HomeMy WebLinkAbout065-540-027BUTTE COUNTY SCHOOLS IMPACT,FEE CERTIFICATION FORM
(One form per Building)
School District Building Department No. .
A.P. Number (�(p�. Gj yv • (� U� Jurisdiction: City Cou*
Property Owner
Property Location/Address
f
Subdivision Lot No.
........................................................................................
Residential Development Sq. Footage
No of iving Mobile Home Addition/ "Supplemental to (Group. R)
Units Installation Conversion Permit #
4. *(No foundabon inspection)
......._,�..............................{-f..............................f-
yi Deed Restricted Sq. Footage
(Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document)
Commercial/Industrial 0 0
New Addition
�} 1
Building Department
Sq. Footage
(Including Exterior
Roofed Areas)
v�
Date
District Identification No.
School District certifies that
(Applicant)
N
Address)
(Zip Code)
has complied with the requirements of Resolution. No by payment of F$
;.r - ��+i=' : • -{ � . } - Krt y..+s".x`v .c7 1.-:;� ...rki-...F...,. ., r 1 i .k".1;-^„r�t...+v.,-e- . � , ...: -c';° .. �� _. � _ ., a. - .. _ ..s .
representing square feet. rB 2926LL MITIGATION $
School District Represedative Date
Paid by Check # Remarks:
llloffa: You may protest the Imposition of the tees Identified above by submitting a writtan protest to the District, In compliance with
Government Cods Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protist will prohibit
you from challenging the Imposition or the fees In any court action.
K, subsequent to the School District Representative signing this Butte County Schools lmpset Fee Certs caton Form, the School District is
notified by the applicable Local Planning Agency that this project is bang MVW&ed under the CalHornin Environmental Quality Act (CEQA),
this project may be subject to additional school teas to fully r 0astb Its Inhpaet on the school d"Ws'
White (school district), Yellow (building department), Pink (applicant). teetonn x!s (3+05)dhhm
/11
SE-5,
Objectives
EC Erosion Control
SE Sediment Control ✓
TC Tracking Control
WE Wind Erosion Control
.�_� ,.._------- —
x
- Management Control
41 sr
Wlw Waste Management and
Materials Pollution Control
Legend:
h.
✓ Primary Objective
4
✓ Secondary Objective
Targeted Constituents
Description and Purpose
Sediment ✓
A fiber roll consists of straw, flax, or other similar materials
Nutrients
bound into a tight tubular roll. When fiber rolls are placed at
the toe and on the face of slopes, they intercept runoff, reduce
Trash
its flow velocity, release the runoff as sheet flow, and provide
Metals
removal of sediment from the runoff. By interrupting the
Bacteria
length of a slope, fiber rolls can also reduce erosion.
Oil and Grease
Organics
Suitable Applications
Fiber rolls may be suitable:
Potential Alternatives
■ Along the toe, top, face, and at grade breaks of exposed and
SE -1 Silt Fence
erodible slopes to shorten slope length and spread runoff as
sheet flow
SE -6 Gravel Bag Berm
-SE-8 Sandbag Barrier
■ ` At the end of a downward slope where it transitions to a
SE -9 Straw Bale Barrier
steeper slope
■ Along the perimeter of a project
■ As check dams in unlined ditches
■ Down-slope of exposed soil areas
■ Around temporary stockpiles
Limitations
' ■ Fiber rolls are not effective unless trenched%Xallfornia
` Q
ormwater
Quality
Association
January 2003 California Stormwater BMP Handbook
1 of 4
Construction
www.cabmphandbooks.com
SE®5 Fiber Rolls
® Fiber rolls at the toe of slopes greater than 5:1(H:V) should be a minimum of 20in. f
diameter or installations achieving the same protection (i.e. stacked smaller diameter fiber
rolls, etc.).
■ Difficult to move once saturated.
®_ If not properly staked' and trenched in, fiber rolls could be transported by high flows.
® Fiber rolls have a very limited sediment capture zone.
■ Fiber rolls should not be used on slopes subject to creep, slumping, or landslide.
Implementation
Fiber Roll Materials
■ Fiber rolls should be either prefabricated rolls or rolled tubes of erosion control blanket.
Assembly of Field Rolled Fiber Roll
■ Roll length of erosion control blanket into'a' tube of minimum 8 in. diameter.
® Bind roll at each end and every ft along length of roll with jute -type twine.
Installation -
■ Locate fiber rolls on level contours spaced as follows:
- Slope inclination of 4:1(H:V) or flatter: Fiber rolls should be placed at a maximum
interval of 20 ft.
- Slope inclination between 4:1 and 2:1(H:V): Fiber Rolls should be placed at a maximum
interval of 15 ft. (a closer spacing is more effective).
- Slope inclination 2:1 (H:V) or greater: Fiber Rolls should be placed at a maximum
interval of 10 ft. (a closer spacing is more effective).
® Turn the ends of the fiber roll up slope to prevent runoff from going around the roll.
■ Stake fiber rolls into a 2 to 4 in. deep trench with a width equal to the diameter of the fiber
roll:
- Drive stakes at the end of each fiber roll and spaced 4 ft maximum on center.
- Use wood stakes with a nominal classification of 0.75 by 6.75 in. and minimum length of
24 in.
■ If more than one fiber roll is placed in a row, the rolls should be overlapped, not abutted.
Removal
■ Fiber rolls are typically left in place.
2 of 4 California Stormwater BMP Handbook January 2003
Construction
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Fiber Rolls®5
® If fiber rolls are removed, collect and dispose of sediment accumulation, and fill and
compact holes, trenches, depressions or any other ground disturbance to blend with
adjacent ground.
Costs
Material costs for fiber rolls range from $20 - $30 per 25 ft roll.
Inspecti®n and Maintenance
® Inspect BMPs prior to forecast rain, daily during extended rain events, after rain events,
weekly during the rainy season, and at two-week intervals during the non -rainy season.
® Repair or replace split, torn, unraveling, or slumping fiber rolls.
® If the fiber roll is used as a sediment capture device, or as an erosion control device to
maintain sheet flows, sediment that accumulates in the BMP must be periodically removed
in order to maintain BMP effectiveness. Sediment should be removed when sediment
accumulation reaches one-half the designated sediment storage depth, usually one-half the
distance between the top of the fiber roll and the adjacent ground surface. Sediment
removed during maintenance may be incorporated into earthwork on the site of disposed at
an appropriate location.
■ If fiber rolls are used for erosion control, such as in a mini check dam, sediment removal
should not be required as long as the system continues to control the grade. Sediment
control BMPs will likely be required in conjunction with this type of application.
References
Stormwater Quality Handbooks- Construction Site Best Management Practices (BMPs) Manual,
State of California Department of Transportation (Caltrans), November 2000.
January 2003 California Stormwater BMP Handbook 3 of 4
Construction
www.cabmphandbooks.com
SE -5 Fiber Rolls
y
Note:
y Install ,fiber roll
y
along a level contour.
iii i `III y JI
lL y
I, Fiber rolls
ib y y
ii.
I � y y
�! J/�i'i i
� i i i i i i III
y /epi/i'LY/' /� / y
Vertical spacing ��� ����� III
measured along the �i,�„'�' ��i y y
face of the slope
varies between y Install a fiber toll near
ID' and 20'I �
i1 slope where it ` transitions
y into a'steeper slope
I
TYPICAL FIBER ROLL INSTALLATION
N.T.S.
Fiber roll -
Slope 8” min
varies
o \Y
=E
N �t
iv E 3/4" x 3/4..
wood stakes
max 4'
spacing
ENTRENCHMENT DETAIL
N.T.S.
1
4 of 4 ; California Stormwater BMP Handbook January 2003
Construction
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Wattle Installation Diagrams
Staking T- 4' o/c Install a level spreader wattle
near slope where it transitions
�---- into a steeper slope
3 1 1y 1 xk!
Spacing depends on soil
h type and slope steepness
Live stake
alternative `;
installation � a;,2wl�
Continuous wattles @
=tarperimeter of construction site
Vertical
t 'h�. at IeP
spacing <e s t ' I...yr+ �. 1,`�},t1' o, .�r.'P
V8r1eS '.n r , r r'tt 1� P •' -.•�`` ' q��.p�..� t,
between
10' - 25'
\�ll \ }Pt .,. • t � 11 , .� Y� .til
I Y •1 to U ♦ � .zwr
.,. o u4 J4fh , ..ata. �klP_l , 5.,� �,I
V 1PS f r r i 4'�,�,
I C
—MORM
i � r,{ rel l � � r 4u r � � 5' 1tT'.3` l� 3 W ' t � �.➢a �F?'I x7� syr r IP r IP_t4 r t r t \ a�, aS�,i� .[�hy�"r .,,
T,to . w r� .�t° t t !+ ' 1!•� �i t+ ti r, t. •t 1 y �,a.
IP
V.01_ .I'ltgr
z;:. Note: if no curb ori x
0.11
�c Eartti5a��r.2oo2
sidewalk Set Wattle
i
5` 10' from toe of slope
Paved D. 1. Typical
47it, r t Ear s 0
rte+ r
.... '" .ice .�;.:;..�.....� - a .,,;s• "f, 4%.z. .'\.. �I,.t. .. ,�`r s,.4:na�_ /...,uy;� S 'yam. '.+:.r:
2007
Paved D.I. (Alt. Steep Slope) Typical Check Dam Application Stock Pile Containment
36" rebar
(Wooden
T stakes
typical)
a
�; sf
rt< ti ty
YEA,r arth Saver, 2002 z r s� Ear Saver, 2002
£ Q E aver, 2002 a ,�
Typical 9 -inch Center Staking Alt. 9", 12" & 20" No Furrow - 20 -inch Staking
Rope Restraint
StrawMulchEC-61
Objectives
EC Erosion Control
SE Sediment Control
s�all
M, ,�" "`"'•�TC Tracking Control
Y n.
y WE Wind Erosion Control
NS Non-Stormwater
Management Control
-0NU,{ Waste Management and
WIVI
Materials Pollution Control
Legend:
Primary Objective
✓ Secondary Objective
a ;
Targeted Constituents
Description and Purpose
Sediment ✓
Straw mulch consists of placing a uniform layer of straw and
Nutrients
incorporating it into the soil with a studded roller or anchoring
Trash
it with a tackifier stabilizing emulsion. Straw mulch protects
the soil surface from the impact of raindrops, preventing soil
Metals
particles from becoming dislodged.
Bacteria
Oil and Grease
Suitable Applications
Organics
Straw mulch is suitable for soil disturbed areas requiring
temporary protection until permanent stabilization is
Potential Alternatives
established. Straw mulch is typically used for erosion control
on disturbed areas until soils can be prepared for permanent
EC -3 Hydraulic Mulch
vegetation. Straw mulch is also used in combination with
EC -4 Hydroseeding
temporary and/or permanent seeding strategies to enhance
plant establishment.
EC -5 Soil Binders
EC -7 Geotextiles and Mats
Limitations
EC -8 Wood Mulching
■ Availability of straw and straw blowing equipment may be
limited just prior to the rainy season and prior to storms
due to high demand.
® There is a potential for introduction of weed seed and
unwanted plant material.
• When straw blowers are used to apply straw mulch, the
treatment areas must be within 150 ft of a road or surface
capable of supporting trucks.
CASQA
® Straw mulch applied by hand is more time intensive and
'California
potentially costly.
Stormwater
Quality
Association
January 2003 California Stormwater BMP Handbook
1 of 3'
Construction'<
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EC-6 Straw Mulch
® Wind may limit application of straw and blow straw into undesired locations.
a May have to be removed prior to permanent seeding or prior to further earthwork.
® "Punching" of straw does not work in sandy soils, necessitating the use of tackifiers.
Implementation
■ Straw shall be derived from wheat, rice, or barley. Where required by the plans,
specifications, permits, or environmental documents, native grass straw shall be used.
• A tackifier is the preferred method for anchoring straw mulch to the soil on slopes.
® Crimping; punch roller-type rollers, or track walking may also be used to incorporate straw
mulch into the soil on slopes. Track walking shall only be used where other methods are
impractical.
® �
Avoid placing straw onto roads, sidewalks, drainage channels, sound walls, existing'
vegetation, etc.
® Straw mulch with tackifier shall not be applied during or immediately before rainfall:
In San Diego, use of straw near wood framed home construction has been frowned on by the
Fire Marshall.
Application Procedures
■ Apply straw at a minimum rate of 4,000 lb/acre, either by machine or by hand distribution.
® Roughen embankments and fill rills before placing the straw mulch by rolling with a
crimping or punching type roller or by track walking.
n Evenly distribute straw mulch on the soil surface.
Anchor straw mulch to the soil surface by "punching" it into the soil mechanically
(incorporating). Alternatively, use a tackifier to adhere straw fibers.
® Methods for holding the straw mulch in place depend upon the slope steepness, accessibility,
soil conditions, and longevity.
- On small areas, a spade or shovel can be used to punch in straw mulch.
- On slopes with soils that are stable enough and of sufficient gradient to safely support
construction equipment without contributing to compaction and instability problems,
straw can be "punched" into the ground using a knife blade roller or a straight bladed
coulter, known commercially as a "crimper".
On small areas and/or steep slopes, straw can also be held in-place using plastic netting
or jute. "The netting shall beheld in place using ii gauge wire staples; geotextile pins or
wooden stakes as described in EC-7, Geotextiles and Mats.
- A tackifier acts to glue the straw fibers together and to the soil surface. The tackifier
shall be selected based on longevity and ability to hold the fibers in place. A tackifier is
2 of 3 California Stormwater. BMP Handbook January 2003
Construction
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r u1ch E
typically applied at a rate of 125 lb/acre. In windy conditions, the rates are typically 18o
lb/acre.
Costs
Average annual cost for installation and maintenance (3-4 months useful life) is $2,500 per
acre. Application by hand is more time intensive and potentially costly.
Inspection and Maintenance
® Inspect BMPs prior to forecast rain, daily during extended rain events, after rain events,
weekly during the rainy season, and at two-week intervals during the non -rainy season.
® Areas where erosion is evident should be repaired and BMPs re-applied as soon as possible.
Care should be exercised to minimize the damage to protected areas while making repairs, as
any area damaged will require re-application of BMPs.
® The key consideration in inspection and maintenance is that the straw needs to last long
enough to achieve erosion control objectives.
• Maintain an unbroken, temporary mulched ground cover while disturbed soil areas are
inactive. Repair any damaged ground cover and re -mulch exposed areas.
® Reapplication of straw mulch and tackifier may be required to maintain effective soil
stabilization over disturbed areas and slopes.
References
Controlling Erosion of Construction Sites, Agricultural Information Bulletin #347, U.S.
Department of Agriculture (USDA), Natural Resources Conservation Service (NRCS) (formerly
Soil Conservation Service SCS):
Guides for Erosion and Sediment Control in California, USDA Soils Conservation Service,
January 1991.
Manual of Standards of Erosion and Sediment Control Measures, Association of Bay Area
Governments, May 1995
Soil Erosion by Water, Agricultural Information Bulletin #513, U.S. Department of Agriculture,
Soil Conservation Service.
Stormwater Quality Handbooks Construction Site Best Management Practices (BMPs) Manual,
State of California Department of Transp.ortation_(Caltrans), November 2000.
Stormwater Management of the Puget Sound Basin, Technical Manual, Publication #91-75,
Washington State Department of Ecology, February 1992.
Water Quality Management Plan for the Lake Tahoe Region, Volume II, Handbook of
Management Practices, Tahoe Regional Planning Agency, November 1988.
January 2003 California Stormwater BMP Handbook 3 of 3
Construction
4 www.cabmphandbooks.com
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DATE
10/11/07
SCALE
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JOB
6691ECP
SHEET
OF 1 SHEETS
r
Y1411
67.60 70
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1412
76.31
cl drn
80
X 82.68
"cT drn
DRAWN
AK
CHECKED
MER
DATE
11/1/07
1 GALE 10'
im
1669GP
SHEET
1
OF 1 SHEETS
K SPILLWAY Na RCE 24016
Expires 12/31/07
OF CM.\�
Z +85
CN
ULUNG DIVISION
APPROVED..
DRAWN
AK
CHECKED
MER
DATE
11/1/07
1 GALE 10'
im
1669GP
SHEET
1
OF 1 SHEETS
4
13
7/s-0 HOLD-DOWN
\
BOLT PER PUN
32
30 OR 31
ENGINEER OF RECORD IS
3 MUDSILL (PER PLANS, BY OTHERS) SEE DETAIL 30
ADJACENT
FRAMING WITH
PERMITTED TO MODIFY THIS
�_�
ADJACENT FRAMING
DETAIL TO ACCOMODATE A
SPECIFIC CONDITION
'14W HFS SCREWS
WITH 4 HFS SCREWS
MAY BE ATTACHED WITH 10—#10x3/4' SELF
(OR EQUAL) FROM
(OREQMFL) 1/4x41/2� HFS SCREWS
PANEL TO TOP PLATES
BUT
RECNOT REQUIRED (OR EQUAL) FROM
CONNECTORS
PANEL TO TOP PLATES PER PIANS
I I
HARDY E
PANEL
CONTINUOUS
DYE
PMEI.
CONNECTORS
TES
16d NAILS SIM
37 PER PLANS
PUL SIN
36
PANEL (ONLY)
36
ADER
(RECOMMENDED)
24' PANEL (ONLY)
f I I Ii
2x FILLER
OI
0
f
f J
I "•
FULL DEPTH HEADER ORAADJACENT
WITH CRIPPLES ABOWE
FRAMING WITH
PER PIAN
4 HFS SCREWS
(OR EQUAL)
RECOMMENDED,
OUT, NOT REQ'D
3//y'9x10 AB.
CONNECTOR'
3/4 0x10 AB. CUT
WASHTR &
PERPIAN
244. PANWASHER EL (ONLY)
NUT 0 24'V
1/B 9 HOLD
DI TREATED
PANEL (ONLY)
DM'NBOLTBOTTOMER
RAN
\
7/s-0 HOLD-DOWN
\
BOLT PER PUN
32
30 OR 31
ALL PANELS, T/q' OR 11/' DIAMETER HOLD DOWN BOLTS, MAY BE INSTALLED ON:
1 CONCRETE, SEE DETAILS 5 & 32
2 SUPPORTING NUT & WASHER, OR "DOUBLE NUT-, SEE DETAIL 6 & 31
3 MUDSILL (PER PLANS, BY OTHERS) SEE DETAIL 30
ADJACENT
FRAMING WITH
HARDY FRAM&PANELS AT OPENING n
BRACE FRAME INSTALLATION SIMILAR
ENGINEER OF RECORD IS
PERMTITED TO MODIF1'THIS
DETAIL TO ACCOMODATE A
SPQffIC CONDITION
FOR CONDRIONS, WHERE CRIPPLES
OCCUR, APPLY WOOD STRUCTURAL
PANEL (WSP) BY OTHERS �,
CURB WIDTH
PER PUNS
STRAPS ARE RECOMMENDED FOR CONTINUOUS
HEADER CONDRION.
WHEN WELDED BY MANUFACTURER, STRAPS
ARE 14 GAT 21/2AND ARE ATTACHED WITH A
FILLET WELD.
WHEN APPUED IN THE FIELD, ST6224 (OR EQUAL)
MAY BE ATTACHED WITH 10-410x3/4' SELF
TAPPING SCREWS.
BOTH STRAP TYPES ATTACH TO ER WITH (14) 16d.
PN
CONTINUOUS SIM
PLAT 36
WB_
(OR EQUAL)PANEL
(ORE UTO
\
HEADER
FOR CONDI TONS, WHERE CRIPPLES
OCCUR, APPLY WOOD STRUCTURAL
HEADER CONDRION.
WHEN WELDED BY MANUFACTURER. STRIPS
PANEL (WSP) BY OTHERS
ADJACENT
FRAMING WITH
FILLET WELD.
�_�
4—HFS SCREWS
WHEN APPUED IN THE FIELD, ST6224 (OR EQUAL)
FRAMING WITH
(OR EQUN.)
RECOMMEN6ED.
MAY BE ATTACHED WITH 10—#10x3/4' SELF
GWITH
BUT NOT REQ'D
3/44'9x10 AB. W/CUT
WASI7ER & NUT O
4—HFS S
3 9x10 A.B.
W/ASHER
24' PANEL (OIL\
I I
2x TREATED
BOTTOM PLATE
T/80 OR 11/9 9 HOLD—DOWN
BOLT PER RAN 30 OR O
ALL PANELS 7/ • OR 11/gg' DIAMETER HOLD DOWN BOLTS, MAY BE INSTALLED ON:
1) CONCRE SEE DETAILS 5 & 32
2) SUPPORTING NUT &WASHER. OR 'DOUBLE NUT, SFE DETAIL 5 & 31
3 MUDSLLL, (PER PLAN Y OTHERS) SEE DETAIL 30
HARDY FRAMOSINGLE PORTAL CONDITION
BRACE FRAME INSTALLATION SIMILAR
52 Hardy Frame°
(RECOMMENDED)J
SEE NOTE
1I 0
STRAPS ME RECOMMENDED FOR CONTINUOUS
FOR CONDI TONS, WHERE CRIPPLES
OCCUR, APPLY WOOD STRUCTURAL
HEADER CONDRION.
WHEN WELDED BY MANUFACTURER. STRIPS
PANEL (WSP) BY OTHERS
ARE 14 GA x 21/2" AND ME ATTACHED WITH A
FILLET WELD.
�_�
WHEN APPUED IN THE FIELD, ST6224 (OR EQUAL)
FRAMING WITH
PERMITTED TO MODIFY THIS
DETAIL TO ACCOMODATE A
MAY BE ATTACHED WITH 10—#10x3/4' SELF
GWITH
TAPPING SCREWS.
TAPPING SCREWS.
4—HFS S
3 9x10 A.B.
W/ASHER
BOTH STRAP TYPES ATTACH TO ER WITH (14) 16d.
FS
(/ UAIj
R4 Q' HFEPllER
P�I
2 SUPPORTING NUT & WASHER, OR 'DOUBLE NUT, SEE DETAIL 6 & 31
PPlFl
P ANELFS
&
NUT 0 24'
I TOP PLATES/'\
16d NAILS SIM
HARDY FRAMOPANELS IN PORTAL CONDITION
PUL SIN
MSTUOUO 37 2x
PANEL (ONLY)
36
ADER
(RECOMMENDED)
24' PANEL (ONLY)
f I I Ii
(RECOMMENDED)J
SEE NOTE
1I 0
HFADDT
PED PLAN BOLT PER PIAN
3 0 O
30
�AN E 7p�HEAOER
\
I.
ARE 14 CA x 21/2' AND ARE ATTACHED WITH A
�_�
' 7
FRAMING WITH
PERMITTED TO MODIFY THIS
DETAIL TO ACCOMODATE A
MAY BE ATTACHED WITH 10—f10x3/4' SELF
GWITH
TAPPING SCREWS.
SPECIFIC CONDMON
4—HFS S
3 9x10 A.B.
W/ASHER
117
FRAMING
4—HFS SCREWS
RECO
2 SUPPORTING NUT & WASHER, OR 'DOUBLE NUT, SEE DETAIL 6 & 31
(OR QUAL
RECOMMENDED,
BUi NOT REQ'D
&
NUT 0 24'
I TOP PLATES/'\
MENDED,
BUT NOT REQ'D
HARDY FRAMOPANELS IN PORTAL CONDITION
3/49x10 A.B. H/CUE
WASHER & NUT O
PANEL (ONLY)
p I
1
24' PANEL (ONLY)
f I I Ii
J
/ HOLD •a...ku / ��..__.._.._
DOWN BOLT i/BO HOLD—CORN
PED PLAN BOLT PER PIAN
3 0 O
30
WHEN WELDED BY MANUFACTURER, STRAPS
I.
ARE 14 CA x 21/2' AND ARE ATTACHED WITH A
ENGINEER OF RECORD 6
' 7
PERMffTQ TO MODIFY THIS
PERMITTED TO MODIFY THIS
DETAIL TO ACCOMODATE A
MAY BE ATTACHED WITH 10—f10x3/4' SELF
DETAIL TO ACCOMODATE A
TAPPING SCREWS.
SPECIFIC CONDMON
":3 a
vy A
`Tj 20,0
ALL PANELS T/ OR 11/ DIAMETER HOLD DOWN BOLTS, MAY BE INSTALLED ON
1 CONCRE SEE DETAILS 5 & 32
2 SUPPORTING NUT & WASHER, OR 'DOUBLE NUT, SEE DETAIL 6 & 31
3 MUDSILL. (PER PIANS. BY OTHERS) SEE DETAIL 30/T1'
1') �'.�7'
I TOP PLATES/'\
HARDY FRAMOPANELS IN PORTAL CONDITION
BRACE FRAME INSTALLATION SIMILAR
2x TREATED
,BOTTOM It
TOP OF SLAB
NOTES:
MODEL NUMBER HF8x127/gS IS A NET HEIGHT OF 966/B FOR 8'-0' DOOR OR WINDOW
OPENINGS INSTAL PANEL ON CONCRETE OR FURR HEADER DDWN AS REQUIRED
ENGINEER OF RECORD TO DESIGN:
1. TRIMMER SIZE TO CARRY HEADER IF -
ADDMONAL LOADS ME NEEDED
2 PLYWOOD SHEAR IF CRIPPLE STUDS
OCCUR ABOVE HEADER
HARDY FRAME®17 PANELS WITH CONTINUOUS HEADER 4
STRAPS ARE RECOMMENDED FOR CONTINUOUS
HEADER CONDITION.
WHEN WELDED BY MANUFACTURER, STRAPS
I.
ARE 14 CA x 21/2' AND ARE ATTACHED WITH A
ENGINEER OF RECORD IS
FILLET WELD.
WHEN APPLIED IN THE FIELD, ST6224 (CR EQUAL)
PERMffTQ TO MODIFY THIS
MAY BE ATTACHED WITH 10—f10x3/4' SELF
DETAIL TO ACCOMODATE A
TAPPING SCREWS.
SPECIFIC CONDTII.N
BOTH STS, TYPES ATTACH TO HEADER WITH (14) 16d
FULL DEPTH HEADER OR
WITH CRIPPLES ABOWE PER PLANS
I
SIM.
I
I TOP PLATES/'\
2x TREATED
,BOTTOM It
TOP OF SLAB
NOTES:
MODEL NUMBER HF8x127/gS IS A NET HEIGHT OF 966/B FOR 8'-0' DOOR OR WINDOW
OPENINGS INSTAL PANEL ON CONCRETE OR FURR HEADER DDWN AS REQUIRED
ENGINEER OF RECORD TO DESIGN:
1. TRIMMER SIZE TO CARRY HEADER IF -
ADDMONAL LOADS ME NEEDED
2 PLYWOOD SHEAR IF CRIPPLE STUDS
OCCUR ABOVE HEADER
HARDY FRAME®17 PANELS WITH CONTINUOUS HEADER 4
x
I.
iHARDY
I_
FRAME PANEL
2x TREATED
,BOTTOM It
TOP OF SLAB
NOTES:
MODEL NUMBER HF8x127/gS IS A NET HEIGHT OF 966/B FOR 8'-0' DOOR OR WINDOW
OPENINGS INSTAL PANEL ON CONCRETE OR FURR HEADER DDWN AS REQUIRED
ENGINEER OF RECORD TO DESIGN:
1. TRIMMER SIZE TO CARRY HEADER IF -
ADDMONAL LOADS ME NEEDED
2 PLYWOOD SHEAR IF CRIPPLE STUDS
OCCUR ABOVE HEADER
HARDY FRAME®17 PANELS WITH CONTINUOUS HEADER 4
'A'a'r r,.. .. .. �r� ..xc a�� 'tx'r€ AT'•s,;,".� .saz,=3',�,,�°�% - '��.;-¢s�.. ` �^ '� apt ��a."""w": .��...
FOUNDATION
BY OTHERS
OR 11/e 9 ALL THREAD
DOWN DOLT (PER PLAN)
I/2 "x3" SQUARE PLATE
R W/DOUBLE NUTS, OR
NFl.OED TO BDTTOM OF ROD
HARDY FRAME® PANEL INSTALLED ON FOUNDATION n
BRACE FRAME INSTALLATION SIMILAR
ENGINEER OF RECORD IS
PERMTTIED TO MODIFY THIS
ENGINEER OF RECORD IS
DETAIL TO ACCOMODATE A
ADJXENT FRAMING
SPECIFIC CONDITION
PERMRTED TO MODIFY THIS
RECOMMENDED, BUT
BY OTHERS I "� ! .`�(� 11/_ 54)
2x FILLER
DETAIL TO ACCOMODATE A
I
ABOVE PANEL
JOIST TYR
SPECIFIC CONDITION
1/401/2 HFS SCREW
1/ °x41/q' HFS SCREWS
rJ
ENGINEF OF RECORD IS
DBL 2x CONE
(OR EOIIAL) THROUGH
OTTOM OF PANEL
ti•
TOP PLATE
37
2'x FILLER
ABOVE PANEL
I/4f x 41/2' HFS SCREWS
ADJACENT FRAMING
OR EQUAL)
WITH HFS SCREWS
(OR EQUAL)
HARP FRAME
RECOMMENDED, BUT\
M116MRE HARRIER RECOMMENDED
NOT REQUIRED \\\
(USE MOISTOP, 15j FELT OR
EQUNALENT)
TREATED
BOTTOM PLATE
A.B. PER PLANS
/
+23/4 T.O. BOLT TO T.O.
1 CONCRETE RECOMMENDED
r
3/4 10 A-0 W/CUT
WASHER :NUT O
32
24' PANEL (ONLY)
\'
FOUNDATION
BY OTHERS
OR 11/e 9 ALL THREAD
DOWN DOLT (PER PLAN)
I/2 "x3" SQUARE PLATE
R W/DOUBLE NUTS, OR
NFl.OED TO BDTTOM OF ROD
HARDY FRAME® PANEL INSTALLED ON FOUNDATION n
BRACE FRAME INSTALLATION SIMILAR
ENGINEER OF RECORD IS
PERMTTIED TO MODIFY THIS
37 DBL TOP PLATE
DETAIL TO ACCOMODATE A
ADJXENT FRAMING
SPECIFIC CONDITION
FOUNDATION. QESIGfL." 32
RECOMMENDED, BUT
BY OTHERS I "� ! .`�(� 11/_ 54)
2x FILLER
NOT REQUIRED
I
ABOVE PANEL
JOIST TYR
0 3 12007
1/401/2 HFS SCREW
1/ °x41/q' HFS SCREWS
rJ
ENGINEF OF RECORD IS
J OR EQUAL PER SCHEDULE
(OR EOIIAL) THROUGH
OTTOM OF PANEL
ti•
DETAIL TO ACCOMODATE ASERVICE
SPECIFIC CONDITION
PER SCHEDULE
HARDY FRAME® PANEL
BEARING PLATE
W/6 EA 1/4°0x3" BOTTOM PLATE
HFS SCREWS (OR
EQUAL) AT EA END
a
PLYWOOD A.B. PER PLAN
4x OR 6x RIM,
DOENDED 12"
PASS END OF PANEL °.
(RECOMMENDED) '
TREATED SILL PLATE ° ''* aM
T/g'f OR 71/9'f ALL THREAD \ BYONDATION
THERS
DESIGN
HOLO DOWN BOLT (PER PLAN 4 .
WITH 1/2'x3" SQUARE PLATE
WASHER W/DOUBLE NUTS, OR
TACK WELDED TO BOTTOM OF ROD
EMBED DEPTH PER PLAN 13"1 12_� 18 OR 24_3"
:1 0 0--'.-F
:HD HOLE
HARDY FRAME BEARING PLATE: 3/4"x3"x18", 24", OR 30"
18"FOR 12" HARDY FRAMEOPANEL
24° FOR 18° HARDY FRAMEOPANEL
30' FOR 24' HARDY FRAMEOPANEL
HARDY FRAMEO PANEL INSTALLED ON RAISED FOUNDATION
WITH BEARING PLATE ® WOOD FRAME FLOOR
ENGINEER OF RECORD IS
PERMITTED TO MODIFY THIS
DETAIL TO ACCOMODATE A
SPECIFIC CONDIITON
FOR 2x BOTTOM PLATE
NOTCH 1 EDGE FOR
INSPECTION
PANEL
2x BOTTOM PLATE
OR DRYPACK
PER
PIANS
NUr h WASHER
O INSIDE
BOTTOM OF PANEL
TIGHTEN DOWN TO
ADJUSTING MUT
41/{ M- 1
MENDED
TOP OF ROUND WASHER
FLUSH W/TOP OF
BOROM PLATE
ADJUSTING NUT BELOW TOP
SURFACE OF BOTTOM PLATE.
3/4 fx10 A.B. W/CUT
WASHER & NUT O
24° PANEL (ONLY)
DEL NUT IS NOT REWIRED.
FOUNDATION DESIGN
BY OTHERS
% fOR 11/a f ALL THREAD
HOLD GOWN BOLT (PER PLAN)
WITH 1/2'x3" SQUARE PLATE
WASHER W/DOUBLE NUTS, OR
TACK WELDED TO BOTTOM OF ROD
EMBED DEPTH PER PLAN
HARDY FRAME®PANEL - DOUBLE NUT INSTALLATION
BRACE FRAME INSTALLATION SIMILAR
\TOP OF FOUNDATION
3/4'fx70 AB. w/cur ' DISCOf7RNL10U5 TREATED
WASHQt B NlN 0
WOOD SRL PUTT
ADJXENT FRAMING
FOUNDATION. QESIGfL." 32
RECOMMENDED, BUT
BY OTHERS I "� ! .`�(� 11/_ 54)
21/ T.O. BOLT TO
NOT REQUIRED
MUTE r• r
JOIST TYR
0 3 12007
o
rJ
ENGINEF OF RECORD IS
� { 'T ,�4!R 6 i, tl. �`
OR
ti•
DETAIL TO ACCOMODATE ASERVICE
SPECIFIC CONDITION
\TOP OF FOUNDATION
3/4'fx70 AB. w/cur ' DISCOf7RNL10U5 TREATED
WASHQt B NlN 0
WOOD SRL PUTT
24" PANEL (ONLY)
FOUNDATION. QESIGfL." 32
MOt=RE BARRIER RECOMMENDED
USE MOISTOP, 15# FELT OR
BY OTHERS I "� ! .`�(� 11/_ 54)
EQUNAI.FNT) ...
e i$
0 3 12007
rJ
ENGINEF OF RECORD IS
� { 'T ,�4!R 6 i, tl. �`
PERMTNED TO MODIFY THIS
ti•
DETAIL TO ACCOMODATE ASERVICE
SPECIFIC CONDITION
HARDY FRAME@ PANEL AT RAISED FLOOR HEAD -OUT o
Hardy Frame° 53
01000 GENERAL CONIDITIONS
01100 DESIGN DATA
03050 NON -SHRINK GROUT
1. All work on this project shall conform to the adopted editions of the
Code used: 2001 California Building Code
1. Non -shrink grout used for this project shall meet the requirements of
UBC, UMC, NEC ancJ any other applicable County and/or City codes
ASTM Cl 107 Standard Specification for Packaged Dry, Hydraulic
and ordinances. 20101 CBC (Based on 1997 UBC), 2001 CMC (Based on
Floor loading: Live load - 40lbs/square foot
Cement Grout (non -shrink), Quikrete or equal.
2000 UMC), 2001 CP+C (Based on 2 000 UPC), 2004 CEC (Based on 1999
Dead load -12lbs/square foot
2. Non -shrink grout shall be installed per manufacturers specifications.
NEC) and 2005 Calillornia Energy standards.
Partition dead load - 5lbs/square 400t
Grout shall not be re -tempered.
2. Architect shall approve all adjustments to these plans related to the
drawings.
Roof loading: Live loads:
3. Surfaces to receive the rout shall be free of an type of foreign
g Y YP g
3. Written dimensions care to be used; do not scale these drawings.
Pitch less than 4:12 - 371bs/SF (Snow)
material (grease, oil, paint, dust or efflorescence).
^
4.
Pitch 4:12 or greater - 37lbs/SF (Sniow)
Specific information, on the Drawing s differing from these notes shall
Dead loads:
`
apply.
Typical roof-15lbs/SF
5. The Contractor shall[ verify site conditions, and their correlation with
Composition shingles
1
the Drawings, and shall notify the Architect in writing of any errors,
03210 REINFORCING STEEL
Frank. MlazeWSkl
inconsistencies, omiissions or discrepancies prior to beginning of
Wind loading: 75 mph - Exposure "B"
construction. The Contractor shall be held liable for the results of any
1. Reinforcing steel to conform to ASTM A615, including supplement Sl.
architect
known errors, inconsistencies, discrepancies or omissions that are not
p
Seismic: Zone 3
All bars shall be intermediate grade deformed bars - type N, grade
StYl�CtLlral design
g
brought to the Architect's attention prior to commencement of work.
6. In the event certain, features of the construction are not fully shown on
40, typical unless otherwise noted. Bars to be welded shall be ASTM
I
21 Delaware Drive
the Drawings or callled for in the Specifications then their construction
706 grade 40.
2. Details for reinforcing shall conform to Chapter 7 of ACI 318-95.
Chico, California 95973
tel (530) 343-4630
shall be of the samE> character as for similar conditions that are shown
3. Welded mesh be W
fax (530) 894-8164
or called for and shall be approved b the Architect.
pp y
02050 FOUNDATION NOTES
steel vire shall 6" x 6" 1.4 x W1.4 WWM and shall
7. The Drawings represent the finished structure. Unless
conform to the requirements of ASTM A185. Splice laps in mesh
otherwise indicated[, they do not indicate the method of construction.
reinforcing shall be not less than 8". Welded mesh to be supplied in
The Contractor shayll provide all measures necessary to protect the
1. Soil design information:
flat sheets only.
structure, workmen and other persons during construction. Such
Allowable soil design pressures:
4. Bar splices - Concrete - Unless noted otherwise, reinforcement bars to
measures shall incluide, but not be limited to; bracing, shoring for
Continuous footings 1500 PSF '
be lapped minimum 40 bar diameters. Masonry - Unless noted
construction equipment, shoring for the building, forms, and
Grade beams 1500 PSF
otherwise, reinforcement bars to be lapped minimum 40 bar
scaffolding.
Pad footings 1500 PSF
diameters, but in no case less than 24". Horizontal laps in adjacent
p R
Cy/T
8. All site -work and grading shall be done in compliance with the
Retaining walls:
55 PCF
bars shall be staggered 60" minimum.
�G L 4 F
Drawings. Where shown on Drawings, elevations, and locations of
Active pressure (constrained)
5. Bends in reinforcement shall be in accordance with'ACI 318-95.
� ���
steps in foundation,, and heights of foundation walls shall be verified to
Active pressure (cantilevered) 30 PCF
6. Walls, pilasters and columns shall be doweled to their supporting
Q` J'
I
suit actual proposed and existing conditions.
2. The f inish excavation for foundations shall be neat and true to line
footings vvith vertical dowels of the same size and spacing as the
9. Finish grade and finish floor elevations to be per site plan.
with all loose material and standing water removed prior to cohcrete
vertical re inforcing, unless otherwise noted on the plans. Where
NO C-27470
10. Drainage around all[ structures is to be away from buildings at 1/4" per
placement.
possible, vertical bars shall be one-piece, full height. ,
foot slope for minimum 4'-0' . Swale as required.
3. Compaction reports, where required, shall be completed prior to
7. For concrete or masonry construction, vertical reinforcing bars shall be
Y g
REN 8-31-09
11. Dimensions noted "clear" or'clr" are minimum required dimensions
requesting foundation inspection.
accurately located in walls as noted on plan details.
Q
and must be accurately maintained.
4. All loose soi I and fill dirt; including backfill behind retaining wallas shall
be compacted to 90 relative compaction.
8. All reinforcing shall be securely tied in place prior to placing concrete
OF
12. All dimensions are tca face of stud, face of concrete, or face of
percent
or grout.
masonry, unless otherwise noted.
5. Backfill for all retaining walls shall be granular, free draining material,
9. Where required, bar supports shall be provided as specified in the
13. Construction shown, on these drawings. shall in no case deviate from
and shall not be placed until masonry or concrete materials hqve
"Manual of Standard Practice" published by the Concrete
the design shown Without
thout express written permission of the Architect
in lace a minimum of 14 days
p y or tests indicate that the r naterial
Reinforcing Steel Institute (CRSI).
and/or the local Building official
has attained 75% of it's specified design strength.
10. All dimensions shown for locations of reinforcing steel are to center of
g
6. For retaining walls designated as "supported" at the top of the wall,
bar unless noted as "cir". "Cir" dimensions are to face of bar and
Frank M Grazewski Architect expressly
provide temporary shoring of the wall that is to remain in p[ace� until
denote clear coverage. Unless specifically noted otherwise,
reserves common law copyright and
supporting structure is in place. Where a concrete slab is; used ilo
concrete coverage shall be 3" where concrete ;is placed directly
'
provide support, this shall be aminimum of 14 days after placement
against earth, and 2" where concrete is exposed to earth but is
other rty rights these plans.
of concrete.
against forms. Slabs on grade shall have reinforcing at mid -depth
Plan
Plan o
These pe are not to be reproduced,
7. Provide positive drainage away from structure. If drainage swalle is
unless otherwise noted.
changed or copied in any form or matter
required, slope away from structure minimum 4'.
11. Welding of crossing bars and tack welding of reinforcing shall not be
whatsoever, nor are they to be _assigned
permitted.
to any third party without the expressed
12. Welding of reinforcing steel, where permitted by the Architect, shall
written content of Frank M Glazewski
Architect.
be performed in accordance with the "Structural Welding Code -
Reinforced Steel" of AWS DIA, and by welders qualified using
procedures contained therein:
03050 CONCRETE
E70XX electrodes shall be used in welding grade 40 reinforcing
bars and E90XX electrodes shall be used for Grade 60 reinforcing
1. a. The minimum 28 day compressive strength of concrete shall be:
bars. Reinforcement shall not be welded until a chemical analysis
Foundations/pad footings 2500 PSI
sufficient to determine the carbon equivalent is performed. The
Slabs on grade 2500 PSI
carbon equivalent for the rei nforcing steel shall be calculated
Walls and columns 2500 PSI
from the chemical composition as shown in the mill test report. If
b. The maximum slump shall be 4 inches.
mill test reports are not available, a chemical analysis shall be
c. Minimum cement content shall be 500lbs/ cubic yard.
made of the bars to be welded. The carbon equivalent (CE) shall
2. Portland cement shall conform to ASTM C150, type I or IL
not exceed 0.55 as calcu lated per UBC Standard 26 -4. A copy of
the mill test report shall be provided to the Architect prior to the
tY
3. Admixtures used to increase the workability of the concrete shcall not
"
placement of the reinforcing steelrS ecial ins "ection is re
-,.. p g p p, q
.x
mentotbe considered to reduce the specified minimumcc r
. ., .. , , ,
:., t
: .,...fie.
e ver din accordar
ix d and d h e
4. Read mix concrete shall be m e _ ice with .
-
ASTM C
S -
y
5.' Construction joints shall be prepared to ex ose clean, sohdl
1 p .p P y
embedded aggregate over the entire joint interface. Construction
joints shall be adequately keyed. Their locations and details, when not
05120 STRUCTURAL STEEL NOTES
shown on the drawings shall be subjec t to the approval of the
Architect.
6. be between
1. Materials and workmanship shall conform to the latest edition of the
rl
Concrete placement shall continuous construction joints.
"Specification for the Design, Fabrication and Erection of Structural
7. - Unless otherwise shown on the, drawings, concrete slabs shall be cast
in not exceeding 400 SF in area.
Steel for Buildings" published by the American Institute of Steel
square or rectangular patterns
Construction (AISC).
Provide constructio n, contraction or weakened plane joints qt
feet in direction.
2. Unless otherwise noted, machine bolts and anchor bolts shall conform
Cd
intervals not exceeding 20 any
to ASTM A307, Grade A. Hex nuts shall conform to ASTM A563, Grade
8. Sleeves, pipes and conduits shall not be placed through contihuous or
A. All threaded rods shall conform to ASTM A36, typical unless
spread footings, grade beams or tie beams unless specified and
otherwise noted.
detailed on plans.
3. Miscellaneous metal components not noted shall conform to ASTM
;
9. Conduit sha II not be placed in any slab less than 3 -1 /2 in. thick. If
conduit is placed in a concrete slab, its outside diameter shall not be
A36. Rail tubing shall conform to ASTM A513.
U Cd
greater than 1/3 the slab thickness. The minimum clear distance
N
between conduits shall be 6 inches.
10. All exposed corners shall be chamfered 3/, in. unless noted othcerwise.
11. Structural steel shapes, tubes and pipes embedded in concrette shall
,J)
have a minimum concrete cover of 3 inches clear to earth.
f�
12. Bottoms of all footings shall rest on firm, undisturbed soil. Minimium
depth is noted on drawings.
13. All slab floors shall have a minimum thickness of 4" over 2 inches sand
over 6 mil visqueen over 4 inches gravel fill.
REFER TO APPROVED
PLANS FOR ADDITIONAL
NOTES AND INFORMATION
FOR THIS PROJECT
OWNER'
REVISION: E3P# a 7-,L7W,,,
APN: 0Ejj `s hid' 01--
DATE le L
FILE COPY
DRAWN
r. � • -�£ s ?i� v �y'
fiG.
H ,o" ,
CHECKED ;
F.G.
a
gr
DATE
09-26-07
SCALE
//
NOTED
JOB NO.
07-026 '
SHEET
i
OF SHEETS
i
REVISION DATE: 10-28-01
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OS OVEREGARAGE
S-3 DOOR
09 HEADER TO
S-3 MFRD SHEARWALL
9'-0" 2'-O" I4'-0' 2'-0'
29'-O" 20'-O"
49'-O"
A LINEA B LINE B LINE C
ANCHOR BOLTS - 5/11' DIA. x IV ANCHOR BOLTIS - 5/e' DIA x 10' ANCHOR BOLTS - 5/e' M. x 10'
48' 0/C AT 81 37 0/C AT N 48' 0/C AT SII
Foundation plan
Scale. 1/4"=l' -O"
LINE I
ANCHOR BOLTS - 5/11' DIA. x 10'
Mr O/C AT Sr
,l J
E.W.
DOWELS
isABY
LINE 2
ANCHOR BOLTS - 5/8' DUI. x l0'
24" O/C AT S1
3
LEGEND
LINE NUMBER
SPACING OF ANCHOR BOLTS
LINE I AT SHEARWALL ONLY
ANCHOR BOLTS -r01C ATSW
HOLDOWN ANCHOR BOLTS
MARK
DESCRIPTION
DETAIL
A
1/8' DIA.
01/8-3
I MARK CORRESPONDING
j A TO HD ANCHOR BOLT TABLE
HOLDOWN LOCATION
1 1 AS NOTED ON PLANS
TOP CHORD DL: (COMP SHINGLES) 10.0 PSF
TOP CHORD LL:
31.0 PSF (SNOW)
BOTTOM CHORD DL:
8.0 PSF
BOTTOM CHORD LL:
10.0 PSF
FLOOR:
U
DESIGN DL:
12.0 PSF
PARTITION DL:
i
DESIGN LL:
40.0 PSF
ALT. CONCENTRATED LOAD:
NONE
49'-O"
30-0"
❑ ❑
❑
❑
02 PERIM. WITH
NOTE:
STONE VENEER
S-3
REFER TO DRAWINGS BY
i
❑ ❑ 1
❑
OTHERS FOR DECK LAYOUT
OI TYP.
S-3 PERIM•
------------
------------------------------ •----------
-----------
—A----- •-----------A-------------------
1
Ca
O1
1
t ---------------------------------------
------------------------
--------------------------
----------------
y
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w
CA
1
=
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1
DWELLING SL,4ES
:I
-
4" CONCRETE SLAB O/
2' SAND OVER L MIL VISQUEEN
iv
I VAPOR BARRIER OVER 4' GRAVEL FI
1
!
I REINFORCE SLAB WITH L x L WI.4 x W1.4
WM
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------
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BARS AT 12
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------------------------;
ao
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---------------------------- ---------------=-'----- --------------
1
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02 PERIM. WITH
1
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SQ. x I'-6"DP
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BARS E.W.
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05
OL
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GARAGE
OS
01
8-3
8-3
DOOR
8-3
OS OVEREGARAGE
S-3 DOOR
09 HEADER TO
S-3 MFRD SHEARWALL
9'-0" 2'-O" I4'-0' 2'-0'
29'-O" 20'-O"
49'-O"
A LINEA B LINE B LINE C
ANCHOR BOLTS - 5/11' DIA. x IV ANCHOR BOLTIS - 5/e' DIA x 10' ANCHOR BOLTS - 5/e' M. x 10'
48' 0/C AT 81 37 0/C AT N 48' 0/C AT SII
Foundation plan
Scale. 1/4"=l' -O"
LINE I
ANCHOR BOLTS - 5/11' DIA. x 10'
Mr O/C AT Sr
,l J
E.W.
DOWELS
isABY
LINE 2
ANCHOR BOLTS - 5/8' DUI. x l0'
24" O/C AT S1
3
LEGEND
LINE NUMBER
SPACING OF ANCHOR BOLTS
LINE I AT SHEARWALL ONLY
ANCHOR BOLTS -r01C ATSW
HOLDOWN ANCHOR BOLTS
MARK
DESCRIPTION
DETAIL
A
1/8' DIA.
01/8-3
I MARK CORRESPONDING
j A TO HD ANCHOR BOLT TABLE
HOLDOWN LOCATION
1 1 AS NOTED ON PLANS
KEYNOTES
OI HF8 x 24 1/8' PANEL AS MANUFACTURED BY
HARDY FRAMES. INSTALL ALL BOLTS AS REQUIRED
BY MANUFACTURERS DETAILS. HOLDOWN ANCHORS
SHALL BE 1/8' DIA. x 12" EMBED AS SHOWN IN
DETAIL 01/S-3.
GENERAL NOTES
PROVIDE CONCRETE PAD FOR CONDENSING UNIT.
CONFIRM SIZE AND LOCATION WITH HVAC CONTRACTOR.
REFER TO SHEET 8-1 FOR TYPICAL ANCHOR BOLT
SIZE AND SPACING.
REFER TO DRAWINGS BY DAVID G. ANDERSON AND
HARAMBEE HOUSING CORPORATION FOR ADDITIONAL
INFORMATION. THIS FOUNDATION PLAN HAS BEEN PREPARED
FROM INFORMATION OBTAINED FROM THESE REFERENCED
DRAWINGS AND STRUCTURAL CALCULATIONS.
CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING
EXACT LOCATIONS OF ALL HOLDOWNS BASED ON SHEARWALL
LOCATIONS AND FRAMING DETAILS AS PROVIDED BY OTHERS
REVISION DATE: 10-24-01
REVISIONS BY
Frank M Glazewski
architect
structural design
21 Delaware Drive
Chico, California 95973
tel 530 343-4630
fax ((530) 894-8164
AIF N Ile
MF 0 C-27470
REN 8-31-09
Frank M Glazewskl Architect expresslg
reserves common law copgnght and
other propertg rights In these plans.
Theca plana are not to be reproduced,
changed or copied In any form or matter
whatsoever, nor are theg to be assigned
to any third party without the expressed
written consent of Frank M Glazewskl
Architect.
U
DESIGN
LOADS
ROOF:
TOP CHORD DL: (COMP SHINGLES) 10.0 PSF
TOP CHORD LL:
31.0 PSF (SNOW)
BOTTOM CHORD DL:
8.0 PSF
BOTTOM CHORD LL:
10.0 PSF
FLOOR:
U
DESIGN DL:
12.0 PSF
PARTITION DL:
0.00 PSF
DESIGN LL:
40.0 PSF
ALT. CONCENTRATED LOAD:
NONE
REVISION DATE: 10-24-01
REVISIONS BY
Frank M Glazewski
architect
structural design
21 Delaware Drive
Chico, California 95973
tel 530 343-4630
fax ((530) 894-8164
AIF N Ile
MF 0 C-27470
REN 8-31-09
Frank M Glazewskl Architect expresslg
reserves common law copgnght and
other propertg rights In these plans.
Theca plana are not to be reproduced,
changed or copied In any form or matter
whatsoever, nor are theg to be assigned
to any third party without the expressed
written consent of Frank M Glazewskl
Architect.
foundation plan
DRAWN
F.G.
CHECKED
F.G.
DATE
09-28-01
SCALE
NOTED
JOB NO.
01-026
SHEET
S-2
OF SHEET'S
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foundation plan
DRAWN
F.G.
CHECKED
F.G.
DATE
09-28-01
SCALE
NOTED
JOB NO.
01-026
SHEET
S-2
OF SHEET'S
G
F1
REVISION DATIE: 10-28-01
"STEEL FRAMED
(404
U
WALL - SEE DRAWINGS
HEADER ASSEMBLY
RECESS AT GARAGE DOOR
V
SLAB ASSEMBLY-
SLAB ASSEMBLY -
I
I
iy
PLAN
PLAN
PAF, TYP SEE FOUNDATION
------------------------------------------
PLAN
4w x 8" x 18GA IE
WITH 6-#12 TEK SCREWS -
• o; o o - o 0
TYP: OF TWO PER SW
CD C.J.' iftcr
__� I-WPMI _ �-II���I-
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_ _ 3" CLR.
MFRD.
SHEARWALL I I
CONT. #4 BAR
CONT. #4 BAR
I
I
TOP AND BOTTOM
TOP AND BOTTOM
I
12" MIN.
12" MIN.
i
i I
I
NOTE:
FASTEN ALL TRACKS TO FOUNDATION
WITH SIMPSON PDPW-150 ANCHORS AT
24" O/C
INTERIOR FOOTING
oq CONNECTION TO WALL PANEL
oL GARAGE DOOR OPENING
03
S-3 REV: 10-29-01 DET,AIL009 SCALE: 1-1/2" _`P-0"
S-3 REV: 10-28-01 DETAIL001 SCALE: In = I'-0"
S=3 REV: 10-28-01 DETAIL004 SCALE: I" _ P-0"
NO E:
PRE-MFRD WALL PANEL -
STEEL FRAMED FASTEN ALL TRACKS TO - FOUNDATION
INSTALL PER MFR'S
WALL - SEE DRAWINGS WITH SIMPSON PDPW-150 ANCHORS AT '
SPECIFICATIONS
24" O/C - NOT SHOWN.
FELT -TRIP
5/8" 'DIA. x 10" A.B.
AT 48" O/C TYPICAL
SLAB ASSEMBLY -
EXCEPT WHERE MORE SLAB ASSEMBLY -
SEE FOUNDATION
STRINGENT 'REQ'MTS SEE FOUNDATION
PLAN
ARE NOTED AT SW'S PLAN
FUTURE STONE lb
VENEER
0
#12 TEK
o 0 0 0
SCREWS
•8w — o 0 0 0
AT 12" O/C
TYPICAL
/Nw
590005162-91
F.G.
AT 36" O/C - FASTEN
(3) S12000SI62-91 WITH (2) #12 TEK SCREWS—
AT EACH SIDE
II III I
„
IIIA —IIIItillz
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1-
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_ 3" CLR.
III 'CLR.
4" x 1-1/4" x 20GA
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TRACK, TOP AND
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NOTE:
CONT. #4 BAR
24O/C
TOP AND BOTTOM
HEADER IS 20'-0" IN LENGTH, ANO EXTENDS OVER TOP OF
(2) #4 BARS AT BOTT M
(1) #4 BAR AT TOP
MANUFACTURED SHEARWALLS AT EACH END.
12" MIN.
111 12" MIN. 14m MIN.
lit It
NOTE:
ENGINEER RESPONSIBLE FOR ORIGINAL
STRUCTURAL DESIGN SHOULD BE CONSULTED
PRIOR TO INSTALLING STONE ON STRUCTURE
TO DETERMINE IF THE LATERAL BRACING SYSTEM
IS ADEQUATE FOR THE ADDITIONAL LATERAL LOADS
08 HEADER SECTION
os FOOTING AT GARAGE FRONT
ro2 TYPICAL PERIMETER WITH STONE
5-3 ' REV: 09-28-01 DET AIL001 SCALE: 1-1/2" = I'-0"
S-3 REV: 10-28-01 DETAILOOL SCALE: 1" = 1'-0"
S-3 REV: 10-28-0-1 DETAIL003 SCALE: I" _ I'-0"
STEEL FRAMED
STEEL FRAMED
STEEL FRAMED
WALL - SEE DRAWINGS
WALL - SEE DRAWINGS
WALL - SEE DRAWINGS
FELT 4TRIP
3"
5/8" DIA. x 10" A.B.
5/8" DIA. x 10" A.B.
AT 48" O/C, TYPICAL
AT 48" O/C, TYPICAL
1/8" DIA. A301 ANCHOR - SLAB ASSEMBLY -
EXCEPT WHERE MORE SLAB ,p SSEMBLY -
EXCEPT WHERE MORE SLAB ASSEMBLY—
ALTERNATELY, MAY USE SEE FOUNDATION
STRINGENT REQ'MTS SEE F47UNDATION
STRINGENT'REQ'MTS SEE FOUNDATION
1/8" DIA. ALL -THREAD PLAN
ARE NOTED AT SW'S PLAN
ARE NOTED AT SW'S PLAN
WITH NUT AT EMBEDDED
EROD
ND
X • O O O O O
• O O O O O
a
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x ;1111 -III- IIII--1111„1,11 I
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CONT. #,4 BAR
CONT. #4 BAR
TOP AND BOTTOM
TOP AND BOTTOM
NOTE:
REFER TO TYPICAL DETAILS
NOTE: 12" MIN.
NOTE: 16" MIN.
FOR ADDITIONAL INFORMATION
FASTEN ALL TRACKS TO FOUNDATION
FASTEN ALL TRACKS TO FOUNDATION
WITH SIMPSON PDPW-150 ANCHORS AT
-
WITH SIMPSON PDPW-150 ANCHORS AT
24' O/C NOT SHOWN.
24" O/C - NOT SHOWN. 3 .'
o4 PERIMETER AT GARAGE
07 ANCHOR AT HD
of TYPICAL PERIMETER
5-3 REV: 10-28-01 DETAIL008 SCALE: 1" 1'-0"
0)
S-3 REV: 10-28-01 DETAIL008 SCALE; I" = I'—O"
5-3 REV: 10-28-01 DETAIL002 SCALE: I" = I'—O"
REVISION DATIE: 10-28-01
DRAWN
F.G.
CHECKED
F.G.
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04-28-01
SCALE
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47-o2L
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REVISION: BP# 05- a -,'ye
APN: 0%f -J-VI )-o-2--9
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