WTCA in BCSI, copies of which will be furnished upon request.
lines coincide with joint center lines. , placed center
MiTe4 I ICG Ing Jr ' --.T- Cnfhuaro 7 n All I 1-F
9. Digits indicate size o1 plate in inches.
to cn. neci.•.nn�o.•r... Mern ncN�.. �aLce coe ccD-tat t CCD -to AA n..
24-00
1-06
:�C;
9
C.
111111111
LUMBER SPECIFICATIONS
TC: 2x4 OF 918BTR
BC: 2x4 OF f#18BTR
WEBS: 2x4 OF 918BTR -
TC LATERAL SUPPORT <= 1210C. UON.
BC LATERAL SUPPORT 120'OC. UON.
Connector plate prefix designators:
C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,Ml8HS,MI6 = MiTek MT series `
M
V
O�
O
JOB NAME:
TRUSS SPAN 24'- 0.0' L
LOAD DURATION INCREASE = 1.25
SPACED 24.0'.O.C. -
LOADING
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF
OL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 40.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REOUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT.NON-CONCURRENTLY.
DESIGN.ASSISTANCE
CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1.2=(-2232) 556 1-6=(-496) 2059 2-6=(-387) 187
2-3=(-1989) 435 6-7=(-338) 1348 6-3=( -63) 675
3-4=(-1989) 435 7-5=(-496) 2059 3.7=( -63) 675
4-5=(-2232) 556 7-4=(-387) 187
* BEARING MAX VERT MAX HORZ BRG ' REOUIRED ERG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' -14/ 960V -86/ 86H 3.50' 1.02 OF ( 625)
24'- 0.0' -14/ 960V -86/ 86H 3.50' 1.02- OF 1 625)
BRG @ 0'- 0.0' 1.02 DF/ 1.58 HF/ 1.51 SPF
.BRG @ 24'- 0.0' 1.02 OF/ 1.58 HF/ 1.51 SPF
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 85 mph, h=20ft, TCDL=6.0,BCDL=6.0, ASCE 7.05,
Enclosed, Cat.2,.Exp.8, MWFRS,
gable end zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
12-00 12-00
6-04-15 12-00 17-07 24-00
12 12
4.00 C---M-4x6 a 4.00
a n^
8-00 16-00
� 24-00
24-00
Truss: D-5
TES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872316
TRANS ID: 394672
• 111111 VIII 111111111111111111111111111111
'LINTY
)WISION
VE®
Scale: 0.3529
WARNINGS:
GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an individual
and Warnings before construction commences.
building component. Applicability of design parameters and proper
2. 2x4 compression web bracing must be installed where shown +.
incorporation of component is the responsibility of the building designer.
3. Additional temporary bracing to insure stability during construction
2. Design assumes the top and bottom chords to be laterally braced at
- _
is the responsibility of the erector. Additional permanent bracing of
7 o.c. and at 10' o.c. respectively unless braced throughout their length by
the overall structure is the responsibility of the building designer.
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging of lateral bracing required where shown ++
4. No load should be applied to any component until after all bracing and
4. Installation of truss is the responsibility of the respective contractor:
fasteners are complete and at no time should any loads greater than
5. Design assumes trusses are to be used in a non -corrosive environment
design
design loads be applied to any component,
-
and are for 'dry cond'nion" of use.
5. CompuTrus has no control over and assumes no responsibility for the
6. Design assumes full bearing at all supports shown. Shim or wedge if
'
fabrication, handling, shipment and installation of components.
necessary.
7. Design assumes adequate drainage is provided.
6. This design is furnished subject to the limitations set forth by
8. Plates shall be located on both faces of truss, and placed so their center
TPVWTCA in BCSI, copies of which will be furnished upon request.
lines coincide with joint center lines.
MiTu4II.CA Inr /(:mm�i�Tnw Cnft-7R rJ 11 Lr '
S.
n Digits indicate size of plate in inches.-
.ncn.nne:....,.nn,rn.,uc'n...;-..a l„ne am cco.la.. CCD_tOAA /1q Ta41.
'LINTY
)WISION
VE®
11111M
LUMBER SPECIFICATIONS
TC: • 2x4 OF 4I&BTR
BC: ' 2x4 OF #i&BTR
WEBS: 2x4 OF R1&BTR
TC LATERAL SUPPORT <= 12'OC. UON.
SC LATERAL SUPPORT 120'OC. UON.
NOTE: 2x4 BRACING AT 24'OC UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
OVERHANGS: 18.0' 18.0'
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc .
M,M20HS,M18HS,M16 = MiTek MT series
( 2 ) complete trusses required.
Join together 2 ply with 3'x.131 DIA GUN
nails staggered at:
9' oc in 1 row(s) throughout 2x4 top chords,
9' oc in 1 row(s) throughout 2x4 bottom chords,
9' oc in 1 row(s) throughout 2x4 webs.
N
m
O
C>
O
O
N
O
N
a
.
OT
O
JOB NAME:
Truss: E-1
DES.. BY: LJ
DATE: 3/28/2014
SEQ.: 5872317
---TRANS ID: 394672
v
111111 [1111 illll X1111111111111111111 IN IN
.14-09-00 HIP GJ SETBACK 6-00.00 FROM END WALL W/GIRD JACKS AT 4'
LOAD DURATION INCREASE = 1.25 (Non -Rep)
LOADING
TC UNIF LL( 40.0)+OL( 20.0)= 60.0 PLF 0'- 0.0' TO 6'- 0.0' V
TC UNIF LL( 80.0)+DL( 40.0)= 120.0 PLF 6'- 0.0' TO 8'- 9.0' V
TC UNIF LL( 40.0)+DL( 20.0)= 60.0 PLF 8'- 9.0' TO 14'- 9.0' V
BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0' TO 4'- 0.0' V
BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 4'- 0.0' TO 10'- 9.0' V
BC UNIF LL( 0.0)+OL( 20.0)= 20.0 PLF 10'- 9.0' TO 14'- 9.0' V
TC CONC LL( 60.0)+DL( 30.0)= 90.0 LBS @ 6'- 0.0'
TC CONC LL( 60.0)+DL( 30.0)= 90.0 LBS @ 8'- 9.0'
BC CONC LL( 141.1)+DL( 133.1)= 274.2 LBS @ 4'- 0.0'
BC CONC LL( 141.1)+DL( 133.1)= 274.2 LBS @ 10'- 9.0'
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
**HANGER BY OTHERS TO APPLY
CONC. LOAD(S) EQUALLY TO ALL MEMBERS.
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1- 2=( -28) 28 2- 7=(0) 2370 7. 3=( 0) 368
2- 3=(-2552) 0 7. 8=(0) 2354 7- 4=(-12) 24
3- 4=(-2370) 0 8. 5=(0) 2384 4- 8=( 0) 366
4. 5=(-2566) 0
5- 6=( -28) 28
BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' .35/ 1194V .62/ 62H 5.50' 0.64 OF ( 625)
14'- 9.0' -35/ 1194V -62/ 62H 5.50' 0.64 OF ( 625)
BRG @ 0'- 0.0' 0.64 OF/ 0.98 HF/ 0.94 SPF
BRG @ 14'- 9.0' 0.64 DF/ 0.98 HFI 0.94 SPF
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 85mph, h=15ft, TCOL=6.0,BCDL=6.0, ASCE .7-05,
Enclosed, Cat.2, Eip.8, MWFRS,
gable end zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
5-11-11 2-09-10
5 11-11
12 90# 9011
4.00 f7 12 _
M -4x6 M - 8 x 8 a 4.00 BUTTE
COUNTY
FMI f11 mlklr` fa V d-SiON .
NEE
1-06
1274.20# x,274.20#
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component. -
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPIIWTCA in SCSI, copies of which will be furnished upon request.
MiTe4 I IRA Inr /17 -m -T -c gnfhu... 7 R 9/11 1-F
14-09
Scale: 0.4528
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
7 o.c. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non -corrosive environment,
and are for -dry condition' of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center lines. -
9.' Digits indicate size of plate in inches.
to Fn. hoe�n.nnnn.yn. Nvin An a�nn „nbna aon FCq_1711 CCA-1OAR 11,1Tn4\
7
u)((m(
LUMBER SPECIFICATIONS
TC:, 2x4 OF N18BTR
BC: 2x4 OF 1118BTR
WEBS: 2x4 OF #l&BTR
TC LATERAL SUPPORT <= 12'OC. UON.
SC LATERAL SUPPORT 120'OC. UON.
OVERHANGS: 18.0' 18.0'
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,MI8KS,M16 = MiTek MT series
CO
7
C;
O
JOB NAME:
Truss: E-2
DES. BY: LJ
DATE:.'3/28/2014
'SEQ.: 5872318
TRANS ID: 394672
I IIIIII VIII VIII I'll/ lllli VIII VIII till I
i
TRUSS SPAN. 14'- 9.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 10.0) ON TOP CHORD = .30.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 40.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.'
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
7-04-08
12
4.00 C--- o M -4x6
4.0°
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GOF90/Cq=1.00
1-2=( -29) 28 2-6=(-195) 807 6.3=(0) 341
2-3=(-928) 260. 6-4=(-195) 807,
3-4=(-928) 260
4-5=( -29) 28
BEARING MAX VERT MAX HORZ ERG REOUIRED BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' -52/ 680V -69/ 69H 5.50' 0.73 OF ( 625)
14'- 9.0' -52/ 680V -69/ 69H 5.50' 0.73 OF ( 625)
BRG @ 0'- 0.0' 0.73 DF/ 1.12 HF/ 1.07 SPF
BRG @ 14'- 9.0' 0.73 DF/ 1.12 HF/ 1.07 SPF
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7.05,
Enclosed, Cat.2, Exp. 8, MWFRS,
gable end zone, load duration factor=1.6 „
Truss designed for wind loads
in the plane of the truss only.
7-04-08
12
4.00
Ri rrTF (:nUNTY
ION
1-06
14-09
Scale: 0.4528
WARNINGS: -
GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
'
1. This design is based only upon the parameters shown and is for an individual
and Warnings before construction commences. .
building component. Applicability of design parameters and proper
2. 2x4 compression web bracing must be installed where shown +.
incorporation of component is the responsibility of the building designer.
3. Additional temporary bracing to insure stability during construction
2. Design assumes the top and bottom chords to be laterally braced at .
is the responsibility of the erector. Additional permanent bracing of
7 O.F. and at 10' o.c. respectively unless braced throughout their length by
the overall structure is the responsibility of the building designer.
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC)..
3. 2x Impact bridging or lateral bracing required where shown ++
4. No load should be applied to any component until after all bracing and
4. Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should any loads greater than
5. Design assumes trusses are to be used in a non -corrosive environment,
design loads be applied to any component.
and are for 'dry condition" of use. '
5. CompuTrus has no control over and assumes no responsibility for the
6. Design assumes full bearing at all supports shown. Shim or wedge if
fabrication, handling, shipment and installation of components,
necessary.
7. Design "
6. This design is furnished subject to the limitations set forth by
assumes adequate drainage is provided...
8. Plates shall be located on both faces of truss, and placed so their center -
TPI/WTCA in BCSI, copies of which will be furnished upon request.
lines coincide with joint center lines. -
r.AiTo411.Cq I/rmm�i�Tn�e Cnflware 7Fr.1111_F
9. Digits indicate size of plate in inches.
\nc-r.,.:�.•..,.�o.+... �r,\e Ae.;nn ..,bin a.aee eco-\¢rr CCC.1aaalN Too\
1-06
V
O
O
n)um(
LUMBER SPECIFICATIONS
TC: 2x4 DF H18BTR
BC: 2x4 DF N18BTR
WEBS: 2x4 DF N18BTR
TC LATERAL SUPPORT 24'OC. UON.
BC LATERAL SUPPORT 120'OC. UON.
OVERHANGS: 18.0' 0.0'
Connector plate prefix designators:
C,CN,CiB,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
C0
V
7�
O
JOB NAME
Truss: E-3
DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872319
-TF ANS ID: 394672
IIIIIi IIIII,�III VIII IIT VIII VIII IIII IIII
TRUSS SPAN 14'- 9.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 11.0) ON TOP CHORD = 31.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 41.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
-t
7-04-08
12
4.00 E ---
M-46
DESIGN ASSISTANCE
7-04-08
12
a 4.00
7-04-08
1-06
14-09
Scale: 0.4894
WARNINGS:
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1. Builder and erection contractor should be advised of all General Notes
1.2=( -12)
29 2-5=(0) 829 5.3=(0) 341
building component. Applicability of design parameters and proper
2.3=(-953)
0 5-4=(0) 829
3. Additional temporary bracing to insure stability during construction
3-4=(-953)
0
BEARING
MAX VERT MAX HORZ
BRG REQUIRED BRG LENGTH
LOCATIONS
REACTIONS REACTIONS
SIZE. INCHES (SPECIES)
0'- 0.0
-42/ 707V -69/ 59H
5.50' 0.75 OF ( 625)
14'- 9.0'
-4/ 604V -69/ 59H
5.50' 0.64 OF ( 625)
"
7. Design assumes adequate drainage is provided.
BRG @ 0'- 0.0'
0.75 DF/ 1.16 HF/ 1.11 SPF
TPNWTCA in SCSI, copies of which will be furnished upon request.
BRG @ 14'- 9.0'
0.64 DF/ 0.99 HF/ 0.95 SPF
9. Digits indicate size of plate in inches.
Wind: 85 mph, h=15ft,
TCDL=6.6,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2,
Exp.B, MWFRS,
gable end zone,
load duration factor=1.6 „
Truss designed for
wind loads
in the plane of
the truss only.
7-04-08
12
a 4.00
7-04-08
1-06
14-09
Scale: 0.4894
WARNINGS:
GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an individual
and Warnings before construction commences.
building component. Applicability of design parameters and proper
2. 2x4 compression web bracing must be installed where shown +.
incorporation of component is the responsibility of the building designer.
3. Additional temporary bracing to insure stability during construction
r' 2. Design assumes the lop and bottom chords to be lateral braced at
N
is the responsibility of the erector. Additional permanent bracing of
2' o.c. and at 10' o.c. respectively unless braced throughout their length by
"
the overall structure is the responsibility of the building designer.
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown + +
4. No load should be applied to any component until after all bracing and
4. Installation of truss is the responsibility of the respective contractor. ,
fasteners are complete and at no time should any loads greater than
5. Design assumes trusses are to be used in a non -corrosive environment,
design loads be applied to any component.
and are for "dry condition" of use.
5. CompuTrus has no control over and assumes no responsibility for the
assumes full bean Design
6. g ng at all supports shown. Shim or hedge it
fabrication, handling, shipment and installation of components.necessary.
"
7. Design assumes adequate drainage is provided.
S. This design is furnished subject to the limitations set forth by
- 8. Plates shall be located on both faces of truss, and placed so their center
TPNWTCA in SCSI, copies of which will be furnished upon request.
" lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
MiTc4 I IRAInr /f:nmMITnIC Cnfhuaro 7 F {.'/11 1-F
1n F,v F ;1 ,-nnn.' Nal. A.ninn.•.1'..a - CCC.II11 FC0.IOAA /19 T.Y1
14-09
K c-
in
�
4
CM
OF IC
AUNTY
NVISIQN
TED
V
O
O
u)i)un
LUMBER SPECIFICATIONS
TC: 2x4 OF #18BTR
BC: 2x6 DF #18BTR
WEBS: 2x4 OF #188TR
TC LATERAL SUPPORT 24'OC. UON.
BC LATERAL SUPPORT 72'OC. UON.
'• For hanger specs. - See approved plans
Connector plate prefix designators:
C,CN,Cl8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
12
4.00 D
TRUSS SPAN 15'- 6.0'
LOAD DURATION INCREASE = 1.25..
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 11.0) ON TOP CHORD - 31.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 41.0 PSF
ADDL: BC UNIF LL( 20.0)+DL( 10.0)= 30.0 PSF 14'- 3.9' TO 15'- 6.0' V
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
7-04-08
M -4x6
A r'
8-01-08
12
a 4.00
JOB NAME:
Truss: E-4
DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872320
TRANS ID: 394672
111111111111111111111111111111111111111 IN
7-04-08
15-06
8-01-08
WARNINGS:
DESIGN ASSISTANCE
1. Builder and erection Contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an individual
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
building Component. Applicability of design parameters and proper
1.2=(-1137) 0
1-4=( 0) 1008 4-2=(0) 410
3. Additional temporary bracing to insure stability during Construction
2-3=(-1134) 0
4-3=( 0) 1008
7 o.c. and at 10' o.c. respectively unless braced throughout their length by
the overall structure is the responsibility of the building designer.
3-5=(-64) 63
BEARING
MAX VERT MAX HORZ
BRG REQUIRED BRIG LENGTH
LOCATIONS
REACTIONS REACTIONS
SIZE INCHES (SPECIES)
01- 0.0'
-4/ 645V -57/ 70H
5.50' 0.69 OF ( 625)
15'- 6.0'
-24/ 625V -57/ 70H
5.50' 0.67 OF ( 625)
TPI/WTCA in SCSI, Copies of which will be furnished upon request.
BRG @ 0'- 0.0'
0.69 DF/ 1.06 HF/ 1.01 SPF
9. Digits indicate size of plate in inches.
Ifl =nr ha<�n nnnneNnr nlalu .lua�nn ,raLea aur FCD -f i1 f CCP -\OAR IlATn4\
BRG @ 15'- 6.0' .
0.67 DF/ 1.03 HF/ 0.98 SPF
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.038' @
7'- 4.5' Allowed = 0.729'
MAX
DL CREEP DEFL = -0.092' @
7'- 4.5' Allowed = 0.972'
MAX
TL CREEP DEFL = -0.130' It
7'- 4.5' Allowed = 0.972' '
MAX HORIZ. LL DEFL =
0.007' @ 15'- 3.2'
MAX HORIZ. TL DEFL =
0.014' @ 15'- 3.2'
Wind: 85 mph, h=15ft, TCDL=6.6,BCDL=6.0,
ASCE 7.05,
Enclosed, Cat.2,
Exp.B, MWFRS,
gable end zone, load
duration factor=1.6 „
Truss designed for wind loads
in the plane of the
truss only.
12
a 4.00
JOB NAME:
Truss: E-4
DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872320
TRANS ID: 394672
111111111111111111111111111111111111111 IN
7-04-08
15-06
8-01-08
WARNINGS:
GENERAL NOTES, unless otherwise noted:
1. Builder and erection Contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an individual
and Warnings before Construction commences.
building Component. Applicability of design parameters and proper
2. 2x4 compression web bracing must be installed where shown +.
Incorporation of component is the responsibility of the building designer.
3. Additional temporary bracing to insure stability during Construction
2. Design assumes the top and bottom chords to be laterally braced at
is theresponsibility of the erector. Additional permanent bracing of
7 o.c. and at 10' o.c. respectively unless braced throughout their length by
the overall structure is the responsibility of the building designer.
Continuous sheathing such as plywood sheathing(TC) andfor drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. No load should be applied to any component until after all bracing and
4. Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should any loads greater than
5. Design assumes trusses are to be used in a non•conosive environment,
design loads be applied to any component.
and are for "dry condition" of use. -
5. CompuTrus has no Control over and assumes no responsibility for the
6. Design assumes fug bearing at all supports shown. Shim or wedge if
fabrication, handling, shipment and installation of components. -
necessary.
Design assumes adequate drainage is provided.h
6. This design is furnished subject to the limitations set forth7.
by
8. Plates shall be located on both faces of truss, and placed so their center
TPI/WTCA in SCSI, Copies of which will be furnished upon request.
lines coincide with joint center lines.
fiAiTo4 11.Ca I.,/f:nTni.Tn.c Cn/hu?ro +7 A A/11 l_F
9. Digits indicate size of plate in inches.
Ifl =nr ha<�n nnnneNnr nlalu .lua�nn ,raLea aur FCD -f i1 f CCP -\OAR IlATn4\
BUTTE COUNTY
BUILDING DIVISION,
APPROVED
m
0
0
No.
EXp,WW4
11(11)11(
LUMBER SPECIFICATIONS
TC: 2x4 DF #1&BTR
BC: 2x8 BVL 20E
WEBS: 2x4 OF #1&BTR
TC LATERAL SUPPORT - 12'OC. UON.
BC LATERAL SUPPORT 72'OC. UON. c
" For hanger specs. - See approved plans
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
JT 1: Heel to plate corner = 1.50'
( 2 ) complete trusses required.
Join together 2 ply with 3'x.131 DIA GUN
nails staggered at:
9' oc in 1 row(s) throughout 20 top chords,
9' oc in 2 row(s) throughout 2x8 bottom chords,
9' oc in 1 row(s) throughout 2x4 webs.
**HANGER BY OTHERS TO APPLY
CONC. LOAD(S) EQUALLY TO ALL MEMBERS.
�t0
0
JOB NAME
4-08-09
TRUSS SPAN 15'- 6.0'
LOAD DURATION INCREASE = 1.25 (Non -Rep)
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 10.0) ON TOP CHORD = 3D.0 PSF
OL ON BOTTOM CHORD = 10.0 PSF'
TOTAL LOAD = 40.0 PSF
ADDL: BC UNIF LL( 20.0)+DL( 10.0)= 30.0 PSF 131- 10.9' TO 151- 6.0' V
ADDL: BC CONC LL+DL= 1210.0 LBS @ 1'- 8.3'
ADDL: BC CONC LL+DL= 1245.0 LBS @ 3'- 8.3'
ADDL: BC CONC LL+DL= 1190.0 LBS @ 5'- 8.3'
ADDL: BC CONC LL+DL= 610.0 LBS @ 7'- 8.3'
ADDL: BC CONC LL+DL= 610.0 LBS @9'- 8.3'
ADDL: BC CONC LL+DL= 610.0 LBS @ 11'- 8.3'
ADDL: BC CONC LL+DL= 630.0 LBS @ 13'- 8.3'
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
7-04-08
2-07-15 2-07-15
8-01-08
1212
7 13-10-14
M -4x6
DESIGN ASSISTANCE
t.
1210# j1245#� .1190# 1, j610# 610 j610# 630#
4-06-13 .2-09-11 2-09-11 5-03-13
Truss: EG
DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872321
-TRANS ID: 394672
I IIIIy VIII VIII VIII VIII VIII (IIII IIII IIII
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPVWTCA in SCSI, copies of which will be furnished upon request.
' hAiTn4 1 VZA Inr Ir:n T, i Cnfh.a a7 A ANI LF
15-06
Scale: 0.4331
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of componem is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
7 o.c. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(SC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non -corrosive environment,
and are for "dry condition" of use.
6. Design assumes fug bearing at all supports shown. Shim orwedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both laces of truss, and placed so their center - ..
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
1r Cnr hoe�n nnnne�fnr nleru Ae a�nn „alnae een GC(7.1if t FCA-1GAa /1A TnL\
BUTTE COUNTY •
BUILDING DIVISION
APPROVE®
; 10
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00"
1- 2=(-8796 0 1. 6=(
O 9136 6. 2=( 0) 1942
2- 3=(-6266 0 6- 7=(
Oi 9008 2. 7=(-2526) 0_
3. 4=(-6264) 0 7- B=(
0) 8736 7- 3=( O) 3744
4- 5=(-8634) 0 8- 5=(
0J 8856 7. 4=(-2314) 0
5- 9=(-1648
1348 4- 8=( 0) 1856
BEARING
MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH
LOCATIONS
REACTIONS REACTIONS SIZE INCHES (SPECIES)
0'- 0.0'
0/ 4238V -1500/ 1500H 5.50' 1.88 BVL ( 750)
15'- 6.0'
0/ 3107V -1500/ 1500H 5.50' 1.38 BVL ( 750)
BRG @ 0'- 0.0' 2.26 DF/ 3.49 HF/ 3.32 SPF
BRG @ 15'- 6.0' 1.66 DF/ 2.56 HF/ 2.44 SPF
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.065' @ 101- 2.2' Allowed = 0.729'
- MAX
DL CREEP DEFL = -0.464' @ 10'- 2.2' Allowed = 0.972'
MAX
TL CREEP DEFL = -0.485' @ 10'- 2.2' Allowed = 0.972'
MAX HORIZ. LL DEFL = 0.009' @ 0'- 5.5'
MAX HORIZ. TL DEFL = -0.040' @ 0'- 5.5'
CO S S 0 D
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7.05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6„
5-05-09
Truss designed for wind loads
in the plane of the truss only.
t.
1210# j1245#� .1190# 1, j610# 610 j610# 630#
4-06-13 .2-09-11 2-09-11 5-03-13
Truss: EG
DES. BY: LJ
DATE: 3/28/2014
SEQ.: 5872321
-TRANS ID: 394672
I IIIIy VIII VIII VIII VIII VIII (IIII IIII IIII
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPVWTCA in SCSI, copies of which will be furnished upon request.
' hAiTn4 1 VZA Inr Ir:n T, i Cnfh.a a7 A ANI LF
15-06
Scale: 0.4331
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of componem is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
7 o.c. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(SC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non -corrosive environment,
and are for "dry condition" of use.
6. Design assumes fug bearing at all supports shown. Shim orwedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both laces of truss, and placed so their center - ..
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
1r Cnr hoe�n nnnne�fnr nleru Ae a�nn „alnae een GC(7.1if t FCA-1GAa /1A TnL\
BUTTE COUNTY •
BUILDING DIVISION
APPROVE®
; 10
1111111111
LUMBER SPECIFICATIONS
TC: 2x4 OF N18BTR
BC: 2x4 OF 1118BTR
WEBS: 2x4 OF #18BTR
TC LATERAL SUPPORT c= 12.00. UON.
BC LATERAL SUPPORT 120.00. UON.
NOTE: 2x4 BRACING AT 24.00 UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
OVERHANGS: 18.0' 0.0'
Stubbed Right: 0.03.00
Connector plate prefix designators:
C, CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
( 2 ) complete trusses required.
Join together 2 ply with 3'x.131 DIA GUN -
nails staggered at:
9' oc in 1 row(s) throughout 2x4 top chords,
9' oc in 1row(s) throughout 2x4 bottom chords,
9- oc in 1 row(s) throughout 2x4 webs.
JOB NAME:
suss: F-1
ES. BY: LJ
ATE: 3/28/2014
EQ.: 5872322
BANS ID: 394672
14.09-00 HIP GJ SETBACK 6-00.00 FROM END WALL W/GIRD JACKS AT 4 -
LOAD DURATION INCREASE = 1.25 (Non -Rep)
LOADING
TC UNIF LL( 40.0)+DL( 20.0)= 60.0 PLF 0'- 0.0' TO 6'- 0.0' V
TC UNIF LL( 80.0)+DL( 40.0)= 120.0 PLF 61- 0.0' TO 8'- 9.0' V
BC UNIF LL((
40.00.0)+DL( 20.0)= 20.0 PLF 0'- 0.0' TO 14'- 0.0' V
BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 4'- 0.0' TO 101- 9.0' V
BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 10'- 9.0' TO 14'- 9.0' V
TC CONC LL( 60.0)+DL( 30.0)= 90.0 LBS @ 6'- 0.0'
TC CONC LL( 60.0)+OL( 30.0)= 90.0 LES @ 81- 9.0'
BC CONC LL(141.1)+DL( 133.1)= 274.2 LBS @ 4'- 0.0'
BC CONC LL( 141.1)+DL( 133.1)= 274.2 LBS @ 10'- 9.0'
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
**HANGER BY OTHERS TO APPLY
CONC. LOAD(S) EQUALLY TO ALL MEMBERS.
DESIGN ASSISTANCE
C8C2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1. 2=( -12) 28 2. 6=(0) 2430 6- 3=( 0) 378
2. 3=(-2614) 0 6- 7=(0) 2396 6. 4=(-12) 38
3- 4=(-2430) 0 7- 5=(0) 2428 4- 7=( 0) 374
4. 5=(-2610) 0
BEARING MAX VERT MAX HORZ BRIG REQUIRED ERG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' -35/ 1222V -62/ 47H 5.50' 0.65 OF ( 625)
14'- 9.0' 0/ 1084V -62/ 47H 2.50' 0.58 OF ( 625),
BRG @ 01- 0.0' 0.65 DF/ 1.01 HF/ 0.96 SPF
BRG @ 14'- 9.0' 0.58 DF/ 0.89 HF/ 0.85 SPF
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
5-11 11-11 3-00-10 5-08-11
t2 90# 9 #
4.001---
12
a 4.00
M -4x6
M -6x8
BUTTE COUNTY
X21 i11 n1mr, 1nIVISIpN
WED
L 1,274.20#
I , 1274.20#
5-06-12
1-06
WARNINGS:
I. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +,
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPI/WTCA in BCSI, copies of which will be furnished upon request.
MTo4 I I.CA In/- /r;nm Tn Rn.-. 7 R A/11 1_F
9-07
14-09
Scale: 0.4769
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
2' o.c. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(SC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non -corrosive environment,
and are for "dry condition" of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary -
7 '
ecessary.7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center lines.
9. Digits ind
hn cisicate size of plate in inches.
9. 91?
nnnnoHnr Nola .ln v�nn ..nl,.ne mo CCD_t'1t 1 FCD_t DAA /\.1TeLt
14-09
V
O
n) n) 1111
LUMBER SPECIFICATIONS
TC: 2x4 DF #1&BTR
BC: 2x4 OF #1&BTR
WEBS: 2x4 OF #1&BTA
TC LATERAL SUPPORT 24.00. LION.
BC LATERAL SUPPORT 120'OC. UON.
Connector plate prefix designators:
C,CN,CIB,CN18(or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
C
C?
O
O
JOB NAME
russ: F-2
ES. BY: LJ
ATE: 3/28/2014
EQ.: 5872323
RANS ID: 394672
.IIII VIII VIII (IIII VIII IIID VIII IIII IIII
5-03-05 9-08-11
L
14-09
WARNINGS: -
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPVWTCA in BCS], copies of which will be furnished upon request.
MTot, i LCA in, 1rT c.,rt.,l 7 a All t 1-c
Scale: 0.5062
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
2' o.c. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non -corrosive environment,
and are for 'dry condition" of use.
6. Design assumes fug bearing at all supports shown. Shim orwedge if
necessary.'
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center lines. '
9. Digits indicate size of plate in inches.
1n Cn. l,na�n nnnnn,+n. nle,c Aua:nn „eL,na am FCq.t'111 CCD.r OAR 11IITew1
14-09
1-1 NTY
'4 DIVISIOU
OVE®
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O
Z _
N4. t4 R'
P x/94
' r%4 ?\P
O G�1-� j
DESIGN ASSISTANCE
14-09.00 GIRDER SUPPORTING 6-00.00
LOAD.DURATION INCREASE = 1.25 (Non -Rep)
CBC2010/.IBC2009 MAX MEMBER
FORCES 4WR/GDF90/Cq=1.00
1-2=(-2354) 0
1-6=(0) 2165 2.6=(-139) 74
TC UNIF LL(40.0)+DL(
LOADING
22.0)= 62.0 PLF 0'- 0.0' TO 14'• 9.0' V
2-3=(-2222) 0
3-4=(•2156) 0
6-7=(0) 1526 6-3=( 0) 826
7-5=(0) 2060 3-7=( 0) 731
BC UNIF LL(
40.0)+DL( 62.0)= 102.0 PLF 0'- 0.0' TO 14'- 9.0' V
4-5=(•2262) 0
7-4=( .74) 73 -
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIR
REQUIREMENTS
OF CBC 2010 NOT BEING MET.
LOCATIONS
MAX VERT MAX HORZ
ERG REQUIRED BRG LENGTH
BOTTOM CHORD
CHECKED FOR 1OPSF LIVE LOAD. TOP
01- 0.0'
REACTIONS REACTIONS
0/ 1210V -60/ 60H
SIZE INCHES (SPECIES)
5.50' 1.29 OF
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
14'- 9.0'
.
0/ 1209V •60/ 60H
( 625)
5.50' 1.29 OF ( 625)
ERG @ 0'- 0.0'
1.29 OF/ 1.99 HF/ 1.90 SPF
_
BRG @ 14'• 9.0'
1.29 DF/ 1.99 HF/ 1.90 SPF
Wind: 85 mph, h=15ft,
TCDL=6.6,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2,
Exp. B, MWFRS,
gable entl zone,
load duration factor=l.6„
7-06
Truss designed for wind loads
7-03
in the plane of
the truss only.
4-01-01
7-06 10-10-15
14-09
12
4.00 F---
12 ✓• -
}
a 4.00
M -4x6
5-03-05 9-08-11
L
14-09
WARNINGS: -
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPVWTCA in BCS], copies of which will be furnished upon request.
MTot, i LCA in, 1rT c.,rt.,l 7 a All t 1-c
Scale: 0.5062
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
2' o.c. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non -corrosive environment,
and are for 'dry condition" of use.
6. Design assumes fug bearing at all supports shown. Shim orwedge if
necessary.'
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center lines. '
9. Digits indicate size of plate in inches.
1n Cn. l,na�n nnnnn,+n. nle,c Aua:nn „eL,na am FCq.t'111 CCD.r OAR 11IITew1
14-09
1-1 NTY
'4 DIVISIOU
OVE®
�O
O
Z _
N4. t4 R'
P x/94
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O G�1-� j
LUMBER SPECIFICATIONS
TC: 2x4 OF #1&BTR
BC: 2x6 OF #1&BTR
WEBS: 2x4 OF #1&BTR
TC LATERAL SUPPORT 24'OC. LION.
BC LATERAL SUPPORT 72.00. LION.
NOTE 2x4 BRACING AT 24.00 LION. FOR
ALL -FLAT -TOP -CHORD AREAS -NOT -SHEATHED
OVERHANGS: 18.0' 0.0'
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CmmpuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
( 2 ) complete trusses required.
Join together 2 ply with 3'x.131 DIA GUN
nails staggered at:
9' oc in 1 row(s) throughout 2x4 top chords,
9' oc in 2 row(s) throughout 2x6 bottom chords,
9' oc in 1 row(s) throughout 2x4 webs.
For hanger specs. - See approved plans
N
C N
C v
0 o v
N
N
O�
Co
1-06
JOB NAME
russ: G-1
IES. BY: LJ
TATE: 3/28/2014
;EQ.: 5872324
BANS ID: 394672
VIII VIII VIII VIII VIII VIII VIII IIII IIII
35.03-00 HIP GJ SETBACK 6-00-00 FROM END WALL W/GIRD JACKS AT 4'
LOAD DURATION INCREASE = 1.25 (Non -Rep)
TC UNIF LL( 40.0)+DL( 22 0)=LOADING 62.0 PLF 0'- 0.0' TO 6'- 0.0' V
TC UNIF LL( 80.0)+DL( 44.0)= 124.0 PLF 61- 0.0' TO 291- 3.0' V
TC UNIF LL(40.0)+DL( 22.0)= 62.0 PLF 291- 3.0' TO 351- 3.0' V
BC UNIF LL( O.0)+DL( 20.0)= 20.0 PLF 0'- 0.0' TO 4'- 0.0' V
BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 4'- 0.0' TO 31'- 3.0' V
BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 31'- 3.0' TO 35'- 3.0' V
TC CONC LL( 60.0)+DL( 33.0)= 93.0 LBS @ 6'- 0.0'
TC CONC LL( 60.0)+DL(33.0)= 93.0 LBS @ 29'- 3.0'
BC CONC LL( 141.1)+DL( 140.1)= 281.2 LBS @ 4'- 0.0'
BC CONC LL( 141.1)+DL( 140.1)= 281.2 LBS @ 31'- 3.0'
ADDL: BC CONC LL+DL= 560.0 LBS @ 2'- 0.0'
ADDL: BC CONC LL+DL= 3015.0 LBS @ 3'- 0.0'
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP.
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
"HANGER BY•OTHERS TO APPLY
CONE. LOAD(S) EQUALLY TO ALL MEMBERS.
5-11-11
3-03-04 5-11-11 10-06-13
12 93#
4.00 17--- -
M -4x6
M -5x8 M -5x8 M -3x10
56Z30,5#
1281.20#
3-01-08 5-05
15-03
19-07-04
15-06-15
M-8x8(S)
M -2.5x5 0 b25"
5
13
M -4x6 M-5x8(S)
13-00-14
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPUWTCA in BCSI, copies of which will be furnished upon request.
UiTn4 I IRA Int rr'.n .T, . Cnftware 7 R Fl11 1_F
DESIGN ASSISTANCE
CBC2010/IBC2OO9 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1. 2- -12) 28 2.11=( 0) 9848 11- 3=(. O) 2900 8-16=( 0) 1504
2- 3=(-10548) 0 11-12=( 0) 9566 3.12=(-2742) 0 16- 9=(-402) 116
3. 4=( -7336) O 12-13=( -50) 5670 12- 4=( O) 1428 16.10=( -16) 442
4- 5=( -6964) 0 13-14=(-126) 1900 12- 5=( 0) 1680 10-17=(-396) 64
5- 6=( -3946) 0 14-15=(-854) 0 5-13=(-2060) 136
6- 7=( 0) 4000 15.16=(-842) 0 13- 6=( 0) 2444
7- 8=( 0) 4000 16.17=( -72) 32 6.14=(-6194) 88
8- 9=( -472) 22 14- 7=( -778) 176
9.10=( -448) 20 14- 8=(-3366) 44 _.
15- 8=( -284) 28
BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' 0/ 4499V -81/ 69H 5.50' 2.40 OF ( 625)
201- 8.8' -56/ 4235V 0/ OH 5.50' 2.11 OF ( 625)
35'- 3.0' . -16/ 568V -81/ 69H 5.50' 0.30 OF ( 625)
BRG @ 0'- 0.0' 2.40 OF/ 3.70 HF/ 3.53 SPF
BRG @ 20'- 8.8' 2.11 OF/ 3.26 HF/ 3.11 SPF
BRG @ 35'- 3.0' 0.30 OF/ 0.47 HF/ 0.45 SPF
Wind: 85 mph, h=15ft, TCDL=6.6,BCDL=6.0, ASCE 7-05,
®®1 Enclosed, Cat.2, Exp.B, MWFRS,
BUTTE CO N71'r gable end zone, load duration factor=1.6„
Truss designed for wind loads
BU®lL�p.�DGI)��Ggryj��jL�I4°,3.�:Yy in the plane of the truss only.
2-08-12 6-11-05
20-08-12 25-03-07 27-10-12 35-03
12 93#
4,00 C ---
M-46
M-2x4M-2.5x5
7
M -8X16 9 10
B
om
0
O
N
14 15 16 99
M -6x12 M -2x4 M-300 M -2x4
281.20#
20-08-12 25-05-03 T
20-00
35-03
Scale: 0.2231
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
2' 0.5. and at 10' O.C. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non -corrosive environment,
and are for "dry condition" of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both races of truss, and placed so their center
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
to Cnr ho ear nnnnoNn. nloln Aaa�nn voh,oa aee FCD_1'lt � FCO -1 OAR II�TeL1
27-09 35-03
111)11111(
LUMBER SPECIFICATIONS
TC: - 2x4 OF #1&BTR
BC: 2x4 OF #1&BTR
WEBS: 2x4 OF #1&BTR
TC LATERAL SUPPORT 24.00. UON.
BC LATERAL SUPPORT 120'OC. UON.
--------------------
NOTE: 2x4 BRACING AT 24.00 UON. FOR
ALL -FLAT -TOP -CHORD AREAS -NOT -SHEATHED
Connector plate prefix designators:
C, CN, Cie CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,6 8HS,M16 = MiTek MT series
For hanger specs. - See approved plans
N
JOB NAME:
russ: G-2
M-2.5;
=S. BY: LJ
NTE: 3/28/2014
EQ.: 5872325
RANS ID: 394672
111111111 IN
4-08-11 19-07-04
2-08-12 4-11-05
4-08-11 10-09-14 17-05-12
If 24-00-07 27-00-11 32-00
12
4.00 f7
12
4.00 C---
M-4x6
7
M-4x6 M-W(S) M-46
'n n `x5
M-W(S) - '
4-02 10-09-14 17-05-12 24-02-03
32-00 tFROVIDEU GJs8
Scale: 0 2510
WARNINGS:
DESIGN
ASSISTANCE
and before construction commences,
2. 2x4 compression web bracing must be installed
TRUSS SPAN 32'-O.U'
LOAD DURATION INCREASE = 1.25
where shown ..
3. Additional temporary bracing to insure stability during construction
CBC2010/IBC2009 MAX
MEMBER FORCES 4WR/GDF90/Cq=1.00
SPACED 24.0' O.C.
the overall structure is the responsibility of the buildingdesigner,
4. No load
1- 2=(•856) 0 8. 9=(-88)
2- 3=(-790) 0 9.10=( 0)
83 8- 1=(
908 1-
-599) 4 11- 5=(•1120) 0
LOADING
contractor.
5. Design assumes trusses are to be used in a non -corrosive environment,
3. 4=( 0) 525 10.11=( 0)
9=(
908 9- 2=(
0) 770 12- 5=( 0) 163
-59) 81 5-13=( -88) 0
LL( 20.0)+DL( 11.0) ON TOP CHORD = 31.0
PSF
4- 5=( 0) 526 11-12=( 0)
531 9- 3=(
-124) 3 13. 6=( -103) 45
OL ON BOTTOM CHORD = 10.0
PSF
5. 6=(-502) 0 12-13=( 0)
527 10- 3=(
0) 261 13- 7=( 0) 521
TOTAL LOAD = 41.0
PSF
6- 7=('472) 0 13-14=(-75)
46 3-11=(-1523) 0 7.14=( -436) 26
11- 4=(
-474) 44
LIMITED STORAGE DOES NOT APPLY DUE TO THE
REOUIREMENTS OF CBC 2010 NOT BEING MET.
SPATIAL
BEARING MAX VERT
MAX HORZ
ERG 'REQUIRED BRG LENGTH
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD.
TOP
LOCATIONS REACTIONS
0'- 0.0' 0/ 626V
REACTIONS
-81/ 93H
SIZE INCHES (SPECIES)
5.50' 0.67 OF ( 625)
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
17'- 5.8' 0/ 185V
32'- 0.0'
O/ OH
5.50' 1.61 OF ( 625)
4
0/ 485V
81/ 93H
5.50' 0.52 OF ( 625)
BRG @
0'- 0.0'
0.67 DF/ 1.03 HF/ 0.98 SPF
BRG @
17'- 5.8'
1.61 DF/ 2.49 HF/ 2.37 SPF
BRG @
32'- 0.0'
0.52 OF/ 0.80 HF/ 0.76 SPF
Wind: 85
mph, h=15ft,
TCDL=6.6,BCDL=6.0, ASCE 7.05,
Enclosed, Cat.2,
Exp.B, MWFRS,
gable end zone,
IRIN T�/ Truss designed for
U
COUNTY
load duration factor=1.6„
wind loads
d I i in
the plane of
the truss only.
BU LDING DIVISION
APPROVED
4-08-11 19-07-04
2-08-12 4-11-05
4-08-11 10-09-14 17-05-12
If 24-00-07 27-00-11 32-00
12
4.00 f7
12
4.00 C---
M-4x6
7
M-4x6 M-W(S) M-46
'n n `x5
M-W(S) - '
4-02 10-09-14 17-05-12 24-02-03
32-00 tFROVIDEU GJs8
Scale: 0 2510
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
Warnings
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the
and before construction commences,
2. 2x4 compression web bracing must be installed
parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation
where shown ..
3. Additional temporary bracing to insure stability during construction
of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
is the responsibility of the erector. Additional permanent bracing of
7 o.c. and at 10' O.C. respectively unless braced throughout their length by
the overall structure is the responsibility of the buildingdesigner,
4. No load
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing
should be applied to any component until after all bracing and
t
fasteners
required where shown . -
4. Installation of truss is the responsibility of the respective
are complete and at no time should any loads greater than
design loads
contractor.
5. Design assumes trusses are to be used in a non -corrosive environment,
be applied to any component.
and are for "dry condition- of use.
5. CompuTrus has no control over and assumes no responsibility for the
6. Design assumes fug bearing at all supports shown. Shim or wedge if
fabrication, handling, shipment and installation of components.
necessary.
6. This design is furnished subject to the limitations set forth by
TPI/WTCA
7 • Design assumes adequate drainage is provided.
atea be located
tl
in BCSI, copies of which will be furnished upon
aces of truss, and placed so their center
on with joint center
nes coin
nnirc4 I I.CO Inr Jr-- 7c Cn7huar< 7 R rill 11_F
9. Digits indicate size of plate in inches.
111 Fnr
ho ern nnnne nr nloln .lo¢�nn ..a l..n¢ enn FCD -711 t CCD-tOAq 11ITew1
26-06 32-00
0
C0
O
C`J
I II I it IIII
LUMBER SPECIFICATIONS
TC: 2x4 OF 91&BTR
BC: 2x4 OF N18BTR
WEBS: 2x4 OF k18BTR
TC LATERAL SUPPORT 24.00. UON.
BC LATERAL SUPPORT 120.00. UON.
NOTE: 2x4 BRACING AT 24.00 UON. FOR -
ALL FLAT TOP CHORD AREAS NOT SHEATHED
Connector plate prefix designators:
C, CN,C18,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
as For hanger specs. . See approved plans
N
N �
M-2.5;
� o
C3
ci
v
0
JOB NAME
6-08-11
6-08-11
12
4.00 1777-
M-46
M-5X8(s) M-5x8(S)
M -6x8
M-9vA
CD
0
ci
32-00
suss: G-3
ES. BY: LJ
ATE: 3/28/2014
EQ.: 5872326
RANS ID: 394672
IIII VIII VIII VIII VIII VIII VIII IIII IIII
6-02
11-09-14
M-5x8(S) - - -
17-05-12 26-02-03
32-00PROVIDE FULL BEARINOG Jts:9 12 14
Scale: 0 2641
WARNINGS:
,
1. Builder and erection Contractor should be advised of all General Notes
Warnings
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the
DESIGN'ASSISTANCE
TRUSS SPAN 32'-0.0'
web bracing must be installed where shown +.
3. Additional temporary bracing to insure
proper
incorporation of Component is the responsibility of the building designer.
2. Design
stability during construction
is the responsibility of the erector. Additional permanent bracing of
assumes the top and bottom chords to be laterally braced at
7 O.C. and at 10' C.C. respectively unless braced throughout their length by
LOAD DURATION INCREASE = 1.25
continuous sheathing such as plywood sheathing(TC) and/or drywall(SC).
or bracingrequired
ltrruss
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GOF90/Cq=1.00
SPACED 24.0' O.C.
design loads be applied to any component.
1- 2=(-795)
2- 3=(•712)
0
0
9-10=(•110) 95 9. 1=( .555) 29 5.13=( 0) 389
10-11=(
LOADING
necessary.
3- 4=( 0)
583
•27) 508 1-10=( 0) 673 13- 6=(-299) 6
11-12=( -27) 508 10. 2=( -106) 71 13- 7=( O) 316
LL( 20.0)+DL( 11.0) ON TOP CHORD = 31.0
PSF
4- 5=( O)
583
12-13=( -60) 124 10- 3=( 0) 231 7.14=(•406) 0
OL ON BOTTOM CHORD = 10.0
PSF
5- 6=(-413)
6-
0
13-14=( -35) 255 11. 3=( 0) 183 14. 8=(-110) 25
TOTAL LOAD = 41.0
PSF
7=(-460)
7. 8=( -56)
0
4
3.12=(-1241) 0
LIMITED STORAGE DOES NOT APPLY DUE TO THE
SPATIAL
12- 4=( -305) 28
12- 5=( -865) 0
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BEARING
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD..TOP
LOCATIONS
MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH
REACTIONS REACTIONS SIZE INCHES (SPECIES)
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.01-
0.0'
17'-
0/ 605V •95/ 113H 5.50' 0.65 OF ( 625)
5.8'
32'- 0.0'
0/ 1554V 0/ OH 5.50' 1.66 DF ( 625)
0/ 465V -95/ 113H 5.50' 0.50 OF ( 625)
BRG @ 01• 0.0' 0.65 OF/ 1.00 HF/ 0.95 SPF
BRG @ 17'- 5.8' 1.66 DF/ 2.56 HF/ 2.44 SPF
BRG @ 32'- 0.0' 0.50 OF/ 0.76 HF/ 0.73 SPF
BUTTE
Wind: 85 mph, h=15ft, TCDL=6.6,BCDL=6.0, ASCE 7-05,
BUILDINGiJ��la�r1�
EnCCat.2, Exp.8, MWFRS,
N® p �9 � r
gable end zone, load duration factor=1.6 „
Truss designed for wind loads
r r n
in the plane of the truss only.
19-07-04
2-08-12 2-11-05
11-09-14 17-05-12
21-09-15 .26-03-15 28-07-12 32-00
12
4.00 1---
M-5X8(s) M-5x8(S)
M -6x8
M-9vA
CD
0
ci
32-00
suss: G-3
ES. BY: LJ
ATE: 3/28/2014
EQ.: 5872326
RANS ID: 394672
IIII VIII VIII VIII VIII VIII VIII IIII IIII
6-02
11-09-14
M-5x8(S) - - -
17-05-12 26-02-03
32-00PROVIDE FULL BEARINOG Jts:9 12 14
Scale: 0 2641
WARNINGS:
,
1. Builder and erection Contractor should be advised of all General Notes
Warnings
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the
and before Construction commences.
2. 2x4Compression
parameters shown and is for an individual
building component. Applicability of design parameters and
web bracing must be installed where shown +.
3. Additional temporary bracing to insure
proper
incorporation of Component is the responsibility of the building designer.
2. Design
stability during construction
is the responsibility of the erector. Additional permanent bracing of
assumes the top and bottom chords to be laterally braced at
7 O.C. and at 10' C.C. respectively unless braced throughout their length by
the overall structure is the responsibility of the building designer,
4. No load should be applied to any component
continuous sheathing such as plywood sheathing(TC) and/or drywall(SC).
or bracingrequired
ltrruss
until after all brracing and
fasteners are complete and at no time should any loads greater than
4. Installation on oact
is the relity
sponsibility f the respectivewContra ctor.
5. Design assumes
design loads be applied to any component.
trusses are to be used in anon -corrosive environment,
and are for -dry condition' of use.
5. CompuTrus has no control over and assumes no responsibility for the
6. Design assumes full bearing at all supports shown. Shim or wedge if
fabrication, handling, shipment and installation of components.
necessary.
6. This design is furnished subject to the limitations set forth -
TPVWTCA in BCSI, request.
7 . Design assumes adequate drainage is provided.
6 ted on truss,
es shall be ajoint
copies of which will be furnished upon
nes coincide with enterllines.s of and placed so their center
AAiTo4 1 I.CD Inr /rT Cnf11.IOf0 7 R F/1I 1_F
9. Digits indicate size of plate in inches. -
1n Fn. Fv a�n mnnn nlvlo Ava:nn ..vlina curt CC9.1111 FCC.IOAA 11A Tu41
1(((((111)
LUMBER SPECIFICATIONS
TC: 2x4 OF k1&BTR
BC: 2x4 OF flt&BTR
v'EBS: 2x4 OF k1&BTR
TC LATERAL SUPPORT 24.00. UON.
BC LATERAL SUPPORT 120.00. UON.
NOTE: 2x4 BRACING AT 24.00 LION. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
Connector plate prefix designators:
C, CN,C1B CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,6118HS,M16 = MiTek MT series
For hanger specs. - See approved plans
8-08-11 8-08-11
4-03-10
12
4.00 1---
TRUSS SPAN 32'- 0.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 11.0) ON TOP CHORD = 31.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 41.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
1
DESIGN ASSISTANCE
CBC2010/IBC2OO9 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1- 2=(-791). 0 10-11=(-129) 108 10- 1=( -567) 20 14- 6=(-911) 0
2- 3=(-640) 0 11-12=( •49) 734 1-11=( 0) 707 15- 6=( 0) 217
3- 4=(-574) 0 12.13=( -54) 275 11. 2=( -130) 51 6-16=( -7) 68
4- 5=( -15) 516 13-14=( -54) 275 2.12=( -193) 34 16- 7=(-284) 12
5- 6=( -15) 516 14-15=( -33) 231 12- 3=( -42) 54 16- 8=( 0) 402
6- 7=(-278) 0 15-16=( -33) 231 12- 4=( 6) 382 8-17=(-388) 0
7. 8=(-318) 0 16-17=( -76) 90 13. 4=( O) 179 17. 9=( -51) 10
8. 9=( -66) 1 4.14=(-1014) 0
14- 5=( -299) '27
BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' 0/ 601V -108/ 134H 5.50' 0.64 OF ( 625)
17'- 5.8' 0/ 1563V 0/ OH 5.50' 1.67 OF ( 625)
32'- 0.0' 0/ 460V -108/ 134H 5.50' 0.49 OF ( 625)
BRG @ 0'- 0.0' 0.64 DF/ 0.99 HF/ 0.94 SPF
BU 1 i E 0e.%U�� BRG @ 32'- 0.0' 0.49 DF/ 0.76 HF/ 0.72 SPF
BUILDING QN1S1�1``�
APPRO'. ED
19-07-04
8-08-11 12-09-14 17-05-12 22-09-15
M-46 M-5x8(S)
Wind: 85 mph, h=15ft, TCDL=6.6,BCDL=6.0, ASCE 7.05,
Enclosed, Cat.2, Exp.B,. MWFRS, _
gable end zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
2-08-12 0-11-
28-03-15 30-07-12 32-00
12
4.00 C---
M-6x8
7
M-6x8
M -2x4
JOB NAME
russ: G-4
IES. BY: LJ
TATE: 3/28/2014
DEQ.: 5872327
'BANS ID: 394672
111111111 IN
M-5X8(S) _._.._
4-00-02 8-02 12-09-14 17-05-12
22-09-15
32-00 PROVIDE FULL BEARING '_Js :10 14 17
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
GENERAL NOTES, unless othenvise noted:
1. This design
and warnings before construction commences.
2. 2x4 compression
is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and
web bracing must be installed where shown �.
3. Additional temporary bracing to insure stability during constm *,on
proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally
is the responsibility of the erector. Additional permanent bracing of
braced al
2' o.c. and at 10' o.c. respectively unless braced throughout their length by
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). '
bridgingwhere
until after all bracing and
fasteners are complete and at no time should any loads greater than
4. nstallatiotnbo �s the responsibility ty of the respectivired
e contractor.
5. Design assumes
design loads be applied to any component.
trusses are to be used in a non -corrosive environment,
and are for -dry condition" of use.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment installation
6. Design assumes full bearing at all supports shown. Shim or wedge it
necessary. -
and of components.
6. This design is furnished subject to the limitations set forth b
7 '. Design assumes adequate drainage is provided.
TPIAVTCA in SCSI, copies of which will be furnished upon request.
d on
lines etrtliness of truss, and placed so their center.
nes co ncide with jes shall be oint
\4iTo4 I IRA In, /r:n- T,- CnfhuAro 7 R All 1-F
cert
9. Digits indicate size or plate in inches.
to nnr
ha ¢:n nnnnn •nla In An¢�nn ,ra h,n<ceo FCfi.l ilt FGD:1eAR r\,1Tet•1
28-02-03
32-00
0
CD
0
v
LUMBER SPECIFICATIONS
TC: 2x4 OF #1&BTR
BC: 2x4 OF kt&BTR
WEBS: 2x4 OF Nl&BTR
TC LATERAL SUPPORT 24.00. UON.
BC LATERAL SUPPORT 120.00. UON.
NOTE: 2x4 BRACING AT 24.00 UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
M -2.5x5 where shown; Jts:1-2,10-11,14.15
Connector plate prefix designators:
C, CN,C18,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
For hanger specs. - See approved plans
JOB NAME:
TRUSS SPAN 32'- 0.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 11.0) ON TOP CHORD = 31.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 41.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REOUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
10-08-11
5-03-10 10-08-11
12
4.00
M -6x8
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4V/R/GDF90/Cq=1.00
1- 2=(-832) 0 9-10=(-145) 112 9- 1=(-563) 34 13. 5=( 0) 245
2- 3=(-519) 0 10-11=( -62) 761 1-10=( -7) 728 5-14=(-175) 28
3. 4=( -29) 367 11-12=( -67) 422 10. 2=( •77) 67 14. 6=( 0) 276
4. 5=( -29) 367 12-13=( -41) 274 2-11=(-369) 44 6.15=(-430) 0
5- 6=(-131) 0 13-14=( -41) 274 11- 3=( 0) 379 15. 7=( -64) 32
6- 7=( -80) 15 14-15=( -69)'117 3-12=(-926) 0
7- 8=( -6) 1 12- 4=(-471) 44
12- 5=(-780) 0
BEARING MAX VERT MAX HORZ ERG REOUIRED BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01• 0.0' -7/ 607V -112/ 149H '5.50' 0.65 OF ( 625)
17'- 5.8' 0/ 1547V 0/ OH 5.50' 1.65 OF ( 625)
32'- 0.0' 0/ 470V -112/ 149H 5.50' 0.50 OF ( 625)
BRG @ 01• 0.0' 0.65 DFI 1.00 HF/ 0.95 SPF
BRG @ 17'- 5.8' 1.65 DF/ 2.55 HF/ 2.43 SPF
BRG @ 32'- 0.0' O.Sn nF/ n 77 uc/ n - coc
BUILDING P,`.t..•,
AMP?
Wind: BS mph, h=15ft, TCDL=6.6,BCDL=6.0, ASCE 7.05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6 „
Truss designed for wind loads
in the plane of the truss only.
L<
19-07-04
17-05-12 23-09-15 30-03-15
M-5x8(S)
32-00
1-08-01I
31-08-12
12
4.00 17---
M-2x4
russ: G-5
IES. BY: LJ
TATE: 3/28/2014
;EQ.: 5872328
'RANS ID: 394672
VIII VIII VIII VIII VIII VIII VIII IIII IIII
M-5x8(S)
5-00-02 10-00-04 17-05-12 23-09-15
32-00PROVIDE FULL BEARING•Jts:9 12 15
30-00-07
No. COON4
W %W4
32-00
N
O
U)
Snale: 0.2668
WARNINGS:
1. Budder and erection contractor should be advised
GENERAL NOTES, unless otherwise noted:
of all General Notes
and Warnings before construction commences.
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design
2. 2x4 compression web bracing must be installed where shown a.
parameters and proper
incorporation of component is the responsibility of the building designer.
3. Additional temporary bracing to insure stability during construction
2. Design assumes the top and bottom chords to be laterally braced at
is the responsibility of the erector. Additional permanent bracing of
2• o.c, and at 10' O.C. respectively unless braced throughout their length by
the overall structure is the responsibility of the building designer.
continuous sheathing such as plywood sheathing(TC) and/or drywall(SC).
3. 2x Impact bridging or lateral bracing
4. No load should be applied to arty component until after all bracing and
fasteners
required where shown ++
4. Installation of truss is the responsibility of the respective
are complete and at no time should any loads greater than
contractor.
5. Design assumes trusses are to be used in a non -corrosive environment,
design loads be applied to any component.
and are for "dry condition" of use.
5. CompuTrus has no control over and assumes no responsibility for the
6. Design assumes full bearing at all supports shown. Shim or wedge if
fabrication, handling, shipment and installation of components.
necessary.
6. This design is furnished subject to the limitations set forth b Y
7• Design assumes adequate drainage is provided.
8. Plates shall be located on both faces
TPIM?CA in BCSI, copies of which will be furnished upon request.
of truss, and placed so their center
lines coincide with joint center lines. -
MiTo4 I I.CG In, /r.1Mn Tn,c Cnfhuaro 7 A Am 1 1-I=
,n gs�9 hsmdicate sine of plate in in^che�s.o`
¢QQ cco-iii � CCO•�OAA /1A TnY1
30-00-07
No. COON4
W %W4
32-00
N
O
U)
LUMBER SPECIFICATIONS
TC: 2x4 OF lit&BTR
BC: 2x4 OF kt&BTR
WEBS: 2x4 OF N1&BTR
TC LATERAL SUPPORT 24 -OC. UON.
BC LATERAL SUPPORT 120.00. UON.
NOTE: 2x4 BRACING AT 24.00 UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
Unbalanced live loads have been
considered for this design.
Connector plate prefix designators:
C, CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M:M20,HS,M18HS,M16 = MiTek MT series
For hanger specs. - See approved plans
N
n
O
LO
K
JOB NAME:
6-03-10
12
4.00 C ---
TRUSS SPAN 32'- 0.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 11.0) ON TOP CHORD = 31.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 41.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
I-2=(-1993) 0 8- 9=(-148) 129 8- 1=(-1140) 9 If- 5=( 0) 681
2. 3=(-1800) 0 9-10=( O) 1867 1- 9=( 0) 1790 5-12=(-1416) 0
3. 4=(-1649) 0 10.11=( 0) 1609 9. 2=( -240) 67 12- 6=( -306) 67
4- 5=(-1382) 0 11-12=( 0) 1059 2-10=( -243) 68 12- 7=( -86) 53
5- 6=( -104) 40 12-13=( -76) 0 10- 3=( 0) 287 7-13=( -46) 0
6. 7=( -104) 40 10- 4=( -24) 107
4-11=( -481) 35
BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' 0/ 1190V '-114/ 156H 5.50' 1.27 OF ( 625)
29'- 3.0' 0/ 1441V -114/ 156H 5.50' 1.44 OF ( 625)
BRG @ 0'- 0.0' 1.27 OF/ 1.96 HF/ 1.87 SPF
BRG @ 29'- 3.0' 1.44.DF/ 2.22 HF/ 2.12 SPF
j3UTT1F COU I-fV
G
BUIL-ON,
,
A
`A.D1p0�,
a PP RrD'�^ �t
12-08-11 19-03-05
12-08-11 17-10 23-04-04
M -4x6
tA_9 rvr a -1
Wind: 85 mph, h=15ft, TCDL=6.6,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
29-00-04
32-00
-russ: G-6
IES. BY: LJ
TATE: 3/28/2014
;EQ.: 5872329
BANS ID: 394672
VIII VIII VIII VIII VIII VIII VIII IIII IIII
6-00-02
12-02 20-07-02
29-03
32-00
29-00-04
31-10-04
WARNINGS:
i. BuilderWand
GENERAL NOTES, unless otherwise noted:
t
erection contractor should be advised of all General Notes
end Warnings before construction commences,
1. This design is based only upon the parameters shown and is for an individual
2. 2x4 compression web bracing must be installed
building component. Applicability of design parameters and proper
incorporation
r
where shown +.
3. Additional
of component is the responsibility of the building designer.
2•
temporary bracing to insure stability during construction
Design assumes the lop and bottom chords to be laterally braced at
is the responsibility of the erector. Additional permanent bracing of
2' o.c. and at 10' o.c. respectively unless braced throughout their length by
the overall structure is the responsibility of the building designer,
p tY 9 9
4. No load
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown + ♦
ypd
C80W
should be applied to arty component until after all bracing and
fasten
starters are complete and at no time should any loads greater than
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be in
r
gyp a n/f/C�
r
design loads be applied to any component.
used rr
a non -corrosive environment,
and are for condition- of use.
GN" WDM
5. CompuTrus has no control over and assumes no responsibility for the
6. Design assumes fug bearing at all supports shown. Shim or wedge if
fabrication, handling, shipment and installation of components.
necessary.
7. Design
6. This design is furnished subject to the limitations set forth b Y
TPIM?CA in SCSI, Copies of which be famished
assumes adequate drainage is provided.
. 8. Plates shall be located on both faces of truss, and placed so their center
6r
will upon request.
lines coincide with joint center lines.
AAiTe4II.CD Inn /(:mm�rrTnia Cnfluraro 7FR/111_F
9. Digits indicate size of plate in inches.
to en.r.evrr nnnne,•rn. Nero rre.:nn ,raeea ve<=Cq-1 itt ccq-toaa 1A7-1
'
X5
4
M
O
N
O
is
LUMBER SPECIFICATIONS
TC: 2x4 OF 91&BTR
BC: 2x4 OF #1&BTR
WEBS: .2x4 OF #1&BTR
TC LATERAL SUPPORT 24.00. JON.
BC LATERAL SUPPORT 72'OC. UON.
NOTE: 2x4 BRACING AT 24.00 UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
Unbalanced live loads have been
considered for this design.
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,MI8HS,MI6 = MiTek MT series
For hanger specs. - See approved plans
CIM-4)
14-08-11
7-03-10
12
4.00 C---
DESIGN ASSISTANCE
TRUSS SPAN 32'- 0.0' CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
LOAD DURATION INCREASE = 1.25 1- 2=(•2177) 0 8. 9=(-145) 142
SPACED 24.0' O.C. 8- 1=(-1186) 25 4.12=(-1646) 0
2- 3=(-1803) 0 9.10=( 0) 2021 1- 9=( 0) 1944 12- 5=( -439) 40
LOADING
3- 4=(-1351) 0 10-11=( O) 1623 9- 2=( -182) 89 12- 6=( -81) 156 LL( 20.0)+DL( 4- 5=( -96) 35 11-12=( 0) 1286 2-10=( •462) 62 6.13=( -44) 68
11.0) ON TOP CHORD = 31.0"PSF 5- 6=( -96) 35 12-13=( •67) 5 10- 3=( 0) 407 13- 7=( -66) 15
DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -81) 17 3-11=( -358) 33
TOTAL LOAD = 41.0 PSF 11. 4=( O) 495
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRIG REOUIRED BRG LENGTH
LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2010. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 01- 0.0' 0/ 1245V -128/ 152H 5.50' 1.33 OF ( 625)
COUNTY
s ' ty� TY 29'- 3.0' 0/ 1563V -128/ 152H 5.50' 1.56 OF ( 625)
i�' ®U� /N T BRG @ 0'• 0.0' 1.33 OF/ 2.05 HF/ 1.95 SPF
SU1111111-A G DIVISION BRG @ 29'- 3.0' 1.56 DF/ 2.41 HF/ 2.30 SPF
AP�*`ii F� ® . Wind: 85 mph, h=15ft, TCDL=6.6,BCDL=6.0, ASCE 7-05,
�j F/ Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
14-09-10 2-05-11
14-08-11 21-08-14 29-00-04 29-11-0432-00
12
v 4.00
M -6x8
11 AvC M 6x8
.. _
JOB NAME
russ: G-7
IES. BY: LJ
TATE: 3/28/2014
;EQ.:. 5872330
TRANS ID: 394672
VIII VIII VIII Ilill IIID VIII VIII IIII IIII
7-00-02
L
14-00-04 20-11-14
29-03
32-00
29-00-04 31-08-08
2-09
A -2x4
X5
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
GENERAL NOTES, unless oiherwisenoted:
1. This design is based only upon the parameters shown is for
f i
and Warnings before construction commences.
2. 2x4 compression
and an individual
building component. Applicability of design parameters and proper
. r
web bracing must be installed where shown
3.
incorporation of component is the responsibility of the building designer.
Additional temporary bracing to insure stability during construction
2. Design assumes the top and bottom chords to be laterally braced at
is the responsibility of the erector. Additional permanent bracing of
2' o.c. and at 10' O.C. respectively unless braced throughout their length by
Z,
the overall structure is the responsibility of the building designer.
P b 9 g
4. No load
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown + +
•�\ /+A�ylipd m
COOW
should be applied to any component until after all bracing and
fasteners
4. Installation of truss is the responsibility of the respective contractor.
HRi m
�/q
are complete and at no time should any loads greater than
5. Design assumes trusses are to be used in a non -corrosive environment,
��vy�p Q
�. W, 6/l94 -
design loads be applied to any component,
and are for "dry condition' of use.
5. CompuTrus has no control over and assumes no responsibility for the
6. Design assumes fug bearing at all supports shown; Shim or wedge if
3 /Z
�//
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth b Y
necessary,
7. Design assumes adequate drainage is provided.
located '
8. Plates shall be lted on both faces
TPUWiCA in SCSI, copies of which will be furnished upon request.
oPtruss, and placed so their center
lines coincide oc joint center lines.
`
OF
�
hAiTnlr I IRA 1- /r:n -T- gMft-- 7 R R/11 1-r
to �nglhssize of plate
^n^hvs rea aee FCD_\'1t 1 FCG_1OAA II�ToL\
I II I II IIII
LUMBER SPECIFICATIONS
TC: 2x4 OF 418BTR
BC: 2x4 OF N18BTR
WEBS: 2x4 OF k18BTR
TC LATERAL SUPPORT 24.00. UON.
BC LATERAL SUPPORT 120.00. UON.
NOTE: 2x4 BRACING AT 24.00 UON. FOR
ALL -FLAT TOP -CHORD AREAS NOTSHEATHED
Unbalanced live loads have been
considered for this design.
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,Ml6 = MiTek MT series
For hanger specs. _ See approved plans
v
0
JOB NAME:
M -2x,
5-05-04
DESIGN ASSISTANCE
TRUSS SPAN 0.0'
LOAD DURATION INCREASE = 1.25 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00 SPACED 24.0' O.C. 1- 2=( -29) 84 8- 9=(•49) 1747 1. 8=( -135) 31 11. 5=( 0) 543
2- 3=(-1939) 0 9.10=(-14) 1711 8. 2=(-2036) 23 5.12=(•1400) 0
LOADING 3- 4=(-1468) 0 10.11=(0) 1329 2- 9=( 0) 178 6.12=( •276) 68
LL( 20.0)+DL( 11.0) ON TOP CHORD = 31.0 PSF 4- 5=(•1183) 0 11-12=( 0) 1011 9. 3=( 0) 276 12. 7=( -123) 57
OL ON BOTTOM CHORD = 10.0 PSF 5- 6=( -84)'35 12-13=(•80) 0 3-10=( -498) 60 7-13=( -51) 0
TOTAL LOAD = 41.0 PSF 6 7=( -110) 94 10. 4=( 0) 434
4-11=( -364) 41
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH
LIVE LOAD AT LOCATIONS) SPECIFIED By CBC 2010. LOCATIONS REACTIONS REACTIONS SIZE INCHES
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. �1 0.0' 0/ 1209V -138/ 147H 5.50' 1.29 OFP(C625)
'- 3.0' 3/ 1551V 138/ _ 147H 5.50' 1.55 OF ( 625)
S! IT TC COVN 1 1)9
B 1UIIi6:01NG DIVISION BRG @ 01- 0.0' 1.29 OF/. 1.99 HF/ 1.90 SPF
tai BRG @ 29'- 3.0' 1.55 OF/ 2.39 HF/ 2.28 SPF
appRovL®
16-08-11
10-10-08 16-08-11
10-09-10
22-01-08 . 27-06-05
Wind: 85 mph, h=15ft, TCDL=6.6,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.8, MWFRS,
gable end zone, load duration factor=1.6 „
Truss designed for wind loads
in the plane of the truss only.
4-05-11
32-00
12 1
4.001--- 12
4 4.00
M -6x8
1a_n„a M-46
Truss: G-8
)ES. BY: LJ
IATE : 3128/2014
)EQ.: 5872331
-BANS ID: 394672
(IIII VIII (IIII IIII (IIII VIII (IIII IIII IIII
m-ax0p)
8-01-14 16-00-04 20-00 28-10-08
31-10-04
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shownr.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPNWiCA in BCSI, copies of which will be furnished upon request.
NIiTo4 I IRA Inr Ir --T- Qnfh- 7 R A111 LF
29-03 2-09
32-00
Scale: 0.2403
GENERAL NOTES, unless otherwisenoted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
7 o.c. and at 10' O.C. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown 4 t
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non -corrosive environment,
and are for -dry condition- of use.
6. Design assumes full bearing at all supports shown. Shim orwedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines coincide with pint center lines.
9. Digits indicate size of plate in inches..
to Cnrha e�n•nnnernnr morn Aea�nn ..aLna em CGD_1111 CCD.f OAR /1�Tn41
-2.5x5
V
LO
0
to
4
11®
LUMBER SPECIFICATIONS
TC: 2x4 OF Ii18BTR
BC: 2x4 OF N188TR
WEBS: 2x4 OF g18BTR
TC LATERAL SUPPORT 24.00. UON.
BC LATERAL SUPPORT 68.00. LION.
NOTE: 2x4 BRACING AT 24.00 UON. FOR
ALL FLAT -TOP CHORD AREAS -NOT SHEATHED
Unbalanced live loads have been
considered for this design.
Connector plate prefix designators:
C, CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
r`
JOB NAME
M'
6-03-10
12
4.00 C ---
TRUSS SPAN 32'- 0.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 11.0) ON TOP CHORD = 31.0 PSF
OL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 41.0 PSF
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2010.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
DESIGN ASSISTANCE
CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1- 2=(-1044) 1356 1- 9=( -221) 211 9- 2=(-1200) 79 13- 6=( O) 911
2- 3=(-1339) 4579-10=(-1254) 1020 2.10=( 0) 1124 13-14=(-725) 315
3- 4=(-1121) 232 10-11=( -530) 1379 10- 3=( -328) 64 6'-14=(-944) 57
4- 5=( -867) 0 11-13=( -421) 615 3.11=( -410) 308 14. 7=(-203) 52
5- 6=( -584) 37 12-14=( -3) 12 11. 4=( -172) 212 14- 8=(-102) 26
6- 7=( -292) 341 14.15=( -80) 0 11- 5=( -369) 840 8.15=( -35) 39
7. 8=( -97) 144 5-13=( -701) 103
12.13=( 0) 73
BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' _ -326/ 470V -169/ 34H 74.50' 0.50 DF ( 625)
6'- 1.9' -11/ 1321V -364/ 940H 74.50' 1.41 OF ( 625)
29'- 3.0' 39/ 1244V -940/ 364H 5.50' 1.24 OF ( 625)
BRG @ 0'- 0.0' 0.50 DF/. 0.77 HF/ 0.74 SPF
BRG @ 6'- 1.9' 1.41 DF/ 2.17 HF/ 2.07 SPF
BRG @ 29'- 3.0' 1.24 OF/ 1.92 HF/ 1.83 SPF
18-00-03 8-02-10 5-09-03
11-10-09 17-07-04 24-00 26-07-12 29-00-04 32-00
12
M-4x6a 4.00
to n c..r M -8X6
-suss: G8D
IES. BY: LJ
TATE: 3/28/2014
;EQ.: 5872332
TRANS ID: 394672
VIII VIII VIII VIII VIII VIII
11111 1111 IIII
6-01-14 11-07-01
6-02-08
17-05-08
23-00-08
24-00
32-00
WARNINGS: "
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPIAVTCA in BCSI, copies of which will be furnished upon request.
MITOIr I IRA Inc /r-m-Tnw Cnfhivarc 7 R Rrt 1 1_F
M -5x8
24-01-12 28-10-08 31-10-04
2-09
8-00
Scale: 0.2007
COND. 2: 2500.00 LBS SEISMIC LOAD.
SHEARWALL 0.00 to 6.00
NOTE: TRUSS DESIGN ASSUMES UNIFORM
SHEAR TRANSFER
Wind: 85 mph, h=15ft, TCDL=6.6,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
BUTTE COUNTY
1-2.5x5 BUILDING DIVISION
APPROVED
v
rn
0
rn
(4
GENERAL NOTES,.unless otherwise noted:
FF i
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and
r
proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
2' 0. c.and at to' O.C. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(SC).
3. 2x Impact bridging or lateral bracing required where shown ++
�ry�
NO. V�
Ce
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a
►/) cyp Q M14�
non -corrosive environment,
and are for 'dry condition' of use.
TX WW '
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary
-
7 . Design assumes adequate drainage is provided,
8. Plates shall be located on both faces of truss,
and placed so their center
lines coincide with joint center lines.
9. Digits
indicate size of plate in inches.
In Fnr ha ern nnnnaHnr nl alo An einn ..a laa arra FCG.�'111 CCG-teAR r��iTnL\
Vf�'
LUMBER SPECIFICATIONS
TC: 2x4 OF 711&BTR
BC: 2x4 OF N1&BTR
WEBS: 2x4 OF #1&BTR
TC LATERAL SUPPORT 24'OC. UON.
SC LATERAL SUPPORT 72 -OC. LION.
NOTE 2x4 BRACING AT 24.00 UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
OVERHANGS: 18.0' 0.0'
M -4x6 where shown; Jt5:3,6,8,10,12,14
Unbalanced live loads have been
-onsidered for this design.
:onnector plate prefix designators:
:,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
A,M20HS,M18HS,M16 = MiTek MT series
v
0
0
B NAME
TRUSS SPAN 32'- 3.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 11.0) ON TOP CHORD = 31.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 41.0 PSF
ADDL: TC CONC LL+DL= 100.0 LBS @ 18'- 3.0'
ADDL: TC CONC LL+DL= 100.0 LBS @ 20'- 9.0'
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2010.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
18-11-11 6-09-10 6-05-11
6-04-08 5-04-10 5 01-02 2-01-07 3-02-01 2-02-0
5-09-04
12 1 0# 10 01-1
4.00 C--' 12
1A 1) C..0 M-Rx1R 4 4.00
M -2.5x5 M -2.5x5
-02-0
(. 6-02-12 5-02-14 5-04-10 5-05-04-08=08 3-01 2-11-12
14-00 10-04 7.11
1-06 24-04
1 -O6 7-11
32-03 ov s e s
russ: G-9
=S. BY: LJ
NTE: 3/28/2014
EQ.: 5872333
RANS ID: 394672
1111131111111111111111111111111111111111
WARNINGS: -
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to, any component.
S. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
• TPINVTCA in BCSI, copies of which will be furnished upon request.
AAiTn4 1 ICG Inr /y: --T,- Cnftva- a7 R rir11 1-r
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1- 2=( -12) 29 2-11=(•893) 0 11- 3=(-1706) 18 16-17=( -6) 680
2- 3=( 0) 1026 11-12=(-817) 0 3-12=( 0) 1814 16- 9=( 0) 1020
947
1 22
4- 5=(-1310) . 0 13-14=( 0) 1156 4.13=( 60 1
0) 315 9-18=(-972) 30
5- 6=(-1258) 0 14-16=( 0) 903 5.13=( -193) 61 18-10=( -61) 808
6. 7=(•1156) 0 15-17=( 0) 19 13. 6=( -40) 133 10.19=(-906) 81
7- 8=(-1146) 0 17-18=( -5) 606 7.14=( -431) 0
8. 9=( -883) 0 18-19=(-141) 103 14- 8=( 0) 757
9-10=( -425) 54 8.16=( -698) 0
15.16=( O) 17
BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' -101/ 46V •149/ 154H 5.50' 0.05 OF ( 625)
6'- 2.8' 0/ 1843V 0/ OH 5.50' 1.84 OF ( 625)
29'- 3.2' -234/ 865V 0/ OH 5.50' 0.86 OF ( 625)
32'- 3.0' -67/ 936V -149/ 154H 5.50' 1.00 OF ( 625)
BRG @ 01- 0.0' 0.05 DF/ 0.08 HF/ 0.07 SPF
BRG @ 6'- 2.8' 1.84 DF/ 2.84 HF/ 2.71 SPF
BRG @ 29'- 3.2' 0.86 DF/ 1.33 HF/ 1.27 SPF
BRG @ 32'- 3.0' 1.00 OF/ 1.54 HF/ 1.47 SPF
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.077' @ 18'- 6.7' Allowed = 1.129'
MAX DL CREEP DEFL = -0.179' @ 18'- 6.7' Allowed = 1.506'
MAX TL CREEP DEFL = -0.255' @ 18'. 6.7' Allowed = '1.506'
MAX HORIZ. LL DEFL = 0.007' @ 321- 1.3'
MAX HORIZ. TL DEFL = 0.013' @ 32'- 1.3'
Wind: 85 mph, h=15ft, TCDL=6.6,BCOL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6 „
Truss designed for wind loads
in the plane of the truss only.
BUTTE OOUN'
Ln BUILDING DIVISION
lnOVED
All n
Scale: 0.1710
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
7 o.c. and at 10'0.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown + +
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non -corrosive environment,
and are for "dry condition" of use.
6. Design assumes fug bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
1r =nr hae:n rnnncr4nr Naln Aca�nn ,reline ann CCq-1111 GCA-10AR rIITeL1
1II I II IIII
LUMBER SPECIFICATIONS
TC: 2x4 OF #1&BTR
BC: 2x4 OF #1&BTR
WEBS: 2x4 OF #1&BTR
TC LATERAL SUPPORT 24.00. UON.
BC LATERAL SUPPORT 60.00. UON.
VOTE 2x4 BRACING AT 24.00 UON. FOR
1LL-FLAT TOP CHORD AREAS NOT SHEATHED
)VERHANGS: 18.0' 0.0'
1.2.5x5 where Shown; Jts:2,4,10,14,16,20
Inbalanced live loads have been
:Onsidered for this design.
:onnector plate prefix designators:
:,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
I,M20HS,M18HS,M16 = MiTek MT series
0
0
20-11-11
13-07-01
6-04-08 5-04-10
12
4.00 C7
TRUSS SPAN 32'- 3.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 11.0) ON TOP CHORD = 31.0 PSF
OL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 41.0 PSF
ADDL: TC CONC LL+DL= 100.0 LBS @ 18'- 3.0'
ADDL: TC CONC LL+DL= 100.0 LBS @ 20'- 9.0'
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2010.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
7-04-10
-02-14 3-11-11
2-09-10 8-05-11
2-09-05 8-06
11-07-9 4-05-05' 4-00-06
I 1=02-01
1100# � 100# 12
M -4x6 M-5xR ' M -4x6 a 4.00
_
3 NAME:
6-02-12
5-02-14 5-04-10
h L 6 D2-12
1-06�. 24-00
1'-L 24-02-04
1-06 PROVIDE FULL BEARING Jts:2 11 21
russ: G-10
=S. BY: LJ
%TE: 3/28/2014
EQ.: 5872334
RANS ID: 394672
11111111111 fill IN
C-2.50.4 M -8x1
5-01-12 2-04
23-03-04
32-03
(4
6 M -4x6
2-08-04
3-08-14 1-04- 9
1, 2-09
1), 8-03
0-02-04 8-00-12
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1- 2=( •12) 29 2-11=(-1616) 24 11- 3=(-1996) 39 7.19=( -740) 0
2. 3=( -35) 1788 11.12=(-1523) 23 3.12=( 0) 2196 8-19=( 0) 149
3- 4=(-588) 0 12-13=( -34) 550 12. 4=( -726) 31 18-19=( 0) 65
4. 5=(-983) 0 13.15=( 0) 883 4-13=( 0) 420 19-20=( -144) 118
5- 6=(•559)' 0 15-19=( O) 795 13- 5=( -190) 28 19- 9=( 0) 760
6. 7=(-488) 0 17.18=( 0) 0 5.14=( -394) 11 20- 9=( -3) 84
7- 8=(-548) 0 18-20=( 0) 39 14. 6=( -8) 79 9.21=(-1102) 0
I-9=(-619) 0 20.21=( -130) 127 14-16=( -305) 2 21-10=( •120) 21
9-10=( -94) 97 21-22=( -80) 0 14. 7=( -111) 10 10-22=( -27) 45
15.16=( 0) 314
16. 7=( 0) 316
BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' -365/ OV -162/ 168H 5.50' 0.00 OF ( 625)
29'- 6.0' -18/ 1277V •162/ 168H 5.50' 1.27 OF ( 625)
BRG @ 01- 0.0' 0.00 DF/ 0.00 HF/ 0.00 SPF
BRG @ 6'• 2.8' 2.13 OF/ 3.29 HF/ 3.13 SPF
BRG @ 29' 6.0' 1.27 DF/ 1.97 HF/ 1.87 SPF
WARNINGS:.
1. Builder and erection contractor should be advised of all General Notes
and Warnings
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the
before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility the building
3. Additional temporary bracing to insure stability during construction
of designer.
2. Design assumes the top and bottom chords to be laterally braced at
is the responsibility of the erector. Additional permanent bracing of
2' o.c, and at 10' o.c. respectively unless braced throughout their length by
the overall structure is the responsibility of the building designer- desi
continuous sheathing such as plywood shealhing(TC) and/or drywail(BC).
3. 2x Impact
4. No load should be applied to any component until after all bracing and
bridging or lateral bracing required where shown ++
4. Installation
fasteners are complete and at no time should any loads greater than
of truss is the responsibility of the respective contractor.
S. Design assumes trusses are to be used in
design loads be applied to any component.
a non -corrosive environment,
and are for "dry condition` of use.
5. CompuTrus has no control over and assumes no responsibility for the
6. Design assumes lull bearing at all supports shown. Shim or wedge if
fabrication, handling, shipment and installation of components.
necessary.
6. This design is furnished subject to the limitations set forth b
7 . Design assumes adequate drainage is provided.
TPI/INTCA in SCSI, copies of which will be furnished upon request.6
shall be located on rts.of truss, and plated so their tenter
nes
MiTe4 I I.CaInr /r---T-a Rn t- 7 A R/11 LG.
coincide with joint centees
lines.
g^91Feandi'a^e size of plate in
Aon�,.nch.algi,e< cm CCO_tit t GCD_tOAR rNToN
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.127' @ 16'- 11.4' Allowed = 1.129'
MAX OL CREEP DEFL = -0.269' @ 16'- 11.4' Allowed = 1.506'
MAX TL CREEP DEFL = -0.396' @ 16'- 11.4' Allowed = 1.506'
MAX HORIZ. LL DEFL = -0.011' @ 29'- 3.2'
MAX HORIZ. TL DEFL = -0.018' @ 29'- 3.2'
Wind: 85 mph, h=15ft, TCDL=6.6,BCDL=6.0, ASCE 7-05,
.Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6 „
Truss designed for wind loads
in the plane
1of the truss only.
�voo�B�F 1�S-N
rLJ
APPVA0\'
C?
C
to
No,
EXP. OW
(11(111111
LUMBER SPECIFICATIONS
TC: 2x4 OF N1&BTR
BC: 2x4 OF #1&BTR
WEBS: 2x4 OF 191&BTR
TC LATERAL SUPPORT <= 12.00. UON.
BC LATERAL SUPPORT 48.00. UON.
OVERHANGS: 18.0' 18.0'
M -2.5x5 where shown; Jts:4,11-12,14,17,23,26
Unbalanced live loads have been
considered for this design.
Connector plate prefix designators:
C,CN,CIB,CN18(or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
0)
o
C
0
k -VU
1-06
JOB NAME
TRUSS SPAN 47'- 9.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0-PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 40.0 PSF
ADDL: TC CONC LL+DL= 100.0 LBS @ 181• 1.5'
ADDL: TC CONC LL+DL= 100.0 LBS @ 20'- 7.5'
BOTTOM CHORD CHECKED FORA 20 PSF LIMITED STORAGE
LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2010.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF
22-04-08
25-04-08 '
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1- 2=( -12) 28 2-14=(-2336) 0 14- 3=(-2663) 14 22-21=( 0) 57
2. 3=( 0) 2552 14-15=(-2212) 0 3-15=( 0) 3111 21. 8=(0) 195
3. 4=( -754) 43 15-16=( -12) 728 15- 4=(-1092) 16 21.23=( 0) 941
4. 5=(-1561) 0 16-18=( 0) 1452 4-16=( 0) 893 21- 9=( -5) 1981
5- 6=(-1410) 0 18-19=(0) 19 16- 5=( -423) 11 23- 9=( -338) 61
6. 7=(-2331) 0 20-21=( -2) 2811 5-17=( -214) 1 9-25=(-3157) 0
20
8- 9=(•2966) 0 23-25=( -2) 884 17.18=( -790) 19 25 -?0=( -282) 69
9 49
.10=( -46) 1826 24-26=( -57) 0 6.20=( -21) 1860 25-26=( -606) 13
10-11=(. -56) 1788 26-12=( •648) 11 18.20=( 0) 1716 25.11=(-1073) 0
11.12=( -77) . 726 19-20=( -29) 12 26.11=( 0) 282
12-13=( -12) 28 20. 7=( •350) 98
20. 8=( •684) 59
BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH
LOCATIONS- REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' -639/ OV -169/ 189H 5.50' 0.00 OF ( 625)
6'- 2.8' 0/ 2809V 0/ OH 5.50' 2.81 DF ( 625)
40'- 1.3' -28/ 2120V 0/ OH 3.50' 2.26 OF ( 625)
47'- 9.0' -67/ 63V -169/ 189H 5.50' 0.07 OF ( 625)
BRG @ 01- 0.0' 0.00 OF/ 0.00 HF/ 0.00 SPF
BRG @ 6'- 2.8' 2.81 DF/ 4.33 HF/ 4.13 SPF
BRG @ 40'- 1.3' 2.26 DF/ 3.49 HF/ 3.33 SPF
BRG @ 47'- 9.0' 0.07 OF/ 0.10 HF/ 0.10 SPF
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6 „
Truss designed for wind loads
in the plane of the truss only.
15-05-13 6-10-11 I 9-06-06 15-10-02
6-04-08 11-09-01 17-01- 1 22-06-04 5-00-04 31-08 35-09-12 40-01-04 43-06 07 47-09
12 t00H 100
4.00C- I'M -8x8 12
a 4.00
8.0°
1e_a�1n/c1 6 _
6-02-12
russ: G-11
lES. BY: LJ
ATE: 3/28/2014
;EQ.: 5872335
RANS ID: 394672
VIII VIII VIII IIID VIII VIII
11111 1111 IN
M-6x12(S) M -2x4+ =1
L M -2x4+
11-05-09 16 1
-Col-OAO - `
'24
M -2x4 M -2x4
M -6x12
1-15 ee-04-08 25-00-0 31-09-12 35-08 40-01-04 43-06-07 47-09
25-02 6-06 8-03 08 7-09-08 1-06
47-09 PROVIDE FULL BEARING Jts:2 14 25 12 1-06
WARNINGS:
1. Builder and erection Contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to insure stability during Construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should arty loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by -
TPVWiCA in SCSI, copies of which will be furnished upon request.
hAiTclr I ICG Inc /r. --T- Cnft--- 7 R A/11 VF
Scale: 0.1415
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building Component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer'
2. Design assumes the top and bottom chords to be laterally braced at
2' O.F. and at 10' o.c. respectively unless braced throughout thew length by
continuous sheathing such as plywood sheathing(TC) and/or drywan(BC).
3. 2x Impact bridging or lateral bracing required where shown . +
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a noncorrosive environment,
and are for 'dry condition" of use.
,6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center'
lines Coincide with joint center lines.
9. Digits indicate size of plate in inches.
°n Ln. Mea:. nnnnnrin. nrerc Anvinn ..c4,ua em FCD -tit t CCD-1GAq /1A TeN
BUTTE COUNTY
BUILDING DIVISION
APPROVED
N0.
¢.XR 6riW14
M
(11(111111
LUMBER SPECIFICATIONS
TC: 2x4 OF N10TR
8C: 2x4 DF Ni&BTR
WEBS: 2x4 DF kt&BTR
TC LATERAL SUPPORT - 12.00. UON.
BC LATERAL SUPPORT 56.00. UON.
OVERHANGS: 18.0' 18.0'
Unbalanced live loads have been
considered for this design.
Connector plate prefix designators:
C, CN,CI8,CN18 (or no prefix) = CoupuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
22-04-08
15-05-13
6-04-08 5-04-09 5-04-
12
4.00 1 ---
M-3X10(S)
M
M -2.5x5
M -5x8
M�
o
M -4x6
and Warnings before construction commences,
t.
6-02-12
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to insure
parameters and proper
incorporation of component is the responsibility of the building designer.
2. =ration
the
stability during construction
is the responsibility of the erector. Additional permanent bracing of
1-06
JOB NAME:
continuous sheathing such as plywood sheathing(rC) and/or drywall(BC).
3. act bridgingor bracingwhere
russ: G -11A
IES. BY: LJ
TATE: 3/28/2014
;EQ.: 5872336
-BANS ID: 394672
VIII VIII VIII (IIII (IIII VIII VIII IIII IIII
TRUSS SPAN 47'- 9.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF
OL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 40.0 PSF
ADDL: TC CONC LL+DL= 100.0 LBS @ 18'- 1.5'
ADOL: TC CONIC LL+DL= 100.0 LBS @ 20'- 7.5'
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2010.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
6-10-11 9-06-06
5-02-13 6-06
100# 1001
M -2.5x5
M -5x8
8.0°
6 �r
''M -2x4 M -3x10 15.25° M -1 5x8
M-6x12(S) M -2x4+
L I M -2x4+ L_
5-02-13 5-06-05 5-04-09
39-11-08
6-09-08
47-09
25-04-08
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1. 2=( 12 28 2-13=(-1825) 0 13- 3=(-2493) 14 8.21=(-2627) 0
2. 3=( 0) 2008 13-14=(-1709) 0 3-14=( O) 2902 20-21=( O) 51
3. 4=(-1079) 37 14-15=( -10) 1034 14- 4=(-1015) 17 21- 9=( -225) 58
4. 5=(-1795 0 15.17=( 0) 1667 4-15=( 0) 783 21-22=( -41) 77
5- 6=(-1627; 0 17-18=( 0) 1894 15- 5=( -350) 10 21-10=( -673) 0
6- 7=(-1752) 0 18-19=( -10) 1477 5-16=( •194) 25 22-10=( 0) 164
7- 8=(-2059 0 19-21= -12) 1475 16- 6=( 0) 529
8- 9=( -42) 772 20-22=� -21) 0 16.17=( O) 523
9-10=( -49) 740 22-11=1 -47) 59 17. 7=( -469) 72
10-11=( -136) 108 7-18=( 59 146
11-,2=( -12) 28 18- 8=( 0) 456
19- 8=( 0) 238
BEARING MAX VERT MAX HORZ BRG REOUIREO BRG LENGTH
LOCATIONS REACTIONS REACTIONS' SIZE INCHES (SPECIES)
01- 0.0' -450/ OV -169/ 189H- 5.50' 0.00 DF ( 625)
40'- 1.3' -25/ 1871V 0/ OH 3.50' 2.00 DF ( 625)
47'- 9.0' -59/ 280V -169/ 189H 5.50' 0.30 DF 625)
BRG @ 01• 0.0' 0.00 DF/ 0.00 HF/ 0.00 SPF
BRG @ 6'- 2.8' 2.63 DF/ 4.06 HF/ 3.87 SPF
BRG @ 40'- 1.3' 2.00 DF/ 3.08 HF/ 2.94 SPF
BRG @ 47'- 9.0' 0.30 OF/ 0.46 HF/ 0.44 SPF
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.147' @ 17'• 1.1' Allowed = 1.660'
MAX DL CREEP DEFL = -0.326' @ 17'- 1.1' Allowed = 2.214'
MAX TL CREEP DEFL = -0'.473' @ 17'- 1.1' Allowed = 2.214'
MAX HORIZ. LL DEFL = '0.022' @ 40'- 1.3'
MAX HORIZ. TL DEFL = 0.037' @ 40'- 1.3'
15-10-02 Wind: Enclosed, Catt2,TEDp=B�O,BMCWDRS6.0, ASCE 7.05,
6- 1 -04 4-03-08 3-05-03 ' 4-02-09 Truss designed for windrloads factor=1.6„
in the plane of the truss only.
12
a 4.00
M -4x6
M -300(S)
M -6x12 '
M -2x4 M 2.5x5
o -2.5x5
1� 19 co 1
0.25 M -2x4 20 22 2 4co
M-5x8(S) M - 2x4 M -2.5x5
=M -8x8 0
6-07-12 4-03-08 3-05-03' 4-02-09
7-09-08 1-06
Scale: 0.1362
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
GENERAL NOTES, unless otherwise noted:
1. This design is based
and Warnings before construction commences,
only upon the parameters shown and is for an individual
building component. Applicability of design
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to insure
parameters and proper
incorporation of component is the responsibility of the building designer.
2. =ration
the
stability during construction
is the responsibility of the erector. Additional permanent bracing of
top and bottom chords to be laterally braced at
T o.c. and at 10' o.c. respectively unless braced throughout their length by
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component
continuous sheathing such as plywood sheathing(rC) and/or drywall(BC).
3. act bridgingor bracingwhere
until after all bracing and
fasteners are complete and at no time should any toads greater than
4. Insttallation of is the responsibility of the respectivired
e contractor.
5. Design assumes trusses are to be used in
design toads be applied to any component.
a non -corrosive environment,
and are for "dry condition' of use.
S. CompuTrus has no control over and assumes no responsibility for the
6. Design assumes full bearing at all supports shown. Shim or wedge if
fabrication, handling, shipment and installation of components.
necessary.
6. This design is furnished subject to the limitations set forth by
TPI1WTCA in SCSI,
7'. Design assumes adequate drainage is provided.
shall belith ocated on of truss,
8 tines
copies of which will be furnished upon request.
coincide wles and placed so their center
joint centerhlines.s
WTole 1 IRA Inr Ir --T,- Cnft- +7 R R/11 LF19.
Digits indicate size of plate n inches.
n Fn. I.e ein 1111111111 r nl aro Anainn valine eve FCD_1'!11 CCO.1 Gaa...I .L1
1-06
BUTTE COUNTY
BUILDING DIVISION
APPROVE®
LUMBER SPECIFICATIONS
TC: 2x4 OF f#1&BTR
SC: 2x4 OF It1&BTR
WEBS: 2x4 OF qt&BTR
TC LATERAL SUPPORT <= 12.00. UON.
BC LATERAL SUPPORT 52.00. UON.
OVERHANGS: 18.0' 0.0'
Unbalanced live loads have been
considered for this design.
Connector plate prefix designators:
C,CN,C18 CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,N18HS,M16 = MiTek MT Series
JOB NAME
TRUSS SPAN 39'- 11.5'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 40.0 PSF
ADDL: TC CONC LL+DL= 100.0 LBS @ 181- 1.5'
ADDL: TC CONC LL+DL= 100.0 LBS @ 20'- 7.5'
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2010.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
22-04-08
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1. 2=( -12) 28 2-11=(-2288) 0 11- 3=(-2714) 11 17. 7=( -354) 98
2- 3=( 0) 2502 11-12=(-2163) 0 3-12=( 0) 3182 17- 8=(-1182) 71
3. 4=( -876) 24 12-13=( -15) 846 12- 4=(-1126) 14 19-18=( 0) 62
4- 5=(-1720) 0 13.15=( 0) 1605 . 4-13=( 0) 936 18. 8=( 0) 435
5. 6=(-1592) 0 15-16=( 0) 22 13- 5=( -436) 10 18- 9=( -2) 1971
6- 7=(-2648) 0 17.18=( -19) 3601 5-14=( -204) 3 18-20=( -20) 1811
7- 8=(-2678) 0 19-20=( 0) 36 14. 6=( -908) 23 9-20=(-1386) 64
8- 9=(-3784) 0 20-21=( -145) 159 14-15=( -914) 22 20-10=( 0) 1672
9-10=(-1730) ' 0 6.17=( -29) 2186 10.21=(-1327) 17
15-17=( 0) 1914
16.17=( -28) 12
BEARING MAX VERT MAX HORZ BRIG REQUIRED BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
0' 0.0' -622/ OV -169/ 155H 5.50' 0.00 DF'( 625)
6'- 2.8' 0/ 2861V 0/ OH 5.50' 2.86 OF ( 625)
39'. 11.5' 0/ 1362V -169/ 155H 3.50' 1.45 OF ( 625)
BRG @ 01- O.0' 0.00 DF/ 0.00 HF/ 0.00 SPF
BRG @ 6'- 2.8' 2.86 DF/ 4.41 HF/ 4.20 SPF
BRG @ 39'- 11.5' 1.45 DF/ 2.24 HF/ 2.14 SPF
Wind: 85 mph, h=.15ft, TCDL=6.0,BCDL=6.0, ASCE 7.05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=l:6„
Truss designed for wind loads
17-07 in the plane of the truss only.
15-05-13 6-10-11 1 . 9-06-06 8-00-10
6-04-08 11-09-01 11 17-01-1 22-06-04 25-00-04 31-08 135-08 39-11-08
12 I t 0011 100+Y '
4.00 M -2.5x5 - 12 4. 00
M -8x8
6.0"
- 6�
1-06L
1-06
Truss: G-12
)ES. BY: LJ
)ATE: 3/28/2014
)EQ.: 5872337
-RANS I D : 394672
VIII VIII VIII VIII VIII VIII VIII IIII IIII
6-02-12 11-05-09
111-4X4t mono NI-LXIf
M -W 2(S) . M -2x4+ M -8x16
16-11-15 22-04-08 25-00-04
25-02 -
39-11-08 .
BUTTE COUNTY
BUILDING DIVISION
APPROVED
M -4x6
o" 18" 0
C00
D � o
0
19 20 21
M -6x12 M -4x12 M -2x4
M -2x4
31-09-12 L 35-09-12 39-11-08
6-06 8-03-08
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters is
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
shown and for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
3. Additional temporary bracing Io insure stability during construction
2. Design assumes the top and bottom chords to be laterally braced at
is the responsibility of the erector. Additional permanent bracing of
7 o.c. and at for o.c. respectively unless braced throughout their length by
the overall structure is the responsibility of the building designer.
4. No load
continuous sheathing such as plywood in and/or drywall(BC).
3. Impact bridging or lateral bracing required
should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads
aired ere s
where shown ++
In
4. Installation of truss is the responsibility of the respective contractor.
5. Design
greater than
design loads be applied to any component,
assumes trusses are to be used in a non -corrosive environment,
and are for 'dry condition' of use.
5. CompuTrus has no control over and assumes no responsibility for the
6. Design assumes full bearing at all supports shown. Shim or wedge it
fabrication, handling, shipment and installation of components,
necessary. -
6. This design is furnished subject to the limitations set forth by
7. Design assumes adequate Page is provided,
6. Plates shall be located on bothoth faces
TPUWTCA in SCSI, copies of which will be'furnished upon request.
of truss, and placed so their center
lines coincide with joint center lines.
hAiTctr I I.CC I-, lr.--'r- qnf -- 7 A All t t -r -
B. Digits indicate size of plate in inches.
n =n. I.a ein •nnnn n. Nara An conn ..alu<eec FCA. t'1rt CCA-reAA !\GTnY1
1111111111
'LUMBER SPECIFICATIONS
TC: 2x4 OF g18BTR
SC: 2x4 OF R18BTR
WEBS: 2x4 OF N18BTR
TC LATERAL SUPPORT <= 12.00. UON.
BC LATERAL SUPPORT 56 -OC. UON.
OVERHANGS: 18.0' 0.0'
Unbalancedlive loads have been
considered for this design.
Connector plate prefix designators:
C, CN1
CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
o
o c7
0
rn
0 0
0
CC)
_v
m�
0
0
1-061
1-06
JOB NAME
-russ: G -12A
1ES. BY: LJ
ATE: 3/28/2014
;EQ.: 5872338
BANS ID: 394672
VIII VIII VIII VIII IIM VIII VIII IIII IIII
f -U3
TRUSS SPAN 39'- 11.5'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 40.0 PSF
ADDL: TC CONC LL+DL= 100.0 LBS @ 18'• 1.5'
ADDL: TC CONC LL+DL= 100.0 LBS @ 20'- 7.5'
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2010.
THE BOTTOM CHORD DEAD -LOAD. IS A MINIMUM OF 10 PSF.
22-04-08
15-05-13 6-10-11
12
4.00 C---
to
7
11-09-01 17-01-
7-01-04 11-05-09
M-3x10(S)
M -4x6
22-06-04 25
10011 100N
M -2.5x5
I'M -8X8
8.0°
6rr
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1- 2=( •12Y 28 2-11=(•1795) 0 11-3=(-2512) •19 17. 7=( -355) 98
2- 3=( 0) 1983 11.12=(•1693) 0 .3-12=( 0) 256717. 8=(-1176) 71
3- 4=( •622) 51 12-13=( -39), 613 12- 4=(-1207) 0 19.18=(' O) 62
4- 5=(•1604) 0 13-15=( 0) 1503 4-13=( 0) 109918- 8=( 0) 432
5. 6=(•1569) 0 `15-16=( 0) 22 13. 5=( •488) 12 18- 9=( -9) 1908
6- 7=(•2545) 0 17-18=( =31) 3496 5-14=( -139) 6 18-20=( -25) 1765
7. 8=(-2574) 0 19-20=( 0) 35 14. 6=( -887) 25 9.20=(-1349) 68
I-9=(-3675) 0 20-21=( -146) 158 14-15=( -890) 24 20-10=( 0) 1630
9-10=(-1688) 06-17=( -35) 2126 10-21=(-1297) 20
15.17=( O) 1822
16-17=( -23) 16
BEARING MAX VERT MAX HORZ BRG . REQUIRED BRIG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01• 0.0' -396/ OV -169/ 155H 5.50' 0.00 OF ( 625)
7'- 1.3' 0/ 2665V 0/ OH 5.50' 2.66 OF ( 625)
39' 11.5' 0/ 1331V -169/ 155H 3.50' 1.42 OF ( 625)
r BRG @ 0'- 0.0" 0.00 OF/ 0.00 HF/ 0.00 SPF
BRG @ 7'- 1.3' 2.66 DF/ 4.11 HF/ 3.91 SPF
BRG @ 39'- 11.5' 1.42 OF/ 2.19 HF/ 2.09 SPF
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6„
Truss designed for wind loads
17-07 in the plane of the truss only.
JI -uc 35-08 39-11-08
12
a 4.00
M -2x4 '
m -'A'# q - J NJ -Ix'}
M-6x12(S) M -2x4+ M-806
16-11-15 22-04-08 25-00-04
25-02
39-.11-08
31-09-12
6-06
BUTTE COUNTY
BUILIDINC-3 D'qiVgISION
�P V -
M -4x6
0
�o
2u 21
M -6x12 M -4x12 M -2x4
M -2X4
� I L
35-09-12 39-11-,08
,L
8-03-08
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the
and Warnings before construction commences.
2. 2x4 compression
parameters shown and is for an individual
building component. Applicability of design parameters and proper
web bracing must be installed where shown +,
'3. Additional temporary bracing to insure
incorporation of component is the responsibility of the building designer.
2. Design assumes the top
stability during construction
is the responsibility of the erector. Additional permanent bracing of
and bottom chords to be laterally braced at
7 o.c, and at 10' o.c. respectively unless braced throughout their length by
the overall structure is the responsibility of the buildingdesigner.
9
continuous sheathing such l b plywood in and/or drywall(BC).
3. Impact bridging or lateral bracing
4. No load should be applied to any component until after all bracing and
fasteners
aired
required where shown ++
ere s
In
4. Installation of truss is the responsibility of the respective contractor.
are complete and at no time should any loads greater than
design, loads be applied to any component.
5. Design assumes trusses are to be used in a non -corrosive environment,
and are for "dry condition" of use.
5. CompuTrus has no control over and assumes no responsibility for the
6. Design assumes full bearing at all supports shown. Shim orwedge if
fabrication, handling, shipment and installation of components,
necessary.
6. This design is furnished subject to the limitations set forth by
7. Design assumes adequate drainage is provided.
8. Plates be located
TPUWrCA in BCSI, copies of which will be furnished upon request.
shall an both faces of truss, and placed so their center
lines coincide with joint center lines.
MiTc4 I Len Inv /rmm��,Tn is Rnfhumo 7 R RA7 i LF
g• Digits indicate size of plate in inches.
inches.
t . Cnr is in in i
'
carne r nl plate n ono F�p_1111 GCC.10gq /IETnL\ "
1111 II 1111
LUMBER SPECIFICATIONS
TC: 2x4 OF #1&BTR
3C: 2x4 OF #1&BTR;
2x6 DF #1&BTR B5
#EBS: 2x4 OF #1&BTR
rC LATERAL SUPPORT 24 -OC. UON.
3C LATERAL SUPPORT 72.00. MON.
)OTE 2x4 BRACING AT 24.00 UON. FOR
1LL FLAT TOP -CHORD AREAS NOT SHEATHED
IVERHANGS: 18.0' 18.0'
1.2x4 where shown; Jts:7,10,14,19,22,25,27
Inbalanced live loads have been
onsidered for this design.
onnector plate prefix designators:
,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
,M20HS,M18HS,M16 = MiTek MT series
**HANGER BY OTHERS TO APPLY
CONC. LOAD(S) EQUALLY TO ALL MEMBERS.
22-04-08
5-07-02 3-09 7-07-14
12
4.00 C---
M-5x8(S) M-/
0.25"
M -2.5x5 4 06
C.
TRUSS SPAN 51'- 0.0'
LOAD DURATION INCREASE = 1.25 (Non -Rep)
SPACED 24.0. O.C.
LOADING
LL( 20.0)+DL( 11.0) ON TOP CHORD = 31.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 41.0 PSF
ADDL: TC UNIF LL+DL= 65.0 PLF 31'- 2.0' TO 43'- 2.0' V
ADDL: BC UNIF LL+DL= 40.0 PLF 39'- 11.5' TO 47'- 0.0' V
ADDL: TC CONC LL+DL= 100.0 LBS @ 18'- 3.0'
ADDL: TC CONC LL+DL= 100.0 LBS @ 20'- 9.0'
ADDL: TC CONC LL+DL= 165.0 LBS @ 43'- 2.0'
ADDL: BC CONC LL+DL= 335.0 LBS @ 47'- 0.0'
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2010.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
( 2 ) complete trusses required.
Join together 2 ply with 31x.131 DIA GUN
nails staggered at:
9' oc in 1 row(s) throughout 2x4 top chords,
9' oc in 1 row(s) throughout 2x4 bottom chords,
9' oc in 2 row(s) throughout 2x6 bottom chords,
9' oc in 1 row(s) throughout 2x4 webs.
9-05-10
5-06-04 2-06 6-09-14
100#
12
100# a 4.00
-5x8
8.0"
6 -f-,(
M -2.5x5+ 17
5-02-12 11
DESIGN ASSISTANCE
CBC20101IBC2009 MAX MEMBER FORCES 4y/R/GDF90/Cq=1.00
1- 2=( -12) 28 2-14=(-616) 24 14- 3=( 0) 160 8-23=( -944) 6
2- 3=( -42) 718 14-15=(-620) 22 3.15=( -484) 2 22-23=( 0) 58
3- 4=( -28) 1136 15-16=(-910) 18 15- 4=(-1910) 8 23-24=( 0) 258
4- 5=(-1296) 0 16-18=( 0) 1190 4.16=( 0) 2140 23- 9=( 0) 2232
5- 6=(-1320) 0 18-19=( 0) 16 16- 5=( -598) 34 24- 9=( -170) 42
6- 7=(-2044) 0 20-23=( 0) 2234 5.17=( -56) 26 24-26=( 0) 308
7-8=(-2068) 0 21-22=( O) 0 17- 6=( -708) 0 9.26=(-3108) 0
8- 9=(-2156) 0 22.24=( 0) 20 17.18=( -710) 0 25-26=(-3514) 0
9-10=( 0) 2460 24-25=( -22) 0 6.20=( 0) 1668 26-10=( -598) 0
10-11=( 0) 2482 26-27=(-396) 76 18-20=( 0) 1462 26-11=(-2440) 0
11-12=( -102) 434 27.12=(-356) 82 19-20=( -18) 24 11-27=( 0) 766
12.13=( -12) 28 20. 7=( -422) 106
20- 8=( -398) 0
BEARING MAX VERT MAX HORZ BRG. REQUIRED ERG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' -85/ 159V -169/ 135H 5.50' 0.08 OF ( 625)
9'- 0.6' 0/ 2244V 0/ OH 10.75' 1.20 OF ( 625)
39'- 9.8' 0/ 3549V 0/ OH 3.50' 1.89 OF ( 625)
51'- 0.0' -29/ 470V -169/ 135H 5.50' 0.25 OF ( 625)
BRG @ 0'- 0.0' 0.08 OF/ 0.13 HF/ 0.12 SPF
BRG @ 9'- 0.6' 1.20 DF/ 1.85 HF/ 1.76 SPF
BRG @ 39'- 9.8' 1.89 DF/ 2.92 HF/ 2.78 SPF
BRG @ 51'- 0.0' 0.25 DF/ 0.39 HF/ 0.37 SPF
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.048' @ 251- 0.8' Allowed = 1.501'
11-04-03 7-0J-11 MAX OL CREEP DEFL = -0.122' @ 25'- 0.8' Allowed = 2.001'
MAX TL CREEP DEFL = -0.170' @ 25'- 0.8' Allowed = 2.001'
10 4-00 3-04-0 7-09-11 MAX HORIZ. LL DEFL = 0.021' @ 391- 9,8•
1659 12 MAX HORIZ. TL DEFL = 0.047' @ 391- 9.8'
4 4.00 Wind: 85 mph, h=15ft, TCDL=6.6,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.8, MWFRS,
gable end zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
M -3,X10 ;M -8x8
o��J 20 JO 27 M -3X1
M -2.5x5 14 15[ -M -2.5x5 M -4x6 M -4x6 19 cm 2122 4 25 w
M -5x8 M-3x10_M-8x8
M-3x10(S) C -2.5x3.4+ M -5x8
C-2.50.4- C-2.50.4-
335#
5_05-06 3-07-04 7-09 10 5-06-042-07-1? 6-11-10 L3-09-14 4-00 ?-11-04 7-03
14-00 11-02 6-08-02 8 01 O6
R
1-06
3 NAME:
russ: G-13
ES - BY: LJ
NTE: 3/28/2014
EQ.: 5872339
RANS ID: 394672
1 1 -00-08
25-02 6-06 11, 8-03-08 11.00-08 -06
31-10-02 0-02-02 19-01-14
51-00 OEMDaaaaTjc s s 1-06
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPNWTCA in BCSI, copies of which will be furnished upon request.
MiTo4 I ICA In, /1 1mm.Tn.c Cnfh. m 7 R All 11-1=
co
C. BUTTE COUNTY
BUILDING DIVISION
Scale: 0.1010
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
2' O.C. and at to' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
S. Design assumes trusses are to be used in a non -corrosive environment,
and are for "dry condition" of use.
6. Design assumes fun bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
a. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center fines.
9. Digits indicate size of plate in inches. -
fn c,..nn.���,..,,,wr.....rme An tinct .,n1„e. .ee cco-r off CRO-tAAA /1A TnYl
'0
F.4 oilD
I II I II IIII
LUMBER SPECIFICATIONS
-TC: 2x4 OF d/1&BTR
BC: 2x4 OF M1&BTR
WEBS: 2x4 OF d/1&BTR
TC LATERAL SUPPORT <= 12.00. LION.
SC LATERAL SUPPORT 72.00. UON.
NOTE 2x4 BRACING AT 24.00 UON. FOR
ALL FLAT TOP CHORD AREAS -NOT SHEATHED
OVERHANGS: 18.0' 18,0'
M -2x4 where Shown; Jts:7,9,11,15,2D,22,25,27
Unbalanced live loads have been
considered for this design.
:onnector plate prefix designators:
,CN,C18,CN18 (or no prefix) = COmpuTrus, Inc
A,M20HS,M18HS,M16 = MiTek MT series
TRUSS SPAN 51'- 0.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF
OL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 40.0 PSF
ADDL: TC CONC LL+DL= 100.0 LBS @ 18'- 3,0'
ADDL: TC CONC LL+DL= 100.0 LBS @ 20'- 9.0'
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2010.
THE BOTTOM CHORD DEAD LOAD IS.A MINIMUM OF 10 PSF.
0-104
22-04-08 8-06 11-03-13
7-06-06 3-09 5-08-10 5-06-04 2-06 5-10-04 4-00 4-00. 2-09
12 100th
4.00 C 12
100(1 o 4.00
M -6x8
6.0°
M-5x8(S) 6 H
M -4x6
0.25°a ��5x� M �x12 11
M -2.5x5 o M -2.5x5+ 16 m
0 5-02-12
o co
o21 C. 0 23 26
o M -2.5x5 15 16 M 2.5 17 19 20 N r 22 24 25
2.5x3.4+ M-46 M M -3x10
M-46 M -5x8 -6x8' M -6x8
M-3x10(S) C -2.5x3.4 -
C -2.50.4-
8-09-11
8-04-12
12
a 4.00
DESIGN ASSISTANCE
CBC2010/1BC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1. 2=( -12) 28 2-15=( -68) 290 15- 3=( 0) 263. 22.23=( 0) 61
2- 3=( -328) 90 15.16=( -71) '285 3.16=( -635) 20 23- 9=( -176) 26
3. 4=( -50) 538 16-17=(-416) 78 16. 4=(-1449) 0 23-24=( -6) 98
4- 5=(-1078) 0 17.19=( 0) 1009 4.17=( 0) 1455 23-10=( 0) 1692
5. 6=(-1193) 0 19-20=( 0) 15 17- 5=( -569) 21 24-10=( -3) 121
6- 7=(-1738) 0 21.23=( 0) 1737 5-18=( -6) 53 24-26=( O) 126
7- 8=(-1750) 0 22-24=( O) 13 18- 6=( -612) 5 10-26=(-2136) 0
8- 9=(-1518) 0 24-25=( -14) 0 18-19=( -611) 5 25-26=(-2217) 0
9-10=(-1508) 0 26-27=(-912) 0 6.21=( 0) 1380 26-11=( -241) 24
10.11=( 0) 1683 27.13=(-903) 0 19.21=( 0) 1269 26-12=(-1089) 0
11-12=( 0) 1694 20.21=( -15) 23 12-27=( 0) 324
12-13=( 0) 1023 21- 7=( -344) 98
13-14=( -12) 28 21- 8=( -170) 13
8-23=( -657) 11
BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' -67/ 456V -169/ 137H 5.50' 0.49 OF ( 625)
101- 11.9' 0/ 1855V 0/ OH 9.25' 1.98 OF ( 625)
39'- 9.7' 0/ 2249V 0/ OH 3.50' 2.40 OF ( 625)
51'- 0.0' -83/ 166V -169/ 137H 5.50' 0.18 OF ( 625)
BRG @ 0'- 0.0' 0.49 DF/ 0.75 HF/ 0.72 SPF
BRG @ 10'- 11.9' 1.98 DF/ 3.05 HF/ 2.91 SPF
BRG @ 39'- 9.7' 2.40 DF) 3.70 HF/ 3.53 SPF
BRG @ 51'- 0.0' 0.18 OF/ 0.27 HF/ 0.26 SPF
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.097' @ 25'- 0.8' Allowed = 1.407'
MAX OL CREEP DEFL = -0.181' @ 25'- 0.8' Allowed = 1.876'
MAX TL CREEP DEFL = -0.279' @ 25'= 0.8' Allowed = 1.876'
MAX HORIZ. LL DEFL = 0.043' @ 39'- 9.7'
MAX HORIZ. TL DEFL = 0.084' @ 391- 9.7'
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6 „
Truss designed for wind loads
in the plane of the truss only.
04
C911�=1 44o BUTTE COUNTY
o M -2.5x5 o BUILDING DIVISION
N
APPROVED
7-04-10 3-07-04 5-14-06 5-06-04 2-07-11 6-09-08 1 4-00 4 00 11 04 8-03
L L
14-00 11-02I 6-06 L 8-03-08 I 11-00-08
t 0 25-02 6-06 843-08 11 00 08
8 NAME : 1 -06 51-00 [PROVIDE FU BEARING Jts:2 6 25 13
suss: G-14
ES. BY: LJ
ATE: 3/28/2014
EQ.: 5872340
RANS ID: 394672
WARNINGS:
I. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPI/WTCA in SCSI, copies of which will be furnished upon request.
MiTn4 I IRA 1- rr-rn-'rn,R qn%-.- 7 R AMI 1_F
1-06
Scale: 0.1135
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual.
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
2' ox and at 1 or O.C. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non -corrosive environment,
and are for "dry condition" of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if .
necessary -
7 '
ecessary.7. Design assumes adequate drainage is provided. -
8. Plates shall be located on bothfaces of truss, and placed so their center
lines coincide with joint center lines.
9. Digits indicate size of plate in inches. -
In Fnr Aa a�n nnnnn.Ynr nlatn .le cion veL,oa enc FC9_t'lt t FGG-IOAR r1<Tn41 ,
LUMBER SPECIFICATIONS
TC: 2x4 OF 9I&BTR
BC: 2x4 DF N1&BTR
WEBS: 2x4 OF Hi&BTR
TC LATERAL SUPPORT <= 12.00. UON.
BC LATERAL SUPPORT 72.00. MON.
NOTE 2x4 BRACING AT 24.00 UON. FOR
ALL FLAT -TOP CHORD AREAS NOTSHEATHED
OVERHANGS: 18.0' 18.0'
M -2.5x5 where shown; Jts:2-3,5,8,11-12,15,18,20-21
Unbalanced live loads have been
considered for this design.
Connector plate prefix designators:
C, CN,C18,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,L116 = MiTek MT series
co
C;
0
JOB NAME
22-04-08
15-05-13
7-01-06 13-03
TRUSS SPAN 51'- 0.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF
OL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 40.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO -THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
6-06
6-10-11 6-06
17-10-10 •22-04-08_ 28-10-08
40-02-05
1f
11-03-13
11-03-08
34-03-04 39-09-12
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1- 2=( -25) 28 2-14=( -56) 148 14- 3=( 0) 286 21- 9=(•1383) 285
2. 3=( •212) 55 14-15=( •59) 142 3-15=( •839) 136 9.22=( -71) 297
3- 4=( -133) 730 15-16=(-561) 91 15. 4=(-1485) 367 10.22=( -6) 64
4. 5=( •364) 127 16-17=(•118) 334 4-16=( •282) 1214 22.11=( -650) 189
5- 6=( -706) 206 17.18=(-224) 1064 16- 5=( -786) 252 11-23=( 0) 230
6- 7=( -717) 213 18-19=(-126) 774 5-17=( -77) 480
7- 8=(-1054) 214 19.20=( -25) 5. 17- 6=( 0) 210
8- 9=( -738) 116 21.22=( -41) 9 17. 7=( -571) 75
9-10=( -162) 51 22.23=(-182) 647 7-18=( -173) 167
10.11=( -182) 60 23-12=(-179) 653 18- 8=( -127) 409
11-12=( -739) 2268.19=( -661) 192
12-13=( -25) 28 19- 9=( -173) 1086
20-21=(-1384) 296
BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' -72/ 404V -169/ 137H 5.50' 0.43 OF ( 625)
12'- 11.5' -12/ 1910V 0/ OH 8.50' 2.04 DF ( 625)
39 - 9.7' 0/ 1428V 0/ OH 3.50' 1.52* OF ( 625)
511- 0.0' -71/ 542V -169/ 137H 5.50' 0.58 OF ( 625)
BRG @ 01- 0.0' 0.43 DF/ 0.67 HF/ 0.63 SPF
BRG @ 12'- 11.5' 2.04 OF/ 3.14 HF/ 3.00 SPF
BRG @ 39'- 9.7' 1.52 OF/ 2.35 HF/ 2.24 SPF
BRG @ 51'- 0.0' 0.58 DF/ 0.89 HF/ 0.85 SPF
10-09-11
10-10
45-02-11 51-00
12 1 ---14.00 o M -4x6 a 4.00 12
4 a nn
M -3x6 M-300
M-3x6(S)
1!45-04-07
6-11-10 12-11-08 17-07-02 22-04-08 29 02 34-06-12 39-09-12 51-00
19-11-08 20-.00 11-00-0S
Lo, 39-11-08
1-06 11-00-08
51-00 PROVIDE FULL BEARING Jts:2 15 20 12 1-06
1
russ: G-15
'ES. BY: LJ
ATE: 3/28/2014
;EQ.: 5872341
'RAMS ID: 394672
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown+.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by .
TPINVTCA in SCSI, copies of which will be furnished upon request.
MiTulf 1 I.Ca Inc rr:nmm.T, Cnfhu . 7 A Art 11-F
Scalc: 0.1192
Design conforms to main windforce=resisting
system and components and cladding criteria.
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6 „
Truss designed for wind loads
in the plane of the truss only.
BUTTE COUNTY
BUILDING DIVISION
0
APPROVED
0
GENERAL NOTES, unless otherwise noted;
1
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design
parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
�.
2' o.c. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact
bridging or lateral bracing required where shown + +
4. Installation of truss the responsibility
No. C6=4
i the respective contractor.
s
5. Design assumes trusses are to be used in a non -corrosive environment,
cbo �,�,a„e
T,�- �31y 7
and are for condition' of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
-
7.Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center lines.
9. Digits indicate
O M C^`
size of plate in inches.
In Fn. ha ei� mnnnnn• nlam An e�nn vel.,oa ane FCO_tit t CGD_1GAN lrfITeN
eco
1111111111
LUMBER SPECIFICATIONS
TC: 2x4 DF $1&BTR
BC: 2x4 DF qt&BTR
WEBS: 2x4 DF 91&BTR
TC LATERAL SUPPORT <= 12.00. UON.
BC LATERAL SUPPORT 72 -OC. UON.
NOTE 2x4 BRACING AT 24.00 UON FOR
ALL -FLAT -TOP CHORD AREAS NOTSHEATHED
Stubbed Left: 13-00-00
Connector plate prefix designators:
C, CNCI8,CN18 (or no prefix) = CompuTrus, Inc
M,M26HS,Ml8HS,M16 = MiTek MT series
9-04-08
4-10-10
12
4.00 C---
M-2.5x5
0
c M -4x6
rn �
0 0
1011
M -2x4 M -4x6
JOB NAME:
Truss: G-16
)ES. BY: LJ
)ATE: 3/28/2014
;EQ.: 5872342
BANS ID: 394672
VIII VIII VIII VIII VIII VIII VIII IIII IIII
TRUSS SPAN 38'- 0.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF
OL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 40.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
4-06
9-04-08 13-10-08
M-4612
4 4.00
4 � 3
M - 5x8
3.0° _4
20-06
11-03-13
M -4x6
D.2$" IO 14
M -4x6
M-6x12(S) o
M -2.5x5
4-07-02 9-04-08 14-02
20-06
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1- 2=(-1246) 0 10-11=(-109) 96 10- 1=(-868) 24 14.6=( 0) 1666
2. 3=(-1197) 0 11-12=( -16) 1171 1-11=( 0) 1148 14-17=( -859) 0
3. 4=(•1200) 0 12.13=( 0) 1602 11- 2=(-259) 61 15-17=( 0) 15
4. 5=(-1571) 0 13.14=( 0) 630 2.12=(-101) 426-17=(•1208) 0
5. 6=( •584) 0 15-16=( -8) 0 3-12=( 0) 487 16.17=(-2035) 0
6- 7=( 0) 1206 17-18=(•442) 0 12- 4=(-609) 0 17- 7=( •430) 65
7. 8=( 0) 1303 18- 9=(-435) 04.13=(•318) 55 17- 8=( -794) 33
8- 9=( 0) 529 13- 5=( O) 1040 8-18=( 0) 268
5.14=(-885) 23
14-15=( 0) 121
BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' -3/ 906V -95/ 127H 5.50' 0.97 OF ( 625)
26'- 9.7' 0/ 2095V 0/ OH 3.50' 2.24 OF ( 625)
38'- 0.0' -42/ 38V -95/ 127H 5.50' 0.04 OF ( 625)
ERG @ 01- 0.0' 0.97 DF/ 1.49 HF/ 1.42 SPF
BRG @ 26'- 9.7' 2.24 OF/ 3.45 HF/ 3.29 SPF
ERG @ 38'- 0.0' 0.04 DF/ 0.06 HF/ 0.06 SPF
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6,0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6 „
Truss designed for wind loads
in the plane of the truss only.
12-09-11
25-07-04 26-09-i2 32-02-11 38-00
20-06 20-09-08 26-09-12
1
6-05-08
38-00
12
a 4.00 BUTTE COUNTY
M -8x8 BUILDING DIVISION
6 -2X4 APPROVED
M -2.5x5
8
2
17 18 9 o
o M -2x4 M -2.5x5 0
N
16
M -2x4
=M -8x8
L L
32-04-07 38-00
L �
11-00-08
0 U G•J s• 0 6 9
Scale: 0.1932
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
GENERAL NOTES, unless otherwise noted:
1. This design
and Warnings before construction commences.
2.
is based only upon the parameters shown and is for an individual
building component. Applicability of design
2x4 compression web bracing must be installed where shown
3. Additional temporary bracing to insure stability during construction
parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom
is the responsibility of the erector. Additional permanent bracing of
chords to be laterally braced at
7 o.c. and at 10' O.C. respectively unless braced throughout their length by
the overall structure is the responsibility of the buildingdesigner.
4. No load should be applied to
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
ired where
any component until after all bracing and
fasteners are complete and at no time should any loads greater than
shown , +
4. Installation oact firuss is the responsibilityofof the respective contractor.
5. Design assumes trusses are to be used in
design loads be applied to any component.
a non -corrosive environment,.
andare for 'dry condition' of use.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment
6. Design assumes full beating at all supports shown. Shim or wedge if
necessary.
and installation of components.
6. This design is furnished subject to the limitations set forth
7 Design assumes adequate drainage is provided.
TPI/WTCA in SCSI, copies of which will be furnished upon e quest.
9.,
one
nes coincide wes shall be ith joint cert etrlliness Of truss. and placed so their center.
MiTn4 I I.CC Inr 1rT, Rnfhu 7 R All 1 Lr19.
Digits indicate size of plate in inches.
m nn..° ;,
n rJ A .;i .......oe cm FCO_1111 CCG_tOAn lIIITnr.1
0".
W. 6W4
u))um)
LUMBER SPECIFICATIONS
TC: 2x4 OF kt&BTR
BC: 2x4 OF k1&BTR
WEBS: 2x4 OF d/1&BTR
TC LATERAL SUPPORT 24.00. UON.
BC LATERAL SUPPORT 120.00. UON.
NOTE 2x4 BRACING AT 24'OC UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
M -2x4 where shown;'Jts:5,8,10,12,15,20
Connector plate prefix designators:
C, CN C18 CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,N18HS,M16 = MiTek MT series
JOB NAME:
russ: G-17
ES. BY: LJ
ATE: 3/28/2014
EQ.: 5872343
RANS ID: 394672
M-4.
1
TRUSS SPAN 26'- 9.8'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 11.0) ON TOP CHORD = 31.0 PSF
OL ON BOTTOM CHORD = 10.0 PSF.
TOTAL LOAD = 41.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
I- 2=(-1312) 0 10-11=(-72) 101 10- 1=(-085) 0 15.16=( 0) 111
2- 3=(-1745) 0 11.12=( 0) 1724 1-11=( 0) 1270 16- 7=( 0) 945
3- 4=(-1708) 0 12-13=( O) 1725 11- 2=( -700) ' 016.17=( -1) 2
4- 5=(-2067) 0 13.14=( 0) 1946 2-12=( 0) 150 16-18=( 0) 918
5. 6=(-2067)0 14-16=( 0) 1659 2-13=( -145) 49 7.18=( -700) 0
6- 7=(-1631) 0 15.17=( 0) 3 13- 3=( 0) 941 17-18=( 0) 110
7- 8=( -616)0 17-19=( 0) 0 13- 4=( -851) 0 18- 8=( -49) 33
8- 9=( -630) 0 18-20=(-80) 76 4.14=( 0) ,201 18- 9=( 0) 993
14- 5=( -296) 30 9-20=(-1081) 0
14. 6=( O) 478
6-16=( -605) 15
BEARING MAX VERT MAX HORZ BRG REOUIREO BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' 0/ 1100V -96/ 83H 5.50' 1.17 OF ( 625)
26'- 9.8' 0/ 1098V -96/ 83H 5.50' 1.17 OF ( 625)
BRG @ 01- 0.0' 1.17 DF/ 1.81 HF/ 1.73 SPF
BRG @ 26'- 9.8' 1.17 OF/ 1.81 HF/ 1.72 SPF
9-04-08 1-06-08 12-03-05 3-07-07
5-07-04 9-04-08 '10-11'13-06-121, 19-04 23-07-04 1 26-09-1 2
12 12 2%-02-84
4.00 C-- a 4.00
M -4x6
4.0° 12
00
4X6
8
=M -8x8 M -2.5x5
2.50
1226-09--12
25- - 4
2-05-08 5-07-04 9-04-08 13-06-12 19-05-12 25 00-08 25-10-08
2-05-08 16-10-08
6-00 1-05 -12
L 25-10-08 0-W`08] 04
26-09-12
WARNINGS:
1. Builder and erection contractor should be advised of all General. Notes
and Warnings before construction commences.
2. 20 compression web bracing must be installed where shown «.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent.braring of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPI/WTCA in BCSI, copies of which will be fumished upon request.
UiTnlr 1 ICG Inr rr:nm-Tnic Cnf1W 7 R All LF
Wind: 85 mph, h=20ft, TCDL=6.6,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.8, MWFRS,
gable end zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
BUTTE COUNTY
to aunLDING 01VISION
h--IPP-ROVED
v
0
N
O
O
V
GENERAL NOTES, unless otherwise noted:
f' -
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
r
C.
7 o.c. and at 10' o.c. respectively unless braced throughout their length by
.116
0
bridging or lateral bracing required where shown ++
4. Installation
NO.
O
M
and are for *dry condition" of use.
.� LI.
6. Design assumes fug bearing at all supports shown. Shim or wedge if
necessary.
CO
v
V_
v
o
in Cnr Aa <:n nnnnnrinr Nnln Aoa�nn ..al„na ann FCD.t�t t FGO_10A0. I\\Yawl
c;
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JOB NAME:
russ: G-17
ES. BY: LJ
ATE: 3/28/2014
EQ.: 5872343
RANS ID: 394672
M-4.
1
TRUSS SPAN 26'- 9.8'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 11.0) ON TOP CHORD = 31.0 PSF
OL ON BOTTOM CHORD = 10.0 PSF.
TOTAL LOAD = 41.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
I- 2=(-1312) 0 10-11=(-72) 101 10- 1=(-085) 0 15.16=( 0) 111
2- 3=(-1745) 0 11.12=( 0) 1724 1-11=( 0) 1270 16- 7=( 0) 945
3- 4=(-1708) 0 12-13=( O) 1725 11- 2=( -700) ' 016.17=( -1) 2
4- 5=(-2067) 0 13.14=( 0) 1946 2-12=( 0) 150 16-18=( 0) 918
5. 6=(-2067)0 14-16=( 0) 1659 2-13=( -145) 49 7.18=( -700) 0
6- 7=(-1631) 0 15.17=( 0) 3 13- 3=( 0) 941 17-18=( 0) 110
7- 8=( -616)0 17-19=( 0) 0 13- 4=( -851) 0 18- 8=( -49) 33
8- 9=( -630) 0 18-20=(-80) 76 4.14=( 0) ,201 18- 9=( 0) 993
14- 5=( -296) 30 9-20=(-1081) 0
14. 6=( O) 478
6-16=( -605) 15
BEARING MAX VERT MAX HORZ BRG REOUIREO BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' 0/ 1100V -96/ 83H 5.50' 1.17 OF ( 625)
26'- 9.8' 0/ 1098V -96/ 83H 5.50' 1.17 OF ( 625)
BRG @ 01- 0.0' 1.17 DF/ 1.81 HF/ 1.73 SPF
BRG @ 26'- 9.8' 1.17 OF/ 1.81 HF/ 1.72 SPF
9-04-08 1-06-08 12-03-05 3-07-07
5-07-04 9-04-08 '10-11'13-06-121, 19-04 23-07-04 1 26-09-1 2
12 12 2%-02-84
4.00 C-- a 4.00
M -4x6
4.0° 12
00
4X6
8
=M -8x8 M -2.5x5
2.50
1226-09--12
25- - 4
2-05-08 5-07-04 9-04-08 13-06-12 19-05-12 25 00-08 25-10-08
2-05-08 16-10-08
6-00 1-05 -12
L 25-10-08 0-W`08] 04
26-09-12
WARNINGS:
1. Builder and erection contractor should be advised of all General. Notes
and Warnings before construction commences.
2. 20 compression web bracing must be installed where shown «.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent.braring of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPI/WTCA in BCSI, copies of which will be fumished upon request.
UiTnlr 1 ICG Inr rr:nm-Tnic Cnf1W 7 R All LF
Wind: 85 mph, h=20ft, TCDL=6.6,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.8, MWFRS,
gable end zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
BUTTE COUNTY
to aunLDING 01VISION
h--IPP-ROVED
v
0
N
O
O
V
GENERAL NOTES, unless otherwise noted:
f' -
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
r
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
7 o.c. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact
bridging or lateral bracing required where shown ++
4. Installation
NO.
of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non -corrosive environment,
cep B rfnn�
WW
and are for *dry condition" of use.
.� LI.
6. Design assumes fug bearing at all supports shown. Shim or wedge if
necessary.
7.Design assumes adequate drainage is provided.
8. Plates shalt be located on both faces
of truss, and placed so their center
lines coincide with joint center lines.
'q
9. Digits indicate size of plate in inches.
in Cnr Aa <:n nnnnnrinr Nnln Aoa�nn ..al„na ann FCD.t�t t FGO_10A0. I\\Yawl
)muuu
LUMBER SPECIFICATIONS
TC: 20 OF qt&BTR
BC: 2x4 DF N1&BTR
WE8S: 2x4 OF qt&BTR
TC LATERAL SUPPORT 24'00, UON.
BC LATERAL SUPPORT 120.00. UON.
NOTE 20 BRACING AT 24.00 UON. FOR
ALL FLAT -TOP CHORD -AREAS NOTSHEATHED
•` For hanger specs. - See approved plans
Connector plate prefix desi nators:
CCN C18,CN18 (or no prefix)g = CompuTrus, Inc
M:M26HS,M18HS,Ml6 = MiTek MT series
(2)M-1.50 or equal,
typical at uprights.
9-09-11
2-09 3-07-12 3-04-15
12
4.00 D
M -5x8
M -2.5x5
3
M-300- M -2.5x5
w/wedge
o 70 11 12
0 1 M -5x8 M -2.5x5 M -3x10
JOB NAME:
TRUSS SPAN 26'- 9.8'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 11,0) ON TOP CHORD = 31.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 41.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
11-04-10
4-05-05 .5-04-08
M -3x10
5-07-07
2-03-04 3-03-08 1-07-
12
4 4.00
M -2.5x5 M -4x12
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WRIGOF90/Cq=1.00
1. 2=(-3818) 0 '1-10=( 0) 3467 10- 2=( 0) 813 14- 6=( 0) 299
2- 3=(-2812 0 10.11={ 0 3112 2-11= -471 52 6.16=S 687 0
3- 4=(-2446 0 11-12=1 0 2630 11. 3=� 0� 190 7-16=1 0` 436
4- 5=(-2297 0 12.13=( 0 2613 3.12=(-368 41 7-18-S 251 0
5- 6=(-2180 0 13-14=( 0 2616 12. 4=( 0 469 17-18=1 0� 0
6- 7=(-1733 0 14-16=( 0 2161 12. 5=(-361 0 18- 8=( -129) 58
7- 8=(-1610) 0 16-18=( 0) 1758 13- 5=( 0 156 18- 9=( 0) 1439
8- 9=(-1583) 0 18-19=(-35) 157 5-14=(-482 0 9-19=(-1070) 0
15.14= 0 0
BEARING MAX VERT MAX HORZ BAG REQUIRED BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
26'- 9.8' 0/ 1086V -81% 57H 5.50' 1.16 OF 625
BRG @ 0'- 0.0' 1.19 OF/ 1.83 HF/ 1.74 SPF
BAG @ 26'- 9,8' 1.16 DF/ 1.79 HF/ 1.70 SPF
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.144' @ 9'- 10.0' Allowed = 1.295'
MAX DL CREEP DEFL = -0.295' @ 9'- 10.0' Allowed = 1.726'
MAX TL CREEP DEFL = -0.439' @ 9'- 10.0' Allowed = 1.726'
MAX HORIZ. LL DEFL = 0.052' @ 26'- 8.0'
MAX HORIZ. TL DEFL = 0.106' @ 26'- 8.0'
Wind: 85 mph, h=15ft, TCDL=6.6,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.8, MWFRS,
gable end zone, load duration factor=1.6 „
Truss designed for wind loads
in the plane of the truss only.
M -2x4
9M - 4x6 0
18 „ 19 o
13 14 16 o
M -2x4 M -2.5x5 M 6x12
M -6x12
M -2x4
15 17
0 2.50
12 1.29
12
0- 3-08
2-05-08 1. 3-07-12 3-01-12 5-00 5-01 1-11-12 3-07 1-07-08
2-05-08 22-10-08 5-08-08 1-05-12
19-04 6-00 1-05-12
26-09-12
-russ: G-18
ES. BY: LJ
ATE: 3/28/2014
;EQ.: 5872344
•RANS ID: 394672
VIII VIII VIII VIII VIII VIII VIII IIII I
SC21e n nan
WARNINGS:
1. Builder and erection contractor should be advised General
GENERAL NOTES, unless otherwise -noted:
of all Notes
and Warnings before construction commences,
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design
2. 2x4 compression web bracing must be installed where shownr,
3. Additional
parameters and proper
incorporation of component is the responsibility of the building designer,
temporary bracing to insure stability during construction
2. Design assumes the top and bottom chords to be laterally braced at
is the responsibility of the erector. Additional permanent bracing of
2' o.c. and at 117 O.C. respectively unless braced throughout their length by
the overall structure is the responsibility of the buildin designer.
4. No load
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
bracing
should be applied to any component until after all bracing and
fasteners
where ewwm
4. I stallation of twsct s is the responsibility of the
are complete and at no time should any loads greater than
design loads be applied to any component.
espectivired
actor.
5. Design assumes trusses are to be used in a non -corrosive environment,
. "dry
5. CompuTrus has no control over and assumes no responsibility for the
and are for condition- of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
fabrication, handling, shipment and installation of components.
necessary.
6. This design is furnished subject to the limitations set forth
. TPNWTCA in SCSI, copies of
7 . Design assumes adequate drainage is provided.
es shall be located an faces of truss, and placed so their
8 nes
which will be furnished upon request.
censer
coincide with joint centertlines
MiTa411.CA Inr M.mm�i.Tnic Cnffwar< 17 A AM 11-7
tri D..9rheentl.Cnte nneltin onplate �o. wnU,e6•ec cee cCq-1.1rt ccq-rcaa ruTet.t
BUTTE COUNTY
BUILDING 6`g�I DIVISION
PyROVED
111)11(11(
LUMBER SPECIFICATIONS
TC: 2x4 OF 91&BTR
BC: 2x4 OF ql&BTR
WEBS: 2x4 OF 01&BTR
TC LATERAL SUPPORT 24.00. UON:
BC LATERAL SUPPORT 120 -OC. LON.
NOTE: 2x4 BRACING AT 24'OC UON. FOR
ALL -FLAT -70P -CHORD AREAS NOTSHEATHED
Connector plate prefix designators:
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HSIM16 = MiTek MT series
For hanger specs. - See approved plans
cm
O
N
O
N
O
R
u;
o
0
JOB NAME
-russ: G-19
IES. BY: LJ
TATE: 3/28/2014
;EQ.: 5872345
RAMS ID: 394672
M-
w,
1
TRUSS SPAN 26'- 9.8'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C,
LOADING
LL( 20,0)+DL( 11.0) ON TOP CHORD = 31.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 41.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
I. 2=(-3794) 0 1- 9=( 0) 3442 9- 2=( 0) 804 13- 6=( O) 308
2. 3=(-2848) 0 9.10=( 0) 3091 2-10=(-409) 46 13-15=( O) 8
3- 4=(-2174) 0 10-11=( 0) 2669 10- 3=( 0) 239 13-16=( 0) 1661
4- 5=(-2013) 0 11.12=( 0) 2030 3.11=(-685) 53 6-16=( -301) 0
5. 6=(-1676)0 12.13=( 0) 2030 It- 4=( 0) 381 15.16=( 0) 107
6. 7=(-1507) 0 14.15=( 0)• 3 11. 5=( -45) 14 16. 7=( -243) 78
7- 8=(-1497) 0 15-17=( O) 0 12- 5=( 0) 171 16- 8=( 0) 1415
16-18=(-45) 159 5.13=(-480) 0 8-18=(-1080) 0
14-13=( 0) 111
BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' 0/ 1112V -94/ 70H 5.50' 1.19 (
26'- 9.8' 0/ 1086V -94/ 70H 5.50' 1,1 625)
6 DOF F ( 625)
BRG @ 01- 0.0' 1.19 OF/ 1.83 HF/ 1.74 SPF
BRG @ 26'- 9.8' 1.16 DF/ 1.79 HF/ 1.70 SPF
11-09-11 7-04-10
7-07-07
c -uIV D -U4-12
11-04-12
15-09 19-07-08 7 25-02-04 26-09-1
12 1
4.00 C--- 12
M -5x8 AA 0. 0 ---34.00
M -2x4 M -2.5x5
2.50 4
12 25-02-04
Wind: 85 mph, h=20ft, TCDL=6.6,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
-46 o SI.ET-rF COUNTY
i
•.?sf Ii'...0!NG DIVISION .
8 APPROVED
0
0
2x4 �*
0 08
25 -08 26-09 1T�.
2-05-08 6-01-04 11-03 15-09 19-05-12 25 00-12
2-05-08-05-12
16-10-08 6-00
0-06 08
L 25-10-08 11
0-11 04
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPVWTCA in SCSI, copies of which will be furnished upon request.
I,AiTolr l lRa In/- /r;nm Tn Q Cnflwaro 7 R R/11 1-7
26-09-12
GENERAL NOTES, unless atherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
7 o.c. and at 10' O.C. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
S. Design assumes trusses are to be used in a non -corrosive environment,
and are for 'dry condition' of use.
6. Design assumes fug bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
fA Fnr Ho c:n 111111 nutinr Nilo Aa e:nn „el„ne cnn FCD.1l1 LCDs OAR /\�Tew1
iu(mm
LUMBER SPECIFICATIONS
TC: 2x4 OF X1&BTR
BC: 2x4 OF q1&BTR
WEBS: 2x4 OF N1&BTR
TC LATERAL SUPPORT <= 12.00. UON.
BC LATERAL SUPPORT 120.00. UON.
NOTE 2x4 BRACING AT 24.00 UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
OVERHANGS: 18.0' 18.0'
Connector plate prefix designators:
C,CN,CiB,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
( 2 ) complete trusses required.'
Join together 2 ply with 3'x.131 DIA GUN
nails staggered at:
9' oc in 1 row(s) throughout 2x4 top chords,
9- oc in 1 row(s) throughout 2x4 bottom chords,
9' oc in 1 row(s) throughout 2x4 webs.
N
O
c; O
O 0)
N
O V
N C7f,�
O
' O
JOB NAME
russ: I-1
ES. BY: LJ
ATE: 3/28/2014
-EQ.: 5872346
RANS ID: 394672
26-00-00 HIP GJ SETBACK 6-00.00 FROM END WALL W/GIRD JACKS AT 4'
LOAD DURATION INCREASE = 1.25 (Non -Rep)
' LOADING
TC UNIF LL( 40.0)+DL( 20.0)= 60.0'PLF 0'- 0.0' TO 6'- 0.0' V
TC UNIF LL( 80.0)+OL( 40.0)= 120.0 PLF 6'- 0.0' TO 20'- 0.0' V
TC UNIF LL( 40.0)+DL( 20.0)= 60.0 PLF 20'- 0.0' TO 26'- 0.0' V
BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0' TO 4'- 0.0' V
BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 4'- 0.0' TO 22'- 0.0' V
SC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 22'- 0.0' TO 26'- 0.0' V
TC CONC LL( 60.0)+DL( 30.0)= 90.0 LBS @ 6'- 0.0'
TC CONC LL(60.0)+DL( 30.0)= 90.0 LBS @ 20'- 0.0'
BC CONC LL( 141.1)+DL( 133.1)= 274.2 LBS @ 4'- 0,0'
BC CONC LL( 141.1)+DL( 133.1)= 274.2 LBS @ 22'- 0.0'
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
**HANGER BY OTHERS TO APPLY
CONC. LOAD(S) EQUALLY TO ALL MEMBERS.
14-00-10
DESIGN ASSISTANCE
BUILDING DiV1,6110N
APPROVED
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
5-11-11
5-11-11 10-03-15 15-06-05 20-05-04 26-00
12 90#
1 9 #
4.00
12
M-48 a 4.00
H o..c _ . _ M -4x8
1-06
Z14.
5-06-12
10-07-07
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPI1WTCA in SCSI, copies of which will be furnished upon request.
MiTu41 I.QC Inr/r..mmn, iTn w Cnfhu 7R All l 1-F
L 1 J274.20#
15-06-05 20-05-04 26-00
26-00
Soale: 0.2897
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
Z O.C. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as Plywood sheathing(TC) and/or drywall(SC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non-comoslve environment,
and are for -dry condition- of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
tr =n....i, -.n ,nlv.n An ; .,al„oe-CCD-t 911 FCq-.-9911470 1
No. 4/e
W. er"4
1-06
0
CBC2010/IBC2009 MAX MEMBER FORCES
4WR/GDF90/Cq=1.00
1. 2=( -24)
28 2- 9=(-108) 5036
9- 3=( 0) 1250
2- 3=(-5364)
130 9-10=(-288) 7308
'9- 4=(-2414) 216
3. 4=(-5036)
108 10.11=(-284) 7356
4-10=( 0) 284
4- 5=(-7336)
268. 11-12=(-284) 7356
10. 5=( -18) 28
5. 6=(-5036)
110 12- 7=(-110) 503611-
5=( 0) 272
6. 7=(-5366)
130
5.12=(-2456) 210
7. 8=( -24)
28
12- 6=( 0) 1244
BEARING
LOCATIONS
MAX VERT
REACTIONS
MAX HORZ BRG
REACTIONS SIZE
REQUIRED ERG LENGTH
INCHES (SPECIES)
01- 0.0'
26'- 0.0'
-82/ 2094V
-82/ 2094V
-62/ 62H 5.50'
-62/ 62H
1.12 OF ( 625)
5.50'
1.12 OF ( 625)
BRG @
0'- 0.0' 1.12 DF/
1.72 HF/ 1.64 SPF
BRG @
26'- 0.0' 1.12 OF/
1.72 HF/ 1.64 SPF
BUILDING DiV1,6110N
APPROVED
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
5-11-11
5-11-11 10-03-15 15-06-05 20-05-04 26-00
12 90#
1 9 #
4.00
12
M-48 a 4.00
H o..c _ . _ M -4x8
1-06
Z14.
5-06-12
10-07-07
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPI1WTCA in SCSI, copies of which will be furnished upon request.
MiTu41 I.QC Inr/r..mmn, iTn w Cnfhu 7R All l 1-F
L 1 J274.20#
15-06-05 20-05-04 26-00
26-00
Soale: 0.2897
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
Z O.C. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as Plywood sheathing(TC) and/or drywall(SC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non-comoslve environment,
and are for -dry condition- of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
tr =n....i, -.n ,nlv.n An ; .,al„oe-CCD-t 911 FCq-.-9911470 1
No. 4/e
W. er"4
1-06
0
(11(111111
LUMBER SPECIFICATIONS
TC: 2x4 OF N1&BTR
BC: 2x4 OF N1&BTR
WEBS: 2x4 OF N1&BTR
TC LATERAL SUPPORT <= 12.00. UON.
BC LATERAL SUPPORT 120.00. UON.
NOTE: 2x4 BRACING AT 24.00 UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
OVERHANGS: 0.0'
Connector plate prefix designators:
C, CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
N
Scale: 0.3036
DESIGN ASSISTANCE
GENERAL NOTES, unlessonenvise noted:
1. This design is based only upon the parameters shown and is for an individual
W
CBC20101IBC2009 MAX MEMBER FORCES
4WR/GDF90/Cq=1.00
O
1-
2=(-2405)
U.)
9=(-447) 2214
N
O
2.
3=(-2293)
r7
9-10=(-360) 2709
9- 3=( 0) 405
T' Design assumes adequate drainage is provided.
shall be located ontrtlines.s of truss, and - -
S nes so their
O
4=(•2146)
305
O
JOB NAME:
TRUSS SPAN 26'- 0.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' D.C.
ING
LL( 20.0)+DL( 10.0)LONDTOP CHORD = 30.0 PSF
OL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 40.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REOUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
BRG @ 26'- 0.0' 1.21 DF/ 1.87 HF/ 1.78 SPF
Design conforms to main windforce-resisting
COUNTY
`p.^f system and components and cladding criteria.
_ SBU RTEpCOU N iY Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
BUILDING DIVISION Enclosed, zone, Exp. du MWFRS,
.. gable end zone, load duration factor=1.6 „
Truss designed for wind loads
Aji ; � Q V in the plane of the truss only.
7-11-11 10-00-10
4-00-09 7-11-11
.11 7-11-11 13-00 18-00-05 21-11-07
26-00
12
4.001 --
M -4x8
.001- -
M -4x8 12
t\ M -4x8 a 4.00
russ: I-2
ES. BY: LJ
ATE: 3/28/2014
EQ.: 5872347
'RANS ID: 394672
X 1111 U11 1111111111111111111111111 I N
7-05 13-00
b 18-07 26-00
26-00
Scale: 0.3036
DESIGN ASSISTANCE
GENERAL NOTES, unlessonenvise noted:
1. This design is based only upon the parameters shown and is for an individual
2. 2x4 compression web bracing must be installed where shown+.
3. Additional temporary bracing to insure
CBC20101IBC2009 MAX MEMBER FORCES
4WR/GDF90/Cq=1.00
assumes the top and bottom chords to be laterally braced at
2' O.C. and at for o.c. respectively unless braced throughout their length by
1-
2=(-2405)
5001-
9=(-447) 2214
2- 9=( -48) 153
are to be used in a non -corrosive environment,.
and are for "dry condition' of use.
2.
3=(-2293)
337
9-10=(-360) 2709
9- 3=( 0) 405
T' Design assumes adequate drainage is provided.
shall be located ontrtlines.s of truss, and - -
S nes so their
3.
4=(•2146)
305
10-11=(-360) 2709
9- 4=(•612) 59
4.
5=(-2144)
286
11. 7=(-376) 2206
10. 4=( 0) 180
5-
6.
6=(-2290)
7=(-2398)
314
436
4-11=(-625) 79
7-
8=( -25)
28
5-11=( 0) 405
11- 6=( -53) 123
BEARING_
LOCATIONS
MAX VERT
REACTIONS
MAX HORZ BRG REQUIRED
REACTIONS SIZE INCHES
BRG LENGTH
(SPECIES)
0'- 0.0'
26'- 0.0'
0/
-17/
1039V
1135V
-65/
-65/
75H 5.50' 1.11
75H 5.50' 1.21
OF ( 625)
OF ( 625)
BRG @
0'-
0.0' 1.11 DF/
1.71 HF/ 1.63 SPF
BRG @ 26'- 0.0' 1.21 DF/ 1.87 HF/ 1.78 SPF
Design conforms to main windforce-resisting
COUNTY
`p.^f system and components and cladding criteria.
_ SBU RTEpCOU N iY Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
BUILDING DIVISION Enclosed, zone, Exp. du MWFRS,
.. gable end zone, load duration factor=1.6 „
Truss designed for wind loads
Aji ; � Q V in the plane of the truss only.
7-11-11 10-00-10
4-00-09 7-11-11
.11 7-11-11 13-00 18-00-05 21-11-07
26-00
12
4.001 --
M -4x8
.001- -
M -4x8 12
t\ M -4x8 a 4.00
russ: I-2
ES. BY: LJ
ATE: 3/28/2014
EQ.: 5872347
'RANS ID: 394672
X 1111 U11 1111111111111111111111111 I N
7-05 13-00
b 18-07 26-00
26-00
No. V6�'
FXp.eW14
1-06
V
O
O
Scale: 0.3036
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
GENERAL NOTES, unlessonenvise noted:
1. This design is based only upon the parameters shown and is for an individual
2. 2x4 compression web bracing must be installed where shown+.
3. Additional temporary bracing to insure
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2• Design
stability during construction
is the responsibility of the erector. Additional permanent bracing of
assumes the top and bottom chords to be laterally braced at
2' O.C. and at for o.c. respectively unless braced throughout their length by
the overall structure is the responsibility of the buildingdesigner.
4. No load should be applied to
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
or lateral ired
any component until after all bracing and
fasteners are complete and at no time should any loads greater than
where shown + +
4. Installation Oct ftrruss is the responsibility of the respective contractor.
5. Design assumes trusses
design loads be applied to any component.
are to be used in a non -corrosive environment,.
and are for "dry condition' of use.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication,
6. Design assumes full bearing at all supports shown. Shim or wedge if
handling, shipment and installation of components,
necessary.
6. This design is furnished subject to the limitations set forth b
TPIA1rTCA in BCSI, copies of which
T' Design assumes adequate drainage is provided.
shall be located ontrtlines.s of truss, and - -
S nes so their
will be furnished upon request.-
coincide with joint cert ees placed center
MiTu4 I I.CC tn.- rr`/,m/..,Tn.a q. ft,., 7 R All t lF
-
9. Digits indicate size of plate in inches.
n Fnr Aa e:n mnn • nlale An a:nn .ral,rne eoe FCD-1It 1 FCD-1OAR /\\Tn41
No. V6�'
FXp.eW14
1-06
V
O
O
(11)111111
LUMBER SPECIFICATIONS
TC: 2x4 OF #I&BTR
BC: 2x4 DF q1&BTR
WEBS: 2x4 OF q1&BTR
TC LATERAL SUPPORT <= 12.00. UON.
BC LATERAL SUPPORT 120.00. UON.
` NOTE: 2x4 BRACING AT 24.00 UON. FOR
ALL FLAT TOP CHORD -AREAS NOT SHEATHED
OVERHANGS: 0.0' 18.0'
Connector plate prefix designators:
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
JOB NAME
5-02-05
12
4.00 C---
TRUSS SPAN 26'- 0.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 40.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT -NON -CONCURRENTLY.
M -4x6
f 6-00-10
16-00-05
DESIGN ASSISTANCE
20-09-11
M -8x8
Truss: I-3
)ES. BY: LJ
)ATE: 3/28/2014
)EQ.: 5872348
TRANS ID: 394672
IIIII,IIIII VIII. VIII VIII VIII VIII IIII IIII
M-5x8(S)
26-00
12 D 4.00 E3U17
E COUNTY
ONTYI
1341LINtDIVISION
APPROVED
C,
6 O
11_7vR O
5-00-09 9-05 16-08-12 20-11-07 26-00
26-00
1-06
' - Scale: 0.3036
WARNINGS:
1. Builder and
CBC2010/IBC2009 MAX MEMBER
FORCES 4WR/GDF90/Cq=1.00
1-
2=(-2446) 476 1. 8=(-423)
2255 8- 2=( 0) 160
2-
3=(-2063) 358 8- 9=(7426)
2251 2. 9=(-345) 113
3.
4=(-1921) 3239-10=(-315)
1916 9. 3=( 0) 334
4-
5=(-2070) 345 10.11=(-375)
2245 9- 4=( -43) 42
5-
6=(-2440) 432 11. 6=(-372)
2249 4-10=( 0) 334
6-
7=( -25) 28
10- 5=(-330) 69
Design assumes adequate drainage is.provided. -
TPIAWCA in BCSI, copies of which will be furnished upon request.
5-11=( 0) 156
BEARING
LOCATIONS
MAX VERT MAX HORZ
REACTIONS REACTIONS
BRG REQUIRED BRG LENGTH
SIZE INCHES (SPECIES)
01- 0.0'
26'- 0.0'
0/ 1039V -79/ 89H
-34/ 1135V -79/ 89H
5.50' 1.11 OF ( 625)
5.50' 1.21 DF ( 625)
BRG @ 0'- 0.0'
1.11 DF/ 1,71 HF/ 1.63 SPF
BRG @ 26'- 0.0'
1.2.1 OF/ 1.87 HF/ 1.78 SPF
Design conforms
to main windforce-resisting
system and components and cladding criteria.
Wind: 85 mph, h=15ft,
TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2,
Exp.B, MWFRS,
gable end zone,
load duration factor=l.6 „
Truss designed for
wind loads
in the plane of
the truss only.
20-09-11
M -8x8
Truss: I-3
)ES. BY: LJ
)ATE: 3/28/2014
)EQ.: 5872348
TRANS ID: 394672
IIIII,IIIII VIII. VIII VIII VIII VIII IIII IIII
M-5x8(S)
26-00
12 D 4.00 E3U17
E COUNTY
ONTYI
1341LINtDIVISION
APPROVED
C,
6 O
11_7vR O
5-00-09 9-05 16-08-12 20-11-07 26-00
26-00
1-06
' - Scale: 0.3036
WARNINGS:
1. Builder and
. GENERAL NOTES, unless otherwise noted: '
erection contractor should be advised of all General Notes
and Warnings before construction
1, This design is based only upon the parameters shown and is for an indi0dr
commences.
2. 2x4 compression web bracing must be installed where shown+,
3.
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
Additional temporary bracing to insure stability during construction .
2. Design assumes the top and bottom chords to be laterally braced at
is the responsibility of the erector. Additional permanent bracing of
2' o.c. and at 10' o.c, respectively unless braced throughout their length by
the overall structure is the responsibility of the building designer.
4. No load
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing
should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads
required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
5. Design
greater than
design loads be applied to any component.
assumes trusses are to be used in a non -corrosive environment,
and are for "dry condition' of use.
5. CompuTrus has no control over and assumes no responsibility for the
6. Design assumes full bearing at all supports shown. Shim or wedge if
fabrication, handling, shipment and installation of components.
necessary.
6. This design is furnished subject to the limitations set forth by
q'.
Design assumes adequate drainage is.provided. -
TPIAWCA in BCSI, copies of which will be furnished upon request.
8. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center lines.
KAiTo411.Ca Inr /f:mm�i,Tn,c CMhuara 7 FRrAl I -F_
tR FOn�ilheindicatesize oiplate inches.
Ae.in,oe am FCD.f 711 FCD-10AA r1AToL1
"��Map 060364
GW� 4
3/.Z,g//4
V1i s�'
111((((11(
v
0
O
JOB NAME
fl
6-02-05 5-02-10 3-03-12
L 5-00-141
6-02-05
russ: I-4
IES. BY: LJ
TATE: 3/28/2014
'EQ.: 5872349
-RAMS ID: 394672
IIID VIII VIII VIII VIII VIII VIII IIII IIII
14-00
26-00'
SC21 .
12-00
WARNINGS:
vV V
1. Builder and erection contractor should be advised of all General Notes1.
and Warnings before construction commences.
GENERAL NOTES, unless otherwise noted:
This design is based only upon the parameters shown and is for an individual
DESIGN ASSISTANCE
LUMBER SPECIFICATIONS
where shown +.
3. Additional temporary bracing to insure stability during construction
of component is the responsibility of the building designer.
2.. Design assumes the top and bottom chords to be laterally braced at
is the responsibility of the erector. Additional permanent bracing of
2' O.C. and at 10' o.c. respectively unless braced throughout their length by
TC: 2x4 F k18BTRF
TRUSS SPAN 26'• 0.0'
4. No load should be applied to any component until after all bracing and
bridging or lateral bracing required where shown ++
4. Installation truss
fasteners are complete and at no time should any loads greater than
BC: 2x4 OF IYIBBTR
O
LOAD DUINCREASE = 1.25
-corrosive environment,
and are for "dry condition" of use.
5. CompuTrus has no control over and assumes no responsibility for the
CBC2010/I8C2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
WEBS: 2x4 DF k1&BTR
SPACED 24.0. O.C.
6. This design is furnished subject to the limitations set forth7.
TPVW TCA in BCSI, copies of which will be furnished e
Design assumes adequate drainage is provided.
6 nes hall be loc tedjoinn botha es of truss, and placed so their center
1- 2=(•2414) 0 1. 8=(-22) 2223 8- 2=( 0) 247
co
MiTo4 I LCA tnr rrn,,,,,��r., �. c„rlu,=ro +7' art t i_t=
,n cDantlic.a.^e sine of plate in inch es.Q.
2- 3=(•1817)0 8-19=(-25) 2218 2. 9=(•578) 57
TC LATERAL SUPPORT 12'OC. NON.
LOADING
3- 4=(-1673) 0 9.10=( 0) 1670 9- 3=( 0) 316
BC LATERAL SUPPORT 220'OC. MON.
1
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0
PSF
4- 5=(-1827) 0 10.11=( -3) 2213 9. 4=( -32) 33
DL ON BOTTOM CHORD = 10.0
PSF
5- 6=(-2410) 0 11- 6=( 0) 2219 4-10=( 0) 313
------------------ _=
TOTAL LOAD = 40.0
PSF
6- 7=( -12) 28 10- 5=�-565) 40
NOTE: 2x4 BRACING AT 24'OC UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
LIMITED STORAGE DOES NOT APPLY DUE TO THE
SPATIAL
5-11= O) 245
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BEARING
MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH
OVERHANGS: 0.0' 18.0'
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD.
TOP.
LOCATIONS
0'• 0.0'
REACTIONS REACTIONS SIZE INCHES (SPECIES)
=7/ 1039V -92/ 102H 5.50' 1.11 OF
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
26'- 0.0'
( 625)
S0/ 1135V 92/ 102H 5.50' 1.21 OF ( 625)
Connector plate prefix designators:
C,M20HS,,CN18 (or no prefix) = CompuTrus, Inc
BRG @ 0'- 0.0' 1.11 DF/ 1.71 HF/ 1.63 SPF
M,M20HS,M18HS,N16 = Mi Tek MT series
BRG @ 26'- 0.0' 1.21 OF/ 1.87 HF/ 1.78 SPF
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX
MAX LL DEFL = -0.101' @ 14'- 0.0' Allowed = 1.254'
DL CREEP DEFL = •0.199' @ 14'- 0.0' Allowed =
MAX
1.672'
TL CREEP DEFL = -0.300' @ 14'- 0.0' Allowed = 1.672'
MAX HORIZ. LL DEFL = 0.034' @ 25'- 6.5'
MAX HORIZ. TL DEFL = 0.068' @ 25'- 6.5'
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.8, MWFRS,
11-11-11
2-00-10
gable end zone, load duration factor=1.6„
designed
e for w
Truss11-11-11
inplane of the truss only.
6-04-01
5-07-10 2-00-10
5-07-10
6-04-01
12
4.00 o
M-46
M -6x8
12
a a -nn
v
0
O
JOB NAME
fl
6-02-05 5-02-10 3-03-12
L 5-00-141
6-02-05
russ: I-4
IES. BY: LJ
TATE: 3/28/2014
'EQ.: 5872349
-RAMS ID: 394672
IIID VIII VIII VIII VIII VIII VIII IIII IIII
14-00
26-00'
SC21 .
12-00
WARNINGS:
vV V
1. Builder and erection contractor should be advised of all General Notes1.
and Warnings before construction commences.
GENERAL NOTES, unless otherwise noted:
This design is based only upon the parameters shown and is for an individual
2. 2x4' compression web bracing must be installed
building component. Applicability of design parameters and proper
incorporation
where shown +.
3. Additional temporary bracing to insure stability during construction
of component is the responsibility of the building designer.
2.. Design assumes the top and bottom chords to be laterally braced at
is the responsibility of the erector. Additional permanent bracing of
2' O.C. and at 10' o.c. respectively unless braced throughout their length by
the overall structure is the responsibility of the building designer. ner.
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact
4. No load should be applied to any component until after all bracing and
bridging or lateral bracing required where shown ++
4. Installation truss
fasteners are complete and at no time should any loads greater than
of is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non
design loads be applied to any component,
-corrosive environment,
and are for "dry condition" of use.
5. CompuTrus has no control over and assumes no responsibility for the
6. Design assumes full bearing at all supports shown. Shim or wedge if
fabrication, handling, shipment and installation of components.
necessary.
6. This design is furnished subject to the limitations set forth7.
TPVW TCA in BCSI, copies of which will be furnished e
Design assumes adequate drainage is provided.
6 nes hall be loc tedjoinn botha es of truss, and placed so their center
upon quest.
co
MiTo4 I LCA tnr rrn,,,,,��r., �. c„rlu,=ro +7' art t i_t=
,n cDantlic.a.^e sine of plate in inch es.Q.
m cco.,z„ ceo_,onn nn,•vo,
1-06
(11(111111
LUMBER SPECIFICATIONS
TC: 2x4 OF N18BTR
BC: 2x4 OF i11i3BTR
WEBS: 2x4 OF N18BTR
TC LATERAL SUPPORT <= 12.00. UO N.
BC LATERAL SUPPORT 120.00. UON.
.OVERHANGS: 0.0' 18.0'
Connector plate prefix designators:
C, CN,C18,CN1B (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS11116 = MiTek MT series
13-00
. TRUSS SPAN 26' 0.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LL( 20.0)+DL( 10.0)LON TOP CHORD = 30.0 PSF
DL ON BOTTOM CHORD = '10.0 PSF
TOTAL LOAD = 40.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REOUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY,
6-10-15 6-01-01
12
4.00 C M-46
4.0'
6-01-01
E
DESIGN ASSISTANCE
WARNINGS:
1. Builder and erection contractor should be advised of all Genera I Notes
and Warnings before construction commences.
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GOF90/Cq=1.00
2. 2x4 compression web bracing must be installed where
1- 2=(-2351) 54 1- 7=(-76) 2163 2. 7=(•414) 133
2- 3=(-2060) 0 7- 8=( O) 1432 7- 3=( O) 667'
shown+,
3. Additional temporary bracing to insure stability during construction
3- 4=(-2058) 0 8- 5=(-55) 2159 3- 8=( 0) 664
is the responsibility of the erector. Additional permanent bracing of
4- 5=(-2347) 36 8- 4=(-410) 121
5- 6=( -12) 28
BEARING
LOCATIONS
MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH
REACTIONS REACTIONS SIZE
26'- 0.0'
INCHES (SPECIES)
design loads be applied to any component.
5. CompuTrus has no
-58/ 1135V -96/ 106H 5.50' 1.21 DF ( 625)
control over and assumes no responsibility for the
fabrication, handling,
BRG @ 01- 0.0' 1.11DF/ 1.71 HF/ 1.63 SPF
BRG @ 26'• 0.0' 1.21 OF/ 1.87 HF/ 1.78 SPF
shipment and installation of components..necessary.
6.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX
MAX LL DEFL = •0.097' @ 13'- 0.0' Allowed = 1.254'
OL CREEP DEFL = -0.192' @ 8'-
MAX
11.3' Allowed = 1.672'
TL CREEP DEFL = -0.288' @ 8'- 11.3' Allowed = 1.672'
UiTo4 I I.CA In /r: ...Tr , Cnfhuaro a7 F All LF
MAX HORIZ. LL DEFL = 0.031' @ 25'- 6.5'
MAX HORIZ. TL DEFL = 0.061' @ 25'- 6.5'
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6„
13-00
Truss designed for wind loads
in the plane of the truss only.
6-10-15
12
a
4.00----,,
.00 ------
JOB NAME:
russ: I-5
ES. BY: LJ
ATE: 3/28/2014
EQ.: 5872350
BANS ID: 394672
.IIII VIII VIII VIII VIII VIII VIII IIII IIII
8-11-05 8-01-06
8-11-05
14-00
12-00
26-00
1-06
E COUNTY.
NG DIVISION
'ROVED
Scale: 0.2958
WARNINGS:
1. Builder and erection contractor should be advised of all Genera I Notes
and Warnings before construction commences.
ES, unless otherwise noted:
GENERAL1. Thie gnn is based only upon the Parameters shown and is for an individual
2. 2x4 compression web bracing must be installed where
building component. Applicability of design parameters and proper
incorporation
shown+,
3. Additional temporary bracing to insure stability during construction
of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced
is the responsibility of the erector. Additional permanent bracing of
at
2' o.c. and at 10' O.C. respectively unless braced throughout their length by
the overall structure is the responsibility of the building desi ner.continuous
4. No load should be applied to
sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. or bracing
I
any component until after all bracing and
fasteners are complete and at no time should any loads greater than
4. stallaa on Of trrusct s is the responsibility of the respectivired where e contractor.
S. Design assumes trusses are to be in
design loads be applied to any component.
5. CompuTrus has no
used a non -corrosive environment,
and are for "dry condhion" of use.
control over and assumes no responsibility for the
fabrication, handling,
6. Design assumes full bearing at all supports shown. Shim or wedge if
shipment and installation of components..necessary.
6.
7.
This design is furnished subject to the limitations set forth b
Design assumes adequate drainage is provided.
6
TPVWTCA in BCSI, copies of which will be furnished upon request.
d on
tines coincide wiles shall bedth catjoint centertlines.s of truss, and placed so their center
UiTo4 I I.CA In /r: ...Tr , Cnfhuaro a7 F All LF
9. Digits indicate size of plate in inches.
111 Fnr Aacin 1111111111 n. nl ado Aec�nn ..al,nc ceu DCq_1i11 DCD_10AA 11ITuL1
E COUNTY.
NG DIVISION
'ROVED
I II I II IIII
JOB NAME
russ: I-6
ES. BY: LJ
ATE: 3/28/2014
EQ.: 5872351
RANS ID: 394672
IIII (IIII (IIII (IIII VIII VIII VIII IIII IIII
I 9-10-12 18-03-01
27-03-08
Scale: D.2672 _
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the
and Warnings before construction commences.
2. 2x4 compression web bracing
DESIGN ASSISTANCE
LUMBER SPECIFICATIONS
incorporation of component is the responsibility of the building designer.
2. Design assumes the top
stability during construction
is the responsibility of the erector. Additional permanent bracing of
and bottom chords to be laterally braced at
2• o.c, and at 10' o.c. respectively unless beed throughout their length by
TC: 2x4 OF #I&BTR
BC: 2x4 OF q1&BTR
TRUSS SPAN27'- 3.5'
LOAD DURATION INCREASE = 1.25
load should be applied to any component until after all bracing and
fasteners are complete and at no time
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
WEBS: 2x4 DF #I&BTR
SPACED 24.0' O.C.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
1. 2=( -36) 49 8. 9=(-308) 1403 1. 8=( -120) 34
6. This design is furnished subject to the limitations set forth b
7• Design assumes adequate drainage is. provided.
6 be located
TPVWfCA in SCSI, copies of which will be furnished upon request.
2. 3=(-2256) 412 9-10=(-352) 1601 '_2=(-1661) 304
TC LATERAL SUPPORT 12 -OC. NON.
LOADING
3- 4=(-2470) 473 70. 6=(-487) 2315 2- 9=( -121) 995
BC LATERAL SUPPORT 2120'OC. UON.
1
LL( 20.0 +DL 10.0) ON TOP CHORD = 30.0
) OL
PSF
4. 5=(-2216) 420 9- 3=(-1014 255
ON BOTTOM CHORD = 10.0
PSF
5- 6=(-2514) 556 9. 4=( -100) 992
OVERHANGS: 0.0' 18.0'
TOTAL LOAD = 40.0
PSF
6- 7=( -25) 28 4-10=( -23) 644
Connector plate prefix designators:
•
LIMITED STORAGE DOES NOT APPLY DUE TO THE
SPATIAL
70- 5=( -409) 773
CN18 (or no prefix) = CompuTrus, Inc
C,N20CN,HS,CI8,1118HS
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BEARING MAX VERT 11AX HORZ ERG REQUIRED BRG LENGTH
LOCATIONS
M,,=
6116 Mi7ek MT series
REACTIONS REACTIONS SIZE INCHES- (SPECIES)
0.0' 0/
BOTTOM CHORD CHECKED FOR.IOPSF LIVE LOAD.
TOP01-
1085V -87/ 106H 5.50' 1.16 OF ( 625)
27'- 3.5'
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
-50/ 1193V -87/ 106H 5.50' 1.27 OF ( 625)
BRG @ 0'- 0.0' 1.16 DF/ 1,79 HF/ 1.70 SPF
' BRG @ 27'- 3.5' 1.27 DF/ 1.96 HF/ 1.87 SPF
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
10-00-08 4-03
13-00
5-00-04
10-00-08 14-03-08
20-04-08
27-03-08
12
4.001---
12
M-46
`98TM COUNTY
°
BUILDING DIVISION
4
M-1
APPROVED
.5x4
M-4x6!A-5x8
v
3
_
--
- -
M-1 .5X4
T
v
cm
O
C)
M-469
0.25'
70
6 o
M-2. 5x5 M -3x6
O
M-5x8(S)
JOB NAME
russ: I-6
ES. BY: LJ
ATE: 3/28/2014
EQ.: 5872351
RANS ID: 394672
IIII (IIII (IIII (IIII VIII VIII VIII IIII IIII
I 9-10-12 18-03-01
27-03-08
Scale: D.2672 _
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the
and Warnings before construction commences.
2. 2x4 compression web bracing
parameters shown and is for an individual
I building component. Applicability of design parameters and proper
must be installed where shown +.
3. Additional temporary bracing to insure
incorporation of component is the responsibility of the building designer.
2. Design assumes the top
stability during construction
is the responsibility of the erector. Additional permanent bracing of
and bottom chords to be laterally braced at
2• o.c, and at 10' o.c. respectively unless beed throughout their length by
the overall structure is the responsibility of the buildingdesigner.
4. No 9
continuous sheathing such as plywood shealhing(TC) and/or drywall(SC).
3. 2x Impact bridging.or lateral bracing
load should be applied to any component until after all bracing and
fasteners are complete and at no time
required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
should any loads greater than
design loads be applied to any component.
5. Design assumes trusses are to be used in a non -corrosive environment,
and are for -dry condition- of use.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. Design assumes fug bearing at all supports shown. Shim or wedge if `
necessary.
6. This design is furnished subject to the limitations set forth b
7• Design assumes adequate drainage is. provided.
6 be located
TPVWfCA in SCSI, copies of which will be furnished upon request.
on errlinfaces
nes coincide with joint ente5 shall sof buss, and placed so their center
MiTe4 I ICC Inr /r;mm�i,Tn,e Cnfhunru 7 F Art 1_F
9. Digfts indicate size of plate in inches.
1n nr by
¢.r rnnm • nlvev An ¢:nn „vL,va ¢m FCq_t'1� f FCq-1GAa .WET '
27-03-08
NO. COW84m
16 EXP. WI14 .�
1-06
A
nn ium
'
DESIGN ASSISTANCE
LUMBER SPECIFICATIONS
TC: 2x4 OF H1&BTR
BC: 2x4 F q1&BTR
TRUSS SPAN 3.5' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GOF90/Cq=1.00
LOAD DURATION INCREASE
E 1.25
WEBS: 2x4 OF
DF N18BTR
1- 2=( -45) 61
SPACED 24.0' D.C.
. 2- 3=(-1921) 339
8. 9=(-228) 1405 1. 8=( -142) 40 11- 5=(-421) 180
9-10=(-228) 1405 8. 2=(-1668)
TC LATERAL SUPPORT <= 12 -OC. UON.
LOADING 3. 4=(-2081) 379
198
10-11=(-307) 1604 9- 2=( 0) 268.
BC LATERAL SUPPORT 120 -OC. UON.
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF 4- 5=(•2183) 367
5- 6=(•2507) 514
11- 6=(-449) 2309 2-10=( -129) 605
OL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -25) 28
10. 3=( -856) 196
OVERHANGS: 0.0' 18.0'
TOTAL LOAD = 40.0 PSF
10- 4=( -81) 728
Connector plate prefix designators:
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
4-11
4-11=( -17) 615
C, CN,C18,CN18 (or no prefix) = CompuTrus,
BEARING
Inc REQUIREMENTS OF CBC 2010 NOT BEING MET.
MAX VERT MAX BRG REQUIRED BRG LENGTH
N,M20HS, N18HS,M16 = MiTek MT series
LOCATIONS
0'-
REACTIONS REACTHORZIONS SIZE INCHES (SPECIES)
0.0'
BOTTOM CHORD 'CHECKED FOR 1OPSF LIVE LOAD. TOP 27'- 3.5'
0/ 1085V -87/ 106H 5.50' 1.16
-47/
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
1193V 87/ 106H 5.50' 1.27 OF ( 625)
BRG @ 01- - 0.0' 1.16 DF/ 1.79 HF/ 1.70 SPF
BRG @ 27'- 3.5' 1.27 DF/ 1.96 HF/ 1.87 SPF
Design conforms to main windforce•resisting
system and components and cladding criteria.
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat 2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6
„
Truss designed for wind loads
in the plane of the truss only.
12-00-08 2-03
13-00
6-00-04 12-00 08 14-03-08 20-04-08
I
27-03-08
12
4.001---
12
a 4.00
M -4x6
4
COUNTY
.5x4
t
4�M-1
M -5x8 M 5x8
oUw
BUILDING DIVISION
3
ROVED
APPROVED
�
M -1.5x4
o
v 0 0
in c�
-
8
M -4x6
9 10
M -1.5x4 M -3x10 0.25° tt
- 6 o
M -3x6 0
M-5x8(S)
6-00-04 11-10-12 18-00
27 -03 -OS
27-03-08
1-06
JOB NAME:
Scala: 0,2872
r U S $ . 1-7
WARNINGS: GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual
and Warnings before construction commences. -
e
1r
ES BY '
building component. Applicability of design parameters and proper
2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer.
3. Additional temporary
j F
. - LJ
ATE: 3/28/2014
bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at - -
is the responsibility of the erector. Additional permanent bracing of 7 o.c, and at 10' o.c. respectively unless braced throughout their length by
the overall continuous
Z
/�
EQ 58 723]
structure is the responsibility of the buildingdesigner.
sheathing such as plywood sheathing(TC) and/or drywall(SC).
4. No load should be applied to arty component until after all bracing and 4.stalleGonct bo bridginglateral where
is of
m
.
f512t
RANS I D : 394672
the responsir bility the, respectiired
veconVador.�
fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment,
design loads be applied to any component. and are for "dry
Mt
� ue 9'� Z
condition' of use.
5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim orwedge if
fabrication, handling, shipment and installation necessary.
3 ��:8/ / -%
IIII VIII VIII VIII VIII
of components.
6. This design is furnished subject to the limitations set forth b 7. Design assumes adequate drainage is provided.
TPI/V TCA in BCSI, copies of truss, and
a Ines
t1�. C",,
VIII VIII IIII IIII t
of which will be furnished upon request, placed so their center
coincide with joint centerrlines.s
UiTe4 9. Digits indicate
�� 6
•
I IRA Inr /r:.,mn�T- Rnfn„„o 7 A ant 1_F size of plate in inches.
n Gnr hie:. nnnne nlale Ane:nn ..a Bine em LCq_1'lfr FCD_10AR IV1TeL1
1(((111111
LUMBER SPECIFICATIONS
TC: 2x4 OF N1&BTR
BC: 2x4 DF k1&BTR
WEBS: 2x4 OF H1&BTR
TC LATERAL SUPPORT <= 12'OC. UON.
BC LATERAL SUPPORT 120'OC. UON.
NOTE 2x4 BRACING AT 24.00 UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
OVERHANGS: 0.0' 18.0'
Connector plate prefix designators:
CCN,C18 CN1B (or no prefix) = CompuTrus, Inc
M:M20MS,MIBHS,M16 = MiTek MT series
7-04-10
M -2x4
CID0
7
JOB NAME:
russ: I-8
ES. BY: LJ
ATE: 3/28/2014
EQ.: 5872353
BANS ID: 394672
VIII VIII VIII VIII VIII VIII VIII IIII I
7-04-10 7-02-14
5-11-06 6-08-10
12-00
15-03-08
27-03-08
Scale: 0.3027
W
ARNINGS:
1, Builder and erection contactor should be advised of all Genital Notes
GENERAL
design
DESIGN ASSISTANCE
TRUSS SPAN 3.5'
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary
of design parameters and proper
incorporation of component is the responsibility of the building designer.
-
LOAD DURATION INCREASE
INCREASE 1.25
2• Design assumes the top and bottom chords to be laterally braced at
2' o.c. and at 10' o.c. respectively unless braced throughout
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
SPACED 24.0' O.C.
to any component until after all brracing and
fasteners are complete and at no time should any loads
I. 2=( -48) 6 7. 8=(0) 1421 1. 7=( -175) 47 4-10=(0) 263
2-
greater than
design loads be applied to any component.
assumes trusses are to be used in a noncorrosive environment,
and are for -dry condition' of use.
3=(-1683) 0 8- 9=(0) 1421 7. 2=(-1659) 0
LOADING
handling, shipment and installation of components. -
3- 4=(•1834) 0 9.10=(0) 2287 8. 2=( 0) 328
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0
PSF
4- 5=(-2499) 0 10- 5=(0) 2292 2. 9=( -34) 303
DL ON BOTTOM CHORD = 10.0
PSF
5. 6=( -12) 28 3. 9=( 0) 294
TOTAL LOAD =, 40.0
PSF
9- 4=( •642) 56
LIMITED STORAGE DOES NOT APPLY DUE TO THE
REQUIREMENTS OF CBC 2010 NOT
SPATIAL
BEARING MAX VERT MAX HORZ BAG REOUIREO'BRG LENGTH
LOCATIONS REACTIONS
BEING MET.
REACTIONS SIZE INCHES (SPECIES)
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD.
TOP
27'- ,3.5' -45/ 11193V 97/ 112N 5.50' 1.27 OF 1.16 OF ( 625)
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
BRIG @ 0'- 0.0' 1.16 DF/ 1.78 HF/ 1.70 SPF
BRG @ 27'- 3.5' 1.27 DF/ 1.96 HF/ 1.87 SPF
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -
MAX LL DEFL = -0.106' @ 14'- 0.5' Allowed = 1.319'
MAX DL CREEP DEFL = -0.190' @ 14'- 0.5' Allowed =
1.758'
MAX TL CREEP DEFL = -0.296' @ 14'- 0.5' Allowed = 1.758'
MAX HORIZ. LL DEFL = 0.031' @ 26'• 10.0'
MAX HORIZ. TL DEFL = 0.061' @ 26'• 10.0'
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp,B, MWFRS,
14-00-13
gable end zone, load duration factor=l.6„
Trussdesigned for wind loads
13-02-11 in the plane of the truss only.
7-01-02
5-11-06
6-10-06
M -5x8
M-46
t2 ^-
russ: I-8
ES. BY: LJ
ATE: 3/28/2014
EQ.: 5872353
BANS ID: 394672
VIII VIII VIII VIII VIII VIII VIII IIII I
7-04-10 7-02-14
5-11-06 6-08-10
12-00
15-03-08
27-03-08
Scale: 0.3027
W
ARNINGS:
1, Builder and erection contactor should be advised of all Genital Notes
GENERAL
design
and Warnings before construction commences.
is based only upon the parameters shown and is for an individual
building component. Applicability
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary
of design parameters and proper
incorporation of component is the responsibility of the building designer.
bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing
2• Design assumes the top and bottom chords to be laterally braced at
2' o.c. and at 10' o.c. respectively unless braced throughout
of
the overall structure is the responsibility of the building designer.
4. No load should be applied
their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
or bracing
boftrruss
to any component until after all brracing and
fasteners are complete and at no time should any loads
4. nstallationact
is the responsibility of the respectiired where ve contractor.
5. Design
greater than
design loads be applied to any component.
assumes trusses are to be used in a noncorrosive environment,
and are for -dry condition' of use.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication,
6. Design assumes fug bearing at all supports shown. Shim or wedge if
handling, shipment and installation of components. -
necessary,
6. This design is furnished subject to the limitations set for
TPINVTCA in SCSI, copies of which be furnished equest.
7. Design assumes adequate drainage is provided.
shall be located on botr
S nes
truss, and placed so their
will upon
coincide with joint centeates
lines.s al center
IAiTo411.CA Inn rr.nm ,Tnra Cnnwnr.+7 A rmii_F
1f1C9.Dngi'Ao ts indicatein 1111 h
tl'nnnnlnn ze oNP.ntAoa
11e alsi.naam FCD_f'1t1 FCt�_r DAA r\e�TnN
No�vp'
VJ W. 4
1� 3/zC:Bp
OF
XWNTY
UIVISION
OVER -
I�
LUMBER SPECIFICATIONS
TC: 2x4 OF #1&BTR
BC: 2x6 OF #1&BTR
WEBS: 2x4 OF #1&BTR
TC LATERAL SUPPORT <= 12 -OC. UON,
BC LATERAL SUPPORT 120'OC. UON.
NOTE 2x4 BRACING AT 24'OC UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
OVERHANGS: 0.0' 18.0'
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
JT 5: Heel to plate corner = 1.00-
( 2 ) complete trusses required.
Join together 2 ply with 3'x.131 DIA GUN
nails staggered at:
9' oc in 1 row(s) throughout 2x4 top chords,
9' cc in 2 row(s) throughout 2x6 bottom chords,
9' cc in 1 row(s) throughout 2x4 webs.
6-07-10
M -2x4
1
eCD co +
; ,
0
JOB NAME
Fruss: I-9
)ES. BY: LJ
)ATE: 3/28/2014
)EQ.: 5872354
RANS ID: 394672
VIII VIII VIII VIII VIII VIII
11111 1111 IN
BUTTE COUNTY
M-46 BUILDING DIVISION
APPROVED
IM -46 M -2x4 0.25" 10
M -2x10 M-3x10
=M-8x8(S)
,1460# I 460# ,1465# 485# 570#1210#
6-07-10 13 01 08 19-06-14
27-03-08 �(
L
WARNINGS:
I. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component umil after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPINVTCA in SCSI, copies of which will be furnished upon request.
hAiTn4 I I.Cn In, r(;nT ,Tn Cnf`h n . 7 R Art I LF
27-03-08
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters Shawn and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2.. Design assumes the top and bottom chords to be laterally braced at
2'0 .c. and at 1d O.C. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) andfor drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown - -
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a noncorrosive environment,
and are for "dry condition" of use.
6. Design assumes fug bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
to Fnr Ma a�n nnnno.yn. nl ere Aceinn ,.ar..ca arc FC9.titf CCC.rOAN r�*TuYr
1-06
DESIGN ASSISTANCE
- TRUSS SPAN 27'- 3.5'
LOAD DURATION INCREASE 1.(Non-Rep)
CBC2010/IBC2009
MAX MEMBER FORCES 4WR/GDF90)Cq=1.00
SPACED 24.0' O.C.C.
1- 2=( -246)
250
1
7- 8=(0) 3712 - 7=( -156) 42 4.10=(0) 1724
2. 3=(-4516)
0
8- 9=(0) 3712 7. 2=(-3304) 0
LOADING
3- 4=(-4834)
0
9-10=(0) 6928 8- 2=( 0) 296
LL( 20.0)+DL( 10.0) ON TOP CHORD =
30.0 PSF
4. 5=(-7478)
0
10- 5=(0) 6988 2- 9=( 0) 2512
DL ON BOTTOM CHORD =
10.0 PSF
5- 6=( -12)
28
3- 9=( 0) 1216
TOTAL LOAD =
40.0 PSF
9- 4=(-2570) 0
ADDL: BC CONC LL+DL= 460.0 LBS @
11'- 7,11
BEARING -
LOCATIONS
MAX
VERT MAX HORZ ERG REQUIRED ERG LENGTH
ADDL: BC CONC LL+DL= 460.0 LBS @
13'- 7,1'
0'- 0.0'
REACTIONS
REACTIONS SIZE INCHES (SPECIES)
ADDL: BC CONC LL+DL= 465.0 LBS @
15'- 7.1'
0/
2165V -2000/ 2000H 5.50' 1.15 DF ( 625)
ADDL: BC CONC LL+DL= 485.0 LBS @
17'- 7.1'
27'- 3.5'
0/
3763V -2000/ 2000H 5.50' 2.01 OF ( 625)
ADDL: BC CONC LL+DL= 570.0 LBS @
19'- 7.1'
ADDL: BC CONC LL+DL= 1210.0 LBS @
25'- 5.0'
BRG @ 01- 0.0' 1.15 DF/ 1.78 HF/ 1.70 SPF
ERG @ 27'- 3.5' 2.01 DF/ 3.10 HF/ 2.95 SPF
LIMITED STORAGE DOES NOT APPLY DUE
TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING
MET.
16UNIJ. 2: 2000.00 LBS SEISMIC LOAD.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE
LOAD. TOP
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
AND BOTTOM CHORD LIVE LOADS ACT NON
-CONCURRENTLY.
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6„
**HANGER BY OTHERS TO APPLY
Truss designed for wind loads
CONC. LOAD(S) EQUALLY TO ALL MEMBERS.
in the plane of the truss only.
12-06-13
14-08-11
12-11-12
19-05-02
27-03-08
M -3x10
M -5x8
12
a 4.00
BUTTE COUNTY
M-46 BUILDING DIVISION
APPROVED
IM -46 M -2x4 0.25" 10
M -2x10 M-3x10
=M-8x8(S)
,1460# I 460# ,1465# 485# 570#1210#
6-07-10 13 01 08 19-06-14
27-03-08 �(
L
WARNINGS:
I. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component umil after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPINVTCA in SCSI, copies of which will be furnished upon request.
hAiTn4 I I.Cn In, r(;nT ,Tn Cnf`h n . 7 R Art I LF
27-03-08
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters Shawn and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2.. Design assumes the top and bottom chords to be laterally braced at
2'0 .c. and at 1d O.C. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) andfor drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown - -
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a noncorrosive environment,
and are for "dry condition" of use.
6. Design assumes fug bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
to Fnr Ma a�n nnnno.yn. nl ere Aceinn ,.ar..ca arc FC9.titf CCC.rOAN r�*TuYr
1-06
111(111111
LUMBER SPECIFICATIONS
TC: 2x4 OF q1&BTR
BC: 2x4 OF ##&BTR
WEBS: 2x4 OF q1&BTR
TC LATERAL SUPPORT 24.00. LION.
BC LATERAL SUPPORT 120.00. LION.
NOTE 2x4 BRACING AT 24.00 LION. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
OVERHANGS: 18.0' 0.0'
Connector plate prefix designators:
CCN,C18,CN18 (or no prefix) = CompuTrus, Inc
k1:M20HSJ118HS,Ml6 = MiTe% MT series
K
0
IS NAME
russ: J2
IES. BY: LJ
TATE: 3/28/20.14
;EQ.: 5872355
-RANS ID: 394672
VIII VIII VIII VIII IIID VIII VIII IIII IIII
6-00.00 MONO HIP SJ SETBACK 4-00-00 FROM END WALL
LOAD DURATION INCREASE = 1.25 (Non -Rep)
TC UNIF LL( 20.0)+DL( 10.0)=LOADING 30.0 PLF 0'- 0.0' TO 4'- 0.0' V
TC UNIF LL( 40.0)+DL( 20.0)= 60.0 PLF 4'- 0.0' TO 51- 0.0' V
TC UNIF LL(20.0)+DL( 10.0)= 30.0 PLF 4'- 0.0' TO 5'- 0.0' I
BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0' TO 51- 0.0' V
TC CONC LL( 126.7)+DL( 63.3)= 190.0 LBS @ 4'- 0.0'
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
3-11-11 2-00-05
12 190H
4.00 C 7
M -4x6
3-06-12
1-06
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown+.
3. Additional temporary bracing to insure stability during construction.
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPI/WTCA in BCSI, copies of which will be furnished upon request.
AAiTelr I t.QA In, /17--'r- Cnfhuaro 7 R Fri 1 1-r
2-05-04
6-00
DESIGN ASSISTANCE
+
CBC20101IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
i-2=( -40) 28 2-5=(-28) 417 5-3=(-105) 66
2-3=(-456) 70 5.6=(•37) 36 5.4=( -18) 424
3-4=(•417) 23 4-6=(-265) 77
BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
01- 0.0' -91/ 372V -49/ 33H 5.50' 0.40 OF ( 625)
6'- 0.0' -42/ "273V -49/ 33H 5.50' 0.29 OF ( 625)
BRG @ 01- 0.0' 0.40 DF/ 0.61 HF/ 0.58 SPF
BRG @ 6'- 0.0' 0.29 OF/ 0.45 HF/ 0.43 SPF
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.011' @ •1'- 6.0' Allowed = 0.150'
MAX DL CREEP DEFL = .0.011' @ 4'- 0.0' Allowed = 0.339'
MAX TL CREEP DEFL = •0.018' @ 4'- '0.0' Allowed = 0.339'
MAX HORIZ. LL OEFL = 0.001' @ 5'- 10.3'
MAX HORIZ. TL DEFL = 0.002' @ 51- 10.3'
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 85 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6,,
Truss designed for wind loads
in the plane of the truss only.
co
O
V
BUTTE COUNTY
13UILDING DIVISION
APPROVED
Scale': 0.6511
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
2' o.c. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(SC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective comractor.
S. Design assumes trusses are to be used in a non -corrosive environment,
and are for -dry condition' of use.
6. Design assumes fug bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center lines. -
9. Digits indicate size of plate in inches.
,n Cn. he air �nnnnMnr Nalc An ainn valnne aeu FCD.1111 FCO_10Aq llAiTe4\
"0,
W. %JW4
OF C&
)u(um)
LUMBER SPECIFICATIONS
TC: 2x4 OF 419BTR
BC: 2x4 DF q1&BTR
WEBS: 2x4 OF 01&BTR
TC LATERAL SUPPORT <= 12.00. UON.
BC LATERAL SUPPORT 120.00. UON.
NOTE 2x4 BRACING AT 24.00 UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
LETINS: 2-00-00 2-00-00
OVERHANGS: 18.0' 18.0'
Unbalanced live loads have been
considered for this design.
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
**HANGER BY OTHERS TO APPLY
CONC. LOAD(S) EQUALLY TO ALL MEMBERS.
U)
C13
0
C; o
0
v
cm
O�O
O
JOB NAME:
1-06
russ: L-1
ES. BY: LJ
ATE: 3/28/2014
:EQ.: 5872356
RANS ID: 394672
111111111 IN
20-00.00 HIP GJ SETBACK 6-00-00 FROM END WALL W/GIRD JACKS AT 4'
LOAD DURATION INCREASE = 1.25 (Non -Rep)
LOADING
TC UNIF LL( 40.0)+DL( 20.0)= 60.0 PLF 0'- 0.0' TO 6'- 0.0' V
TC UNIF LL( 80.0)+DL( 40.0)= 120.0 PLF 61- 0.0' TO 14'- 0.0' V
TC UNIF LL( 40.0)+DL( 20.0)= 60.0 PLF 14'- 0.0' TO 20'- 0.0' V
BC UNIF BC UNIF LL( O.0)+DL( 40.0)= 40.0 PLF 4'- 0.0' TO 161- 0.0' V
BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 16'- 0.0' TO 20'- 0.0' V
TC CONC LL( 60.0)+DL( 30.0)= 90.0 LBS @ 6'- 0.0'
TC CONC LL( 60.0)+DL( 30.0)= 90.0 LBS @ 14'- 0.0'
BC CONC LL( 141.1)+DL( 133.1)= 274.2 LBS @ 4'- 0.0'
BC CONC LL( 141.1)+DL( 133.1)= 274.2 LBS @ 16'- 0.0'
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BEARING
LOCATIONS
0'- 6.5'
19'- 5.5'
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
1- 2=( -38) 40 2.10=( 0) 2048 2- 3=(-2410) 8
2- 3=(-2410) 8 10-11=(-114) 2550 10. 4=( 0) 786
3- 4=(-2384) 0 11- 8=( 0) 2048 10- 5=( -600) 174
4- 5=(-2048) O 5.11=( -600) 174
5- 6=(-2048) 0 1-6=( 0) 786
6- 7=(-2384) 0 7. 8=(-2410) 8
7- 8=(-2410) 8
8. 9=( -38) 40
MAX VERT MAX HORZ
REACTIONS REACTIONS
-53/ 1614V -95/ 95H
-53/ 1614V -95/ 95H
BRG @ 0'- 6.5'
BRG @ 19'- 5.5'
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
BUTTE COUNTY
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
2
c n'
BUILDING DIVISION
( ) complete trusses required.
Join together 2 ply with 3'x.131 DIA GUN
nails staggered at:
APPROVED
9' oc in 1 row(s) throughout 2x4 top chords,
9' oc in 1 row(s) throughout 2x4 bottom chords,
9' oc in 1 row(s) throughout 2x4 webs.
ERG REQUIRED BRG LENGTH
SIZE INCHES (SPECIES)
5.50' 0.81 OF ( 625)
5.50' 0.81 OF ( 625)
0.81 DF/ 1.24 HF/ 1.19 SPF
0.81 OF/ 1.24 HF/ 1.19 SPF
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 85 mph, h=20ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.8, MWFRS,
gable end zone, load duration factor=1.6 „
Truss designed for wind loads
in the plane of the truss only.
1-04-14 4-11-11 9-00 13-00-05 16-07-02 18-01-07
12 9011 90
6.00 p M -4x6 12
M-46
M -2.5x5 D 6.00
s
M -2.5x5
M -2.5x5
N
2 _ o
10 11
M 3x6 M 2.5x5 M -2.5x5 M -3x6 e o
O
I
5-08-08
0-06-08
274.2011
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2 2x4 compression web bracing must be installed where shown +,
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPI/WTCA in BCSI, copies of which will be furnished upon request.
MiTu4 I ICC Inc Ir -m -'r -c Cnfhuaro 7 R Atli 1_F
J274.20H
14-03-08 20-00
18-11
20-00
Srala n A7n7 .
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the lop and bottom chords to be laterally braced at -
2' o.c. and at f 0' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) andlor drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a noncorrosive environment,
and are for -dry condition' of use.
6. Design assumes fug bearing at all supports shown. Shim orwedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both races of truss, and placed so their center
lines coincide with joint center lines.
9. nDigits indicate size of plate in inches.
to Cr He a:� �n nne.Ynr nl ele An a�nn •.e lee em =CO -.111 CCD-10AA /U TaL1
0 -06 -
NO. CeW64
W. 4
3/Z.B//'J
1-06
LUMBER SPECIFICATIONS
TC: 2x4 OF N1&BTR
BC: 2x4 OF Ni&BTR
WEBS: 2x4 OF q1&BTR
TC LATERAL SUPPORT <= 12 -OC. UON.
BC LATERAL SUPPORT 72.00. UON.
NOTE 2x4 BRACING AT 24.00 UON. FOR
ALL FLAT TOP CHORD AREAS NOT SHEATHED
OVERHANGS: 18.0' 18.0'
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
JOB NAME:
3-11-13
12
6.00 F,;'
TRUSS SPAN 20'- 0.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
ING
LL( 20.0)+DL( 10.0)LONOTOP CHORD = 30.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 40.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REOUIREMENTS OF CBC 2010 NOT BEING MET. BEARING
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOCATIONS
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY, 0' 0.0
12'- 7.0'
pa(�
20'- 0.0
i - BUTTE COUNTY
BUILDINIG DIVISION
APPOVE®
7-11-11 4-00-10 7-11-11
3-11-14 4-00-10 11 3-11-14
3-11-13
M-46 M -6x8 12
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
11- 2=( -13) 39 2. 9=(-36 136 3- 9=(-317) 76
2- 3=(-193) 53 9.10=(-80; 16 9- 4=(-288) 46
3- 4=( -40) 191 10- 7=(-33) 142 9. 5=( -67) 19
4- 5=( -28) 130 5-10=(-232) 42
5- 6=( -29) 145 10- 6=(-277) 60
' 6- 7=(-204) 53
7- 8=( -13) 40
MAX VERT MAX HORZ BRG REOUIRED ERG LENGTH
.32%ACT331V-23EACTIONS SIZE 49H 0.00' ONOOEYYyyySPICIESOj
12/ 620V -88/ 21H 227.00' 0.66 DF ( 625)
0/ 493V -15/ 85H 227.00' 0.53 OF ( 625)
-38/ 376V -48/ 31H 5.50' 0.40 OF ( 625)
BRG @ 01- 0.0' 0.35 DF/ 0.54 HF/ 0.52 SPF
BRG @ 7'- 6.7' 0.66 DF/ 1.02 HF/ 0.97 SPF
BRG @ 12'- 7.0' 0.53 DF/ 0.81 HF/ 0.77 SPF
BRG @ 20'- 0.0' 0.40 DF/ 0.62 HF/ 0.59 SPF
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX DLMCA
REEP DEFL = -0.005' @ 21'- 6.0' Allowed = 0.200'
MAX TL CREEP DEFL = -0.009' @ 211- 6.0' Allowed = 0.200'
MAX HORIZ. LL DEFL = 0.001' @ 19'- 6.5'
MAX HORIZ. TL DEFL = 0.002' @ 191- 6.5'
Wind: 85 mph, h=20ft, TCDL=6.0,BCDL=6.0, ASCE 7.05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
0
c
0
0
Scale: 0.3043
7-06-12 5-00-04 . 7-05
0-06-08 19-02-12
0-02-12
1-06
20-00
1-06
russ: L-2
=S. BY: LJ
aTE: 3/28/2014
EQ.: 5872357
,RANS ID: 394672
IIII VIII VIII VIII VIII VIII VIII IIII IIII
WARNINGS:
1. Builder and erection contactor should be advised of all General Notes
and Warnings before construction commences.
GENERAL1 Thie gnn NOTES,s based only upon the parameters shown and is for an individual
2 2x4 compression web bracing must be installed where shown r,
3. Additional temporary bracing to insure
building component. Applicability of design parameters and proper
incorpoatasion of component is the responsibility of the building designer.
2. Desumes
stability during construction
is the responsibility of the erector.
sign the top and boom chords to be laterally braced at
7 O.F. and
Additional permanent bracing of
the overall structure is the responsibility of the building designer.
at 10' O.C. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(SC).
4. No load should be applied to any component until after all bracing and
fasteners
where
4. Insttallation Oct ftrruss is the bitty of
are complete and at no time should any loads greater than
design loads be applied to any component,
reor sponsibility s the respectivired
e contractor.
5. Design assumes trusses are to be used in a noncorrosive environment,
-dry
5. CompuTrus has no control over and assumes no responsibility (or the
fabrication, handling,
and are for condition' of use.
6. Design assumes fug bearing at all supports shown. Shim at wedge if
shipment and installation of Components.
necessary.
6. This design is furnished subject to the limitations set forth
7. Design assumes adequate is provided.
TPIM?CA in BCSI, copies of which will be fumished upon equest.
face
d on both
8 nes coincide
with joes shall be int center ltlines.s of Truss, and placed so (heir center
MiTe4 I IRA 1- rrn,nn„Tn . Cnfhuaro a7 A Ar1I 1-F
g. Digits indicate size of plate in inches.
In Fnr
Ancv mnnuYnr Naln An conn ,.aLec ego FCD_1'I11 CCp_1pA0. /IA ToL1
1111111111
'LUMBER SPECIFICATIONS
TC: 2x4 OF @i&BTR
BC: 2x4 OF H1&BTR
WEBS: 2x4 OF 111&BTR
TC LATERAL SUPPORT <= 12.00. UON.
BC LATERAL SUPPORT 72.00. UON.
LETINS: 0-00-00 2.00-00
OVERHANGS: 18.0' 18.0'
Unbalanced live loads have been
considered for this design.
Connector plate prefix designators:
C, CN,C18,CN18 (or no prefix) = Com puTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
cD
JOB NAME
russ: L-3
=S. BY: LJ
%TE: 3/28/2014
EQ.: 5872358
BANS ID: 394672
IIII Iflll IIIII (IIII Iilll (IIII (IIII IIII IIII
3-00-04
12
6.00 F,--'
TRUSS SPAN 20'- 0.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
ING
LL( 20.0)+DL( 10.0)LONDTOP CHORD = 30.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 40.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
10-00
6106-02 10-00
14-08-11
M -4x6
5 4.0"
10-00
, 17-07-02
BEARING
LOCATIONS
2'- 10.5'
19'- 5.5'
19-01-01
12
Q 6.00
DESIGN ASSISTANCE
CBC20101IOC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00-
1- 2=( -37) 39 2-10=(-383) 283 3-10=( -208) 79
2- 3=(-339) 468 10-11=( -52) 475 10- 4=(-1042) 488
3- 4=(-348) 503 11- 8=(-184) 7104-11=( -39) 133
4. 5=(-617) 130 11- 5=( 0) 321
5- 6=(-630) 131 11. 6=( -247) 117
6. 7=(-845) 239 7- 8=( -901) 285
7--8=(-901) 285
8- 9=( -38) 40
MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH
REACTIONS REACTIONS SIZE INCHES (SPECIES)
-33/ 1019V -115/ 132H 3.50' 0.98 OF ( 625)
-33/ 761V -115/ 132H 3.50' 0.73 OF ( 625)
BRG @ 2'- 10.5' 0.98 DF/ 1.51 HF/ 1.44 SPF
BRG @ 191- 5.5' 0.73 DF/ 1.13 HF/ 1.08 SPF
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: .85 mph, h=20ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6„
Truss designed for wind loads
in the plane of the truss only.
3-02 10-00 20-00
2-10-08 16-07
0-06-08
1-06 20-00
1-06
WARNINGS: Scale: 0.2957
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPI/WTCA in BCSI, copies of which will be furnished upon request
MiTc4 I I.QA Inr /rT Rnfhw 7 R All 1-9:
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
Z o.c. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall BC .
3. 2x Impact bridging or lateral bracing required where shown +
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non -corrosive environment,
and are for "dry condition' of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
t Fnr haai� nnnnC'Inr NvIC ICainn iCI..C< eCC CCO_I'!f 1 FC9_tOAA lIA TCL\
BUTTE GWN1 Ty -
WILDIING DINYIal®N
hp " nnVED
111(111111
LUMBER SPECIFICATIONS
TC: 2x4 OF H1&BTR
BC: 2x4 OF #I&BTR
WEBS: 2x4 OF 01&BTR
TC LATERAL SUPPORT <= 12.00. UON.
SC LATERAL SUPPORT 12O'OC. UON.
Connector plate prefix designators:
C, CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,N18HS,M16 = MiTek MT series
v
0
co
0
C"
-o
JOB NAME:
russ: L-4
ES: BY: LJ
NTE: 3/28/2014.
EQ.: 5872359
RANS ID: 394672
fill 111111111111111111111111111111111111111
M-2.
TRUSS SPAN 16'- 7.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 10.0) ON TOP CHORD = 30.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 40.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REOUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
7-01-08
7-01-08 11-06-12
12
4.00 C --
M-46
DESIGN ASSISTANCE
CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.f00*
1.2=( -897) 280 5.6=( -57) 75 5-1=(-598) 249 3-7=(0) 158
2.3=( -894) 264 6-7=(-358) 1224 1.6=(-187) 742
3-4=(-1363) 409 7.4=(-355) 1228 2-6=( 0) 313
6-3=(-463) 145
BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH -
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
0'- 0.0' -10/ 657V -72/ 73H 3.50' 0.70 OF ( 625)
16'- 7.0' -14/ 669V -72/ 73H 3.50' 0.71 OF ( 625)
BRG @ 01- 0.0' 0.70 OF/, 1.08 HF/ 1.03 SPF
BRG @ 16'- 7.0' 0.71 DF/ 1.10 HF/ 1.05 SPF
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 85 mph, 11=20ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
gable end zone, load duration factor=1.6„
Truss designed for wind loads
9-05-08 in the plane of the truss only.
16-07
12
a 4.00
7-01-08 11-08-08 16-07
16-07
Scale: 0.4309
WARNINGS: -
1, Builder and erection contactor should be advised of all General Notes
and Warnings before
GENERALThis des design fs unlessS.
basedonly upon the
construction commences.
2. 2x4 compression web bracing must be installed where shown +.
parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the
3. Additional temporary bracing to insure stability during construction
responsibility of the building designer.
2• Design assumes the top and bottom chords to be laterally braced at
is the responsibility of the erector. Additional permanent bracing of
2• o.c. and at 10' o.c. respectively unless bated throughout their length by
the overall structure is the responsibility of the building de ner.
4. No load should be applied to any component until after all bracing and
continuous sheathing such as plywood sheathing(TC) and/or drywall( C)
where
4. nstallationct bof is of
fasteners are complete and at no lime should any loads greater than
russ the responsibility ty the respectivired
eContractor.
5. Design assumes trusses are to be
design loads be applied to any component.. -
used in a non -corrosive environment,
and are for "dry condition" of use.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment installation
6. Design assumes fug bearing at all supports shown. Shim or wedge if
necessary.
and of components.
6. This design is furnished subject to the limitations set forth
7• Design assumes adequate drainage is provided,
TPIM?CA in SCSI, copies of which will be furnished upon request.
lates shall be located on
a tines coincide with joint center\lines.s of truss, and placed so their center
"A T"' 1 I.CA 1-1 /f:nm T, . Cnfhuarn 7 R All 1 VF9.
Digits Indicate size of plate In Inches.
'tn Gn• I.ae„• nnnne.+nr nlaln Ace�nn ,.alnne am CCD -t'!1 f F-CD-tOAR I\�Tn4\
DvNTY
)V ED '
iu)nun
DESIGN ASSISTANCE
LUMBER SPECIFICATIONS 16-07-00 GIRDER SUPPORTING 27-00-00
TC: 2x4 OF lit&BTR LOAD DURATION INCREASE = 1.25 Non -Re CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF90/Cq=1.00
BC: 2x8 OF #1 &BTR ( P) 1- 2=(-6218) 0 6- 7=(0) 964 6- 1=(-3872) 0 8- 4=(•3092) 0
WEBS: 2x4 OF q1&BTR; LOADING 2- 3=(-6106) 0 7- 8=(0) 5860 1. 7=( O) 5178 4- 9=( 0) 2232
2x8 OF M18BTR A TC UNIF LL( 40.0)+DL( 20.0)= 60.0 PLF0'- 0.0' TO 16'- 7.0' V 4- 5=(-9290) 0 9- 5=(0) 8570 2- 8=( •138) 26
TC LATERAL SUPPORT <= 1210C. UON. BC UNIF LL( 242.0)+DL( 270.0)= 512.0 PLF 0'- 0.0' TO 16'- 7.0' V
8- 3=( 0) 3630
BC LATERAL SUPPORT 120'OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
BEARING
REQUIREMENTS OF CBC 2010 NOT BEING MET. MAX VERT MAX HORZ BRG
Connector plate prefix designators: REQUIRED BRG LENGTH
LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)
C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 01- 0.0' 0/ 4747V --75/ 70H 3.50' 2.53 OF ( 625)
M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 16'- 7.0' 0/ 4739V •75/ 70H 3.50' 2.53 OF ( 625)
JT 5: Heel to plate corner = 1.75° (o2 ) complete trusses required. BRG @ 0'- 0.0' 2.53 DF/ 3.91 HF/ 3.72 SPF
Jin together 2 ply with 3'x.131 DIA GUN BRG @ 16'• 7.0' 2.53 OF/ 3.90 HF/ 3.72 SPF
nails staggered at:
9' oc in 1 row(s) throughout 2x4 top chords, Wind: 85 mph, h=20ft, TCDL=6.0,BCDL=6.0, ASCE 7-05,
9' oc in 2 row (s) throughout 2x8 bottom chords, Enclosed, Cat.2, Exp.B, MWFRS,
9' oc in 2 row(s) throughout 2x8 webs, gable end zone, load duration factor=1.6 „
9' oc in 1 row(s) throughout 2x4 webs. Truss designed for wind loads
in the plane of the truss only.
7-01-08 9-05-08 -
3-10-04 7-01-08 11-01-02 16-07
12
4.001--1 12
4 4.00
M-46
r
0
JOB NAME
russ: LG
ES. BY: LJ
ATE: 3/28/2014
;EQ.: 5872360
RANS ID: 394672
VIII VIII VIII ILII ILII VIII VIII IIII IIII
0-03-11
I � l
3-06-12 7-01-08 11-02-14 16-07'
16-07
OUNTY
DIVISION
WED
608
�o
0
..
Scale: 0.4358
WARNINGS:
1. Builder and erectioncontractor should be advised of all General Notes
GENERAL NOTES, unless otherwise noted:
f
and Warningssbefore
e construction commences.
2. 2x4
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and
compression web bracing must be installed where shown +.
3. Atldilional temporary bracing to insure
proper
incorporation of component is the responsibility of the building designer.
2. Design
1
stability during construction
is the
assumes the top and bottom chords to be laterally braced at
responsibility of the erector. Additional permanent bracing of
7 o.c. and at 10' o.c, respectively unless braced throughout their length by
the overall structure is the responsibility of the building designer.eners
4. No load should be applied to any component
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown +.
m
�i
until after all bracing and
are complete and at
fastno time should arty loads greater than
4. Installation of truss is the resibility of the respective contractor.
pons
5. Design assumes trusses are to be used in a
to
�ypy�� 94
design loads be applied to any component.
non -corrosive environment,
and are for "dry condition' of use.
W
5. CompuTrus has no control over and assumes no responsibility for the
fabrication,
6. Design assumes fug bearing at all supports shown. Shim or wedge it
handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth b Y
necessary-
ecessary.
7
7. Design assumes adequate drainage is provided.
6. Plates
^ '
TPIANTCA in SCSI, copies of which will be furnished upon request.
shall be Iodated on both faces of truss, and placed so their center
lines coincide with joint center lines.
MiTuL 1 l.Cn tom.• /rmm., .Tr„� Rr,+hu�.o T r; R!1 t 1_F
9. Digits indicate size of plate in inches.
�
1n Cn. ha a�n nnnne Nvlu Aoeinn ..el�ne em CCD..'111 CCR.teaa ltd ToLr
ZZ�CIITTIPU Inc,.
Custom Software Engineering !vlanufacturing
FILE N0: I Lateral Brace Detail
DATE: 0723/08
SEQ: 2787671
SC 2006 /CBC 2007
i
Compression web bracing shown onCompuTrus designs is to resistbudcring of those webs. An
alternate method to brace the 2x4 bracing shown on a single member truss -is to attach 'T' bracing
Tbracing is a 2x member planed flat on the web as shown inthe figures.
1-2x4 Brace Required
See appropriate CompuTrus Engineering
2x4 T Brace
BUTTE- 0,C)UNTY
BUILDING
D°`' I ION
.APPROVED Web
Restraint required at
2 or 3-2x4 Braces Shown
See appropnate CompuTrus Engineering
2x6 T Brace 2x4 T Brace
4 — Web 1-- Web
The Tbrace must be at least 80% of the web length and is attached with 10d nails at 6'0.c, throughout
Typical at trusses 24'o.c. o nly.
tf a 2x4 or 2x6 web requires a single brace, a 2x4 Tbrace maybe substituted. If a 2x4 or 2x6 web requires
2 or3 braces, a single 2x6 Tbrace ora 2x4 Tbrace attached to the top and bottom of the web maybe
substituted. The Tbrace(s) must be of equal or better material than the web.
Trusses at 24'6.c- typical
Lateral Erace
th
S.
=ng.
9the
ce must be80% of
length of the web.
Alt. L;;taral Rr=,e I
2x4 T Brace with
1✓.Dd nails at 6'o.c.
STANDARD 5A5LE END. D T I L
VARIes 12
MATCH COM.
TRUss .
I I
ii LEDGER.
MINIMUM GRADE -.
II CORDS. AND STUDS
= PER TRUSS DESIGN.
U A • A .
Q
T LONTINOU3 DEARINB As REGUMCv
SPAN TO -MATCH COMMON TRU55
4-10c.1 NAILS. MIN. .
8d6" O.G. 2-I0d TYP.: PL'rHOOD SHEATHING TO
2X4 STD. DF -L BLOCK
2' MAX EAVE W/ NO .2 OR
BTR 4x2' OUTLOOKERS @ 32"
O.C., DONOT OVER GUT TOP
CORD ® OUTLOOKER
NOTCHES. —
51MP50N A54 OR
EOUI VALENT
Ba ! RONGBAGK .
BU
"�/�� LE END -
{SlhciP5c��34 OR _
UI VALENT
2x CONTINOU5 BACKING
A/ 16d'5 0 24" O.G. MIN.
GABLE TRU55 TO
BAGKIN6 $ BACKIN6.TO
TOP PLATE.
2X4. BLOCK
2X4 STUD OR BTR
SPACED ® 5'-O" O.G.
SHALL BE PROVIDED. AT
EACH END OF BRACE.
CONNECT AT END !tel/
—]- 4-I0d NAILS, MAX LENGTH
STANDARD TRU55ES
SPACED ®. 24" O.G.
DETAIL A
.2X4 NO.2 OR BTR FOR LEDGER. AND 5TRON65ACK NAILED T06ETHER W/ IOd NAILS o b" O.G.
). 2X4 LEDGER NAILED TO EACH STUD WITH 3-I0d NAILS.
). 2X4 STRONOBACK TO BE CONNECTED TO EACH VERT. STUD, W/ 2-IOd TOE NAILS.
). THE IOd NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE IOd BOX NAILS
2.151 "DIAX5.O"L6)
H15 DETAIL 15 APPLICABLE TO 5TRUCTURAL GABLE .END: IF THE FOLLOWING GONbITIONS 'ARE '
ET:
I), THE HORIZONTAL TIE ' HEMBER AT THE VERT OPENING SHALL BE BRACED a 4'-0" MAX FOR 85
MPH EXP. G WIND LOADIN6.
2). MAX MEAN ROOF HEIGHT 15 45'.
3)., MAX ROOF LIVE LOAD TO BE 40 POUND5 PER 50UARE FOOT.
4). PLEA5E CONTACT TRU55 ENGINEER IF THERE ARE 'ANY OUE5TION5,
5).. PE51ON NOT VALID IF LOCATED ON AN ISOLATED 'HILL, RIDGE OR. ESCARPMENT.
1
-------------
FR VERTEcH ENGINEERING, INC.
ECH 383 RIO LINDo AVE #200, CHICO, CA, 95926
P. (530) 899-8716 F. (866) 881-9108
STRUCTURAL CALCULATIONS
CLIENT: GREG PEITZ
PROJECT: DUTRA RESIDENCE `
LOCATION: RICHARDSON SPRINGS ROAD, CHICO, CA.
K •
�yOqi�OFE 81 PERMIT #
Q,� BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
/COE COMPLIANCE
DATE (o C7 BY
P. 08reaz01 BUTTE
sryl CIVIL �P COUNTY
FOF CAIt
/ MAY 282014
/ l / DEVELOPMENT
SERVICES
Attention: This engineer is not responsible for on site inspection to assure compliance with the standards,
sizes, materials, or workmanship specified herein. This engineer is not responsible for any structural
element or system not specifically noted in this set of specifications/calculations unless authorized in writing
by this engineer. Workmanship is to be of the highest quality and in all cases follow accepted construction
practice, the latest edition of the International Building Code, and local building department standards.
FILE (f-�Wy
VERTECH ENGINEERING P.ROJECT:Dutra Residence
2/3/14
STRUCTURAL NOTES
1. GENERAL
A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES.
B) THE ENGINEER (VERTECH ENGINEERING, INC.) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS
ONLY. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH
THE LATEST, BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS, SHOULD ANY CHANGES BE
MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM
THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF
THE STRUCTURE.
C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY
NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE
FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE
PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES
SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC.
D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE
CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT
ARE SHOWN ON THE DESIGN DOCUMENTS.
E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY
DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH
CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER.
F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE
RESPONSIBILITY OF THE CONTRACTOR OR OWNER.
G) SPECIAL INSPECTION: FULL-TIME SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE
PROVIDED FOR THE FOLLOWING TYPES OF CONSTRUCTION:
WELDING OF STRUCTURAL OR REINFORCING STEEL
THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING
DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE WITH THIS
TYPE OF PROJECT.
2. SITE WORK / FOUNDATIONS
A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2.
B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT
MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO
THE ATTENTION OF THE ENGINEER.
C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY
OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE
CONSTRUCTION OF THE FOUNDATIONS.
D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE
BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE.
E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL.
F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 2% AWAY FROM ALL FOUNDATIONS A MINIMUM
OF 10 FEET HORIZONTAL.
G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS.
H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL
BE COMPACTED A MINIMUM OF 90%.
1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO
DAYLIGHT.
J) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL- ENGINEER MUST APPROVE
FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF THE 2013 CBC. THIS ENGINEER SHALL NOT BE
LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2013 CBC.
4. CONCRETE / REINFORCING
A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O.
C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE 111 LOW ALKALI,
D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI
REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO
ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY
WEIGHT.
E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST
EDITION OF ACI 318.
F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. VERTECH RECOMMENDS THE FOLLOWING AS A
SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #3 BARS AT 15" O.C. EACH WAY
ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3
1/2" SLAB WITH #3 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH
SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS.
VER.T'ECH ENGINEERING PROJECT:Dutra Residence
2/3/14
G) SAW -CUT TOP'/," OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS
REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED T-0" WHERE SLAB IS UN -REINFORCED.
I) REINFORCEMENT COVER SHALL BE AS FOLLOWS:
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3"
CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER: 1 ''/7"
#6 BARS AND LARGER: 2"
CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: '/,"
J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP REINFORCING 40 BAR DIAMETERS U.N.O.
K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT.
L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY
SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT.
5. FRAMING/ LIGHT GAUGE STEEL
A) ALL STUD/TRACK MATERIAL SHALL CONFORM TO THE FOLLOWING:
"54 MILS AND HEAVIER - 50 KSI MIN. YIELD, ASTM A 570 -GRADE 50 GALVANIZED
STEEL PER ASTM A 446 -GRADE D.
"43 MILS AND LIGHTER - 33 KSI MIN. YIELD, ASTM A 570 -GRADE 50 GALVANIZED
STEEL PER ASTM A 446 -GRADE A.
B) ALL MISCELLANEOUS COLD FORM STEELS SHALL CONFORM TO THE FOLLOWING:
33 TO 43 MILS - 33 KSI MIN. YIELD
54 TO 114 MILS - 50 KSI MIN. YIELD
C) ALL WELDING SHALL BE PERFORMED BY CERTIFIED LIGHT GAUGE STEEL WELDERS
CERTIFIED FOR ALL APPROPRIATE DIRECTIONS PER ANSI/AWS D13, 1998.
D) WELDING RODS SHALL CONFORM TO THE FOLLOWING:
54 MILS AND LIGHTER SHEET -TO -SHEET - E60XX
54 MILS AND HEAVIER SHEET -TO -SHEET - E70XX OR E 6015
E) WIRE TYING OF FRAMING COMPONENTS IS NOT PERMITTED.
F) ALL CALCULATED STUD PROPERTIES, PER CBC 2001 PECIFICATION, ARE BASED ON
THE FOLLOWING TABLE:
97 MILS - 0.0966 INCH
68 MILS - 0.0677 INCH
54 MILS - 0.0538 INCH
43 MILS - 0.0428 INCH
33 MILS - 0.0329 INCH
27 MILS - 0.0269 INCH
G) LATERAL BRIDGING FOR STEEL STUDS IS REQUIRED WHEN WALL BOARD, INSTALLED
PER CBC CHAPTER 25, DOES NOT CONTINUE FULL HEIGHT ON BOTH SIDES.
BRIDGING SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS UNLESS
SPECIFICALLY SHOWN OTHERWISE WITHIN THIS SUBMITTAL.
H) ALL NOTES FOR CLARIFICATION AND ASSUMPTIONS ARE CLEARLY MARKED AND MUST
BE APPROVED OR VERIFIED PRIOR TO INSTALLATION.
1) AXIALLY LOADED STUDS SHALL HAVE FULL BEARING AGAINST INSIDE TRACK WEB
PRIOR TO STUD AND TRACK ATTACHMENT. SPLICES IN AXIALLY LOADED MEMBERS
SHALL NOT BE PERMITTED.
J) TEMPORARY BRACING REQUIREMENTS ARE THE RESPONSIBILITY OF THE CONTRACTOR.
K) ALL METAL -TO -METAL SCREWS SHALL BE GRABBER SELF -DRILLING PER ICC -ESR 5280.
L) ALL SCREWS SHALL BE FULLY DRIVEN AND HAVE A MINIMUM PENETRATION OF (3)
THREADS THROUGH THE LAST MATERIAL JOINED.
M) U.N.O. ROOF TRUSSES, RAFTERS AND FLOOR JOISTS SHALL BE ALIGNED OVER A BEARING STUD, THE
ACCEPTABLE TOLERANCE FOR ALIGNMENT IS 3/4" BETWEEN THE WEB OF THE BEARING STUD
AND THE WEB OF THE HORIZONTAL FRAMING ELEMENT. ALL STUDS AT UPPER
LEVEL MUST ALIGN WITH STUDS AT LOWER LEVEL.,
N) WALL TRACK SPLICE: THE TOP AND BOTTOM TRACK SHALL BE MADE CONTINUOUS
BY MEANS OF SPLICING THE TRACK. SEE TYPICAL DETAILS.
0) JOIST BLOCKING AT INTERIOR BEARING WALLS: ALL JOISTS SHALL BE BLOCKED WITH
A COMBINATION OF STRAP AND INTERMEDIATE BLOCKING OR SOLID CONTINUOUS
BLOCKING.
P) ALLOWABLE PENETRATIONS: CONFIRM THAT PUNCHOUTS OR PENETRATIONS ARE NOT
CLOSER THAN 24" O.C. OR LOCATED CLOSER THAN 10" FROM A BEARING STUD.
THE SIZE OF A PUNCH OUT OR PENETRATION SHALL NOT BE LONGER THAN ONE-
HALF THE WEB DIRECTION AND NOT MORE THAN 4 1/2" LONG IN THE MEMBER
DIRECTION.
Q) FIELD CUTS: FIELD CUTS THROUGH FLANGES OF STUDS OR TRACKS SHALL NOT BE
PERMITTED UNLESS SPECIFICALLY APPROVED BY THE ENGINEER.
R) WHENEVER (2) STUDS ARE CALLED FOR IN STRUCTURAL DRAWINGS FOR USE AS
BEAM OR HEADER SUPPORTS OR FOR THE END OF SHEAR WALLS THE STUDS MUST
BE BACK-TO-BACK. THE STUDS MUST BE SCREWED TOGETHER WITHA MINIMUM OF
(2) #10 SCREWS AT 18" O.C. AND 9" MAXIMUM FROM EACH END. THE
SCREWS/PUNCH MUST BE WITHIN 3/4" OF EACH FLANGE.
3
VERTECH ENGINEERING PROJECT:Dutra Residence
2/3/14
6. FRAMING/LUMBER
6-1 MATERIALS:
A.) SHEATHING:
1. ROOF SHEATHING: 1/2"APA RATED 32/16 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE GRAIN
PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE, 12" O.C. FIELD U.N.O.
PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER.
2. FLOOR SHEATHING: '/." APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER
PANELS AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS.
PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER.
3. WALL SHEATHING: SEE PLANS
4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE.
B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O.
GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER,
FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO
PREVENT DECAY,
GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN
ACCORDANCE WITH CBC 2303.1.3, AITC A190.1 AND ASTM D 3737. BEAM INSPECTION CERTIFICATES SHALL
BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE
WITH CBC 1704.2.
C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI & FV = 285 PSI MIN.,
AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481
C2.) PARALAMS: PSL'S (PARALLEL STRAND LUMBER) SHALL HAVE FB = 2900 PSI & FV = 290 PSI MIN., AND SHALL
BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481
D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR
BOLTS AND 3" X 3" X.229" THICK PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH ONE BOLT LOCATED V-0"
MAXIMUM FROM EACH END OF EACH PIECE. AT SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL LINO
PER PLANS AND DETAILS.
E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR
W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O.
1. STUDS SHALL BE STUD GRADE OR BETTER.
2. ALL POSTS SHALL BE DF -L #1 U.N.O.
3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O.
4. 2X JOISTS SHALL BE DF -L #2 U.N.O.
5. CONCEALED BEAMS SHALL BE DF -L #2
6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER)
F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF
FOUNDATION, NAILS SHALL BE HOT DIPPED GALVANIZED.
G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND
WITHOUT EXCESSIVE RUST, BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED.
H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT,
INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED
FASTENERS
I.) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR
OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC
TREATMENT APPLIED TO WOOD.
J.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE INSTALLED PER
THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF U480 U.N.O.
USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE
RIM OR 1 -% LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS).
6-2 GENERAL FRAMING
A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1.
B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER
MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION,
C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE
SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING
MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE
EFFECTS OF SHRINKAGE.
6-3 BEAM FRAMING
A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED
TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O.
B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS, UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST
SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED.
ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT
BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER,
STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC...
C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS
SPANNING GREATER THAN 10'-0"
MAI
VERTECH ENGINEERING PROJECT:Dutra Residence
2/3/14
6-4 POSTS/TRIMMERS
A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT
FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS.
B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE
TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O.
6.6 WALL FRAMING
A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL
OCCUR AT THE CENTER LINE OF SUPPORTING STUD.
TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE
U.N.O. WHERE SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O.
B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0".
C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK-
BOLT II OF SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS
RECOMMENDATIONS AND CURRENT ICC REPORT.
D.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE NOT ALLOWED.
STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE.
E.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME.
STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE.
F.) SEE NOTE 6-1 D. FOR SILL AND ANCHOR BOLT SPECIFICATIONS.
G.) WALL FRAMING RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE 3X NOMINAL UNO PER PLANS AND
DETAILS.
6-6 CONNECTIONS
A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE,
B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE
BEARING AGAINST WOOD.
C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE
CLOSING IN OR AT COMPLETION OF JOB.
D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE.
E.) FASTENERS IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED.
7. STEEL
7.1 STRUCTURAL STEEL
A.) STRUCTURAL STEEL: ROLLED STEEL SHAPES, PLATES, AND BARS SHALL CONFORM TO ASTM A-36,
WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A-992.
B.) STRUCTURAL TUBES: STRUCTURAL TUBES SHALL CONFORM TO ASTM A-500 GRADE B.
C.) ALL WELDING SHALL BE ELECTRIC ARC WELDING, AND SHALT. BE PERFORMED ONLY BY EXPERIENCED,
QUALIFIED WELDERS.
ELECTRODES SHALL BE E60 XX FOR METAL DECK AND E70 XX OTHERWISE, UNLESS SPECIFICALLY NOTED
OTHERWISE. WELDING SHALL CONFORM TO AWS D1.1.
D.) UNSPECIFIED WELDS: WELDS NOT SPECIFIED SHALL BE CONTINUOUS FILLET WELDS. WELD SIZE SHALL BE
PER AISC SPECIFICATIONS FOR THE THICKER PART OF THE JOINT.
E.) ALL STEEL SHALL BE SHOP PAINTED, UNLESS ENCASED IN CONCRETE, GROUTED MASONRY, OR SPRAYED
FIREPROOFING, UNLESS SPECIFICALLY -NOTED ON THE DRAWINGS.
F.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND
WITHOUT EXCESSIVE RUST.
9. DESIGN LOADS
A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS I; II, III, AND IV U.N.O.
B) ROOF LIVE LOAD: 20 PSF REDUCIBLE
C) SEISMIC ZONE: D
D) WIND SPEED: 110 MPH EXP C f
PROJECTLiJ1 VERTECH EMGWEE#Mg
PAGE:
ENGINEER: �.J www.verteciiengineering.com DATE: /!
DESIGN OF y0 u. t
VerTech Engineering,
Inc.
Project:
Dutra Residence
Page:
Engineer:
RKB
Date: 2/7/2014
Design of:
Gravity Loads
Gravity Loads:
Roof Slope=
4 to 12.
. Roof Dead Load
Ply
2.0 psf
Roofing
2.5 psf
Framing
5.0 psf
Gyp
2.2 psf
Insul
1.0 psf '
r
Misc.
1.9 psf
Total (sloped)
14.6 psf
Total (horiz)
15.0 psf
• Roof Live Load
Roof Live Load
20.0 psf
Wall Dead Load
Siding
10.0 psf
(exterior)
3/8 Ply.
1.8 psf
2x Framing
1.7 psf
•
Gyp•
2.2 psf ,
Insul.
1.3 psf
Total
17.0 psf
Wall Dead Load
2x4 Framing @.16" o.c.
1.6 psf
(interior)
Gyp. 2 sides
4.4 psf
Total
6.0 psf
ry
Floor Dead Load Framing @ 16" o.c.
5.5 psf
3/4" ply
2.25 psf
Gyp. '
2.2 psf
Flooring
2 psf
Misc.
3 psf
Total
15.0 psf,
Floor Live Load
•
Residential
40.0 psf
a
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s
VerTech Engineering, Inc.
Project: Dutra Residence
Page:
Engineer: RKB
Date: 2/7/2014
Design of,: Seismic Load Development (ASCE 7-10)
Seismic Design Category.
D
Ss
0.611 Mapped 0.2 sec spectral response Occupancy
2
S1
0.227 Mapped 1 sec spectral response 1
1
Site Classl D
;. In accordance with Ch 20. TL
16
Fa
1.311 Site Coef, T 11.4-1 SMS 0.80 Max
Considered EQ
Fv
1.947 Site Coef, T 11.4-2 SM1 0.44 Max
Considered EQ
SDS
0.534 Design Spectral Response (0.2 Sec)
SD1
0.295. Design Spectral Response (1 0 Sec)
System i light Framed Shear Walls
R
6.5 Omega 3 Cd 4 Ht Limit
65
Cs
0.08 12.8-2 Max Cs 0.40 Min Cs 0.02 (.01 outside of SJ)
Ct
0.02 x 0.75
Ta i
0.11 Cu 1.5 Max T 0.17 No limit for drift
Use T
0.11 Alt Ss 0.611 Ss may be 1.5 if 5 stories and regular
'. V= ,
0.082 *W Height to Roof (hn) = 10 ft
• V=
10.2 k Vert Dist Exp. (k) 1
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 39.83
Longitude.= -121.81
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0 ,Fv = 1.0
Data are based on a 0.01 deg grid spacing
Period Sa
(sec) (g)
0.2 0.611 (Ss, Site Class B)
1.0 0.227 (S1, Site Class B)
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 39.83
Longitude = -121.81
Spectral Response Accelerations SMs and SM1
SMs =FaxSs and SM1 =FvxS1
Site Class D - Fa = 1.311,Fv = 1.947
Period Sa
(sec) (g)
0.2 0.801 (SMs, Site Class D)
1.0 0.441 (SM 1, Site Class D)
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude =.39.83
Longitude = -121.81
Design Spectral Response Accelerations SDs and-SD1
SDs = 2/3 x SMs and SD1 = 2/3 x SM1
Site Class D - Fa = 1.311 ,Fv = 1.947
Period Sa
(sec) (g)
0.2 0.534 (SDs, Site Class D)
1.0 0.294 (SD1, Site Class D)
1
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 39.83
Longitude.= -121.81
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0 ,Fv = 1.0
Data are based on a 0.01 deg grid spacing
Period Sa
(sec) (g)
0.2 0.611 (Ss, Site Class B)
1.0 0.227 (S1, Site Class B)
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 39.83
Longitude = -121.81
Spectral Response Accelerations SMs and SM1
SMs =FaxSs and SM1 =FvxS1
Site Class D - Fa = 1.311,Fv = 1.947
Period Sa
(sec) (g)
0.2 0.801 (SMs, Site Class D)
1.0 0.441 (SM 1, Site Class D)
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude =.39.83
Longitude = -121.81
Design Spectral Response Accelerations SDs and-SD1
SDs = 2/3 x SMs and SD1 = 2/3 x SM1
Site Class D - Fa = 1.311 ,Fv = 1.947
Period Sa
(sec) (g)
0.2 0.534 (SDs, Site Class D)
1.0 0.294 (SD1, Site Class D)
VerTech Engineering,
Inc.
Project: Dutra Residence
Page:
,
Engineer: RKB
Date:
2/7/2014
Design of: Seismic Mass and Seismic Load Development
Area (ft) Weight (Ibs)
`
_ Roof 5894 88284
Roof Snow (20%) 0 -0
,
Height (ft) Length (ft) Weight (Ibs)
Walls(ext) 10 348 29580
`
Walls(int) 10. 200 6000. -
`
` Total 123864
s
'
Roof Area (ft` loor Area (ft Ultimate Working Stress
v.
5894 0 10176 7269
w
Roof
Trib Line Shear (Ibs)
Shear (Ibs) 1
Wall Line
Area (ft') Working Stress
rho
Total
1
634 782
1.00
782
2
.2327 ; 2870
1.00 -
2870
- 3
1.893 2335
1.00
2335
4
1040 1283
1.00
1283
A
3240 3996
1.00
3996
B 2654 3273
1.00
3273 —�—
VerTech Engineering, Inc.
Project: Dutra Residence ! Page:
Engineer: RKB Date:
Desiqn of: MWFRS-Envelope Procedure (ASCE 7-10, Section 28.6)
Conditions:
1. Simple Diaphragm .
;f
/ , 1•' cnsE t3
2. Low-rise
r
tF' ' (E; ' (USE 0=0
3. Enclosed
'"J
4. Regular Shaped
5. Not Flexible
Fli
6. Not Subject to:
''• '
�' ' ' . CASE A
a) across wind loading
(17
(E;
b) vortex shedding
c) instability (gallup/flutter)
I/
d) channeling effect
e) buffeting (upwind obstructions)
7. Approx. Symetrical Cross
°� `'
:,� ,r�✓J% : jam" r'
Section With Flat, Gable, or Hip
Roof 5 45°
8. Exempt From Torsional Load
Cases Indicated
Gated in Note 5 of Fig.
t•
` ? ;\ ��.�`�
;� (r); ,'`
28.4-1, or the Torsional Load
Cases do not Control the Design:
CASE' A
(1) story and hs30 ft. or
('A '. -','E
13
(2) story max and light framed or
(2) story max and flex. diaphragm
L=
104
Long. Bldg. Dim. (ft)
2aL=
11.2 ft.
T=
70
Transv. Bldg. Dim. (ft) ->
2aT=
11.2 ft.
V=
110
Basic Wind Speed (110 or 115 mph)
LCF=
0.60
Load Combination Factor
A=
1.21
Adjustment Factor
Kz1=
1.00
Topographic Factor
Adjustment Factor for Bldg Height and
h=
14
Mean Roof Height (ft)
Exposure, A
0=
20
Closest Roof Angle
Mean Roof
Exposure
5°,10°,15°,200,25°,or 300
Ht. (n)
B C D
MWFRS
Wind Loads
s s=LCF•A*Kzt` s30
15
1.00 1.21 1.47
Location
ps, 0=0
ps, 0=20 Min. Net Ovhg.
20
1.00 1.29 1.55
A-1 0
13.
25
.00 .35 1.
B- 10
0
.00 .40 .66
-110
9.
35
.05 5 70
D-110
0.0 4.8
40
1.09 1.49 1.74
E-110
-16.8
-16.8 -23.4
45
1.12 1.53 1.78
F-110
-9.5
-11.6
50
1.16 1.56 1.81
-11
-1 .6
- .4
55
1 1.19 1 1 . 91 1.84
-110
-7.3
1--8.9
60
1 1.22 1.62 1 1.87
12
VerTech Engineering, Inc.
Project: Dutra Residence
Engineer: RKB
Design of: C+C-Envelope Procedure (ASCE 7-10, Section 30.5)
Page:
Date:
'D 5, (T)
HIP ROOF (7'< 8 --25' HIP ROOF (25'<OiE:27')
'D
o. 0
FLAT ROOF ar)(1 GA13lE ROOF (7*< 0 <,If)')
CARLF ROOF (0<7'
L= 104 Long. Bldg. Dim. (ft) a (ft) = 5.6
T= 70 Transv. Bldg. Dim. (ft)
V= 110 Basic Wind Speed (1110 or 115 mph)
LCF= .0.60 Load Combination Factor
A= 1.21 Adjustment Factor
K,t= 1.00 Topographic Factor
h= 14 Mean Roof Height (ft)
RAN= 2 Roof Angle Number 0 =0'-7*, 2=8* -27*,
3=28--45')
Conditions:
1. Mean Roof Heights 60 ft.
2. Enclosed
3. Regular Shaped
4. Not Subject to:
a) across wind loading
b) vortex shedding
c) instability (gallup/flutter)
d) channeling effect
e) buffeting (upwind obstructions)
5. Flat Roof or Gable Roofs 45',
or Hip Roof :5 27*
Adjustment Factor for Bldg
Height and Exposure, A
can
Roof Ht. Exposure
(ft) B C D
15 1.00 1.21 1.47
20 1.00 1.29 1.55
25 1.00 1.35 1.61
30 1.00 1 1.40 1.66
35 1.05 1.45 1.70
40 1.09 1.49 1.74
45 1.12 1.53 1.78
50 1.16 1.56 1.81
55 1.19 1.59 1.84
60 1.22 1.62 1.87
C+C Wind Loads (pso, pn,.1=LCF*A*K,t*Pnet30
Loc.
Zone
EWA Pnei Ovhg.
(ft +
Loc.
EWA Pnet
Zone (ft 2 +
0
o
--T--
10 11.6 -14.4-
10 15.8
-17-.
2U---T'F-6- -14.1
---2-0 15.1
-16.4
1 50 11.6 -13.5
4 50 14.2
-15.5
1 100 11.6 -13.1
4 100 13.4
-14.8
2 10 11.6 -25.2 -29.5
-Ti.
4 500 11.8
-13.1
2 To- 6 -23.2 -29.5
-71.6
5 10 15.8
-21.1--
2 50 -20.5 -29.5
5 20 -1 -
-19.7
2 100 1 T-6- -9.
5 ---5U- 14.2----717.9
3 10 11.6 -37.2 -49.6
5 100 13.4
-16.4
3 20 11.6 -34.8 -44.7
-TT-6-
5 500 11.8 1
-13.1
3
5U- -31.6 :]_-38.3
1. -29.2 1 -33.5
VerTech
Engineering,
Inc..
Project:
Dutra Residence
Page:
Engineer:
RKB
Date:
2/10/2012
Design of: Wind Loads
A B
C
D
End Zone End Zone Int.
Zone
Int. Zone
Line
Min. Net
Wall Line
Wall Area Roof Area Wall Area
Roof Area
Shear lbs Shear lbs
Control
1
49 40
17
22
1165
931
1165
2
278
202
3572
3638
3638
3
140
237
1799
2482
2482-
4
38 37
35
30
1184
1022
1184
A
38 52
90
249
1890
2674.
2674
B
38 91
70
214
1633
2501
2501
t4
VerTech
Engineering, Inc.
Project:
Dutra Residence
Page:
Engineer:
RKB
Date: 2/7/2014
Design of: Laterad Force Summar
Wind Seismic
Wall Line
Shear (lbs) Shear (lbs)
Control
1
1165 782
Wind
2
3638 2870
Wind
3
2482 2335
Wind
4
1184 1283
Seismic
A
2674 3996
Seismic
B
2501 3273
Seismic
t::D
VerTech Engineering, Inc.
Project: Dutra Residence
Page:
Engineer: RKB
Date:
2/7/2014
Design of: Shear Walls
Panel Thickness
3/8
Panel Orientation
Short Dimension Across studs
•,
Nail Type
' 8d
Anchor Bold Diam.
1/2 v
Stud Spacing
16 in o.c.
Spec Grav Of Framing
0.5
Fnd Sill Plate Grade
�DF•L
AB in 2X Sill
620 lbs
AB in 3X Sill
730 lbs
Sill Plate/Rim Anchorage
Nail
Embed
Index #
Nail
Length (in), Diam. in
(in)
Cd
Load Ibs
1
12d
3.25 0.135
1.75
1.6
165
2
16d
3.5 0.148
2M
1.6
189
3
20d
4 0.177
2.50
1.6
261
4
30d
4.5 0.192
3:00
1.6
272
5
1/4" SDS
3.5 0.25
2.00
1.6
544
6
A35
1.6
695
7
A34
1.6
515
Shear Wall
SW Plate Fastening
SW Rim Fastening (No
Ply E.N.)
AB Spacing
(ft)
Edge Nail (in) Load (lbs)
Fastener # Spacing
Fastener #
Spacing
2X Sill
3X Sill
6 260
1 7.6
inches
6
32.1
inches
3.82
4,49
4' 350
1 5.7
inches
6
23.8
inches
2.83
3:34
4, Note 1 380
1 5.2
inches
6
21.9
inches
1.31
3.07
3. Note 1 490
1 4.0
inches
6
17.0
inches
1.01
2.38
2, Note 1 640
1 3.1
inches
6
13.0
inches
NG
1.83
44, Note 1 760
3 4.1
inches
6
11.0
inches
NG
1.54
33, Note 1 980
3 3.2
inches
6
8.5
inches
NG
1.19
22, Note 1 1280
3 2.4
inches
6
6.5
inches
NG
0.91
1. Use 3X framing at adjacent panel edges and stagger nailing
,
t
.
VerTech Engineering,
Inc.
Project:
Dutra Residence
Page:
'
Engineer: • RKB
Date:
2/7/2014
Design of : Shear Wall Framing
Total
_
Resistive A35 '
,
Sill
LateralWall Attachment
Attachment
^
Wall
Load _ Length Length
Length
Load
Edge Nail 1
Line
lbs ft n
n
I
in
1 w
1165' 4.00 4.00'
4.00
291
4*" j
1 -eq
X782 .-4.00 4.00
4.00
195
6" ^
2-w
3638 -16.00 16.00
16.00
227
• f
6" .
6,
.,
2 -eq
2870 16.00 16.00
,16.00
179
61` .
3-w
2482. 19.00 19.00
19.00
131
6" -
' ,
6" E ,
F.
*
6" 1
'
3 -eq
2335 19.00 19.00
19.00
123
6"
„
4-w
.1184 :14.00 14.00.
14.00
85
6"
;1
6"
4 -eq
1283 14.00 14.00
14,00
92
6"
, .
4
6"
..
6"
t
r
6"
A -w
2674 22.00 22.00
22.00
122
A -eq
3996 22.00 22.00
•22.00
182
6"
6.,
B -w
2501 34.50 34.50
34.50
72
6"
'
6" ,
F
6'
B -eq
3273 , 34.50 .34.50
34.50
95
6" ".
a
6„
A -w
8.00
VerTech Engineering,
Inc.
150
10
Project:
Dutra Residence
815
14.00
14.00
Page:
150
Engineer:
RKB
14700
394
A -eq
8.00
8.00
Date:
2/7/2014
10
14530
4800
1276
Design of : Shear Walls Stability - Overturning
14.00
14.00
1.00
150
9
22884
14700
690
B -w
Segment
Segment
1.00
150
11
2591
792
635
Overall
Resistive
Aspect
Gravity
OT
OT
Righting
Net
Length
Length
Ratio
Load
Height Moment
Moment
M/D
Wall
(ft)
(ft)
Factor
(Ib/ft)
(ft)
(ft -Ib)
(ft -Ib)
(lb)
1-w
4.00
4.00
1.00
150
10
11647
1200
2712
1 -eq
4.00
4.00
1.00
150
10
7819
1200
1685
2-w
5.00
5.00
1.00
150
14
15918
1875
2934
5.00
5.00
1.00
150
14
15918
1875
29341
6.00
6.00
1.00
150
12
16373
2700
2429
2 -eq
5.00
5.00
0.71
150
14
12555
1875
2174
5.00
5.00
0.71
150
14
12555
1875
2174
6.00
6.00
1.00
150
12
12914
2700
1747
3-w
3.50
3.50
1.00
150
9
4114
919
1000
7.00
7.00
1.00
150
9
8228
3675
825
8.50
8.50
1.00
150
10
11102
5419
881
3 -eq
3.50
3.50
0.78
150
9
3870
919
870
7.00
7.00
1.00
150
9
7741
3675
633
8.50
8.50
1.00
150
10
10444
5419
655
4-w
2.50
2.50
1.00
150
9
1902
469
636
3.50
3.50
1.00
150
9
2663
919
586
4.00
4.00
1.00
150
9'
3044
1200
561
4 -eq
2.50
2.50
0.57
150
9
2061
469
656
3.50
3.50
0.78
150
9
2886
919
588
4.00
4.00
0.89
150
9
3298
1200
555
A -w
8.00
8.00
1.00
150
10
9722
4800
815
14.00
14.00
1.00
150
9
15312
14700
394
A -eq
8.00
8.00
1.00
150
10
14530
4800
1276
14.00
14.00
1.00
150
9
22884
14700
690
B -w
3.25
3.25
1.00
150
11
2591
792
635
3.50
3.50
1.00
150
10
2537
919
550
4.00
4.00
1.00
150
9
2610
1200
452
B -eq
3.25
3.25
0.59
150
11
3392
792
824
3.50
3.50
0.70
150
10
3320
919
712
4.00
4.00
0.89
150
9
3415
1200
584
PROJECT. • 14 -1 I Co * - - VERTECH &NNEERNO PAGE:
PROJECT. • < < - `�' ARTECH&OWEERMS PAGE: , 1
ENGINEER:
AIT_L4
www.vertechengineering.com
DATE:_ L- l
DESIGN OF Gc Qv 1'4 / C �o-Ca vA C 1,
i32
w
i
i32
PROJECT: VERTECH &MMEERMS'
PAGE.
www.vertechengineering.com ENGINEER: DATE:
DESIGN OF C--i Y"ov
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PROJECT. 4 VLSUl1TECH &GRESONG
www.vertechengineering.com
ENGINEER:
DESIGN OF Cir r. v (0, n vvl
PAGE.
DATE:
-7
�K
241F- V+
. .......... . .
GL... .. .. ....
62.:- C-1 Corp
4. 5 1,00�
b2c))
Is to. lb:
ap 4.1
H- L = 14' n
PROJECT: I'T _ I I �p VERTECH &MMEEMNO PAGE: 2
ENGINEER: r\ J www.vertechengineering.com DATE: A
DESIGN OF
PROJECT. 4 WRTECH &ONVEER VO
ENGINEER: www.vertechengineering.com
DESIGN OF — , c 1
PAGE.
DATE
2u2A
r
. .. .. ........
S
2- L.
.. . . ........
Um
PROJECT: 14 - I I Co VERTECH &NNI'll",L��EiI § V o
PAGE:
A,J-A www.vertechengineering.com lel
ENGINEER: DATE:
DESIGN OF �,t GV ; �-� C e.� vv� S
bl� m Co:dor hala_ = 12
.... :cin �.,. � �1
E i
i
i -
V-.= 2.323�� 2,
E. t6
i2 24F- U �,Q
-
iFv-; 6 = 154 J r mor
►- - -54,ICCs
PROJECT: i -1'._ 10 VERTECH &(o#jjEERjjq(oPAGE: L
/� www.vertechengineering.com
ENGINEER: r-\ J DATE: � l
DESIGN OF
�j AR
EC U !�U VO VL+�LSll11II0 S PAGE: 2
PROJECT. � ` �" - � I
ENGINEER: -A .l www.vertechengineering.com DATE: Z /
DESIGN OF Cl t Cxv } • bc-avv S
i
nor I —
I'
4
COMPANY PROJECT
WoodWorkso
sur nr.iur a uu ivuun nati�� u '
Eeh 17 901A IR -9.7-36 RI
Design Check Calculation Sheet
Sizer 2002a
LOADS: ( lbs, psf, or plf )
Load
Type
Distribution
Magnitude
Start End
Location (ft]
Start End
Pattern
Load?
Roo ft
Dead
Partial Area
16.00 (2.50)''
0.00 2.00
No
RoofL
Live
Partial Area
20.00 (2.50)'"
0.00 2.00
No
RoofL
Live
Partial Area
20.00(13.50)*
2.00 16.00
No
Roof.*,
Dead
Partial Area
16.00(13.50)`
2.00 16.00
No
al. D1,
Dead
Point
816
2.00
No
PL LL
Live
Point
1020
2.00
No
-rrioutary wiotn 1rri
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
0' 16,
Dead
7.229
11925
Live
2640
2260
Total
Bearing:
4869
9185
Length
1.5
1.3
Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x12"
Self Weight of 14.61 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;
SECTION vs. DESIGN CODE NDS -1997: ( stress=usl, and in)
Criterion
Analysis
value
Design
value
Anal sis/Desi n
Shear
fv @d =
116
Fv' =
190
fv/Fv' = 0.61
Bending(+)
fb =
1707
Fb' =
2400
fb/Fb' - 0.71
Live Def.l'n
0.33 =
L/577
0.53 -=
L/360
0.62
Total. Defl'n
0.76 =
L/254
0.80 =
L/240
0.94
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF CV Cfu Cr. LC 11
Fb'4= 2400 1,00 1.00 1.00 1.000 1..00 1.000 1.00 1.00 2
Fv' = 190 1 1.00 ]..00 1.00 2
Fcp'= 650 1.00 1.00 -
E' - 1.8 million 1.00 1.00 2
Bending (i) : LCII 2 _ D+L, M 17493 lbs --ft
Shear LC 11 2 = DO,, V 4869, v@d 4764 lbs
Deflections LCiI 2 = Di•L EI=1328.38e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S -snow W=wind I=impact C=construction CLd=concentr..ated)
(All .LC's are listed .in the Analysis output)
DESIGN NOTES: -
1. Please verify that the default deflection limits are appropriate for your application.
2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point
loads occur at 1/3 points of a span (NDS Table 5:3.2).
3. GLULAM: bxd = actual breadth x actual depth.
4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
Beam
Sizer Design .Program
VerTech Engineering .
Project: 14-116
Date:
2/17/2014
Location: B2
❑ Valley Beam
Slope of roof
4 :12 Select Beam Width
3.5 in
Dead Load
16 psf
I �"
❑ Round Member
Live Load
20 psf
{ DF -L #1 Dimensional
Q Horiz. Member
TL/LL Defl. Criteria
(L/)
240 360 Fb'
1297 psi
Length of Beam
10 ft Fv'
180 psi
Width tributary to beam:
4.5 ft
Unbraced Length
2 ft Height Required
5.7 in
CD
1.00 CF
1.30 A Req'd
7 in^2
CM
1.00 Cv
1.00 S Req'd
19 in"3
Ct
1.00 Cfu
1.00 1 Req'd
44 in^4
Cf
1.00 Cr
1.00 Controlling Design
Bending
CH
1.00 Cc
1.00
CI-
1.00
Fbe=
32173
le= 4.1
RB=
4.8 Fb'=
1300
Total Uniform Load
166 plf
Mmax
2074 ft -Ib
Vmax
829 Ib ❑ Shear at d from face?
EI Req'd
75 '10"6 #-in^2
Beam
Sizer Design Program
,
Ver_Tech Engineering
Project: 14-116
Date:
2/17/2014
Location' B3
❑ Valley Beam
Slope of roof
4 :12 Select Beam Width
5.5 in
• Dead Load
16 psf DFL 411......,. - ......._......_.......-__.--....-_.___--_.-C.
I
Q Round Member
Live Load
20 psf
❑ Horiz. Member
TL/LL Defl. Criteria
(U)
240 360 Fb'
1349 psi
Length of Beam
14 ft • Fv'
170 psi
'Width tributary to beam:
4.5 ft
Unbraced Length '
2 ft Height Required
, 6.5 in
CD
1.00 CF
1.00 A Req'd
10 in^2
CM
1.00 Cv
1:00 S Req'd
36 in"3
Ct
1,00 Cfu
1.00 , 1 Req'd
128 in^4
Cf
1.00 Cr
1.00 Controlling Design •
Deflection
CI -I
1.00 Cc
1.00
• CL
1.00
Fbe=
.65594
le= 4.1
RB=
3.3 Fb"=
1350. „
Total Uniform Load
166 plf
Mmax
4064 ft -Ili
Vmax
1161,lb ❑ Shear at d from face?
EI Req'd
205 "10^6 #-in^2
I
r 1.
COMPANY PROJECT• ,� + •a
Woodworks°
.. surnr•.�arn>u �ruun msu,n• • .
b 17, 2 15-3621 B4_
Design Check Calculation Sheet
Sizer 2002a
LOADS: ( Ibs, psf, or p)f) , ti
Load
Type
Distribution
Magnitude
Start End
Location (.ftl
Start End
Pattern
Load?'
ROOFL
Dead
Partial Area
116.00 (2.50)"
0.00 6.00
No
RoofL
Live
Partial Area
20.00 (2.50)*
0.00 6.00
No
RoofL
Live"
Partial Area
20.00 (9.00)*'
6.00 9.50-_l
No
RcofL
Dead'
Partial Area
16.00.(9.00)'•
6:00 9:50
No
PL DL
Dead '
Point
360"
6.00
No
PL :LL
Live
Point
450
6.00
No
Dead
* 436
Value
761,
Live
487
- _ rt r
893
Total
923
_
1.654
Bear..i.ng
Bendifig (•+•)•
fb =
870
Length
1.0
fb/Fb' = 0.73
1.0
Criterion
Analysis
Value
Design
,Value
Anal sis/Desi
n .
Shear.
fv Cid
51
Fv' =
85
f.v/Fv' _ 0.60
Bendifig (•+•)•
fb =
870
Fb' =
1200
fb/Fb' = 0.73
.Live Defl'n
0.09 =
<L/999•
0.32 =
L/360
0.29
Total Defl'n
0.21 =
'L/534
0.48 =
L/240
0.45
•
r 1
,�.'`
.
.. •~.
� + � ` ,t c - f � ..
�
".
t
rt.
.,rr
..
`. *•
•ter,
j.,
yti41
y
• "' .
h `
i� rw
Beam
Sizer Design Program.
VerTech Engineering
Project: 14-116
Date:
2/17/2014
Location: 65
`
❑ ,valley Beam
Slope of roof
4 :12 Select Beam Width
5.5 in
Dead Load
16 psf
_
w
❑ Round Member
Live Load
� 20sf
P
DF -L to
4 Horiz. Member .
TL/LL Defl. Criteria (Ln
240 360 Fb'
1348 psi
Length of Beam
15 ft Fv'
170 psi
Width tributary to beam:
4.5 ft
Unbraced Length
2 ft Height Required
7.0 in
CD 1.00 CF
1.00 A Req'd
11 in^2•
CM 1.00 CV
1,00 S Req'd
42 in^3
Ct 1.00 Cfu
1.00 1 Req'd
157 in^4
Cf 1.00 Cr
1.00 Controlling Design
Deflection
CH 1.00 Cc
1.00
CL 1.00
Fbe= 61221
le= 4.1
RB= 3.4 Fbi= 1350
Total Uniform Load
166 plf
,
Mmax
4666 ft -Ib
Vmax _
.1244 Ib ❑ Shear at,d from face?
EI Req'd
252 '10^6 #-in^2
s
,
Beam
Sizer Design Program
VerTech Engineering
Project: 14-116
Date:
2/17/2014
Location: 66
❑ valley Beam
Slope of roof
4 :12 Select Beam Width
5.5 in
Dead Load
16 psf
❑ Round Member
Live Load
20 psf
I DF -L SP1 _�
Horiz. Member
TULL Defl. Criteria
(L/)
240 360 Fb'
1349 psi
Length of Beam
15 ft Fv'
170 psi
Width tributary to beam:
4.25 ft
Unbraced Length
2 ft Height Required
6.9 in
CD
1.00 CF
1 :00 A Req'd
10 in^2
CM
1.00 Cv
1.00 S Req'd
39 in^3
Ct
1.00 Cfu
1.00 1 Req'd
149 in^4
Cf
1.00 Cr
1.00 Controlling Design
Deflection
C11
1.00 Cc
1.00
CL
1.00
Fbe=
62399
le= 4.1
RB=
3.4 Fb"=
1350
Total Uniform Load
157 plf
Mmax
4407 ft -Ib
Vmax
1175 Ib ❑ Shear at d from face?
E) Req'd
238 "10^6 #-in^2
Beam Sizer Design Program
VerTech Engineering
Project: 14-116
Date:
2/17/2014
Location: B7
❑ Valley Beam
Slope of roof
4 :12
Select Beam Width
5.5 in
Dead Load
16 psf
Round Member ^
❑
Live Load
20 psf
� DF -L #I
�
❑Q Horiz. member
TL/LL Defl. Criteria
(U)
240 360
Fb'
1349 psi
Length of Beam
5 ft
Fv'
170 psi
Width tributary to beam:
13.5 ft
Unbraced Length
2 ft
Height Required
3.9 in
CD
1.00 CF
1,00
A Req'd
11 in"2
CM
1.00 Cv
1.00
S Req'd
14 in"3
Ct
1.00 Cfu
1.00
1 Req'd
17 in^4
Cf
1.00 Cr
1.00
Controlling Design
Bending
CFI
1.00 Cc
1..00
CL
1.00
Fbe=
110379 le=
4.1
RB=
2.5 Fb*=
1350
Total Uniform Load
498 plf
Mmax
1555 ft -Ib
Vmax
1244 1b
❑Shear at d from face?
EI Req'd
28 *10^6 #-in^2
COMPANY -PROJECT
WoodWo•rks'V
• turnvnurruu,vvonnrsu:n•
x20.14-1546.3 a—__ --
Design Check Calculation Sheet
" Sizer 2002a a
LOADS: ( lbs, psf, or plf)
Load
Type
•
Distribution
Magnitude
Start End
Location (ft)
Start End
Pattern
Load?
RooEl.,
Dead
Partial Area
16.00(13.50)*
0.00 4.00
No
Roof],
Live
Partial Area
20.00(13.50)*
0.00 4.00
No
Roc E1.
Live.
Partial. Area
20.00 (2.50)'
4.00 10.00
No
Roc.[L
Dead
Partial Area
16.00 (2.50)`+
4.00 • 10.00
No
PL DL
Dead
Point.
•768
4.00'
- No
P1., LL
I Live
lPoint
970
1 4.00
1 No
Dead
".-'1286o-
Value
7:10
Live
1536
•
814
Total.
Bearing:
282215'24
85
fv/Fv' = 0. P,2
Length
1.0
1059
1.0
Criterion
Anal its
Value
Design
Value
Anal .sis/Desi n
Shear • •
fv @d =
70
F'v' =
85
fv/Fv' = 0. P,2
Bending (+) -
• Eb' =
1059
Fb' =
1350•'
fb/F'b' '=, 0.78
Live Defl'n
0:10 ='<L/999
0.33 =
L/360
0.29
Total Def.l'n
0.22 =
L/545
0.50 =_.L/240
0.44".
•
• "..
-
"
Beam sizer Design Program
VerTech Engineering
Project: 14-116
Date:
2/17/2014
Location: B9
❑ Valley Beam
Slope of roof
4 :12
Select Beam Width
5.125 in
Dead Load
16 psf
_..__._.......____�_.......__ ... . , _—
❑ Round Member
Live Load
20 psf
24F -V4 Glu -Lam
❑ Horiz. Member
TL/LL Defl. Criteria (U).
240 360
Fb'
2312 psi
Length of Beam
23 ft
Fv'
190 psi
Width tributary to beam:
4.5 ft
Unbraced Length
2 ft
Height. Required
10.6 in
CD
1.00 CF
1.00
A Req'd
15 in^2
CM
1.00 CV
0.96
S Req'd
57 in^3
Ct
1.00 Cfu
1.00
I Req'd
505 in^4
Cf
1.00 Cr
1.00
Controlling Design
Deflection
CH
1.00 Cc
1.00
CL
1.00
Fbe=
39619 le=
4.1
RB=
4.5 Fb'=
2400
Total Uniform Load
166 plf
Mmax
10970 ft -Ib
Vmax
1908 Ib ,
❑ Shear at d from face?
EI Req'd
908 '10^6 #-in^2
Beam
Sizer Design Program
VerTech Engineering
Project: 14-116
Date:
2/18/2014
Location: B10
r
❑
. Valley Beam
Slope of roof.
4 :12 Select Beam Width
5.125 in
Dead Load
16 psf
"--
❑
Round Member
Live Load
20 psf
24F -V4 Glu -Lam t
(
(�
Horiz. Member
. TL/LL Defl. Criteria
(L/)
240 360 Fb'
2394 psi
Length of Beam
12.5 ft Fv'
190 psi
Width tributary to beam:
13.5 ft
Unbraced Length
2 ft Height Required
8.3 in
CD
1.00 CF'
1.00 A Req'd
25 in A2 ,
CM
1.00 Cv
1.00 S Req'd
49 in^3
Ct
1.00 Cfu
1.00 1 Req'd
243 in^4
Cf
1.00 Cr
1.00 Controlling Design
Deflection
CH
1.00 Cc
1.00
CL
1.00
Fbe= •
50546
le= 4.1
RB=
3.9 Fb'=
2400
Total Uniform Load
498 plf
'
Mmax
9720 ft -Ib
Vmax
3111 Ib ❑ Shear at d from face?
EI Req'd
437 `10^6 #-in^2
Beam
Sizer Design Program
VerTech Engineering
Project: 14-116
Date:
2/18/2014
Location: B11
❑ valley Beam
Slope of roof
4 :12 Select Beam Width
5.125 in
Dead Load
16 psf__'
"."__" .-. "..' _
.-._ _"_'"."•"
EJ Round Member
Live Load
20 psf
L_�
24F -V4 Glu -Lam
0 Horiz, Member
TL/LL Defl. Criteria
(L/)
240 360 Fb'
2332 psi
Length of Beam
21 ft Fv'
190 psi
Width tributary to beam:
6 ft
Unbraced Length
2 ft Height Required
10.6 in
CID
1.00 CF
1.00 A Req'd
18 in^2
CM
1.00 Cv
0.97 S Req'd
63 in^3
Ct
1.00 Cfu
1.00 1 Req'd
512 in^4
Cf
1.00 Cr
1.00 Controlling Design
Deflection
CH
1.00 Cc
1.00
CL
1.00
Fbe=
39425
le= 4.1
RB=
4.5 Fb*=
. 2400
Total Uniform Load
221 plf
Mmax
12193 ft -Ib
Vmax
2323 ,Ib ❑ Shear at d from face?
EI Req'd
922 '10^6 #-in^2
Beam
Sizer Design Program
VerTech Engineering
'
Project: 14-116
Date:
2/18/2014
Location: B12
valley Beam
Slope of roof
4 :12 Select Beam Width
5.125 in
Dead Load
16 psf
........
❑ Round Member
Live Load
20 p Sf
24F -V4 Glu -Lam
(
Horiz. Member
' TULL Defl. Criteria
(U)
240 360 Fb'
2268 psi
Length of Beam
20 ft . Fv'
190 psi
Width tributary to beam:
18.5 ft
r
Unbraced Length
2 ft Height Required z - .
14.7 in
Co
1.00 CF
0.98 A Req'd
54 in^2. .
CM
1.00 Cv
0.95 S Req'd
180 in^3
Ct
1.00 Cfu
1.00 1 Req'd
1364 in"4
Cf
1.00 Cr
1.00 Controlling Design
Deflection
r CH
1.00 Cc
1.00
,
CL
1.00
Fbe=
28442
le= 4.1
RB=
5.3 Fb*= 2346
Total Uniform Load
682 plf
Mmax
34101 ft -Ib
Vmax
6820 Ib ❑ Shear at d from face? '
EI Req'd
2455 *10^6 #-in^2
Project: 14-116 Dutra - B13
Mike Hubley, S.E., VerTech Engineering, Inc.
Steel Beam Report: BmX001
Member Details
February 07, 2014
nnemaer vro ernes
Length 10.0000 ft
Analysis Results (First Order)
Load Combinations: IBC 2006 ASD,Deflection Checks
Connections
Start End
Node N001 N002
Location (0, Oft) (10, 0 ft)
Support Other Fix Fix Y Onl
Extreme Forces.
Shape
8005162-54
Material
ASTM A653 Grade 50
Weight
0.0228 K
Framing
Beam
Beta
0 deg
Theta
0 de
Analysis Results (First Order)
Load Combinations: IBC 2006 ASD,Deflection Checks
Connections
Start End
Node N001 N002
Location (0, Oft) (10, 0 ft)
Support Other Fix Fix Y Onl
Extreme Forces.
Case
Demand
Extreme Displacements
Axial
0.0000 K
-NA-
Dx 0.0000 in -NA--
My
4.0000 K -ft
-NA-
Dy -0.2195 in 16_g
F
Mz
2.0285 K -ft
16-9
Dz 0.0000 in NA_
Vy
0.8114 K
16-9
OK
Vz
0.0000 K
-NA-
-NA-
Torsion
0.0000 K -ft
-NA-
C3.3.1
Cold-Formed Steel Design per 2010 NAS/AISI ASD
Controlling Design Checks
Type
Case
Demand
Capacity
Unity
Status
Reference
Strong Deflection Check
Live
-NA-
-NA-
0.9738
OK
IBC 1604.3.1
Axial+Flexure Check 1
16-9
-NA-
-NA-
0.7434
OK
C5.2.1
Strong Flexure+Shear Check
16-9
-NA-
-NA-
0.6748
OK
C3.3.1
Page 1
VisualAnalysis 9.00 (www.iesweb.com)
Project: 14-116 Dutra - B14
Mike Hubley, S.E., VerTech Engineering, Inc. February 07, 2014
l
Steel Beam Report: BmX001
Member Details
Member Nrooerties
Length
10.0000 ft
Shape
8005162-97
Material
ASTM A653 Grade, 50
Weight
0.0398 K.
Framing
Beam'
Beta
0 deg',
Theta
0 deg'
Connections
Start End
Node N001 N002
Location (0, Oft) (10, 0 ft)
Support Other Fix Fix Y Only
Analysis Results (First Order)
Load Combinations: IBC 2006 ASD,Deflection Checks
Extreme Forces Extreme Displacements _
Axial 0.0000 K -NA- Dx 0.0000 in -NA-
My 0.0000 K -ft -NA- Dy -0.2427 in 16-9
Mz 3.7998 K -ft 16-9 Dz 0.0000 in -NA-
Vy -1.5199 K 16-9 -
Vz 0.0000 K -NA-
Torsion 0.0000 K -ft -NA-
Cold-Formed Steel Design per 2010 NAS/AISI ASD
Type
Case
Demand
Capacity
Unity
Status
Reference
Strong Deflection Check
Live
-NA-
-NA-
0.9582
OK
IBC 1604.3.1
Axial+Flexure Check 1
16-9
-NA-
-NA-
0.6362
OK
C5.2.1
Strong Flexure+Shear Check
16-9
-NA-
-NA-
0.6288
OK
C3.3.1
Page 1
VisualAnalysis 9.00 (www.iesweb.com)
Project: 14-116 Dutra - B15
Mike Hubley, S.E., VerTech Engineering, Inc. February 19, 2014
Steel Beam Report: BmX001
Member Details
connections
Start
End
Load Combinations: IBC 2006 ASD,Deflection Checks
Node N001
N002
Extreme Displacements
Location (0,, 0 ft)
(10, 0 ft)
Dx 0.0000 in -NA-
Support Other Fix
Fix Y Only
My 0.0000 K -ft -NA-
'Analysis Results (First Order)
Load Combinations: IBC 2006 ASD,Deflection Checks
-.
Extreme Forces
Extreme Displacements
Axial 0.0000 K -NA-
Dx 0.0000 in -NA-
My 0.0000 K -ft -NA-
Dy -0.2601 in 16-9
Mz 2.4035 K -ft 16-9
Dz 0.0000 in -NA-
Vy 0.9614 K 16-9
Vz 0.0000 K -NA-
NA
Torsion' 0.0000 K -ft ' -NA-
Cold -Formed Steel Design per 2010 NAS/AISI ASD
Cold-Formed
-Project: 14-116 Dutra - B16
Mike Hubley, S.E., VerTech Engineering, Inc. February 19, 2014
Steel Beam Report: BmX001
Member Details
Member Properties Connections
Start
End
Load Combinations: IBC 2006 ASD,Deflection Checks
Node N001
N002
Extreme Displacements
Location (0, Oft)
(8, 0 ft)
_
Dx 0.0000 in -NA-
Support Other Fix
Fix Y Only
My 0.0000 K -ft -NA-
Analysis Results (First Order)
Case
Load Combinations: IBC 2006 ASD,Deflection Checks
Capacq
Extreme Forces
Extreme Displacements
Reference
Axial 0.0000 K -NA-
_
Dx 0.0000 in -NA-
-NA-
-NA-
My 0.0000 K -ft -NA-
Dy -0.1567 in 16-9
IBC 1604.3.1
Axial+Flexure Check 1
Mz. 3.8319 K -ft 16-9
Dz 0.0000 in -NA-
-NA-
0.6416
VY' -1.9159 K 1679
-- -
Strong Flexure+Shear Check
Vz 0.0000 K -NA-
,
-NA-
Torsion 0.0000 K -ft -NA-
OK
C3.3.1
Cold-Formed Steel Design per 2010 NAS/AISI ASD
Lontrotltna Uesian LnecKs
Type
Case
Demand
Capacq
Unity
Status
Reference
Strong Deflection Check
Live
-NA-
-NA-
0.4906
OK
IBC 1604.3.1
Axial+Flexure Check 1
16-9
-NA-
-NA-
0.6416
OK
C5.2.1
Strong Flexure+Shear Check
16-9.
-NA-
-NA-
0.6341
OK
C3.3.1
w
Page 1
VisualAnalysis 9.00 (www.iosweb.com)
Project: 14-116 Dutra - B17
Mike Hubley, S.E.., Ver-rech Engineering, Inc. February 1.9, 2014
Steel Beam Report: BmX001
Member Details
Member Proaerties
Length
7.5000 ft'
Shape
C8x11.5
Material
ASTM A36
Weight ,
0.0861 K
Framing
Beam',
Beta
0 deg
Theta
0 deg
Start End
Node N001 N002
Location (0, Oft) (7.5000, 0 ft)
Support Other Fix Fix Y Only
Analysis Results (First Order)
Case _
Load Combinations: IBC 2006 ASD,Deflection Checks
Extreme Forces
Extreme Displacements
Status
Axial 0.0000 K
-NA-
Dx 0.0000 in -NA-
-0.0121 in
0.1250 in
My 0.0000 K -ft
-NA-
•Dy -0.0296 in 16-9
L
Strong Flexure Check.
'
Mz 2.7526 K -ft
16-9
Dz- 0.0000 in -NA-
OK
F2-1
' ' Vy 1.4681 K
16-9
-
22.7641 K
Vz 4 0.0000 K
-NA-
G2-1 -
Torsion 0.0000 K -ft
=NA-
Controllina Design Checks
Type
Case _
Demand
Capacity
Unity
Status
...........
Reference
Strong Deflection Check
Live
-0.0121 in
0.1250 in
0.0967
OK
IBC 1604.3.1
Strong Flexure Check.
16-9
2.7526 K -ft
17.2994 K -ft
0.1591
OK
F2-1
Strong Shear Check
16-9
1.4681 K
22.7641 K
0.0645
OK
G2-1 -
k
� Y •
r
r�
k
Page 1
VisualAnalysis 9.00 (www.iesweb.com)
Y
r�
•
1
T
Page 1
VisualAnalysis 9.00 (www.iesweb.com)
Y
•
1
T
Project: 14-116 Dutra - B18
Mike Hubley, S.E., Ver-rech Engineering, Inc. February 19, 2014
Steel Beam Report: BmX001
Member Details
wiernUer rrvperu_es
Length 11.5000 ft
Shape C8x11.5
Material ASTM A36
` Weight 0.1321 K
Connections
Start -End
.Node N001 N002
Location (0, Oft) (11.500, 0 ft)
Support Other Fix Fix Y Only
Controllina Desian Checks
Type
Framing. Beam
Demand
-Capacity
Unity
"
Beta - 0 deg
Strong Deflection Check
Live
'
0.1917 in
- Theta 0 deg
I
IBC 1604.3.1
f
16-9
Analysis Results (First Order)
17.2994 K -ft
0.4649
' Load Combinations: IBC 2006 ASD,Deflection Checks
F2-1 '
Extreme Forces
16-9
Extreme Displacements -
22.7641 K
Axial 0.0000 K
-NA-
Dx 0.0000 in
•
My 0.0000 K -ft
-NA-
Dy -0:2031 in '_ 16-9
Mz 8.0422 K -ft
16-9
Dz 0.0000 in -NA.-
Vy 2.7973 K
16-9
— —
Vz 0.0000 K
-NA-
Torsion 0.0000 K -ft
-NA-
NA-"Steel
'SteelDesign per AISC ASD (2005)
Controllina Desian Checks
Type
Case
Demand
-Capacity
Unity
Status
Reference
Strong Deflection Check
Live
-0.0835 in
0.1917 in
0.4357
OK
IBC 1604.3.1
Strong Flexure Check
16-9
8.0422 K -ft
17.2994 K -ft
0.4649
OK
F2-1 '
Strong Shear Check
16-9
2.7973 K
22.7641 K
0.1229
OK
G2-1
Page 1
VisuelAnalysis 9.00 (www.iesweb.com)
•
Page 1
VisuelAnalysis 9.00 (www.iesweb.com)
45
VerTech Engineering
Project: Page:
Engineer: Date:
Design of: Roof Framing
Roof Loads
DL= 16-psf
LL= 20 psf `
Roof plywood:
1/2" CDX APA rated (32/16) plywood or OSB equivalent. Apply face grain perpendicular to
framing, stagger panels and nail with 8d @ 6" O.C. edge and 12" O.C. field. Edge
nail at gable end trusses, drag trusses, frieze blocking and all supported edges.
Trusses:
Spacing = 24" o.c.
Loads:
T.C. Live Load = 20 psf
T.C. Dead Load = 8 psf
B.C. Dead Load = 8 psf
Total Load = 36 psf
In a 2x6 wall provide a stud directly under each truss reaction greater than 2250#.
In a 2x4 wall provide a stud directly under each truss reaction greater than 1350#.
Rafters:
Live Load = 20 psf
Dead Load = 16 psf
Total Load = 36 psf
Typical Headers (uno)
Use 6X10 DF#1, use (2) trimmers min. at all openings larger than 4'-0".
4
VerTech Engineering
Project: Page:
Engineer: Date:
Design of: Floor Framing
Floor Loads
DL= 20 psf
LL 40 psf
Floor plywood:
-1 1/8" T&G APA rated plywood or OSB equivalent. Apply face grain perpendicular to
framing, stagger panels and nail with 8d @ 6" O.C. edge and 10" O.C. field. Edge
nail at boundaries, drag members and at blocking over and under interior shear walls.
Floor Joists:
I Joists:
Use manufactured "I" joists (such as Truss Joists), and install per manufacturers
recommendations using L/480 deflection criteria. Use manufactured rim board
such as TimberStand with all "I" joists. Use a double rim board at all locations
where ledgers are installed at the rim (such as deck ledgers). .
Sawn Joists:
Sawn lumber joists shall be sized per CBC Table 2308,8(2) using E < 1.6 UNO.
.•.�, � ,�,, _ • 1 3 - 200'.
;'. • • PROVIDE MINIMUM DISTANCE FROM '
• FOOTING OF STRUCTURE OF .5 FT /
I FROM ALL PORTIONS OF PRIVATE /
SEWAGE DEPOSAL SYSTEM INCUDING
• SEPTIC TANK, LEACH AREA AND PITS •
ti's. • � ; •' «,�:� / ..
NOTE:
Property owner is responsible for determining
locations of property lines and easements and
maintaining required setbacks from property lines and
easements. A survey may be required if determined
necessary by the building official.
NOTE
SITE CONDITIONS
ENGINEERING MAYBE REQUIRED IF ANY OF THE FOLLOWING SITE
CONDITIONS ARE OBSERVED AND NOT SHOWN ON THE APPROVED
PLANS:
• EXCESSIVE SLOPES
•. EXPANSIVE SOILS
• EXCESSIVE CUTS OR FILLS
• ALTERATIONS TO NATURAL DRAINAGE
• OTHER UNUSUAL -SOIL OR GEOGRAPHICAL
CONDITIONS
7! —
0
- - � -y �� •PI REMIT#. 'y"� C>6 .. NORTH
BU`rT0 COUNTY UFVL-L,ORMEN'T SERVICES I `�O I 7 STH
SITE "PLAT= N, z PVID FOR•
CODEC0�I� CE •
DATE- `1 BY C� .
=#:
GREGORY, A.� P E I T Z
OWNER: JOE 4 DANNETTE DUTRA
51TE INFO:INDIAN'GLIFF5 DR.
SHEET
ADDRE55: 128 BROOKVINE GIR.
GHIGO, CA,
ry
" ARCHITECT ••
.,
,. •GHIGO, GA
41.56 ACRES
383 Rio Undo Ave. Chico, CA. 95926 (530) 894-5719
PHONE:(550) 342=025. e>
:L - 1..
APN: 04-T-250-152-000 -
of: ONE
r
;SEELARGER
s
r r
5GALE PLAN'
44
''•
ADDITIONAL'° ,
/ `'''
'INFORMATION
NOTE:
Property owner is responsible for determining
locations of property lines and easements and
maintaining required setbacks from property lines and
easements. A survey may be required if determined
necessary by the building official.
NOTE
SITE CONDITIONS
ENGINEERING MAYBE REQUIRED IF ANY OF THE FOLLOWING SITE
CONDITIONS ARE OBSERVED AND NOT SHOWN ON THE APPROVED
PLANS:
• EXCESSIVE SLOPES
•. EXPANSIVE SOILS
• EXCESSIVE CUTS OR FILLS
• ALTERATIONS TO NATURAL DRAINAGE
• OTHER UNUSUAL -SOIL OR GEOGRAPHICAL
CONDITIONS
7! —
0
- - � -y �� •PI REMIT#. 'y"� C>6 .. NORTH
BU`rT0 COUNTY UFVL-L,ORMEN'T SERVICES I `�O I 7 STH
SITE "PLAT= N, z PVID FOR•
CODEC0�I� CE •
DATE- `1 BY C� .
=#:
GREGORY, A.� P E I T Z
OWNER: JOE 4 DANNETTE DUTRA
51TE INFO:INDIAN'GLIFF5 DR.
SHEET
ADDRE55: 128 BROOKVINE GIR.
GHIGO, CA,
" ARCHITECT ••
.,
,. •GHIGO, GA
41.56 ACRES
383 Rio Undo Ave. Chico, CA. 95926 (530) 894-5719
PHONE:(550) 342=025. e>
APN: 04-T-250-152-000 -
of: ONE
P4/1/2014 11:23:18 AM'-
` 5
•