HomeMy WebLinkAbout063-250-009GENERAL CONDITIONS:
1-1 The Builder is responsible for obtaining all necessary approvals and permits from all governing agencies.
Streamline is not the Engineer of Record for the project. The Builder is responsible for coordinating with
other trades and scheduling inspections. All work is subject to Building Department field inspector's approval.
1-2 The Builder shall verify all dimensions, details and job site conditions prior to commencing work and
notify the Engineer in writing of any discrepancies. before purchasing materials or scheduling labor.
1-3 All construction and methods shall be in strict conformance with the applicable provisions of the 2001 CBC,
and the latest edition of the UMC, UPC, NEC, and applicable Municipal, State, and Federal regulations
including OSHA safety standards. The Builder shall provide all measures necessary to protect people and
property during construction.
1-4 The Engineer is responsible for the foundation design only. Should any changes be made from the
design as specified in these drawings without written approval from the Engineer, then the Engineer will
assume no responsibility for any element of the structure.
1-5 Additional plans (site plan, roof drainage, plumbing, heating and ventilation, mechanical, mfg. home etc.)
by others, unless otherwise noted or indicated on the drawings.
1-6 The Builder is responsible for preventing water infiltration into the building through the roof, walls, or floor.
1-7 The contractor or owner shall determine if the structure is in a flood plain & notify the engineer in
writing if it is. The foundation is not designed to resist the effects of flooding.
1-8 Building design criteria (i.e. snow load, wind speed/exposure, seismic zone etc.) is determined by others.
It is not the responsibility of Streamline Engineering to verify the accuracy of the design criteria.
1-9 The contractor shall not obtain finished dimensions by scaling from the plans. Scales shown are for
reference only.
1-10 Design and installation shall be in accordance with the home Mfg's installation manual. The builder shall
be responsible for following proper set-up procedures.
1-11 Where no specific detail is shown, the construction shall be similar or identical to that indicated for like
areas on the project in accordance with relevant building codes. If the builder is not clear on how to
construct any elements represented by this plan, he should contact the engineer before proceeding.
FOUNDATION:
2-1 The Builder is responsible for locating all buried objects that may be encountered but that are not shown on these
plans. The foundation is designed to be placed on a level pad on undisturbed and non -expansive soil. The Builder
shall notify the Engineer in writing if any unusual soil conditions such as organic soils, clay, or uncertified fills are
found at the site.
2-2 All excavations shall be inspected and approved by the Building Official before concrete is poured. Engineered fill
may be used as existing grade provided compaction tests are presented to the Engineer indicating a minimum
compaction of 90% relative compaction per ASTM 1557. Fill material shall be free from debris, vegetation, and other
foreign substances. Cuts and fills shall conform with CBC Appendix 3312 and 3313. Footings shall extend into fine
native soil a minimum of 12" U.O.N. or deeper depending on local frost depths.
2-3 The builder shall conform to all requirements of geotechnical report if one exists for this project. The owner is
responsible for providing geo-technical report to builder and engineer if one exists.
2-4 Builder is responsible for providing drainage behind all retaining walls such that water can not accumulate behind
walls.
2-5 All finished grade shall slope at a minimum slope of 2% away from all foundations a minimum of 5 feet.
2-6 The builder shall be responsible for locating and securing in place all anchor bolts, holdown anchors, post bases,
plumbing and other embeded objects prior to placement of concrete.
2-7 Anchor bolts are to be a minimum of 1/2" 0 with 7" minimum embedment into concrete and spaced at W o.c.
maximum U.O.N. Anchor bolts shall be placed 7 -bolt diameters min./12" max. from each end of sill plate with a
minimum of two anchor bolts per sill plate. All anchor bolts shall have 2"x2"x3/16" steel washers.
2-8 For retrofit anchor bolts install TITEN HD (by Simpson)1/2" 0 w/ 3-1/4" min, embedment or 5/8"0 W/ 3-3/4"
embedment. Install per manufacturer's recommendations. Direct 1:1 replacement
2-9 Foundations supporting wood shall extend at least 6 inches above the adjacent finished grade. Individual concrete or
masonry piers shall project at least 8 inches above exposed ground unless the columns or posts that they support
are of approved wood of natural resistance to decay or treated wood is used.
2-10 Provide an 18" x 24" underfloor access and 6" x 14" screened underfloor vents per code.
CONCRETE:
3-1 All concrete shall have a minimum of 5 sacks of cement / cubic yard, a maximum slump of 4" +/-1"
and a minimum fc=2,500 psi after 28 days curing unless otherwise noted. Aggregate size shall be a
maximum of 1-1/2" in foundations and 3/4" at all other locations.
3-2 All cement used shall conform to ASTM C-150 and shall be Type II or Type III low alkali.
3-3 Aggregate shall conform to ASTM C-33 and shall not contain materials which are alkali reactive as
determined by ASTM C-227, 289, and 295.
3-4 Concrete exposed to freezing or thawing shall be protected in accordance to the latest edition of
the ACI code and CBC appendix, chapter 19.
3-5 Water proofing of foundations, retaining walls, and slab on grade is the responsibility of the
Contractor or Owner.
3-6 Vibrate concrete around all bolts, rebar and surfaces.
3-7 Construction joints shall be clean and wet prior to pouring concrete.
3-8 Concrete shall have a water -cement ratio of 0.45 Ib./Ib. or less.
STEEL:
5-1 Reinforcing steel shall conform to the provisions of ASTM A-615, Grade 40 for #4 bars and smaller and
ASTM A-615, Grade 60 for #5 bars and larger. All rebar to be deformed and all splices shall not be less
than 40 bar diameters of the larger bar. Horizontal laps in adjacent bars shall be staggered 5'- 0"
minimum.
5-2 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. 11/2'
5-3 All reinforcing steel and anchor bolts shall be accurately secured in position before and during concrete
placement.
5-4 Bolts, nuts, and lag screws shall conform to the provisions of ASTM A-307, Grade A.
5-5 All reinforcing steel shall be clean and free of deleterious materials at the time of concrete placement.
FRAMING / LUMBER:
6-1 All wood bearing on concrete shall be pressure treated Douglas Fir Larch.
6-2 Provide 2 x 2 x 3/16" plate washers on all foundation anchor bolts.
6-3 Where anchor bolts have been incorrectly placed (not including holdown anchors) orforretrofit
construction, use Simpson RFB #5 x 10 w/ ET -22 epoxy and 7" embedment in concrete, and install
per manufacturer's recommendations. If the location is less than 2" from the edge of concrete,
Engineer's approval is required prior to installation. Special inspection is required. Locate and
avoid all existing reinforcing prior to drilling.
6-4 All bolts and lag screws shall be tightened upon installation and retightened before closing in or at
completion of job.
6-5 Lag screws shall be screwed, not driven, into pre -drilled holes of 2/3 the shank diameter.
6-6 Holes for bolts shall be bored with a bit 1/32" to 1/16" larger than the nominal bolt diameter.
6-7 Structural members shall not be cut for pipes, etc. unless specifically noted or detailed.
6-8 All framing anchors, clips, straps, hangers, holdowns, etc., shall be manufactured Simpson Strong -Tie
Company or equivalent, installed per manufacturer's recommendations.
6-9 Nailing schedule per Table 23 -II -B-1 of the 2001 CBC.
6-10 All nails shall be box, machine, or green sinkers as specified. Where exposed to weather or pressure
4ranfarl wnnrt all nails shall ha nalvnni7ad nr Stainlass steel
STEEL MAIN RAIL
WOOD WEDGE SHIM
6 x 8 x 16 MASONRY BLOCK
(SEE MFG. REQUIREMENTS FOR
HEIGHTS GREATER THAN 2 BLOCKS)
UNDISTURBED SOIL
Z I-
ll��LUj 1III -
r
SEE TABLE 11
3
INTERIOR PIER DETAIL
F--------------------------- ----------------------, 1
- - - - - - - - - - - - - -
I
2 x 6 x 8" PRESSURE TREATED
6: BLOCK WITH SHIMS
6 x 8 x 16 MASONRY BLOCK
(SEE MFG. REQUIREMENTS FOR
HEIGHTS GREATER THAN 2 BLOCKS)
z UNDISTURBED SOIL
Z
- -� - - 244 REBAR EACH WAY
r - -
e e
J
SEE TABLE I
U
M
--� FOOTING DETAIL
l ` N.T.S.
N.T. t.
5
FLOOR RAILS WITH SUPPORT PER DETAIL 1 ON THIS SHEET
I I I
I
_ _ _ I MOBILE HOME BY OTHERS MOBILE HOME BY OTHERS
_ _ _ _
MARRIAGE LINE WITH SUPPORTS PER DETAIL 2 ON THIS SHEET
2x4 TOP PLATE 2x4 TOP PLATE
8d GALV. @ 6" O.C. EDGES 8d GALV. @ 6" O.C. EDGES
- - - - - - - - - - - - - - - -
cr,\
16d NAILS @ 12" O.C. 16d NAILS @ 12" O.C.
4 3/8" CDX OR EQUAL W/ 8d @ 6"/12" 3/8" CDX OR EQUAL W/ 8d @ 6"/12"
I FLOOR RAILS WITH SUPPORT PER DETAIL 1 ON THIS SHEET _ 2x4 PONY WALL OR 5/16" HARDIPANEL SIDING WITH 2x4 PONY WALL OR 5/16" HARDIPANEL SIDING WITH
STUDS AT 16" O.C. 8d HOT DIPPED GALV. NAILS @ 6"/12" STUDS AT 16" O.C. 8d HOT DIPPED GALV. NAILS @ 6"/12"
INSTALL PER MFG. RECOMMENDATIONS INSTALL PER MFG. RECOMMENDATIONS
_ I 2x4 PRESSURE TREATED SILL x 2x4 PRESSURE TREATED SILL v
Q 5
( L ------------------------- -----------------------J ��- 8d GALV. @ 6" O.C. EDGES z \�-- 8d GALV. @ 6" O.C. EDGES v o
I - a W
M 6 12" FIELD M 8 12" FIELD v e
L ------------ - - - �__
_ • WNO ���
- --------- -- ----- -- , -III-I ° =III- -� I I I - W a
- - e
z ° UNDISTURBED SOIL ' ; UNDISTURBED SOIL d o a � ar 0C4 A W W
N 1/2 x10 A.B. WITH SPACING PERPUIPJ 40TJ , 0 - 0 6 0 � 0
1/2 x10 A.B. WITH SPACING PER _ = N in p �. p
TF. r 0 ' TABLE III ON THIS SHEET WITH 2 ► ,'TABLE III ON THIS SHEET WITH o = d - iLL .- v 09 0 W a
-
2"x2"x3/16" THICK STEEL WASHER � > e 2"x2"x3/16" THICK STEEL WASHER m
-� 1X
J
V A 12" #4 TOP & BOTTOM U.O.N. tJ a #4 TOP & BOTTOM U.O.N.
REFERENCE NORTH
12"
FOUNDATION SCHEM TIC FOOTING DETAIL FOOTING DETAIL SOC
T
TABLE
STR UCTURAL
CALCULATIONS:
FOUNDATION ANCHORAGE FOR SINGLE_
MAXIMUM PIER
LOADS (LBS)
SEE NOTE 1
MOBILE HOME ANCHORAGE TO FOUNDATION:
FAMILY RESIDENCE BASED ON THE
Wbtdg
16" x 14"
PER PLAN
2000
=
WEIGHT OF BUILDING (WT) 75 KIPS
2001 CALIFORNIA BUILDING CODE:
2500
16" x 23"
PER PLAN
3000
O WIDTH OF BLDG (Wbldg) = 40 FT.
GRAVITY LOADS:
4000
LENGTH OF BLDG (Lbldg) = 70 FT.
PER PLAN
5000
HEIGHT OF BLDG (Hbldg) = 8 FT.
ROOF: COMPOSITION SHINGLES 3.0 PSF
6000
HEIGHT OF RIDGE (Hridge) = 15 FT.
1/2" OSB OR PLYWOOD 1.5 PSF
7000
LATERAL FORCE PERPENDICULAR TO RIDGE
FRAMING 3.0 PSF
w
32" x 36"
R-30 INSULATION (OPTIONAL) 2.0 PSF
9000
'0 WIND FORCE (Vwind) = Pwind * (Lbldg/2)* (Hridge - Hbldg/2)
5/8" GYPSUM WALLBOARD 3.2 PSF
10,000
-' Vwind = 8.7 K
MISCELLANEOUS 1.3 PSF
11,000
SEISMIC FORCE (Vseismic) = (WT/2) * K
DEAD LOAD 14.0 PSF
12,000
Vseismic = 6.6 K (WIND GOVERNS)
PER PLAN
13,000
O ANCHOR BOLT SPACING (ABspacing) = 0.760K/BOLT * Wbldg/V
LATERAL LOADS:
ABspacing= 42 in MAXIMUM.
FLOOR PLAN
SEISMIC: 2.5.* 0.36*W = 0.164 W FOR LIGHT
LATERAL FORCE PARALLEL TO RIDGE
5.5 FRAMED SHEARWALLS
WIND FORCE (Vwind) = Pwind * (Wbldg/2)*(Hridge - Hbldg/2)
WHERE R = 5.5
Vwind = 5.0 K
SOIL PROFILE = Sd FOR STIFF SOIL
SEISMIC FORCE (Vseismic) = (WT/2) ` K
Ca = 0.36 PER CBC TABLE 16-Q
12
�'14
Vseismic = 6.6 K (SEISMIC GOVERNS)
p= 1.50
(MAX.)
E= p * VW 0.245 W/1.4. = 0.175
ANCHOR BOLT SPACING (ABspacing) = 0.760K/BOLT * Wbldg/V
NET FORCE= 0.245 W/1.4= 0.175 W
ABspacing= 96 in. MAXIMUM
tv
CIO
WIND: EXPOSURE = C METHOD 2
WIND SPEED= 80 MPH
Cq = 1.3
_
USE: 1/2" DIAMETER x 10" ANCHOR BOLT AT 42" O.C.
qs = 16.4
ALONG THE WIDTH OF THE BUILDING AT LINE O & O
Ce 0-15' = 1.06
Cq*qs*Ce = 0.0226 KSF
1/2" DIAMETER x 10" ANCHOR BOLT AT 72" O.C.
Wbldg
ALONG THE LENGTH OF THE BUILDING AT LINE O & 0
1
2
ELEVATION OF ENDWALL
TABLE
PIER BASE OR POURED IN PLACE
CONCRETE FOOTING DIMENSION
ALLOWABLE SOIL BEARING
PRESSURE = 10100 PSF
SEE FLOOR PLAN FOR MINIMUM PIER
CAPACITY UNDIER RIDGE SUPPORT POST
MAXIMUM PIER
LOADS (LBS)
SEE NOTE 1
FOOTING
SIZE
FOOTING
DEPTH
1500
16" x 14"
PER PLAN
2000
16" x 18"
PER PLAN
2500
16" x 23"
PER PLAN
3000
16" x 27"
PER PLAN
4000
24" x 24"
PER PLAN
5000
24" x 30"
PER PLAN
6000
30" x 29"
PER PLAN
7000
30" x 34"
PER PLAN
8000
32" x 36"
PER PLAN
9000
36" x 36"
PER PLAN
10,000
36" x 40"
PER PLAN
11,000
36" x 44"
PER PLAN
12,000
36" x 48"
PER PLAN
13,000
T36- x 52"
1 PER PLAN
TABLE II
FOOTING SIZE FOR INTERIOR PIERS
ALLOWABLE SOIL BEARING
PRESSURE = 1000 PSF
ON -CENTER
PIER SPACING
PIER
LOAD
FOOTING
SIZE
6'
2132 #
24" x 13"
8'
2848 #
24" x 17"
10'
3553 #
24" x 22"
AT EACH END
12' 4264 # 24" x 24"
TABLE H1
ANCHOR BOLT SPACING AT
PERIMETER STEMWALL
LOCATION OF
ANCHOR
MAXIMUM
WALL LINE
BOLT SIZE
SPACING
OF BOLTS
SHORT WALL
1/2" DIAM.
42" O.C.
AT EACH END
LONG WALL
AT EACH SIDE
1/2" DIAM.
72" O.C.
FOUNDATION DESIGN CRITERIA
THE FOUNDATION AND ANCHOR BOLTS SHALL BE
DESIGNED IN ACCORDANCE WITH THE 2001 CBC
AND DESIGNED FOR THE FOLLOWING CRITERIA:
MAX. WIND SPEED: 80 MPH
WIND EXPOSURE: C
SEISMIC ZONE: 3
SOIL BEARING: 1,000 PSF
SNOW LOAD: 120 PSF
N.T.S.
LO
CV
r -
Z
Q
w
tY
N.T.S.
1. WALL PER PLAN
2. SOIL: 6" MIN. BELOW WOOD.
DO NOT BACKFILL UNTIL 14
DAYS MIN. AFTER POUR
3. #4 REBAR @ 18" o.c. VERTICAL
#4 @ 12" o.c. HORIZONTAL
4. 32" x 12" DRAIN ROCK WITH
FILTER FABRIC WRAP & 3" 0
PERFORATED PIPE TO DRAIN
PERFORATED ON BOTTOM
5. #4 @ 24" o.c.
6. 4 - #4 CONTINUOUS AS
SHOWN
THE DESIGNS REPRESIENTED BY THIS DRAWING ARE THE
EXCLUSIVE PROPERTY OF STREAMLINE ENGINEERING.
THIS SHEET SHALL N4T BE REPRODUCED WITHOUT
WRITTEN PERMISSION,
REVISIONS
5 RETAINING WALL
N.T.S.
DESIGN: JMR
CHECKED: JMR
DATE: 7/2/07
SCALE: SHOWN
JOB NO. 602
INS" ��C
,1
F S44CE-T NO
A RR
I
i
,F
i
16
`1? 4w
E
4�
Ae—,
nn
Q4 ._
ol
U`� 1 lJ ,
r
612
t
v�
--- Ali" �
1
,
:
:
�,,�,�,,;�.�..-..-,.„_.__...,-,•--.^.." � ,`: `ice � f
s
� 0
l i ,
!l
� , F
p :
�-�Z,i
TIN
yp
I
l•C,.
_
c i
C
f�
5
9
- .... ,,�r�t � cam` ?` � a c� . �" f � cac� �., . _ Q `_;► �' �' � .,
i