HomeMy WebLinkAboutB16-2621 000-000-000383 Rio Lindo Ave, Chico, CA 95926
p, (530) 592-4407 www.summitchico.com
Structural Calculations For:
Client:
Tim Duntsch - North Valley Building Systems
Project:
Lundberg Family Farms - Temporary Trailers Deck
_Address: BUTTE
5311 Midway, Richvale, CA COUNTY
NOV 2 9 2016
OQ�ypFES Ip���` DEVELOPMENT
SERVICES
PERM11' #
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EXP. 06/30/20 B N7 Y DEVELOPMENT SERVICES
S'T
civ C CO ®D FOR
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Note: Summit Structural Design (SSD) is not responsible for on-site inspection to
assure compliance with the standards, sizes, materials, or workmanship specified herein.
SSD is not responsible for any structural element or system not specifically noted in this
set of specifications/calculations unless authorized in writing by SSD. Workmanship shall
be of the highest quality and in all cases shall follow accepted construction practice, the
latest edition of the California Building Code, and local building department standards.
STRUCTURAL NOTES
1. GENERAL
A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES.
B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY, THE GENERAL
CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULLAGREEMENT WITH THE LATEST, BUILDING DEPARTMENT
APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS
WITHOUTTHE 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 REPRESENTTHE 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, ETCETERA,
0) 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.
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 AFOOTING 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 5% 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 3,000 PSI U.N.O. (DESIGN BASED ON 2,500 PSI)
G) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE 11 OR TYPE III 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 OAS% 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. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A SUITABLE
SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH 93 BARS AT 15" O,C. EACH WAY ABOVE MID -DEPTH OF SLAB, 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.
G) SAW-CUTTOP %' OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED, SAW CUT AT
INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED.
1) 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 ?'
#6 BARS AND LARGER: 2"
CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: %"
J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U,N.O. AND LAP TOP BARS,
PLACED ABOVE 12" OF CONCRETE OR MORE, 80 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.
T
2
6. FRAMING/LUMBER
6-1 MATERIALS:
A.) SHEATHING:
1. ROOF SHEATHING: %' APA RATED 32/,16 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE GRAIN PERPENDICULAR TO
FRAMING, STAGGER PANELS ANDNAIL WITH Bd AT 6" Q.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: Y0 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. WALLSHEATHING: 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=160(y 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, AITCA190.1 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 =3100 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 V-0" O.C. MAX. WITH ONE BOLT LOCATED V-0" MAXIMUM AND (7) BOLT DIAMETERS
MINIMUM FROM EACH END OF EACH PIECE, THE EDGE OF THE SILL PLATE WASHER SHALL BE LOCATED X" MAXIMUM FROM FACE
OF WALL SHEATHING. AT SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL UNO 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 DR#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 EXPOSEDTO 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
h) 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 L/480 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 V/+ LVL RIM AT
ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS).
-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'-O"
I
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,WO.
6.5 WALL FRAMING
A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALLSHALL 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, USEST6224 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 HILT] QWIK-BOLT (I OF SAME
DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICC
REPORT.
D.) NOTCHED OR CUTSTUDS: 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 SILLAND ANCHOR BOLT SPECIFICATIONS.
G.) WALL FRAMING RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE SX 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,
9. DESIGN LOADS
A)
ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS I, II, III, AND IV U.N.O.
B)
FLOOR DEAD LOAD: 10 PSF
FLOOR LIVE LOAD; 100 PSF
C)
SEISMIC ZONE: 0
D)
WIND SPEED: 110 MPH EXP C
Summit Structural Design
Cantilever Retaining Mall Design
Project:
Comments:
Date: 10/5/2016
Input Width
Wall 7.6 in
2.17
Footing 2.00 ft
1.53
Key 0.0 in
Weight
xbor
Ind
Vertical Load at top of wall (k)
0.0
Moment at top of wall (k -ft)
0.0
Add'I Hor. Load 1 (k)
0.000
Add`l Nor, Load 2 (k)
0.0
Add`l Hor. Load 3 (k)
0.0
Add'I Hor. Load 4 (k)
0.0
Add'l Hor. Load 5 (k)
0.0
Uniform Surcharge (psf)
0.0
Active Soil -Eq. Fluid Wt. (pcf)
45
Passive Soil - Eq. Fluid (pcf)
250
Passive Soil - Uniform (psf)
0.0
Sliding Friction Coeff.
0.35
VUI UI
Unit
2.17
Sliding Safety Factor
1.53
Toe Soil Bearing
Weight
xbor
ybar
L•fidghl Rth
(pcf)
ft
ft
2.7
ft
150
1.00
1.04
18,0
in
150
1.00
-0.75
0.0
in
0
0.00
-1.50
kLdlgbt
xbar.
yber
1.00
2.67
1.00
2.67
0.0
ft
0.00
0.0
It
--
0.00
0.0
It
-
0.00
0.0
ft
_-
0.00
0.0
ft
..
0.00
0.0
ft
--
0.00
2.7
ft
Wt:
110
pcf
0.0
ft
0.0
ft
VUI UI
overturning Safety Factor
2.17
Sliding Safety Factor
1.53
Toe Soil Bearing
0.86 ksf
Heel Soil Bearing
0.05 ksf
Soil Pressure Length
2.00 ft
Moments •
-
Wall Mom. @ Base of Wall 0.14 kip - ft
Toe Moment 0.12 kip - it
Heel Moment 0.12 kip ft
(Positive = Right hand Rule)
Overturning Moment
Righting Moment
Sliding Force
Resisting Force
,11
0.54 k -ft
1.18 k4t
391 #
598 #
LSur
----a H abv
TOF TOF
lfa
4
.... , ..0„22
Equivalent
y
o.c.bar spacing
Summit Structural Design
Bar Size
Bar Dia
Bar Area
Retaining Wali Design
' 8 1
9
12
16
18
3
0.375
Flexure Design
based on ULT Loads
[ Residential, No Insp:7
Wail Thicknessi8lin
.......
4
......I..
0 5
Restrained?
:.:...n 20
0.3 9
iV UDDly. R0inf
. 0.79
QQoret�
Retalni.ng WaiLl..oasi�
M"
0.32 k -ft
Mu 0.24 k -ft
EQ Point Load
lbs/ft
. ,.. 1 23
1 53
6
Apply at
0.6 H
d
4 in
d 4 in
EQ PSF
psf
b
16 in
b 12 in
Pa
45 pcf
tfm
1,5 ksl
f'c 2.5 ksi
Height Retained
2,67 ft
fy
60 ksi
fy 60 ksi
Soil Moment
143 ft -lb
. 3 93
9
1 128
EQ Moment
0 ft -Ib
rho b
0.011
rho b 0,018
M„
243 ft -lb
A, max
0.342 In A2
A, max 0.641 in^2
2.53
...1
1.33
Ag regd
0.021 In A2
A$ regd 0.014 In ^2
Min AW (per code)
0.192 in ^2
........
1 56
3 12
..., ...3,80
4 68
Min Av (per code)
0.1152 In^2
14
1.693
2 25
2 25
Number of gars
Bar Size
.Bar
Dia
Bar Area
1
2
3
4
5
.......
16.00
2U.00
30
2 25
375
0 11
0.11
2.257
..................
4.00
8.00
....,,.3
6.'0'0
5.33
j
Equivalent
area for
o.c.bar spacing
of
Bar Size
Bar Dia
Bar Area
6 1
' 8 1
9
12
16
18
3
0.375
0.11
...,0:33
............. a.,`�`�......,.......
0,55
.......
4
......I..
0 5
O:Q7
:.:...n 20
0.3 9
...,.......05 9
. 0.79
......... 0 9$
5
0 625
.0.20
0 31
,
0.3.
................... .........
5
0 92
..........,.
. ,.. 1 23
1 53
6
0.75
........
0.44
, ..
0.44
...............1
..............1. 3
.... 1 77
,
7
0 875
...............
..............0.3
0 60
.......,
.....20
.......$0
..,.......2..41
3.01
.........
......,.,
..............0.60............
0 79
0 79 ...............
.
. 67
.............. 36
....... x..1..........
. 3 93
9
1 128
1 00
1 00
2 .
. .. 00
.. .. 00
......... 5 QO
9
1 27
1 27
1 27
2.53
...1
1.33
......,. 5 07
,.,...... 6.33
.....................10
11
1 41
1 56
........
1 56
3 12
..., ...3,80
4 68
. s 25
..... 7 87
14
1.693
2 25
2 25
4 50
6 75
9 Q0
11,26
.........i 8
2.257
.........4 00
4.00
8.00
..... ,
12,00
.......
16.00
2U.00
Equivalent
area for
o.c.bar spacing
of
Bar Size
Bar Dia
Bar Area
6 1
' 8 1
9
12
16
18
3
0.375
0.11
0 22
0.17
0.15
0 11
0 08
O:Q7
...........................
4
.................
0.5
0.20
..........
4.26
.., ..,....0 20
...... 0 15
0 13
................... .........
5
0 625
0 31
.. ...........0:39.
0 61
, ....,....0..29
0 45
..,.,..
.......:.....0..41
, ., .., .0..31.......:
, ..p. 23
....... 0 20
...........6
6
.......... ,.75.
0 75
.........
3. `�`i
0 88
00
,..... ,. 0..'0
............4:
....... 0 33
...... 0 29
............
7
,,, . ,
0 875
.....
0, 60„
1 20
,.., , ,..,Q
0 90
,...:. 0:80
..,,,.......0,.60
:...........0.45
,.. 0..40
... .....,..,
0 79
1 57
1 10..:.
...
05
0 79
0.59
0 52
9
1 12$
1 00
2.00
1 50
...1
1.33
1.00
0.75
0.67
10
1 27
1 27
2 53
1 90
...
1.69
1 27
n`�
......... 0 84
11
41
1 56
. ,,.-6.,'l
3 12
2 34
w 2.08
1 56
,..,, 1 17
„ 1.04
i 4
.
1,693
2.25
., ..
4.53,
38
............. 3 �0
2 25
...;, 1 69
........ 1.5 0
.......,
18
2.257
..................
4.00
8.00
....,,.3
6.'0'0
5.33
4.00
3100
2.67
Bar Size Bar Dia Bar Area
Number of Bars
1 2 1 3 4 5
3
0.375
0,11
0,11
„, .. 0 22'
.. 0.33
0.44
0,55
..
Summit Structural
Design
.........,
0 20
,,
0.39
0 59
Wall Design
0 98
..........
5
.. ......
0.625
Retaining
....:........
0.31
..... .
0.61
Flexure Design based on ULT Loads
Residential, No Insp.? �---�
Wall Thickness In
1.63
6
0 Restrained?
0 44
0 44
�aaoncy tof
orrc te.B!e.inf,
Retaining.Wali Loads
Mu 0.17 k -ft
M„
0.12 k -ft
EQ Point Load
lbs/ft
....,
1.20
1.80
2.41
Apply at
0.6 H
d 4 in
d
4 in
EQ PSF
psf
b 16 In
b
12 in
Pa
60 pcf
f{m 1.5 ksi
f'c
2,5 ksi
Height Retained
2.67 ft
fy 60 ksi
fy
60 ksi
Soil Moment
190 ft -Ib
3 80
5 07
6 33
EQ Moment
0 ft -lb
rho b 0.011
rho b
0.018
Mu
324 ft -ib
As max 0.342 in^2
A, max
0.641 In"2
2 25
2 25
Ag read 0.010 fn^2
A, regd
0.007 in^2
Min A,q (per code)
0,1921n^2
2,257
4.00
4,00
Min Av (per code)
0,1152 InA2
Bar Size Bar Dia Bar Area
Number of Bars
1 2 1 3 4 5
3
0.375
0,11
0,11
„, .. 0 22'
.. 0.33
0.44
0,55
.....
4
......... ........
Q 5
........, ........
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0.39
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0 79
0 98
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5
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0.625
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0.31
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0.61
0 92
1,23
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6
0 75
0 44
0 44
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1.77
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7
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0.59
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0.60
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1.20
1.80
2.41
3 01
8
1
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0.79
0.79
1 57
2 36
3 14
3 93
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...,.....1 128
1 00
1.00
2 00
3.00
4 00
5.00
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1 27
1 27
1 27
2; 53
3 80
5 07
6 33
11
1.411.56
0 75
1 56
3 12
4 68
6 25
7 81
141.693
1 90
2 25
2 25
4.50
................................
6,75
9.00
........ .
11.26
18
2,257
4.00
4,00
„ ........... 8.00
12.00
16.00
20,00
Equivalent area for o.c.bar spacing of
ar Size Bar Dia Bar Area 6 8 1 9 12 16 18
3
0.375
0,11
0,22
0.17
0.150
1 1
0,08
0.07
4
0,5
0 20
0 39
0,29
0.26
0 20
0 i..
0 13
5`
0 625
0.31'
0,61
0.46
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031
0.23
0.20
6
0 75
0 44
0,88
0.59
0 44
0 33
0 29
875
0.60
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0 90
0,80
0.60
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0 40
8
....,,..,..0
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6.79
,,,.1
1 57
1.18
1 05
0 79
0 59
0 52
9
1 128
1 00'
2 00
1 50
1 33
1 00
0 75
0 67
1 27
1 27
2 53
1 90
1.69
1 27
0 95
0 84
.10
. ,....
1;41
1.56
3 1
..
2 34
2 08
1.56
1 17
1 04
„11
1 693
2,25
4 50
3 38
3;00
2 25
1 69
1 50
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7
2,257
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sum"
383 Rio Undo Ave, Chico, CA 95926
p. (530) 592-4407 www.summitchico.com
Structural Calculations For:
Client:
Tim Duntsch North Valley Building Systems
Proiect:
Relocated Existing 12x48 Temporary Trailer Anchorage/Support
Address:
Lundberg Family Farms
5370 Church Street, Richvale, CA 95974
Qy�pf sSSIt�`,
G. JO
s
& 6 isUj
�L �
. 0 201
MD.
sT�T�OFCI:i��\P
Note: Summit Structural Design (SSD) is not responsible for on-site inspection to
assure compliance with the standards, sizes, materials, or workmanship specified herein.
SSD is not responsible for any structural element or system not specifically noted in this
set of specifications/calculations unless authorized in writing by SSD. Workmanship shall
be of the highest quality and in all cases shall follow accepted construction practice, the
latest edition of the California Building Code, and local building department standards.
I
. r-
Summit Structural Design
Project Page:
Engineer: Date:
Design of: MWFRS-Envelope Procedure ASCE 7-14 Section 28.6
Conditions:
�• { '- r>
1. Simple Diaphragm
-� CASE u
2. Low-rise
3. Enclosed
4. Regular Shaped
f I f✓ `�,
5. Not Flexible
'� f'✓�+ 1
6, Not Subject to:
CASE A
a) across wind loading
b) vortex shedding
c) instability (gallup/flutter)
d)channeling effect
i
e) buffeting (upwind obstructions)
7. Approx. Symetrical Cross
Section With Flat, Gable, or Hip
%
P
Roof d 451
8. Exempt From Torsional Load
Z , *�
Cases Indicated in Note 5 of Fig.
OC
<Cases
28.4-1, or the Torsional Load
CASE A
do not Control the Design:
(1) story and hd30 ft. or
CASE
0.
13"Q?"
(2) story max and light framed or
(2) story max and flex. diaphragm
L=
48 Long. Bldg. Dim. (ft) 4
2aL=
6 ft.
T=
12 Transv. Bldg. Dim. (ft) -->
2aT=
6 ft.
V=
110 Basic Wind Speed (I 10 or 115
mph)
LCF=
0.6 Load Combination Factor
A=
1.21 Adjustment Factor
Kzt=
1 Topographic Factor
Adjustment
Factor for Bldg Height and
h=
8 Mean Roof Height (ft)
Exposure, X
0=
5 Closest Roof Angle
Mean Roof
Exposure
5°,10°,15°,20°,251,or 301
Ht. (ft)
B C D
IVIWFRS Wind Loads (psf), ps=LCF*A*Kzt*ps30
15
1 1.21 1;47
Location
ps, 0=0 ps, 0=5 Min. Net Ovhg,
20
1 1.29 1.55
A-110
13,94 13.94 9.60
25
1 1.35 1.61
B-110
0.00 4.80
30
1 1.4 1,66
0-110
9.22 9.22 9.60
35
1.05 1.45 1.7
D-110
0.00 4.80
40
1.09 1.49 1.74
E-110
-16.77 -16.77 -23.45
45
1.12 1.53 1.78
F-110
-9.51 -9.51
1 50
1.16 1,56 1.81
G=110
-17 -11.02 -18.37
55
1.19 1.59 1.84
H-110
-7.33 -7.33
60
1.22 1,62 1.87
,11 1412016
T11* iliaiit#s
Design Maps Summary Report
m x I�+ A TrliW
SSI !^'t vM `�
=fixuxtht
Maps Summary Report
Ni x; .
imUSGSDesign
d^
(, PatertriW =�
User -Specified Input
Building Code
Reference Document
2012/2.015 International Building
Code
Si, = 0.270 g S,.,1 = 0.503 g
SD2 = 0.335 g
For information on how the SS and Si values above have been
(which utilizes USGS hazard data
available In 2008)
response, please return to the application and
select the "2009 NEHRP" building code reference document.
Site Coordinates
39.4990N, 121.748°W
Design Response Spectrum
a.ss-
Site Sol[ Classification
Site Class D -"Stiff Soli"
0.72
0.49--
0.64--
Risk Category
I/II/VI
0.75..
0,49
0.30
0.40 41
.q �;•.
d ,
0.19
0.24-
0.12
'AT
0.08
4&Vus
0,00
.00
0,00 0.20 -0.40 0.G0 0.90 1,00 Y.20 1.40 1.G0 1.80 360
0.00
0.00 0.20 0.40 0.0.90 1.00 1.20 1,40 1.60 Leo 2.00
Period, T (sec)
Period, T (sec)
TA'Al
r
4
t }-
7i``
A� v
14 r
WA
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or Implled, as to the
accuracy of the data contained therein. This tool Is not a substitute for technical subject -matter knowledge,
i
http //ehp2-earthquake.wr.usgs,gov/deslgnmaps/us/summary.Php?template-minimal8 iatitude=39.499&long!tude--121.748&siteclass=3&riskcategory=D&editia.. 111
T11* iliaiit#s
m x I�+ A TrliW
SSI !^'t vM `�
=fixuxtht
�g
Ni x; .
d^
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USGS-Provided Output
S5 = 0.605 g Sr,s = 0.796 9
Sos = 0.531 g
Si, = 0.270 g S,.,1 = 0.503 g
SD2 = 0.335 g
For information on how the SS and Si values above have been
calculated from probabilistic (risk -targeted) and
deterministic ground motions In the direction of maximum horizontal
response, please return to the application and
select the "2009 NEHRP" building code reference document.
MCEa Response Spectrum
Design Response Spectrum
a.ss-
0.80
0a4
0.72
0.49--
0.64--
0.42
0.56
0.75..
0,49
0.30
0.40 41
0.24
0.32
0.19
0.24-
0.12
0.1
0.08
0.0G
0,00
.00
0,00 0.20 -0.40 0.G0 0.90 1,00 Y.20 1.40 1.G0 1.80 360
0.00
0.00 0.20 0.40 0.0.90 1.00 1.20 1,40 1.60 Leo 2.00
Period, T (sec)
Period, T (sec)
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or Implled, as to the
accuracy of the data contained therein. This tool Is not a substitute for technical subject -matter knowledge,
i
http //ehp2-earthquake.wr.usgs,gov/deslgnmaps/us/summary.Php?template-minimal8 iatitude=39.499&long!tude--121.748&siteclass=3&riskcategory=D&editia.. 111
Project: Summit Structural Design
Page:
Engineer: Date: 11/7!2016
Design of: Seismic Load Development (ASCE 7.10)
Seismic Design Category D
Ss 0.605 Mapped 0,2 sec spectral response Occupancy 2
S1 0.27 Mapped 1 sec spectral response 1 1
Site Gass o i ♦ , In accordance with Ch 20. TL 16
SMS
0.80 Max Considered EQ
SM1
0.50 Max Considered EQ
eq(kips)
SDS
0.531 Design Spectral Response (0.2 Sec)
1 .......
SD1
0,335 Design Spectral,Responsc (i 0 Sec),_
167.47 1.00
System i Ught
Framed Shear wails �►
R
6.5 Omega 3 Cd
4 Ht Limit 65
Cs
0.08 12.8-2 Max Cs 0.54
Min Cs 0.02 (,01 outside of SJ)
Ct
0.02 x 0.75
«.«..« ..... €
Ta
0.10 Cu 1,4 Max T
0.13 No Limit for drift
Use T
0.10 Aft Ss 0.605 Ss may be 1.5 if 5 stories and regular
V.
0.082 *W Height to Roof (hn) _
8 it
V=
1.7 k Vert Dist Exp. (k)
1
Level
...tory Ht. (ft)i
wl ips
wl p t vx
eq(kips)
ps tap(kips)
«ROOF
1 .......
�........ 81
20.93
167.47 1.00
1 71«
1,71 2,22
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«.«..« ..... €
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ENGINEER AJ ,, www,summiichico.com DATE:
DESIGN OF
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DESIGN OF
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«- I PACIFIC CONSULTING ENGINEERS
2150 BELL AVE., #145
SACRAMENTO CA. 95838
Ph. 916-564-6028 FAX 916-564-6029
VERTICAL DESIGN
Pacific Mobile Structures
4375 Farm Supply Road
Ceres, CA 95307
VERTICAL DESIGN LOADS
Code
Roof Live Load:
Roof Dead Load:
Floor Live Load
Floor Dead Load
Exterior Wall Dead Load:
Building Length:
Building Modular Width:
Metal Pier load rating:
Gravel Bearing Pressure:
Max. Support Spacing:
DATE:
08/23/16
SHEET No.
1 of2
Job No.
16-782
Lundberg Family Farm
5370 Church Street
Richvale, CA 95974
12 x 40 Commercial Modular
Input Data:
CALCULATIONS:
Vertical Loads & Support Spacing
Vo=(R I+Rd+FI+Fd+W d)W/2)
Spacing=PNo
2013 CBC
RI =
20 psf
Rd =
10 psf
FI =
50 psf
Fd =
10 psf
Wd =
10 psf
L =
40 ft.
W =
11.83 ft.
P =
4,000 lbs
Sa =
1,500 psf
592 plf
6.76 ft. on c.c.
- T1E DOWNS
LATERAL DESIGN
Pacific Mobile Structures
4375 Farm Supply Road
Ceres, CA 95307
12 x 40 Commercial Modular
Input Data:
Code
Design Wind Pressure ( Vult=110 mph exp. C )
Seismic Load Factor Ss =1.5 Fa =1.0 SDs =1.01 Site Class D
Roof Dead Load
Wall Dead Load
Floor Dead Load:
Exterior Wall Hehgth
Roof Heigth:
Building Length:
Building Width:
Tie Down Working Load: Cross Drive Earth Anchors
Wind Load:
Seismic Load:
Tie down Capacity:
Seismic in Longitudenal Direction:
No. of Tie Downs Required:
Seismic in Transverse Direction:
No. of Tie Downs Required:
CALCULATIONS:
SHEET No. 2 OF2
JOB No. 16-782
2013 CBC
P =
16.8 psf
V =
0.16 W
Rd =
10 psf
Wd=
10 psf
Fd =
10 psf
Ht=
8ft.
Rht =
1 ft.
L =
40 ft.
W =
11.833 ft.
td =
3,150 lb's
Vw=P x (Rht + Ht) = 151.2 plf
Vs=SI x (Rd+Fd+Wd) = 4.8 plf
He=td x 1.33 x.707 = 2,962 lb's
V long.= Vs x L =
T long.=( V x W)/Hc =
V tran.=Vs x W =
T trans (Vw x L)/Hc =
192 plf Seismic Controls
1 Tie downs each 12' end
56.8 pif Wind Controls
3 Tie downs evenly spaced
each 40 side
i
PACIFIC CONSULTING ENGINEERS
2150 BELL AVE., #145
SACRAMENTO CA. 95838
Ph. 916-564-6028 FAX 916-564-6029
VERTICAL DESIGN
Pacific Mobile Structures
4375 Farm Supply Drive
Ceres, CA 95307
VERTICAL DESIGN LOADS
Code
Roof Live Load:
Roof Dead Load:
Floor Live Load
Floor Dead Load
Exterior Wall Dead Load:
Building Length:
Building Modular Width:
Metal Pier load rating:
Asphaltl Bearing Pressure:
DATE:
08/23/16
SHEET No.
1 of 3
Job No.
16-781
Lundberg Family Farm
5370 Church Street
Richvale, CA 95974
24 x 60 Commercial Modular
Input Data:
CALCULATIONS:
Vertical Loads & Support Spacing
Loads at Outside Support:
Vo=(RI+Rd+FI+Fd+Wd)W/2) = 592 plf
Max. Support Spacing: triple pads
Spacing=PNo = 6.76 ft. on c.c.
Loads at inside support:
Vi= FI+Fd x W/2 = 355 lbs
Max. Support Spacing: Max. pier spacing not to exceed 8'- 0" o.c.
Spacing=PNo = 11.27 ft. o.c.
' Y 12x 24 pad Spacing = 2 x 1500 / Vo = 8.45 ft. o.c.
le support: Single 2 x 12 x 24 pads = 592 plf
.port Spacing: Spacing = 2 x 20000 / Vo = 6.76 ft. o.c.
2013 CBC
RI =
20 psf
Rd =
10 psf
FI =
50 psf
Fd =
10 psf
Wd =
10 psf
L
= 60 ft.
W
= 11.833 ft.
P
= 4,000 lbs
S
= 2,000 psf
Vertical Loads & Support Spacing
Loads at Outside Support:
Vo=(RI+Rd+FI+Fd+Wd)W/2) = 592 plf
Max. Support Spacing: triple pads
Spacing=PNo = 6.76 ft. on c.c.
Loads at inside support:
Vi= FI+Fd x W/2 = 355 lbs
Max. Support Spacing: Max. pier spacing not to exceed 8'- 0" o.c.
Spacing=PNo = 11.27 ft. o.c.
' Y 12x 24 pad Spacing = 2 x 1500 / Vo = 8.45 ft. o.c.
le support: Single 2 x 12 x 24 pads = 592 plf
.port Spacing: Spacing = 2 x 20000 / Vo = 6.76 ft. o.c.
,
TIE DOWNS
LATERAL DESIGN
Pacific Mobile Structures
S 1 Drive
SHEET No. 2 OF 3
JOB No. 16-781
4,315 Farm .upp y
24 x 60 Commercial Modular
Vs=SI x (Rd+=
Ceres, CA 95307
He=td x 1.3:=
2,962 lb's
V long.==
Input Data:
T V x W=
3 Tie downs each 24 end
2013 CBC
113.6 plf Wind Controls
Code
Design Wind Pressure
( Vult = 110 mph exp. C ) P =
Site Class D, 1 = II SI =
16.8 psf
0.16 W Simplified Lateral Design, Cs not used
Seismic Load Factor
Ss =1.5 Fa =1.0 R=6.5 SDS =1.01
Rd =
10 psf
Roof Dead Load
Wd =
10 psf
Wall Dead Load
Fd =
10 psf
Floor Dead Load:
Ht =
8 ft.
Exterior Wall Hehgth
Rht =
2.5 ft.
Roof Heigth:
L =
60 ft.
Building Length:
W =
23.667 ft.
Building Width:
td =
3,150 lb's
Tie Down Working Load:
Wind Load:
Seismic Load:
Tie down Capacity:
Seismic in Longitudenal Direction:
No. of Tie Downs Required:
Seismic in Transverse Direction:
No. of Tie Downs Required:
CALCULATIONS:
Vw=P x (Rht =
176.4 plf
Vs=SI x (Rd+=
4.8 plf
He=td x 1.3:=
2,962 lb's
V long.==
288 plf Seismic Controls
T V x W=
3 Tie downs each 24 end
V tran. =
113.6 plf Wind Controls
T Vw x L)=
4 Tie downs evenly spaced
each 60' side
RIDGE BEAM SUPPORTS
VERTICAL DESIGN
Pacific Mobile Structures
4375 Farm Supply Drive
Ceres, CA 95307
SHEET No.
JOB No.
24 x 60 Commercial Modular
30F3
16-781
Input Data:
Max. Support Spacing:
Roof Live Load
RI =
R2 =
20 psf
16 psf
Roof Live Load - Trib Area over 200 sq. ft.
No. of Piers &
( ft.)
Roof Dead Load:
Rd =
D =
10 psf
11.83 feet
Building Module Width:
P =
4,000 lbs
Steel pier:
P1 =
3,000 lbs
Perimeter steel pier :
SI =
1,500 psf
Gravel Bearing Pressure:
Calculations:
Vertical Load at Mod -line:
Trib. Area 200 sq. ft. or less
Trib. Area over 200 sq. ft.
W =RI+Rd x D = 355 psf
W =R2+Rd x D = 308 psf
Max. Support Spacing:
No. Location
Loads
No. of 2"x12"x24"
No. of Piers &
( ft.)
( lbs.)
P.T. BASE PADS
PIER RATED LOADING
FRONT 1 0
9,230
4
4 -3000 lbs
2 60.00
9,230
4
4 -3000 lbs
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F SLABS ON GRADE SHALL BE PER THE CONTRACTOR.' SUMMIT STRUCTURAL DESIGN RECOMMENDS
UNrY
D
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DE. AT GARAGE SLABS .USE 4 THICK S.O.G.
G AS A MINIMUM SLAB ON GRA ,
THE FOLLOWING ' �Ar C RVj AQP
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WITH #3 BARS AT 15 O.C. EACH WAY ABOVE MID DEPTH OF SLAB OVER 2 SAND, OVER
OZ, COM D FO s��1��
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2 �l s
_ a_
AGGREGATE BASE. USE 3 1 2 SLAB WITH #3
AT 15 E.W. ABOVE �
BARRIER OVER 4 AGGR /
MOISTURE�
MID -DEPTH TH OF SLAB,
OR 6X6 WW
ABOVE MID -DEPTH EPTH
OF SLAB WITH SAME SUB -SLAB BUILDUP
Y
AT ALL OTHER AREAS.
-
G SAW CUT TOP 3/4 OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 10'-0" WHERE
-UN-REINFORCED.
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SummitChico.com
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JOB NUMBER: 16-262
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LSTRUCTURALGENERA
1. GENERAL
3. CONCRETE REINFORCING CONTINUED
A
1
ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES.
REINFORCEMENT COVER SHALLB AS FOLLOWS:
B
THE ENGINEER (SUMMIT STRUCTURAL DESIGN HAS PROVIDED AND IS RESPONSIBLE FOR
SPECIFIC STRUCTURAL ITEMS ONLY. ALL OTHER REQUIREMENTS OF THE BUILDING CODE
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3
CAP ACCESSIBILITY
INCLUDING WATERPROOFING FIREPROOFING DRAINAGE HANDICAP , EGRESS
CONCRETE WITH SOIL OR WEATHER EXPOSURE: "
SNOT. SPECIFICALLY SHOWN
DESIGN REQUIREMENTS S
PARKING, AND ALL OTHER G
REQUIREMENTS, PA Q
Q ,
'
# BARS AND SMALLER 1 2
5 /
N CALCULATIONS ARE THE RESPONSIBILITY OF THE CONTRACTOR OR
IN THE STRUCTURAL DESIGN ,
#6 BARS AND LARGER 2"
I HESE
..OWNER. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIEDN T
CONCRETE WITHOUT SOIL WEATHER EXPOSURE: 3 4
/
E R THE THE ENGINEER
FROM THE ENGINE N
DOCUMENTS WITHOUT THE WRITTEN APPROVAL,
WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE.
J'
)(
NT SHALL BE RADE 6 6 U.N.O. BOTTOM
REINFORCEME L G 0 PER ASTM A 15 U LAP TT M 60 )
BAR DIAMETERS U.N.O. AND LAP TOP REINFORCING PLACED ABOVE 12 OF CONCRETE OR
THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE AND UNLESS
MORE, (80) BAR DIAMETERS U.N.O.
O
SPECIFICALLY NOTED OTHERWISE DO NOT SHOW THE METHOD OF CONSTRUCTION. THE
B THE METHOD OF CONSTRUCTION AND SHALL PROVIDE ALL
CONTRACTOR IS RESPONSIBLE OR L F
K )
# 5 AND LARGER REBAR SHALL NOT BE RE-BENT.
AND THE
W
MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS,
FORMING, SHORING
STRUCTURE DURING CONSTRUCTION.' SUCH MEASURES SHALL INCLUDE F
L)
ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND
BRACING SCAFFOLDING ETCETERA.
SECURED I
ADEQUATELYN POSITION BEFORE AND DURING CONCRETE PLACEMENT.
D )
E O CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN
IF A PARTICULAR FEATURE
S R
THE SAME CHARACTER A SIMILAR
E I T LA
THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED N
5. MASONRY
CONDITIONS THAT ARE SHOWN ON THE DESIGN N DOCUMENTS.
A
MASONRY UNITS SHALL CONFORM TO CBC STANDARD 21-4 ` GRADE N PEI AIND
CEMENT M TY
E)
ONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR
ANY CONDITI N , AND
O D BEA
SHALL BE SINGLE R DOUBLE OPEN END BON M UNITS.
ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION ENGINEER WITHOUT OF THE N
IN .WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER.
PROCEEDING
B )
SHALL BE 1500 PSI WITH COMPLIANCE VERIFIED AS REQUIRED PER CBC SECTION
F m MIN M Q
ABBREVIATIONS
2105.3.
F )
FLOORS, ETC... IS THE
(ROOFS, FOUNDATIONS GARAGE LO
ALL WATERPROOFING AND FLASHING )
CONTRACTOR OR OWNER.
RESPONSIBILITY OF THE CONTRA
C )CONFORMING
BE COMPLETELY FILLED WITH GROUT
TO ASTM C279 TYPE S
EACH CELL SHALL
STRENGTH OF 2 000 PSL
WITH A MINIMUM ,
AB
ANCHOR BOLT O
K
KIPS
G)
SHOP DRAWINGS:• SHOP DRAWINGS ARE SUPERCE DED BY THE STRUCTURAL DRAWINGS UNDER
ADDL
ADDITIONAL
L
ANGLE
CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN
CIRCUMSTANCES. THE GENERAL C
D )
S - ��
THE GREATER OF 80 BAR DIAMETER OR 3 0 .
LAP REINFORCINGH E
AD J
ADJACENT
J
LLH
ON LEG HORIZ.
LONG
.ALL
S
FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. REVIEW OF HOP DRAWINGS BY
ALT
ALTERNATE
LL V
LONG LEG VERT.
THE ENGINEER OF RECORD DOES NOT GUARANTEE IN ANY WAY THE THE SHOP DRAWINGS ARE
E
��
OR BOLTS WITHIN 2 OF THE CENTER OF A CELL.
LOCATE ANCHOR
:ARCH
RAL
ARCHITECTURAL
LONG
LONGITUDINAL
CORRECT NOR DOES IT INFER THAT THEY SUPERCEDE THE STRUCTURAL DRAWINGS.
BLDG
BUILDING
LSL
LONG SLOTTED HOLE
BLKG
BLOCKING
LVL
LAMINATED VENEER LUMBER
H)
WALL FINISH SYSTEMS SUCH AS STUCCO SHALL BE APPLIED OVER FOAM BASE OR OTHERDESIGN9.
LOADS
BM
B
BOTT O
BEAM
BOTTOM O
MAX
MB
MAXIMUM
MACHINE BOLTS
Y ALLOWI NG THE FINISH TO EXPAND AND CONTRACT TRACT WITHOUT
METHOD OF ADEQUATELY
B F
T
BEAT TO FIT
MECH
CAL...
MECHANICAL
CRACKING . THE OWNER OR CONTRACTOR SHALL BE RESPONSIBLE BLE FOR ANY DEFECTS IN THE
A)
HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER 16
THE ,
BTWN
BETWEEN
MFR
MANUFACTURER
FINISHES.
DIVISIONS III 111, AND IV U.N.O.:
C6
CARRIAGE BOLTS
`MIN
MINIMUM
1
SPECIAL INSPECTION. SPECIAL INSPECTION PER 1701 OF THE CBC SHALL BE PROVIDED
B
SEISMIC.
CCJ
CIP
CONTROLJOINT
CAST -IN-PLACE CONCRETE
MISC.
MTL ,
MISCELLANEOUS
E
MAL
T
FOR THE FOLLOWING TYPES OF CONSTRUCTION:
NA
CJ
CONSTRUCTION JOINT
N
NEW
WELDING OF STRUCTURAL OR REINFORCING FORCING STEEL
CLEAR
NS
NEAR SIDE
ECHAN ICAL CONCRETE ANCHORS
EPDXY/MECHANICALM
C
WIND.
"CLR
CMU
CONCRETE MASONRY UNITS
NSA
NELSON STUD ANCHOR
THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING
NA
COL
COLUMN
NTS
NOT TO SCALELE
DEPARTMENT SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE
CONC
CONCRETE
OC
ON CENTER
. WITH THIS TYPE PE OF PROJECT.
D
LIVE LO ADS.
" CONN
CONNECTION
OD
OUTSIDE DIAMETER.
FLOOR 100 PSFCOMMERCIAL DECK SERVING OFFICES) )
CONSTR
CONSTRUCTION
OH
OPPOSITE HAND
CONT
CONTINUOUS
OPNG
OPENING
2. SITE WORK FOUNDATIONS
CONTR
CONTRACTOR
OVS
OVERSIZE ROUND HOLE
CP
COMPLETE PENETRATION
P DF
POWDER RIVEN FASTENER
WD R D
A '
_
ASSUMED MAXIMUM SOIL BEARING 1500 PSF PER CBC TABLE 1806.2 NO SOILS REPORT
CTR
CENTER
PERP
PERPENDICULAR
PROVIDED).
CTSK
COUNTERSINK
PL
PLATE
DBL
DOUBLE
PLWD
PLYWOOD
B)
BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER
DF
DOUGLAS FIR
PLCS
PLACES
O ECHNICAL REVIEW OF SITE, OTHER CONDITIONS ENCOUNTERED
.HAS NOT MADE A GE TDF
-L
DOUGLAS FIR -LARCH
PP
PARTIAL PENETRATION
ATTENTION OF THE ENGINEER.
MUST BE BROUGHT TO THEA
DIA
DIAMETER
PT
PRESSURE TREATED
DJ
DOUBLE JOIST
P/C
PRECAST CONCRETE
E
C)
THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS.
EA
EACH
P/T
POST -TENSIONED
ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO
EF
EACH FACE
REINF
REINFORCEMENT
THE CONSTRUCTION OF THE FOUNDATIONS.
EL
ELEVATIONDATUM
( )
REQ'D
REQUIRED
-
ELEV
ELEVATION VIEW OR ELEVATOR
SC
SLIP CRITICAL
D)
FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREADEAD FOOTINGS, WALL FOOTINGS,
EN
EDGE NAILING
SEOR
STRUCTURAL ENGINEER OF
AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW
EQ
EQUAL
RECORD
S PER LOCAL REQUIREMENTS).
FROSTLINE 1 2T024A P
(ES
EACH SIDE
SHTG
SHEATHING
E
EXISTING
SIM
SIMILAR
E)
BOTTOM OF ALLFOUNDATION TRENCHESHES SHALL BE CLEAN AND LEVEL.L.
EXP
EXPANSION
SOG
GRADE
SLAB -ON -GRADE
EXT
EXTERIOR
STD
STANDARD
F
o o AWAY FROM ALL
ALL FINISHED GRADE SHALL SLOPE A T A MINIMUM SLOPE OF 5/
A
EW
EACH WAY
STIFF
STIFFENER
FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL.
FF
FINISH FLOOR
STL
STEEL
FIN
FINISH
SQ
SQUARE
UARE
G)
DATIONS S HALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS.
FOUNDATIONS
FJ
FLOOR JOIST
SS
STAINLESS
STAT S STEEL
FLR
FLOOR
SWS
SHEAR WALL SCHEDULE
H)
FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES.
FNDN
FOUNDATION
SYM
SYMMETRICAL
FOHC
FREE OF HEART CENTER
T&B
TOP &BOTTOM
I)
- RETAINING WALLS. SLOPE PIPE
USE 4 DIAMETER PERFORATED PIPE SUB DRAIN BEHIND ALL RETAIN N
FOS
FACE OF STUD
TO(P)
- TOP OF (PLYWOOD)
TO DRAIN TO DAYLIGHT
FS
FAR SIDE
TOC
TOP -OF -CONCRETE
TOP OF CONCRETE
FTG
FOOTING'
TOF
TOP OF FOOTING
TOP -OF -FOOTING
J
ENGINEER MUST
ADJACENT SLOPES A GEOTECHNICAL GI
FOR FOOTINGS PLACED OR ADJAC ,
GA
GAUGE
TOS
TOP -OF -STEEL
O 2013 CBC. THIS
8 8.7.1 F
APPROVE FOOTING PLACEMENTS N VIOLATION OF FIGURE 1 0
GALV
GALVANIZED
TOW
TOP -OF -WALL
ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO
GLB
GLUE -LAM BEAM
TN
TOE NAIL
SECTION 1808 OF THE 2013 CBC.
HDG
HOT DIPPED GALVANIZED
TYP
TYPICAL
HDR
HEADER
LINO
UNLESS NOTED OTHERWISE
H RWISE
K. )
ED OR MODIFIED, NOT SUBSTANTIALLY INCREASED M
WHERE LOADING TO EXISTING FOUNDATIONS IS ,
HGR
MANGER (SIMPSON)
VERT
VERTICAL
NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING
HORIZ
HORIZONTAL
WP
WORKPOINT
FOUNDATIONS. ONLY THOSE FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY A SECOND
FOU
ID
INSIDE DIAMETER
WWF
WELDED WIRE FABRIC
Y HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BE ADVISED THAT EXISTING STORY
INT `
INTERIOR.
W
WITH
FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND
JST
JOIST
W/O
WITHOUT
OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS
JT
JOINT.
SING FOUNDATIONS IS REQUIRED AGEOTECHNICAL ENGINEER
DESIGN. IF REVIEW OF THE EXIT ,
EXTENT AND ADEQUACY ACY OF THE EXISTING
SHOULD BE CONTACTED TO DETERMINE THEE Q ,
_ U
UN MODIFIED PORTIONS OF THE F O NDATIONS.
SHEET INDEX
3. CONCRETE / REINFORCING
A)
CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 3,000 PSI U.N.O.
2 00 PSI
ED ON 5
DESIGN BAS )
( �
S1.0
STRUCTURAL NOTES AND ABBREVIATIONS
R VIATIONS
C)
ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR
ALKALI.
S2.1
FOUNDATION PLAN/DECK 'PLAN
TYPE III LOW
D)
- WHICH ARE
AGGREGATE SHALL CONFORM TO ASTM C 33 AND SHALL NOT CONTAIN MATERIALS W
_
S3.1
TYPICAL DETAILS
_ TEST DATA IS
S DETERMINED BY ASTM C 227 289 AND 295. IF
ALKALI REACTIVE A ,
UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A
0 o Y WEIGHT.
MAXIMUM ALKALI CONTENT LESS THAN 0.45/ B
E)
CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED N ACCORDANCE TO THE
LATE ST EDITION OF THE ACI 318.
PER Mir
CO
F SLABS ON GRADE SHALL BE PER THE CONTRACTOR.' SUMMIT STRUCTURAL DESIGN RECOMMENDS
UNrY
D
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DE. AT GARAGE SLABS .USE 4 THICK S.O.G.
G AS A MINIMUM SLAB ON GRA ,
THE FOLLOWING ' �Ar C RVj AQP
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OZ, COM D FO s��1��
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AGGREGATE BASE. USE 3 1 2 SLAB WITH #3
AT 15 E.W. ABOVE �
BARRIER OVER 4 AGGR /
MOISTURE�
MID -DEPTH TH OF SLAB,
OR 6X6 WW
ABOVE MID -DEPTH EPTH
OF SLAB WITH SAME SUB -SLAB BUILDUP
Y
AT ALL OTHER AREAS.
-
G SAW CUT TOP 3/4 OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 10'-0" WHERE
-UN-REINFORCED.
C T AT INTERVALS NOT TO EXCEED T-0" WHERE SLAB IS
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P. 530.592.4407
SummitChico.com
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Suite 200
Chico, CA 95926
P. 530.592.4407
SummitChico.com
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SOG PER PLAN TYP
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DIMENSIONS PER
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PROPERLY PREPARED SUBGRADE
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PER SOILS REPORT WHERE APPLICABLE)
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6 6-
2. SEE PLAN FOR RECOMMENDED REC M ENDED SLAB REINFORCING.
E
3. MAY REDUCE DIMENSION TO 6 IF WALL ABO DOES SNOT OCCUR.
4. GENERAL CONTRACTOR SHALL PROVIDE CONTROL AND CONSTRUCTION JOINT NT LAYOUT. PLAN
FOR ENGINEERS REVIEW PRIOR TO CONCRETE RETE PLACEMENT.
TYPICAL CONCRETE DETAILS
6-
3
S_ TYPICAL STAIR -ON -GRADE DETAILS
NO SCALE
S3.1
NO SCALE
S3.1
WATERPROOFING DRAINAGE, AND
,
CORROSION PROTECTION TI BY OTHERS
"
FULLY GROUTED 8 CMU BLOCK
PROVIDE 4 X 32 E.S. ,TOP
SEE 4 S3.1 FOR MORE � #
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N .GONG. RAMP
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T O.C.
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, POST TYPICAL
CENTERED ON FOOTING BELOW
N
CONTRACTOR TO PROVIDE
SLEEVES AS REQUIRED TO
40Q
SECURE FENCE TO CMU WALL
SEE ARCHITECTURAL DRAWINGS
0 0 0 0 0
NOTE: PROVIDE MASONRY CONTROL JOINTS AT 25'-0" O.C.
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PROTECTION BY OTHERS
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NOTES:
11 CONTROL .JOINT
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D DRAINAGE Q � PROVIDE #4 r— AT 32
N
BY OTHERS
d- O.C., TYPICAL WHERE OCCURS
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2. WALL' MAY NOT PERFORM
AS I
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A`
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S ADHERENCE IS MAINTAINED DECK
E
RAKE BACK MORTAR AND
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SummitChico.com
NORTH VALLEYBUILDING SYSTEMS
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DRAWN BY:
JOB NUMBER: 16-262
SHEET:
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NOTA:
THE PROJECT MANAOER OR OENERAL GONTRAGTOR
WILL BE THE RESPONSIBLE PARSON TO GOLLEGT AND
PROVIDE \/ERIFIGATION OF GALGREEN COMPLIANCE TO
THE BUILDING INSPECTOR PRIOR TO BUILDING FINAL.
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STEEL PIER DETAIL BESC ANCHOR 'DETAIL
THE FINAL FOR CONSTRUCTION SET OF MODULAR DRAWINGS. SUPPORT PLAN DRAW/NGS ARE
A OA
IE DOWN LOCATIONS.
NO SCALE NO SCALE
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GENERAL NOTES
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GENERAL
CHASSIS 'FRAME MEMBER BY OTHERS
C AND ALL APPLICABLE LOCAL CODES.
ALL WORK SHALL CONFORM TO THE 2013 BC N
----SNAP BUCKLE CHASSIS FRAME MEMBER SNAP BUCKLE (BY OTHERS)
. .THE ENGINEER HAS PROVIDED AND IS RESPONSIBLE FOR SPECIFIC STRUCTURAL ITEMS ONLY, ALL OTHER REQUIREMENTS
OF THE BUILDING CODE INCLUDING WATERPROOFING FIREPROOFING, DRAINAGE, HANDICAP ACCESSIBILITY,
EGRESS
REQUIREMENTS, PARKING, AND ALL OTHER DESIGN REQUIREMENTS
NOT SPECIFICALLY SHOWN IN THE STRUCTURAL
O D
DESIGN CALCULATIONS
ARE THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. SHOULD ANY CHANGES BE MADE
• FRAME TIE DOWN STRAP AM DOWN A
WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER THEN
45 t10 I 45 t10 FRAME .TIE W STRAP
FROM THE DESIGN AS SPECIFIED IN THESE DOCUMENTS ,
1 1 4 x .035 HOT DIP 4 x 035 HOT IP
THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM
OF THE STRUCTURE. ( � (
1 1 0 D
GALVANIZED STEEL), T f TYP. GALVANIZED •STEEL), TYP.'
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
ABESCO ANCHOR PER 3/TP ABESCO ANCHOR PER 3/TP
'CONSTRUCTION AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, o 0
AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING BRACING,
SCAFFOLDING, ETC.
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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.
I (;
D VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST
ANY CONDITIONS NOTED AS EXISTING MUST BE FIEL E ,
O PROCEEDING WITH CONSTRUCTION
PRIOR TO THE
BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT REVIEW OF
THE ENGINEER.
OF THE CONTRACTOR OR
ON ETC... IS THE RESPONSIBILITY
ERPROOFING A
AND FLASHING (ROOFS, FOUNDATIONS, ALL WATERPROOFING )
(
OWNER.
11 11
11 11 :
TYPE 2 TIE DOWN DETAIL
2 1
'TYPE 1 TIE DOWN DETAIL
SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1704 OF THE
CBC SHALL
BE PROVIDED FOR THE FOLLOWING TYPES OF
CONSTRUCTION. NO SCALE
TP
NO SCALE
TP
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NONE REQUIRED
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THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE ENGINEER OF RECORD
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SOIL BEARING 1500 PSF NO SOILS REPORT P I
ASSUMED MAXIMUM ( )
1 MINIMUM DISTANCE FROM GROUND TO CHASSIS
IS 12 AND 18 TO BOTTOM OF FLOOR JOIST- TYPICAL.
ALL E FREE FROM DEBRIS VEGETATION
FILL MATERIAL SH B , AND OTHER FOREIGN SUBSTANCES.
DESIGN LOADS
2 ANCHORING EQUIPMENT SHALL BE CAPABLE OF
MINIMUM ALLOWABLE WORKING LOADS OF 3150 LBS
16
A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER,
SIONS I II III
AND
IV U.N.O.:
0
DIVISIONS AND BE CAPABLE OF RESISTING A
I , , , A P SIS NG 50/ OVERLOAD.
B
SEISMIC:
SEISMIC IMPORTANCE FACTOR: 1
• = 0.605 S1= 0.270 -
E ACCELERATIONS: Ss
L RESPONSE ACCEL R
MAPPED SPECTA ,
3 ALL PTDF WOOD SUPPORT PADS FOR THE STEEL PIERS SHALL BE PLACED
CLASS: D
_ ON STABLE SOILWITHAMINIMUM
SEISMIC SITE
SPECTRAL RESPONSE COEFFICIENTS: SDS = 05
31, SDI 0.335ALLOWABLE SOIL
BEARING CAPACITY OF 1500 PSF.
SEISMIC DESIGN CATEGORY: D
_ _ WALLS
BASIC SETS
MIC FORC
E RESTS
TING SYSTEM.
LIGHT
FRAMED SHEAR
SEISMIC BASE SHEAR: 1.71 KIPS
i
RESPONSE MODIFICATION FACTOR: R = 6.5
R 4 IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY ALL DIMENSIONS (ACTUAL LENGTH AND WIDTH OF
ANALYSIS PROCEDURE USED: EQUIVALENT STATIC FORCE PROCEDURE
C) WIND:
MODULAR AND CHASSIS SPACING/SUPPORT ORT LOCATIONS WHERE APPLICABLE BEFORE CONSTRUCTION BEGINS.
WIND SPEED. 110 MPH
WIND EXPOSURE: C
1
OPTION APPROVED - -
ONE
PLASTLC BEARING PADS MAY BE SUBSTITUTED ON A ONE-FOR-ONE
D LIVE LOADS: 5 AT THE CONTRACTORS
)
ROOF 20 PSF REDUCIBLE THE PE
BASIS FOR SPECIFIED O S CII TDF. BEARING PADS 2411 x2411 BEARING MINIMUM).
FLOOR 50 PSF
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ATTACHED STRUCTURAL
CALCULATIONS
383 Rio Lindo Ave.
Suite 200
Chico, CA 95926
P. 530.592.4407
SummitChico.com
NORTH VALLEY BUILDING S'YSTEM'S
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DATE: 11/07/16
SCALE: 1/4" =1'-0"
DRAWN BY: ACJ
JOB NUMBER: 16-262
SHEET:
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CONSTRUCTION LEGEND -
SYMBOL
DESCRIPTION
MODEL/REMARKS
DETAIL
C P,AlO OR L
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3TRUC U A T
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SE E R' P A
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GALVANIZED TROUGH PLANTER 2'X8' OR
X4' PLANTER
GALVANIZED STEEL TROUGHS PLACED ON PRESSURE
_
QUANTITY: 22 ( (2 'X8) ' 4 (2 X4)
Q
TREATED 4X4 POST. SEE PLANTING PLAN.
15
WOVEN - FRUIT BIN 4X4X3 TO PLANT TREES
BY OWNER
WATER PROOF INSIDE BIN AND LINE WITH FABRIC. SEE
PLANTING PLAN.
TING SH ,TREES j
/RE/ I RD CT'
17
BASALT CHIP (3" THICK)
(0-1 /4") CHIP COMPACTED IN WITH WATER/ROLLING
�-
1$
I F N 7
ALL MET �L P D �Ck1T S l ET
19
RAIL ROAD TIES (LANDSCAPE TIES)
TO BE PLACED WITH (3 PIPE PER TIE) 1" GALV. PIPE AT
"-
APPROXIMATELY 4' O.C.
'EXIS
L,A
P T , DR
-
21
CIRCLE TROUGH PLANTER (4' DIAMETER)
GALVANIZED STEEL TROUGHS. PLACED ON PRESSURE
-
QUANTITY: 4
TREATED 4X4 POST. SEE PLANTING PLAN. BY OTHERS
BE//C
3
FOUN I
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26
- ORRU D OF T R
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6" DRAIN PIPE
12" NDS DRAIN INLET WITH ATRIUM GRATE CONNECTED TO
A 6" DUAL WALL HDPE DRAIN PLAIN END PIPE CONNECT TO
_
EXISTING SIDE OF CATCH BASIN.
...
BY OTHERS
FAR
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CHURCHS TREET tj
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SHEET TITLE
CTR
ONS UCTi ON
PLAN
CONSTRUCTION
,.
TE
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1. CONFIRM ALL LOCATIONS OF 'EXISTING UTILITIES WITHIN PROJECT SITE PRIOR TO EXCAVATION. THE ,
CONTRACTOR IS RESPONSIBLE F R TH
C) E PROTECTION AND REPAIR OF DAMAGE TO ALL EXISTING
UTILITIES.+«
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DATES
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2. INSTALL ALL ELEMENTS PER MANUFACTURERS SPECIFICATIONS.
_ Ill
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NO. DESCRIPTION SC ON DATE
9
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3. CONTRACTOR IS RESPONSIBLE TO COORDINATE � 1. BID SET 10/17/2016
O HIS WORK WITH THE WORK OF OTHERS. F
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4. MAINTAIN
ENGINEER'S DESIGNED MINIMUM
2/ '
SLOPE AWAY FROM BUILDING. IF DURING THE 00— V,
�F
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s.COURSE F LANDSCAPE CONSTRUCTION THE 2/ROUGH GRADE AWAY FROM BUILDING DESIGNED
_
AND ESTABLISHED BY OTHERS IS DISTURBED, A 4.
IT IS THE RESPONSIBILITY OF THE LANDSCAPE CONTRACTOR </ � -:
ZO fir' /C
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TO REESTABLISH THISRADE PER 1 ,.
G INTENT OF CIVIL E CS
C ENGINEER. REFER TO CIVIL ENGINEER'S PLANS. F �.
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Y
5 CONTRACTOR SHALL OBSERVE ALL SAFETY REGULATIONS PERTAINING TO THIS PROJECT. 6.
7-
6. ANY CHANGES SHALL BE APPROVED BY THE LANDSCAPE ARCHITECT PRI R T
O O CONSTRUCTION.
8.
7. ALL VEGETATION,T P
TOP. AND OTHER N
O UNSUITABLE TABLE MATERIAL IN AREA F
S O FOUNDATIONS AND
PLOT
LAB HALL
O DATE. 10/17/2016
CONCRETE
SLABS S BE REMOVED FROM CONSTRUCTION AREA.
8. INSTALL CHRISTYPLA HBL
S S OC KSORE AL ALL
( EQUAL) AT RAINWATER DOWNSPOUTS UNLESS
RAINWATER DOWNSPOUTS I
OU S ARE TED DIRECTLY INTO THE STORMDRAIN SYSTEM.
PROJECT NUMBERS
9. SEE DETAILS AND SPECIFICATIONS FOR ADDITIONAL INFORMATION.
MELTON DESIGN GROUP- 2211.2
CONSULTANT #
PROJECT :
F
R
O E Y
DER R
U
o N G OUND - SHEET NUMBER
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... of Northern California
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Call: TOLL FREE
_800 22.7
2600
_ 0 20 40
TWO WORKING DA
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SHEET ` OF
C O
MELTON DESIGN R P
OGROUP COPYRIGHT 2011
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