HomeMy WebLinkAbout039-210-100K`^
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039-210-100 02-0619
ALWARD, Scott
qN9iio Emma Ave., Chico n
�.
New Single Family
1
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NOTES.
Y
RESIDENTIAL ; _
ij 039-210-1OO:j ° X02-0619
PERMIT NO. it AL ARD; Scotty
+ )✓li�:na:4c., Chico
New.Smgle Fcmtly
12 If plq_vrj,6
seem -
14/0.17 /f�- ���5"iyl� 15 E_ 't -5
SPECIAL CONDITIONS
CHECKED
BY
SRA
FLOOD CERTIFICATE REQ.
FIRE SPRINKLERS•REQ,
SPECIAL INSPECTION ITEMS
VERIFY
USE PERMIT CONDITIONS -
SUB -STANDARD HOUSING LETTER 14
4 -
i.
i Pt i
;17
✓�j OFFICES COPY
�%
Addressl__L ?
GAS
Meter By Date
t E
Meterter By By Date
'JOB FINALED�(Date)
Signature
✓ = OK
0 = Not OK
- = Not Applicable
= Not Ready
RESIDENTIAL-.(,
Date
Underfloor (Plans) OK except #'s
3.
Ion ing-Setbacks-Ease ments-Flood-S lope
Ftg. ain; Soils-Elec. Grnd.-/ r Ftg. Depth
X., Garage; Soils-Steel-Elec. Grnd.-/ r Ftg. Depth
Z
Ftg., Porches & Decks; Soils -Steel-/ r Ftg. Depth
5.
Stemwalls, Main; Steel-Blockouts-Wrapped
6.
Stem s, Garage; Steel-Blockouts-Wrapped
a.
Id Downs and Special Anchors
7.
Slab, Steel -Wrapped
8.
Pie;VFireplace Ftg.-Steel
EL R L (Permit) OK except #'s t
W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test
10.
UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test
11.
Water Pipe; Test -Anchors -Regulator -Service Test
12.
Electric Underground
13.
Plenu & Ducts; Clearance -Material -Support -Ins.
qui rou d made up w/Mech Fasteners -Bond Gas & Water
rder . s -Anchor Bolts-Joists-Vents-Crippies
A ' nce Circuits in Kitchen & Qonductor Size GFI
ccess & Ventilation
16.
Insulation
Date — -V Card B-1 v Date Card B-1 f
Date Card B -Y Date Card B-1
Date
P MBING ermit) OK except #'s
1
r Htr.; Vent -Access -Combustion Air Baffle )
1
. ater Pipe; Test & Anchor -Nail Protection
19
G
21
D .; Test Fittings & Anchor -Nail Protection
hower Pan; Test, First Floor -Tub Access
Test b & Shower, Second Floor -Tub Access
6 en a xhaust above insulation
as Pipe; Sixe & Anchors j
o ens a Drain & Overflow, Size & Grade
Date
Card B-1 Date Card B-1
Date
Card B-1 i Date Card B-1 4
Date
EL R L (Permit) OK except #'s t
i
ix & j1ansformer Clearance -Ins. Protection
Card B-1 Date Card B-1
Ele eceptacles Spacing -Lights & Switches at Doors }]
Siz xes & No. of Conductors Stapled
om nstalled Close to Edge of Studs & C.J.
4
qui rou d made up w/Mech Fasteners -Bond Gas & Water
2
A ' nce Circuits in Kitchen & Qonductor Size GFI
Ll<ubfeed
Wire Size / / ga. C6. -AC. Wire Size / 61 g C AI
30.
Range Circle/ / a r AI -Oven Circ. / / ga Cu or At
Insulated Neutral es t
31.
Service-Ris cConductor & Ground isconnect )
3
. earnnces Panels- ors-Mech. Equip. f
L.Kes Closet Light -Shower Light -Spa Light 11
RSmoke
Detector
Date
Card B-1 i Date Card B-1
Date
Card B-1 Date Card B-1
Date
ME A Al_ (Permit) OK except #'s
5 C ucts Insulation & Support
6 en a xhaust above insulation
o ens a Drain & Overflow, Size & Grade
ur ce-Vent Access -Comb. Air -Return Air Vent 115 outlet
Attic Access & Platform if Furnace in Attic
Date
Card B-1 Date Card B-1
Date Card B-1 . Date Card B-1
Date AMING (Peimit) OK except #'s
4 : Sit ro aterials & Anchors
4 . W s ds -Nailing Spacing & Braces -Plates -Sound .+
. Be ng Walls over Girders & Floor Nailing
raft Stop in Walls (rat proof)
44. /Fi tops, Furred Ceilings -Stairs -Chasers -Tubs
Headers & Beams -Size & Bearing
It
►ingie & Duplex)
Date FRAMING (Continued)
an =Post Caps -Anchors -Connectors
Joist- Rftr.,Ties-Purlin-Roll Brac.-Truss-Shting.-Rfng.
Fire ce 'e'or Type A Flue -Fireplace Throat Clearance
is ess; Size & Romex Protection -Draft Stop -Ins. Baffles
5 m. Windows or Exiting Doors -Sill Ht. & Dimensions
Gar a Fire Protection Framing
5Z,,Kr'opp41y Line Firewall &Openings
5 xt. Door -One 3' -Check Garage 3rd Story, 2 Exits
5 S ; Width -Headroom -Rise -Run -Landing -Fire Protection
55 � P on Roof Overhang -Attic Vents -Rafter Outriggers
56. iding-Nailing Veneer
57. Stucco Mesh -Drip Screed -Fd. Vents-Underfir. Access
8 zing Area -Glass Protection -Skylights -Plastic
. Shear Walls; Nailing -Bolts
60. Br a Interior/Exterior Wall Panels
Insyiarion-Walls-Ceilings
6 nfiltration-Walls-Windaws
Date t1 _ Card B-1' , ! Date Card B-1
Date 6' + Z� Card B-1 Date Card B-1
Date FINA (Plans) OK except #'s
63,;t xt. Steps -Door & Sidelight Protection -Landings
6&_.FA,rrfiace Vents -clearance -Comb, Air -Connector -
In qXdge; Above Floor -Ducts -Mach. Protection
eqWom Exiting
F.I. Bath Fixtures & Tub Access -Spa •--1
ec. Trim & Subpanel, BreakerSizes & Labels
69. Stairs &,Rails -
7 e a or Stove, Clearance -Hearth
7 e5t.!!�utlets at Wood Panel, Int. & Ext.
7 it. C& Appliance; Ground -Air Gap -Cooking Clearance
lec lets & Receptacles at Kit. Counter
36!A.0 uct in Garage -Damper
tr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V.
in age; Above Floor-Mgetestion-- -
7 Ib., Elec --& vM cch. Equip. Listed for Location
lec. Receptacles in Garage (F.F.I.)-Romex Protection
--7,9. ula ' n -Foam -Looked in Attic
8 rd Rails & Deck Construction -Post Caps
81: Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth
Clear_afice Looked under Floo ❑ Yes /
to
sect, Electrical,
G.F.I. Recepta,
out House
ions from Previous Inspections
91 6as Test -Meters Tagged, Gas -Electric o r
9 ewer Connected -C/O to Grade -HD Approval
93 mpliartce Certificate -Other Certificates
Dates ) / Card B-1 Z/ Date Card B-1
Date ` Card B-'1 Date Card B-1
Date Card B-1 Date Card B-1
Comments at Final:
V = OK
0 = Not OK
- = Not Applicable
* = Not Ready
MOBILE HOMES
Date
MOBILE HOME UTILITIES (Plans) OK except #'s
7.
1.
Zoning Requirements -Setbacks -Easements
8.
2.
Soils; Special MH Support Sketch
9.
3.
Sewer; Location -Test -Fall -C/O -Concrete
10.
4.
Water; Location -Test -Easement Needed (Sketch)
11.
5.
Electricity; Location-Clearances-Grnd-/ /Amp -Concrete
12.
6.
Gas; Location -Test -Wrap;-/ /" L'ft.
/ P Nat. or / /"L"ft./ PLPG
7.
Well Clearance & Disconnect
8.
Utility Clearance
Card B-1 Date Card B-1
Date
FINAL (Plans) OK except #'s
Date
Setbacks -Easements
Card B-1 Date Card B-1
Date
Soils; Compaction -Structure Stability
Card B-1 Date Card B-1
Date
MOBILE HOME INSTALLATION (Plans) OK except #'s
1.
Zoning Requirements -Setbacks -Easements
2.
Footings; Size -Spacing -Marriage Line
3.
Gas; MH Test -Demand -Valve -Connector
4.
Electricity; MH Test -Crossovers -Breakers -Clearances
5.
Drain; MH Test -Fall -Flex Connector
6.
Water; MH Test -Regulator -Connector
7.
Water and Sewer Connected -C/O to Grade -HD Approval
8.
Gas and Electricity Tagged
9.
Tie Downs -Type -Installation Cert.
10.
Exits; Insp.-Sketch
Date
11.
Cert. of Occupancy
Date
12.
Permanent Foundation Only; License Decal
Date
Card B-1 Date Card B-1
Date
Card B-1 Date Card B-1
MISCELLANEOUS
Date DECKS, COVERS, CARPORTS GARAGES (Plans) OK except #'s
1. Zoning Requirements -Setbacks -Easements '
2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel
3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails
4. Wood Awn.; Posts- Bea ms- Rftrs.-Connectors
Shthg.-Frg-Bracing
5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures
6.
Carports; Windows -Doors
7.
Electric
8.
Frmg.; Sills-Anchors-Studs-Rftrs-Trusses
9.
Siding; Nailing -Veneer -Stucco -Mesh
10.
Roof; Shthg-Roofing
11.
Ext.; Steps -Doors -Landings
12.
Braced Wall Panels
Date
Card B-1 Date Card B-1
Date
Card B-1 Date Card B-1
Date
FINAL (Plans) OK except #'s
1.
Setbacks -Easements
2.
Soils; Compaction -Structure Stability
3.
Pool Structure; Steel -Connections -Thickness
Dead Men -Lining
4.
Elec.; Receptacles and Lighting, Distance-GFI
5.
Elec.; Pool Lighting; 15 Volts-GFI
6.
Elec.; Enclosures; Conduit Entries -Terminals -Listed
7.
Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater
8.
Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg.
Boxes- Enclosure s- Pane lboards-Ins. to Main in Conduit
9.
Health Department Approval
10.
Plumb.; Cir. Test -Water Supply Test
11.
Light Niche
Date
Card B-1 Date Card B-1
Date
Card B-1 Date Card B-1
COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES BUILDING DIVISION
7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO.
(Rev.g/96)-1 APPLICATION AND PERMIT U/1Y (0 /g
ASSESSOR PARCEL NUMBER 039-210-100
Z°A4V
BUILDINGPERMIT
OWNER
u Wn �
TELEPHONE t
527R
SO. FT. OCC. BUILDING VALUATION
3254 R 175 716.00
.OWNER'S MAILING ADDRESS
1 �► t �; It'EiT .n OWN
119Ai U 21.43ry8�.�00
COMRACTOR'S. NAME' n
OT
TELEPHONE
1130 14 670.00
CONTRACTORS MAILING ADDRESS
CONSTRUCTION LENDER
Fireplace A 1500.00
LENDER'S MAILING ADDRESS
Total Valuation $ 213.3 X00
ARCHITECT OR ENGINEER
LICENSE NO.
Filing .Fee $ 20.00
Permit Fee $ 1038.50
ARCHITECT OR ENGINEERS MAILING ADDRESS
Plan Checking Fee $ 67 .03
BUILDINGADDRESS 9967 EM AVE9 CHICA
Ener Plan Checking Fee $
Energy g 23.00
PERMIT FEE $ 1756.53
LOT NO.
SUBDNISIONS NAME
PARCEL MAP
PLUMBING PERMIT. Fling Fee 20.00
USEOFSTRUCTURE
SF C+7 Duplex ❑ Mobilehome ❑ Other
SPECIFY
Each Trap ' • (61 7.00112.00
Solar or heat pump water heater 23.00
Water piping 15.00 15 .00
Each gas water heater or vent 15.00 3a
TYPE OF WORK
New L] Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑Buildin
Describe Work: lh W/A fWVn 1'_APAt1jsu
. - .._». i
Gas piping system 1 - 5 outlets. 15.00 15,00
sewer 15.00
Mobile Home S G W @20.00
S - RT 1
PERMIT FEE $ 11L.
ELECTRICAL PERMIT Fling Fee •20.00
800VOR LESS
Main • Service 2o.A OR LESS 23.00
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter
9 (commencing with Section 7000) of Division 3 of the Business and Professions Code,
and my license is in full force and effect.
License Class Lic. No. �''
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractors License
Law for the following reason:
❑ I, as owner of the property, or my employees with wages as their sole compensation,
will do the work, and the structure is not intended or offered for sale.
' I, as owner of the property, am exclusively contracting with licensed contractors
to construct the project.
❑ 1am exempt under Sec. Business and Professions Code for this
reason
WORKERS' COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
❑ 1 have and will maintain a certificate of consent to self -insure for workers'
compensation, as provided for by section 3700 of the Labor Code, for the
performance of the work for which this permit is issued.
❑ 1 have and will maintain workers' compensation insurance, as required by Section
3700 of the Labor Code, for the performance of work for which this permit is issued.
My workers' compensation insurance carrier and policy number are:
Carrier
Policy Number
(The above sections need not be completed if the permit is for work of a valuation
of one hundred dollars ($100) or less.)
i I certify that in�tt?e performance'of the work for which this permit is issued, I shall
not employ any person in any manner so as to become subject to workers'
compensation laws of California;. and agree that if I should become subject to the
workers compensation •provision's of sec ion 3700 of the Labor Code, I shall
l r .'.'l . / ..a.
forthwith com, ly wl3ii�fhose prowslons•
- 1
X,e,f` Date (�14 e�
Signature of Applicant -_ vQ Owner ❑ Contractor ❑ Agent'
An OSHA permit is required for excavations over 5'0" deep and demolition or construction
of structures over 3 stories in height. i
Main Service To 4s. �if1•UU
CCU000A
NEW CONST. DWELLING OCCUP. SO .
DWELLING so
OR ADDNS. ( a ACC. BLDS. 3.5¢x: •
NEW CONST. MULTI.OZU
NON-R61D. CUTS @7.50
POW
GERLE APOPARATUTLETUCIA.S
d SIN
EX. OCCU OUTLET OR FIXTURES fl2O 0 1 0
Ex. Occup. ORESIDUNS
FIXUT�7g OEA. 5.00
Temporary Service 23.00 3 -OU
Mobile Home Facilities 20.00
Misc. Wirina 23.00
PERMIT FEE $ 1 •
MECHANICAL PERMIT Fling Fee 20.00
Heating .
Cooling •
Hood 6.50 b•
Ventilation _44ST
PERMIT FEE $ 99+
Mobile Home Installation Fee $
Energy Inspection Fee $ 46.00
oc�,
RJI/ U
CONST. TYPE
VA TOTAL FEE,$ 2368.11
I.A
p ES 1 P
jr Ii
FLOOD
A
I CDF
PARCEL
P;CEL
PD
HD
it
UE
This permit is hereby issued under the applicable provisions
of the Butte County Code and/or Resolutions ,to do work
indicated above for which fees have been paid.
,,,//
-v�-
By��Is't/ f�Date
' ► &A46,
PERMIT EXPIRES ON�1/��
Date
Receipt No.'��/�/�/ray /'''7t�
WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT
r--
LOERKE INSUTATIUN CO, INC. INSULATION GERM ICATR
(RUN lIf�rvww%mmxr
DESCRIPTION OF INSTALLATION
1. ROOF
hdatmial Brand Name
7iti Mwm (aces) ThomM Rhe (R Vane)
2. CEILING Brand Name johns ManviMe
Bait or Btartlset TypeE
Thtir�atess (mares) 1 Tir®rtta! (RVahtre)
L,oase FM Type Fibergiess _ Brand Now johm MdRdle- .
C *acWft min. bmWi d weights st - -L6 I Slb. Thiaa s S mares.
AAarm&dunWfs IrtsWW wrdght`Per square footto adtieve M mel ResWom (R V")
3 EXTERIOR WALL
4. RAISED FLOOR lD
Mil ShIntass soft
Thtldcreers fes)+ `
5. SLAB FLOOR I PERhhAE ER
Matodal
TIIrr�Qta!86 '
perimel" Irlmlawn D *tb a
S. FOUNDATION WALL
Material
'[hidutess (int�sl ',
DECLARATION
Brmrd Ndme latms •Jlafit+ilLp
I hereby eedWy gotthe abOve atsrnrabon was rtmmea m mm
Rwie�ns= onthe a
c.L�ISI�Iso
Thermal R (R I
Brand Name
Thenal ReIm
Brand Nam
Thenrtal Rhe (R%Wf 11D)
LOOM INSULATION co.. INC.
(cm am) or OwnloWuer
�it:.,:,1! t �-iTi�i►.�att�r-cti�7 t!'�al� -
slonam, Dow r
(;etteral ctor(Ce. ane) Or
PA.SI93D
FmdRh>h^CA 00
r
INTER -DEPARTMENTAL MEMORANDUM �� ~
TO: BUILDING IVISIO , OROVILLE - (�
FROM: ENVIR. HEALTH, CHICO
DATE: `
RELEASEE ?ALTH HOLD ON BUILDING FINAL FOR:
OWNER NAIYM: �� Ada SEPTIC: L,--" WELL:
AP# (� � %D--It1l) ADDRESS/LOCATION: lz
Comments:
GVmemos/mleasehold
Mar 0514 08:05a P.
(:OUNTY OF BUTTE
BUILDING DIVISION
DEPARTMENT OF DEVELOPMENT SERVICES
411 Main Street • Chico; CA •.(530) 891-2751
7 County Center Drive • Oroville, CA (530) 538-7541
CORRECTION NOTICE
A6 ,.
OWNER PERMIT NO.
A routine inspection indicates that the following violations of butte county Ordinances exist at the
above address and should be correcled. Please notice this office when correction of work is
completed. If you have any questions pertaining to this matter, or need additional explanation,
'please contact this office immediately.
t
�l
CLAIMS JOHNSON, CASp
Supervisor, Building Inspector
UTr
0 0
Land of Natural Wealth and'Reauty
DEPAR ME rTr OF DEVELOPMENT SERVICES
o 0
0 c
7 COUNTY CENTER DR. • OFtOVa1E, CA 95965
0
[530) 538.7601 MAIN (530) 538-5367 DIRECT
CQu N'��
(5301538.7785 FAX
WEBSITES: www. buttemuntynet/dds • www.buttegeneralplan.net
E-MAIL: djohnson®buttecnunty.net ,
11
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COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION
7 County Center Drive Oroville, California 95965 •Telephone (530) 538-754 �PERMIT No.
(Rev. t2/96) -;�. APPLICATION AND PERMIT �--�
AS S`ESSOR PARCEL NUMBER 039-210-100
ZONX&O
BUILDING PERMIT
OWNER
TELEPHONE
SO. FT. OCC. BUILDING VALUATION
3254 R 175 716.00
.OWNERS MAILING ADDRESS
1345 BANNING PARK DR, CHIC.0 95998
1191 U 21438.00
CONTRACTOR'S NAME
OWNER
TELEPHONE
1130 C 14,690.00
CONTRACTORS MAILING ADDRESS
CONSTRUCTION LENDER
Fireplace A 1500.00
LENDER'S MAILING ADDRESS
Total Valuation $
ARCHITECT OR ENGINEER
LICENSE NO.
Ellin Fee $ 20.00
Permit Fee $ 1038.50
ARCHITECT OR ENGINEERS MAILING ADDRESS
Plan Checking Fee $ 675-03
BUILDINGADDRESS 9967 EIMMA AVE, CHICO
Energy g Fee $
Ener Plan Checking 23.00
$
PERMIT FEE $ 5
IAT NO.
SUBDIVISIONS NAME
PARCEL MAP
PLUMBING PERMIT Filing Fee 20.00
USEOFSTRUCTURE
SF M Duplex ❑ Mobilehome ❑ Other
SPECIFY
Each Trap 161 7.00 L 12
Solar or heat pump water heater 23.00
Water piping 15.00 15.00
Each gas water heater or vent 15.00
30-00
TYPE OF WORK
New 3P Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑
Describe Work: USE W11 A T'I'ACHED GARAGE
Gas piping stem 1 - 5 outlets 15.00
Building sewer 15.00 1 9 -no
Mobile Home I S I G W 920.00
1
15 00
PERMIT FEE $ 222.00
ELECTRICAL PERMIT Fling Fee 20.00
Main Service z00A VOORR LESS 23.00
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter
9 (commencing with Section 7000) of Division 3 of the Business and Professions Code,
and my license is in full force and effect.
License Class Lic. No.
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractors License
Law for the following reason:
❑ I, as owner of the property, or my employees with wages as their sole compensation,
will do the work, and the structure is not intended or offered for sale.
�( I, as owner of the property, am exclusively contracting with licensed contractors
to construct the project.
❑ 1 am exempt under Sec. Business and Professions Code for this
reason
Main Service 200A TO 1000A 46.00 46-.-0-0-
•0NEW
NEW CONST. DWELLING OCCUP. sD 55.58
OR ADDNS. ( a ACC. BUDS. 3.5QFT.
LE
NEW SID. MULTI.OU ANCH CUTITS @7.50
POWER APPARATUS
a SINGLE OUTLET CIR.
20 ° 1.00
EX. OCCUp.oLmFr OR FIXTURES BAL p .50
Ex. Occup. OUTLETS RES16.OREJU 5.00
Temporary Service 23.00 3.00
Mobile Home Facilities 20.00
Misc. Wiring 23.00
PERMIT FEE S 244.58
WORKERS' COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
❑ 1 have and will maintain a certificate of consent to self -insure for workers'
compensation, as provided for by section 3700 of the Labor Code, for the
performance of the work for which this permit is issued.
❑ 1 have and will maintain workers' compensation Insurance, as required by Section
3700 of the Labor Code, for the performance of work for which this permit is issued.
My workers' compensation insurance carrier and policy number are:
Carrier
MECHANICAL PERMIT Fling Fee 20.00
Heating 25.00
Cooling 25.00
Hood 6.50 6.50
Ventilation 5 4.50 22.50
PERMIT FEE $ 99.00
Policy Number
(rhe above sections need not be completed if the permit is for work of a valuation
of one hundred dollars ($100) or less.)
I certify that in a performance of the work for which this permit is issued, I shall
not employ y person in any manner so as to become subject to workers'
compens n of Calif a d agree that if I should become subject to the
worke nsa 'on rovi ' of sec ' 3700 of the Labor Code, I shall
f C it ose o ' ions.
- Date d
ignature of Applicant - Owner ❑ Contractor ❑ Agen
An OSHA permit is required for excavations over 5'0" deep and demolition or construction
of structures over 3 stories in height.
Mobile Home Installation Fee $
Energy Inspection Fee $ 46.00
Occ
R3/U
CONST. TYPE
VN TOTAL FEE $ 2368.11
HAZ.
D. EES IMP
A tAY
F�4oD
X
CDF
PTCEL
PT
T
X
x10
x
I uE
x
This permit is hereby issued under the applicable provisions
of the Butte County Code and/or Resolutions to do work
indicated above for which fees have been paid.
By D
PERMIT EXPIRES ON J ��
Date
ReceiptNo. 343580/$757.55//353632/$1610.56
WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT
F/
COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION
7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541n P RMIT No.
..Rev.12/96) APPLICATION AND PERMIT �_�___np, -oln I q
ASSESSOR PARCEL NUMBER
20 O
qn
BUILDING PERMIT
OWNER ^ r
N E
OWNER'S MAIU IAq.O/ S
TELEPHONE' �g vg
!
D -i-
SO. FT. OCC. BUILDING VALUATION
OR ADONS.
CONTRACTOR'S ME
TELEPHONE
1
COtTTRACTOR's MAIUNO ADDRESS
CONSTRUCTION LENDER
? O
LENDER S MAILING ADDRESS
�ARCHRECT
Fireplace 2J ILL
Total Valuation S_.-
_ Filing Fee 20.00
OR ENGINEER
LICENSE NO.
ARCHITECT OR ENGINEERS "UNG ADDRESS
Permit Fee 10 .S $
Plan Checking Fee $
BUILDING ADORES -
V� I
-- -- --
Energy Plan Checking Fee $
PERMIT FEE $
LOT NO. SUBDIVISIONS NAME
RCEL PAMAP
PLUMBING PERMITFiling-Feel 20.00
USEOFSTRUCTURE
SF ❑ Duplex ❑ Mobilehome ❑ Other
SPECIFYEach
Each Trap ED01
Solar or heat pump water heater 23.00
Water piping 15.001 00
aas water heater or vent 15.00 •�
TYPE OF WORK
New ❑ Addition ❑ Remodel ❑ Utilities ❑ I Ration ❑ Other ❑
Describe Work:he
---- —
--
Gas piping system 1 - 5 outlets 15.00 �o
Building sewer I 15.00:1
Mobile Home 1 S G W @20.00!
lk-4.00 —
PERMIT FEE $ L.s
ELECTRICAL PERMIT Filing"Fee; 20.00
Main Service 200AOV OR OR LESLEssS 23.00;
�� Aojrva 4t a - Ye vi >%cL)
" PERAAXT FEE PAID
SRA
SHERIFF
OTIMt
1
AAk6VNT RECEII b
s�555
s
"RECWT Nv" t
" TO N SVT 21�'TO CO#.PVM
Main Service
200A TO 1000A j
46.00
NEW CONST.
DWELLING OCCUR I
`
OR ADONS.
( 6 ACC. BU)S. �_
3.SCSO
FT I .
NEW CONST.
NONRESID.
( MULTI OUTLET
BANJCH CIRCUITS 1
@7.50{/�$;
POWER APPARATUS
EX. Occup. OUTLET OR FIXTURES )
I I ' "" t0O'
BAL 4 .SO I
EIC. OCCU FIXED APPLNS. OR
OUTLETS RES10. EA
j
I I 5.00'
Temporary Service
„_..J- 23.00+
Mobile Home Facilities
I 20.00;
Misc. Wiring
23.00;
PERMIT FEE I $
MECHANICAL PERMIT Filing Fee 1 20.00_
Heating S I 4 .
Cooling
a'
Hood6.501
Ventilation tS 4 So ISC
PERMIT FEE I S yy O°
Mobile Home Installation Fee $ _
Energy Inspection Fee $
j DD PE ITOT±L FEE $ d" _
"AZ..FEES 3 IVFY I ELOfJD I CDF PAR EL HD 65L�
This permit is hereby issued under the applicable provisions
of the Butte County Code and/or Resolutions to do work
indicated above for which fees have been paid.
By
Receipt No. PERMIT EXPIRES ON
WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD•APPLICANT
Date
9
COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION
7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140
PERMIT APPLICATION DATA SHEET
OWNER: srat� A l wy C' ASSESSOR PARCEL NUMBER 03 3 -;� I D -100
Proposed Building Use: S4'G fA e' Counter Technician Date:3 -W
Items required in order to apply for a permi . All boxes MUST be checked OR marked NA in order to apply.
1.. Plot plans, 3 or 4 sets, signed by the preparer of the plans.
"V-2. Complete plans, 3 or 4 sets, signed by the preparer of the plans.
3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations.
.4. Engineered truss details and layouts in duplicate. No faxes!
5. Energy compliance design and'supporting documentation in duplicate.
❑ 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or
foundation plans, all in duplicate.
❑ 7.. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate.
(D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer.
rr
Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The perm it will be
indexed and returned to the plan review line-up when required items are received.
Date Received By
❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................
❑ 9.• Plot plan and business license approval from the City of Biggs.................................s...
❑ 10. Letter of intent for non-residential buildings..............................................:..;r"r.....
.�r
❑ 11. Detached Accessory Building Form filled out by the owner ......................... t' ..........
❑ 12. Hazardous Material Form..............................................................orf .............
❑ 13. Other
Reqiaijung items needed to issue the permit. (May require additional plan review upon receipt of the following items.)
Fees as shown on the attached Schedule of Fees Due Sheet........:.... .................
15. Statement of Intent for Non -heated and A/C Buildings ........................................•...
16. Sanitation and plot plan approval from the Environmental Health Department in ( 001
17. City of Chico Plumbing permit........................................................................
❑ 18. California Department of Forestry plan approval ❑ paid. Sent by: ......................
❑ 19. Planning approval for (A) Use: D f17, (B)Parking: (C) Parcel Check:
-❑ 20. Contact Land Development about ❑ Improvements, ❑ Drainage ...............................
1. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to°loccupancy).Gj�
❑ 22. Pre -Inspection for I required ................
❑ 23. Contractor's license information. (Number, Name Style, Classification) ......................
F124. Worker's Compensation Carrier aid Policy Number ..............:.............:................
-: l`�f 25. Owner -Builder Verification (C 'Given to owner, ❑ Mailed to owner) .....................
❑�6. Letter of Signature authorization....................................................................
Ir/� 27. Recorded copy of Agricultural Acknowledgment Statement ....................................
❑ 28. Manufactured home utility clearance...............................................................
❑ 29. Existing violations and/or expired permits.........................................................
❑ 30. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $
❑ 31. Other: 11
When isstied Telephoned and hold for pickup.
I have been informe f tbAbove,ite- d regYrements for obtaining a building permit. }
i
Applicant:_ Date: a0ocz-
1. Index permit application for the above items numbered: an Check Letter
2. Additional items required
Contractor, designer, owner, was advised of the above dat y ❑ phone, ❑ mail, ❑ counter, by Date:
Contractor, designer, owner, was advised of the ab ve data by ❑ phone, ❑ mail, ❑ counter by Date:
Plans reviewed by: Date: Z Plans approved by: ate: SDZ
Structural reviewed by: Date: 2 Structural approved by:
;� ..� OZ
Note transfer by: Date: ,$� f
Yellow: Building Division
t
TO:
Building Department
FROM:
Environmental Health
SUBJECT:
Sanitation Clearance
E.H. USE pmLy
Plot Plan Attechad
'C ^� Yrtaa3 Plan A L .ad
San to G.D. /
0 C;)- _0(�2 / ?
, rZ�rD J.r&,4 034 -aio _lei?
Owner Location AP#
Plan Approved for: Sewage Disposal Water Supply: Public r'33 Private Well
Clearance for dwelling. Other
Rbld final for: J i %>LL X,4P_Q%t W4_
Final clearance O.K. for:
NOTE:
8/96
Date
COUNTY -OF BUTTE
DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION
7 COUNTY CENTER DRIVE, OROVILLE CA 95965 TELEPHONE (916) 538-7541
SCHEDULE OF FEES DUE'
OWNER 0 6 /Award A.P. #63q_Ueo -160
PROPOSED BUILDING USE v A ie DATE
RECEIPT # DATE REC
1. BUILDING PERMIT FEES •'/ . U
S
-- Balance Due ................ $ ��
-- Additional Fees Due ........... $
-- Additional Fees Due ........... $
-- Revised Plan Checking Fee ....... $
2. SCHOOL DISTRICT FEES { /1'1 L�l11 PeA
�. (paid at District Office)
3. SHERIFF FEES (paid at Building Di, ij
Residential ........ $360.0 = $
Units
Commercial (sq.ft.)... x $0.03 = $
Sq. Ft.
4. URBAN AREA FEES (paid at Building Division)
Residential (per unit) . X: _ $,
#Units Amt.
Commercial (sq.ft.) .. x =$_
Sq Ft Amt.
,�h. KRer
Z -W 5. RECREATIONDISTRICT FEES (paid at District Office)
6. THERMALITO DRAINAGE DISTRICT FEES
$510.00 (paid at Building Division)
7. SRA FIRE INSPECTION AND PLAN CHECK
$89.00 (paid at Building Division)
8. WATER TENDER FEES (Battalion # )
$200.00 (paid at Building Division)
9. CSA 87 'TRAFFIC FEE $2500.00 (paid at Building Division)
10. OTHER
At time of permit application, 10 advised the above
These fees may be changed du �g_ lan ch ngj
are required to be paid prior to issuance of the building permit.
i''ON
APPLICANT-
%tomW..00_L.�
� v
��
Pursuant to Government Code Section 66020, you are hereby notified that items 2,3,4,5,6,8,9, and 10 above may have been imposed on your
project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may
protest. The requirements for a protest are specified in Government Code Section 66020(a).
Original -Building Div. 2nd Copy - Applicant 3rd Copy - Owner + (Rev. 2/97)
OWNER -BUILDER VERIFICATION
Attention Property Owner:
An "owner -builder" building permit has been applied for in your name and bearing your signature.
Please complete and return this information at your earliest opportunity to avoid unnecessary delay
in processing and issuing your building permit. No building permit will be issued until this
verification is received.
0I personally plan to provide the major labor and materials for construction of the proposed
property improvement: YES ❑ NO ❑
2. I HAVE 9, HAVE NOT ❑ signed an application for a building permit for the proposed work.
I have contracted with the following person (firm) to provide the proposed construction:
NAME:
ADDRESS: CITY:
PHONE: CONTRACTOR'S LICENSE NO.
4. I plan to provide portions of this work, but I have hired the following person to coordinate,
supervise, and provide the major work:
NAME:
ADDRESS:
CITY:
PHONE: CONTRACTOR'S LICENSE NO.
5. I will provide some of the work but I have contracted (hired) the following persons to provide
the work indicated:
NAME ADDRESS PHONE TYPE OF. WORK
SIGNED:
PROPERTYOWNER:
DATE)6 31.Xo1o.2_
NOTE: This Owner -Builder Ver (cation is required by Section 19831. and 19831 of the
California Health and Safety Code. This verification must be completed and
returned to our office before we are permitted to issue the permit.
OVER
OWNER BUILDER INFORMATION I
Dear Property Owner:
An application for a building permit has been submitted in your name listing yourself as the builder of property
improvements specified.
For your protection, you should be aware that as "owner-buildee, you are the responsible parry of record on such
a permit. Building permits are not required to be signed by property owners unless they are personally performing their
own work. If your work is being performed by someone other than yourself, you may protect yourself from possible
liability if that person applies for the proper permit in his or her name.
Contractors are required by law to be licensed and bonded by the State of California and to have a business
license from the city or county. They are also required by law to put their license number on all permits for which they
apply.
If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should
be aware of the following information for your benefit and protection:
♦ If you employ or otherwise engage any persons other than your immediate family, and the work (including materials
and other costs) is S300 or more for the entire project, and such persons are not licensed as contractors or
subcontractors, then you may be an employer.
♦ If you are an employer, you must register with the State and Federal Governments as an employer and you are
subject to several obligations including *state and federal income tax withholding, federal social security taxes,
workers compensation insurance, disability insurance costs, and unemployment compensation contributions.
♦ There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious
with respect to worker's compensation insurance.
♦ For more specific information about your obligations under Federal Law, contract the Internal Revenue Service (and,
if you wish, the U.S. Small Business Administration). For more specific information about your obligations under
State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents.
If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their
work personally or through their own employees, without a licensed contractor or subcontractor, only under limited
conditions.
A frequent practice of unlicensed persons professing to be contractors is to secure an "owner builder" building
permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building
permits are not required to be signed by property owners unless they are performing their own work personally.
Information about licensed contractors may be obtained by contracting the Contractors State License Board in your
community or at 1020 N Street, Sacramento, CA. 95814.
Please complete the "Owner Builder Verification" on the reverse side of this form so that we can confirm that you
are aware of these matters. The building permit will not be issued until the verification is returned.
IMirely,
el C. Vi ira, C.B.O.
ger, Building Inspection
NOTE: This Owner -Builder Information is required by Section 19830 of the California Health and Safety Coda
OVER
IRAN REVIEW RESPONSAORM
n order to expedite the review of your plans, please Complete the following information and return this form with your r*.VAWgtt9L if
`us form is not complete, as to all correction items, we will not be able to accept your re -submittal for review. T3ese mntit be a valid
: tspoase to every item requested in our plan correction letter. "By others" is not considered a valid response: please your
:2spoase to each item and the location where the information can be found on the plans/calcs.
ATTACH THIS FORM TO A COPY OF YOUR PLAN REVIEW LETTER AND RETURN WITH REVISED AND ORMWIAL PLANS,
DWNERS NAME _ _ _ DATE:
0313-- i-0 - I OO
?ESPONSE FOR PLAN CHECK LETTER DATED:
APRIL a6, X000-
D�
IYCRMII 1'IVMOClC :� ,
O �
?LAN CHECK #
No S c�vR��'
RESPONSE BY.
SCoT Lc,�f� (J
2
LOCATION ONf- -ro 40 J5E 1::,1kF `WR fl
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LOCATION ON PLANS/CALCS:
GAQRU�- STOaC�F- iQooM
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.OMMENTS: PERov n'
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RESPONSE BY:
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�OMMENTS: rt4k �"
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PLAN CHECK ITEM #
Nott STfZcJC,Tvi� L
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RESPONSE BY:
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LOC ION ON PLANS/ ALCS:
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COMMENTS: vo' ue
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PLAN C ECK ITEM # RESPONSE BY: CATION ON PLANS/CALC : t
quo ST'�CTtv�J'� -C.cJ�}2Z) LOCATION ss U2hw► Qeis
�'
ZOMMENTS: v " I.1 '
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PLAN CHEC ITEM # RESPONSE BY: LOCATION N PLANS/CALC '
s v RPf� UbAkD �,J2)A� o� PLA&)
1COMMENTS: O KF— w 1 ^E OTWS
JT—
RESPONSE FOR PLAN CHECK LETTER DATED:
`
PLAN CHECK ITEM #
RESPONSE BY:
LOCATION ON PLANS/CALCS:
COMMENTS:
PLAN CHECK ITEM #
RESPONSE BY:
LOCATION ON PLANS/CALCS:
COMMENTS:
PLAN CHECK ITEM #
RESPONSE BY:
LOCATION ON PLANS/CALCS:
COMMENTS:
PLAN CHECK ITEM #
RESPONSE BY:
LOCATION ON PLANS.ICALCS:
COMMENTS:
PLAN CHECK ITEM #
RESPONSE BY:
LOCATION ON PLANS/CALCS:
COMMENTS:
PLAN CHECK ITEM #
RESPONSE BY:
LOCATION ON PLANS/CALCS:
COMMENTS:
PLAN CHECK ITEM #
RESPONSE BY:
LOCATION ON PLANS/CALCS:
COMMENTS:
0 •
April 26, 2002
5,2 -02
Scott Alward
1345 Banning Park Drive
Chico, CA 95928
Department of Development Services
Building Division
7 County Center Drive
Oroville, CA 95965
(530) 538-7541 (530) 538-2140 FAX
Assessor Parcel Number: 039-210-100
Building Permit Number: 02-0619
Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan
examiner's comments are listed below. Please respond in writing to each item by completing and
returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will
expedite the re -check and approval of this project.
NPN -STRUCTURAL COMMENTS:
The room labeled as "garage storage room" is, according to code, residential living space.
Occupancy is determined by use with a garage defined as parking and storage of vehicles. As this
area cannot meet this definition and it is a room that is to be occupied, it is residential, habitable
space. This room meets light and ventilation requirements, is insulated and window area is included
in the energy calculation. It will be included in fees for residential space and is included on your
school fee form.
Both a vertical and horizontal firewall assembly must be provided between the house and garage
because of the bearing of the trusses.'I will note the plan for requirement for all walls and the ceiling
of both garages to be provided with 5/8h"s Type X sheetrock, with supports at 16 inches on center and
1-3/8`h's inch solid -core, self-closing doors at three locations.
Identify framing and attachment for roof of the "gate" to the right of the garage.
Truss layout does not indicate the location of truss BPI and BP 2 -provide location.
STRUCTURAL COMMENTS:
0 . Provide posts and footings to support the 11.8k and 12.Ok C 1 girder truss reactions.
?
1T If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00
p.m. and 4:00 p.m., Monday through Friday. To discuss non-structural items, ask for Martha. Philo will
answer your structural questions.
Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you
applied for your permit.) The counter staff will answer any questions concerning the Data Sheet.
Martha Christy Philo Hunt, P.E.
Plans Examiner Plan Check Engineer
Cc: Dan Dobbie, P.E.
1 of 1
o o RESIDENTIAL PLAN
° REVIEW GUIDE
o
° c SINGLE FAMILY, DUPLEX AND
[+,. - �� MISCELLANEOUS ONLY
O[Lk_�
Owner:
Building Permit Number:
OZ-o(oli
Plans Examiner::Wartha Christy A. P. Number: 10 2(d — (00
GErE&-kL:
�1! Zoning requirements — (number of permitted living units).
Plans signed by the designer.
ffep/L6-� wa-u-J&w"
j� Proper description of work on the application.
Existing violations on the property./
Recorded notice of violation.
6.• Building permit valuation.
LOT PLAN:
/l! Complete parcel size and dimensions.
Setbacks, side vard, easements, etc. r �, �'� �`Z� eGAJ
Other buildings or structures.
Grading, fills and/or drainage. ,l//Wt
Flood hazard. Y - Q-Q.�
Special conditions on Parcel Map:
� Noise El SRA ❑ Fire Sprinklers ElWater Tender C—)ffi
Trac and Drainage fees C3 Federal Aid Route and/or Federal Aid Secondary Route setback requirement.
XBuilding or utilities across lot lines (Lot merger approval by Butte County Land Development)
FLOOR PLAN:
Plans and specifications drawn to scale with dimensions and of sufficient clarity (UBC section 106.3.3).
10% of natural light and 5% of ventilation (Uniform Building Code section 1203).
Escape or rescue windows shall have a minimum net clear openable area of 5.7 square feet. The minimum net
clear openable height dimension shall be 24". The minimum net clear operable width dimension shall be 20".
Q L� When «indows are provided as a means of escape or rescue, they shall have a finished sill height not more than
I � 44" above the floor (Uniform Building Code section 310.4).
Skylights (Uniform Building Code section 2409 & 2603.7).
. k Glazing in Hazardous locations (Uniform Building Code section 2406).
,fir Habitable space shall have a ceiling height of not less than 7 feet 6 inches except as otherwise permitted in this
section. Kitchens, halls, bathrooms and toilet compartments may have a ceiling height of not less than 7 feet
measured to the lowest projection from the ceiling (Uniform Building Code section 310.6.1).
,;K All habitable rooms except kitchens shall have an area of not less than 70 square feet and not less than 7 feet in
any dimension (Uniform Building Code section 310.6.2 & 310.6.3).
,8! GFCI in baths. garage, kitchen, wet bar, and exterior receptacles (NEC 210).
Water heaters which depend on the combustion of fuel shall not be installed in a room used or designed to be
used for sleeping purposes, bathroom, clothes closets or in a closet or other confined space opening into a bath
or bedroom (Uniform Plumbing Code section 509.0).
J> Fuel burning equipment shall not be installed in a closet, bathroom or a room readily usable as a bedroom, or in
room compartment or alcove opening directly into any•of these (Uniform Mechanical Code section 304.5).
11. arage firewall separation - required on nside including supporting walls and posts (Uniform Building
ode section 302.4 exception #3). *i L449tl
12. Under no circumstances shall a private garage have any opening unto a room d for sleeping purposes
(Uniform Building Code section 312.1).
Wood stove location - Alcove — UMC section 205 confined space & 223 unconfined space & 304.2).
Smoke detectors (Uniform Building Code section 310.9.1).
Page 1 of 2
-f3rJ
15. Water closet clearances (Uniform Plumbing Code 408.5).
16. Shower compartment minimum 1024 sq. in & 30" circle (Uniform Plumbing Code 412.7).
17. Bearing walls shall be supported on masonry or concrete foundations that shall be of sufficient size to support
all loads (Uniform Building Code section 1806.3).
STRUCTURAL DETAILS:
1. Braced wall panels shall start at not more than 8 feet from each end of a braced wall line. Braced wall panels
must be in line or offset from each other by not more than 4 feet (UBC section 2320.11.3). Spacing shall not
exceed 34 feet on center in both the longitudinal and transverse directions (UBC section 2320.4.1.) Braced wall
lines must be continuous throughout the structure.
2. A California licensed architect or registered engineer must prepare a lateral analysis for the area of the building
that do not comply with the Uniform Building Code. This must include the designer's "wet" stamp, signature,
registration number and expiration date on all sheets of plans depicting the designed elements and cover sheets
of calculations.
3. Clerestory requiring balloon framing and/or engineering.
4. Foundation plans complete enough to construct building (Uniform Building Code Table 18 -I -C).
5. Floor construction details complete enough to construct building. -
�Elevations and wall construction details complete enough to construct building. �t Ql✓l (D�� �z�CIO()
7. Roof construction details complete enough to construct building. Ct - P S
S. Fireplace construction details and calculations if necessary.. nA °{TV
9. Garage door header size(s).
10. Porch header size(s). 1�
11. Typical header size(s).
12. Stud heights.
13. High expansive soil - special foundation design required.
14. Retaining walls requiring design.
15. Gypsum wallboard nailing inspection required.
If the area below the lowest floor is fully enclosed, than a minimum of two openings are required with a total
net area of at least one square inch for every square foot of area enclosed with the bottom of the openings no
more than one foot above grade. Alternatively. certification may be provided by a registered professional
engineer or architect that the design will allow equalization of hydrostatic flood forces on exterior walls.
Building must be designed and anchored to prevent floatation, collapse or lateral movement. Construction
design requirements must be shown on the building plans.
Electric, heating, ventilation, plumbing and air conditioning equipment and other service facilities shall be
designed and/or located so as to prevent water from entering or accumulating with the components during
conditions of flooding.
AHSCELLANEOUS ITEMS:
1. Stairway details - landings, rise and run head clearance, handrails (Uniform Building Code section 1003).
2. - Guardrails (Uniform Building Code section 509).
3. Brick or stone veneer (Uniform Building Code section 1403).
4. Exterior plaster - weep screeds (Uniform Building Code section 2506.5).
5. Roof pitch for roof covering (Uniform Building Code Table 15-B-1& 2, 15-D-1 & 2).
6. Foam insulation - protection.
7. 36" halls and stairways (Uniform Building Code section 1004.3.3.2).
8. Two exits on three - story dwellings (Uniform Building Code section 1004.2.3.2).
9. Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7).
10. Attic access and ventilation (Uniform Building Code section 1505).
11. Sound requirements.
12. Energy design compliance and supporting documentation.
13. CDF responsible area requirements.
BUMDING PERMIT REQUIREMENTS:
1. ❑ SRA.
2. ❑ Flood elevation certificate.
3. ❑ Fire Sprinklers required.
4. ❑ Special Inspection requirements.
5. ❑ Use Permit conditions.
6. ❑ Sub -Standard Housing lencr.
Paee 2 of 2 40
PROJECT PROCESSING RECORD
Applicant: �waft—cf ,,
Owner:
A.P. #: Q 31 - 21O —1 OQ Permit #:
Work Description:
Date Description of Step or Status
e-
o�
�,ti• n.•, �,G .t :lr�>�., , F _ Y . _.. rr. #� .rn ._ :r= ""� .. �'�"4::a4 re�..�!�i„f" ti:4
-
1
BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM
` -
(One form per Building),
School District
-Building Department No.
A.P. Number V
100 Jurisdiction: City lCounty
Cx A I ✓
Property Owner
d WQ
t t
En.L"ry]L
Property Location/Address
Subdivision
Lot No.
Residential Development
....................................... :.......... ..................................................... :............
0 Sq. Footage 3 a 5
No of Living Mobile Home Addition/ 'Supplemental to (Group R)
Units Installation Conversion Permit #
*(NO foundation inspection): ,
Commercial/Industrial
Sq. Footage
New Addition (Including Exterior
Roofed Areas)
Building Department Representative Date
(moor runs reviewed ov scnooi uistnct
District Identification No./►-
PQAWI:tM 0 J/ /'/C-7> School District certifies that
(Applicant)
/0939- /77 40-1 App
(Street Address) (Phone Number)
cat it? o 9a9.1
(City) t - j (State) �1 (Zip Code) y
has complied with the requirements of Resolution No. �d 'T by payment of $ (, 4,'/.0- 70
representing
School District Rei
3� ✓moi square feet.
M
Paid by Check # / Remarks:
AB 2926 $
FULL MITIGATION j . - . $
Date
Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with
Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will)prohibit
you from challenging the imposition of the fees in any,court action. f
If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is
notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA),
this project may be subject to additional school fees to fully mitigate its impact on the school district's schools.
White (applicant), Yellow (building department), Pink (school district) feeform.xls (10/981dmm
„���.......;,�•`"�y-•$Fid{�%Y��'ti'��'""�'�wlrrt'►�'1"'���'*•a�:..+..t�`��.':.W';-.�';�..tty"r`}�'''��+a��"`;'Aj�J�' �-�{'�ra�"i7ai5'`�+,�'�j�%i"^^�.'"��
BUTTE COUNTY PARK FACILITY FEE PAYMENT CERTIFICATION FORM
Ap... DURHAM RECREATION AND PARK DISTRICT
Assessor Parcel Number (s): U 2 1 o- I U o
Property Owner (s): O
Project Location/Address: L"- m w Q Avt, C464 ZD
Subdivison Name: Assessable Square Footage: -325q-
Type
25`1
Type of Residential Development (check one):
New Development ❑ Afteration/Addft.ion Mobile Home (s) Non -Residential to Residential
. y Comments: • • E, ,' '.. �.� � .:�.'>; .. � ..
l �
Building Division F4e.oresentative Date
Durham Recreation and Park District (DRPD) certifies that
an++ -- ice rbaz.ra -ll uard 5(a (a - 9' 218
Applicant Name Applicant Phone Number
1-3 y 5 _1- ca_n n i' n Q I fork Or
Street Address
O c.o G3 95 zg
City State Zip Code
4.
a has complied with the requirements of the Butte County Board of Supervisors Resolution No.
93 - 114 by payment.for 3�5� square feet at $ 1.04 per square foot for a total payment
of $ 3,3Sy•
0 1k (41 10 b OX-)
'RPD Representative Date
PAID BY CHECK No.: Remarks:
BANK No.: 1 D - -7 l to -2--
PAI D
.PAID BY CASH:
RECEIPT No.: (S IZ$
DISTRIBUTION: WHITE - APPLICANT PINK - DRPD YELLOW - BUTTE CO. BUILDING DIVISION
a
AND WHEN RECORDED MAIL TO:
BUTTE COUNTY BUILDING DIVISION
7 COUNTY CENTER DRIVE
OROVILLE, CA 95965
2002-00 1 S77 1
Recorded
Official Records
CoBPEf
CANDACE J. GRUBBS
Recorder
ROSEMARY DICKSON
Assistant
01:48PM 28 -Mar -2002
REC FEE 10.00
CONFORM .00
Alyce
Page i of 2
AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT
FOR RESIDENTIAL DEVELOPMENT
Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The
property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this
property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to
herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation,
plowing, spraying, priming, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established
agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience
or discomfort from normal, necessary farm operations.
All that real property situate in the County of Butte, State of California, described as follows:
Date d
State of California
ZaOzo ro- A l•oarc
County of , ,Q U
On 3L2,9 O Z before me, `/ J - � i Gl f,� � l / � c)
personally appeared 5C.6-rT fl /W A -r2 4.4personally
(mown to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within
instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by
his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the
instrument.
WITNESS naLnand offici sealSignature Seal:
KARV J. BIDWELL
ConuN Non 81201170 Mtr CPS
p� Notary PuW1c
A.P. # J �/ `4®-O�S� Butte County, CaNtorrdo 10
My Cwwftston Exp. WV. d, 2002
EXHIBIT'W'
DESCRIPTION
ORDER NO. BU -189883 TB
THE LAND REFERRED'TO HEREIN IS SITUATED IN THE STATE OF CALIFORNIA,
COUNTY OF BUTTE, AND IS DESCRIBED AS FOLLOWS:
PARCEL 1, AS SHOWN ON THAT CERTAIN PARCEL MAP, RECORDED IN THE
OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA,
ON JULY 13, 1983,•IN BOOK 93 OF MAPS, AT PAGE(S) 19 AND 20.
EXCEPTING THE EASTERLY 3.0 FEET AS DESCRIBED IN DEED, EXECUTED BY
CHEROKEE FARMS, INC., A CALIFORNIA CORPORATION, IN FAVOR OF COUNTY
OF BUTTE, RECORDED JULY 13, 1983, IN BOOK 2844, PAGE 274, OFFICIAL
RECORDS.
AP 039-210-100-000
aD DANIEL J. DOBBIE
QQ Professional Engineer
20 Mayfair Drive
Chico; CA,95973-0707
Phone/Fax (530) 345-4743
1;_�Ov�_O�
0 391ep/0 —106
PROJECT SCOPE:
Page: 1
Job No: 1047
Date: December 2001
Alward Residence
PROVIDE ENGINEERING FOR A ONE STORY WOOD FRAMED HOUSE. DESIGN BEAM
AND HEADER FRAMING SUPPORTING THE TRUSSED ROOF INCLUDING POSTS AND
FOOTINGS. DESIGN THE FLOOR FRAMING, FLOOR GIRDERS, AND FOOTINGS.
PERFORM A SEISMIC/WIND ANALYSIS AND DESIGN THE ROOF DIAPHRAGM AND
CHORD TIES. DESIGN THE SHEAR WALLS AND CHECK FOR OVERTURNING. DESIGN
DRAG TIES AND PROVIDE DRAG LOADS FOR TRUSS DESIGN. ROOF TRUSS DESIGN
SHALL BE PROVIDED BY THE SUPPLIER.
DESIGN DATA:
UNIFORM BUILDING CODE
SEISMIC ZONE
WIND SPEED
WIND EXPOSURE
CONCRETE COMPRESSIVE STRENGTH (f c)
REINFORCING STEEL YIELD STRENGTH (fy)
GLUE -LAMINATED BEAM COMBINATION SYMBOL:
SIMPLE SPAN BEAMS
CONTINUOUS AND CANTILEVERED BEAMS
WOOD FRAMING SPECIES
GRADING AGENCY
ALLOWABLE SOIL BEARING PRESSURE
ROOF LOADING (SLOPE 6:12)
ROOFING TILE
1�0..H
PLYWOOD
2.0 PSF
FRAMING
3.5 PSF
5/8" GYP BD CLG
2.8 PSF
INSULATION
0.7 PSF
MECH/ELEC/MISC
1_0 PSF
DL =
20.0 PSF
LL =
16.0 PSF
1997 EDITION 4
ZONE 3 0
75 MPH
EXPOSURE
2500 PSI c
60 KSI
24F -V4
24F -V8
DOUGLAS FIR LARCH
WWPA
1000 PSF
FLOOR LOADING
PLYWOOD
2.5 PSF
FLOOR JOISTS
1.2 PSF
INSULATION
0.5 PSF
MECH/ELEC/MISC
1_8 PSF
DL =
6.0 PSF
LL =
40.0 PSF
BUILDING DEPARTMEW
APPROVED
S/zl0 Z 7;.>/Y�
G/ LLiE
i
DANIEL J. DOBBIE Page: 2
aD Professional Engineer Job No: 1047
20 Mayfair Drive Date: December 2001
Chico, CA 95973-0707
Phone/Fax (530) 3454743 Alward Residence
TYPICAL FLOOR JOIST
SIMPLE SPAN, REPEDITIVE, DL + LL LOAD CONDITIONS
DESIGN DATA:
JOIST SPAN (L)
12 FT
JOIST SPACING (s)
24 IN
LIVE LOAD (LL)
40 PSF
DEAD LOAD (DL) (INCLUDING WT. OF JOISTS)
6 PSF
UNIFORM LIVE LOAD (wll)
0.080 KLF
UNIFORM DEAD LOAD (wdl)
0.012 KLF
TOTAL UNIFORM LOAD (wtl)
0.092 KLF
RESULTS:
END REACTION (Rdl) (DL+LL CONDITION) 0.55 KIPS
MAXIMUM BENDING MOMENT (DL+LL CONDITION) 1.66 KIP FT
MAXIMUM SHEAR (DL+LL CONDITION) 0.48 KIPS
JOIST DATA: BOISE CASCADE 91/2" BCI/400 JOIST
JOIST DEPTH (d) 9.5 IN
JOIST RESISTIVE MOMENT (Mr) 2.158 KIP FT OK
JOIST RESISTIVE SHEAR (Vr) 1.375 KIPS OK
EI VALUE (EI) 145000 KSI
K VALUE (K) 5100 KSI
DEFLECTION:
TOTAL LOAD DEFLECTION 0.327 IN
SPAN/DEFLECTION RATIO (TL) L/ 440
LIVE LOAD DEFLECTION 0.285 IN
SPAN/DEFLECTION RATIO (LL) L/ 506
TYPICAL FLOOR JOIST: BOISE CASCADE 9 1/2" BCI/400 JO@3,T'
@ 24" o.c.
DANIEL J. DOBBIE Page: 3
aD Professional Engineer Job No: 1047
20 Mayfair Drive Date: December 2001
Chico, CA 95973-0707
Phone/Fax (530) 3454743 Alward Residence
TYPICAL FLOOR BEAM
DESIGN DATA:
MAX SPAN LENGTH (L)
7 FT
TRIBUTARY WIDTH (W)
12 FT
TRIBUTARY AREA (Atrib)
84 SQ FT
LIVE LOAD (LL)
40 PSF
DEAD LOAD (DL)
6 PSF
TOTAL LOAD (TL)
46 PSF
BEAM WEIGHT (wb)
0.025 KLF
CONCENTRATED LOAD NOT AT MIDSPAN (Pconc)
0 KIPS
LOCATION Pconc FROM LEFT SUPPORT (>L/2)
0 FT
UNIFORM DEAD LOAD (wdl) wdl = W*DL + wb
0.097 KLF
UNIFORM LIVE LOAD (wll) ,
0.480 KLF
TOTAL UNIFORM LOAD (wtl)
0.577 KLF
CONCENTRATED LOAD MIDSPAN (Pms)
0.00 KIPS
RESULTS:
RIGHT REACTION (Rr)
2.02 KIPS
LEFT REACTION (RI)
2.02 KIPS
LOCATION ZERO SHEAR FROM LEFT SUPPORT (z)
3.50 FT
MAXIMUM BENDING MOMENT DUE TO Pconc (Mconc)
0.0 KIP FT
MAXIMUM BENDING MOMENT DUE TO UDL (Mw)
3.5 KIP FT
MAXIMUM BENDING MOMENT DUE TO Pms (Mms)
0.0 KIP FT
TOTAL BENDING MOMENT (Mtot)
3.5 KIP FT
TRIAL SIZE: 4 x 10 #2
BEAM DEPTH (d) 9.25 IN
BEAM WIDTH (b) 3.5 IN
MOMENT OF INERTIA (1) 230.8 IN^4
RESISTIVE SHEAR BASE VALUE (Vr) 2.05 KIPS
RESISTIVE MOMENT BASE VALUE (Mr) 4.36 KIP FT
LOAD DURATION FACTOR ADJUSTMENT:
LOAD DURATION FACTOR (Cd) (SNO,ROOF, EQ, IMP)
1.00 NORMAL
MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12)
1.57 KIPS
FINAL RESISTIVE SHEAR (Ve) Vr' = Vr * Cd
2.05 KIPS OK
FINAL RESISTIVE MOMENT (Me) Me = Mr * Cd
4.36 KIP FT OK
DEFLECTION:
DEFLECTION DUE TO Pconc (Dconc)
0.000 IN
DEFLECTION DUE TO wtl (Dwtl)
0.084 IN
DEFLECTION DUE TO Pms (Dms)
0.000 IN
TOTAL DEFLECTION MIDSPAN (Dt)
0.084 IN
DEFLECTION/SPAN RATIO
L / 995
TYPICAL FLOOR BEAM: 4 x 10 #2 (7' -0" MAX SPAN)0
a'
aD DANIEL J. DOBBIE Page: 4
Q Q Professional Engineer Job No: 1047
20 Mayfair Drive Date: December 2001
Chico, CA 95973-0707
Phone/Fax (530) 345-4743 Alward Residence
TYPICAL FLOOR FOOTING
DESIGN DATA:
ALLOWABLE SOIL BEARING PRESSURE
1000 PSF
CONCRETE COMPRESSIVE STRENGTH (fc)
2500 PSI
REINFORCING STEEL YIELD STRENGTH (fy)
60000 PSI
LOAD DURATION FACTOR (CD)
1.00 SEISMIC
LOADING DATA:
6.77 KIPS
POINT DEAD LOAD (Pdl)
0.34 KIPS
POINT LIVE LOAD (PII)
3.70 KIPS
POINT TOTAL LOAD (P)
4.04 KIPS
FOOTING SIZE: FOOTING THICKNESS (t)
12.00 IN
AREA REQUIRED FOR BEARING (Areq)
4.04 FT^2
SIDE LENGTH FOR SQUARE FOOTING (L)
2.01 FT
USE SQUARE FOOTING SIZE:
2.00 FT
FOOTING DESIGN:
REINFORCING DEPTH (d) d = t - 3.25
8.75 IN
STRENGTH REDUCTION FACTOR (phi)
0.9
ULTIMATE DEAD LOAD (Pudl) Pudl = Pdl * 1.4
0.48 KIPS
ULTIMATE LIVE LOAD (Pull) Pull = PII * 1.7
6.29 KIPS
ULTIMATE LOAD (Pu)
6.77 KIPS
RESULTANT ULTIMATE SOIL PRESSURE (qu)
1.692 KSF
ULTIMATE MOMENT (Mu)
0.4229 KIP FT
REINFORCING STEEL RATIO (p)
0.00005 < pmin
USE: REINFORCING STEEL RATIO (p') p'= p*1.33
0.00007
AREA OF REINFORCING STEEL REQUIRED (Asreq'd)
0.014 IN ^2
USE: 2 - #4 As
= 0.40 IN^2
TWO WAY SHEAR:
LENGTH OF SQUARE BEARING (Lb) (ONE SIDE) 8.00 IN
ULTIMATE TWO WAY SHEAR (Vu): 3.47 KIPS
ALLOWABLE SHEAR FOR CONCRETE (phiVc) 99.66 KIPS
NO SHEAR REINF REQ'D
TYPICAL FLOOR FOOTING: 2' - 0" SQUARE x 12" THK. FOOTING,
W/ 2- #4 EACH WAY
aD DANIEL J. DOBBIE .
Professional Engineer
20 Mayfair Drive
Chico, CA 95973-0707
Phone/Fax (530) 345-4743
BACK & FRONT PORCH BEAMS
SIMPLE SPAN BEAM
DESIGN DATA:
SPAN LENGTH (L)
TRIBUTARY ROOF WIDTH (Wr)
ROOF DEAD LOAD (RDL) (5PSF SOFF)
ROOF LIVE LOAD (RLL)
UNIFORM ROOF DEAD LOAD (URDL)
UNIFORM ROOF LIVE LOAD (URLL)
UNIFORM BEAM & WALL DEAD LOAD (UBDL)
TOTAL UNIFORM LOAD (TUL)
RESULTS:
MAXIMUM REACTION (Rmax)
MAXIMUM BENDING MOMENT (Mmax)
TRIAL SIZE:
BEAM DEPTH (d)
BEAM WIDTH (b)
MOMENT OF INERTIA (1)
MODULUS OF ELASTICITY (E)
RESISTIVE SHEAR BASE VALUE (Vr)
RESISTIVE MOMENT BASE VALUE (Mr)
LOAD DURATION & VOLUME FACTOR ADJUSTMENT:
ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF)
MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12)
FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd
VOLUME FACTORS (Cv)
Cv = k(12/d)^.1 * (5.125/b)^.1 * (21/L)^.1
LOADING CONDITION FACTOR (k)
k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw)
ADJUSTED RESISTIVE MOMENT (Mr') Mr'=Mr"Cd'
DEFLECTION:
Page: 5
Job No: 1047
Date: December 2001
Alward Residence
16 FT
6 FT
25 PSF
16 PSF
0.150 KLF
0.096 KLF
0.075 KLF
0.321 KLF
2.57 KIPS
10.3 KIP FT
6x10#1
9.5 IN
5.5 IN
392.9 IN^4
1600 KSI
2.96 KIPS
9.3 KIP FT
1.25 ROOF
2.31 KIPS
3.70 KIPS OK
.044 NOT APPL
11.6 KIP FT OK
DEFLECTION DUE TO TUL (Dtul) 0.753 IN
DEFLECTION/SPAN RATIO L / 255
DEAD LOAD DEFLECTION (Ddl) Ddl = Dt * DL/TL. 0.528 IN
CAMBER (C) C = Ddl * 1.25 0.660 IN
BACK & FRONT PORCH BEAMS: ; 6 x 10 #1� ,l
92
aD DANIEL J. DOBBIE Page: 6
Professional Engineer Job No: 1047
20 Mayfair Drive Date: December 2001
Chico, CA 95973-0707
Phone/Fax (530) 345-4743 Alward Residence
GARAGE DOOR BEAMS
SIMPLE SPAN BEAM
DESIGN DATA:
SPAN LENGTH (L)
TRIBUTARY. ROOF WIDTH (Wr)-
ROOF DEAD LOAD (RDL)
ROOF LIVE LOAD (RLL)
UNIFORM ROOF DEAD LOAD (URDL)
UNIFORM ROOF LIVE LOAD (URLL)
UNIFORM BEAM & WALL DEAD LOAD (UBDL)
TOTAL UNIFORM LOAD (TUL)
RESULTS:
MAXIMUM REACTION (Rmax)
MAXIMUM BENDING MOMENT (Mmax)
TRIAL SIZE:
BEAM DEPTH (d)
BEAM WIDTH (b)
MOMENT OF INERTIA (1)
MODULUS OF ELASTICITY (E)
RESISTIVE SHEAR BASE VALUE (Vr)
RESISTIVE MOMENT BASE VALUE (Mr)
16.5 FT
16 FT
20 PSF
14 PSF
0.320 KLF
0.224 KLF
0.075 KLF
0.619 KLF
5.11 KIPS
21.1 KIP FT
5 1/4" x 11 1/4" VERSALAM
11.25 IN
LOAD DURATION & VOLUME FACTOR ADJUSTMENT:
5.25 IN
622.9 IN^4
2000 KSI
11.222 KIPS
26.026 KIP FT
ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF) 1.25 ROOF
MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) 4.53 KIPS
FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd 14.03 KIPS OK
VOLUME FACTORS (Cv) 1.029
Cv=.k(12/d)^.1 * (5.125/b)^.1 * (21/L)":1
LOADING CONDITION FACTOR (k)
k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw)
ADJUSTED RESISTIVE MOMENT (Mr') Mr'=Mr'Cd'*Cv 33.5 KIP FT OK
DEFLECTION:
DEFLECTION DUE TO TUL (Dtul) 0.829 IN
DEFLECTION/SPAN RATIO L / 239 OK
DEAD LOAD DEFLECTION (Ddl) Ddl = Dt * DL/TL 0.529 IN
CAMBER (C) C = Ddl * 1.25 0.661 IN
GARAGE DOOR BEAMS: 5 1/4" x 11 1/4" VERSALA, M�
aD DANIEL J. DOBBIE
Professional Engineer
20 Mayfair Drive
Chico, CA 95973-0707
Phone/Fax (530) 345-4743
GARAGE EAST WINDOW BEAM
SIMPLE SPAN BEAM
DESIGN DATA:
SPAN LENGTH (L)
TRIBUTARY ROOF WIDTH (Wr)
ROOF DEAD LOAD (RDL)
ROOF LIVE LOAD (RLL)
UNIFORM ROOF DEAD LOAD (URDL)
UNIFORM ROOF LIVE LOAD (URLL)
UNIFORM BEAM & WALL DEAD LOAD (UBDL)
TOTAL UNIFORM LOAD (TUL)
RESULTS:
MAXIMUM REACTION (Rmax)
MAXIMUM BENDING MOMENT (Mmax)
TRIAL SIZE:
BEAM DEPTH (d)
BEAM WIDTH (b)
MOMENT OF INERTIA (1)
MODULUS OF ELASTICITY (E)
RESISTIVE SHEAR BASE VALUE (Vr)
RESISTIVE MOMENT BASE VALUE (Mr)
LOAD DURATION & VOLUME FACTOR ADJUSTMENT:
ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF)
MAXIMUM SHEAR (Vmax) Vmax = Omax - (w * d/12)
FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd
VOLUME FACTORS (Cv)
Cv = k(12/d)^.1 * (5.125/b)^.1 * (21/L)^.1
LOADING CONDITION FACTOR (k)
k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw)
ADJUSTED RESISTIVE MOMENT (Mr') Mr'=Mr*Cd'*Cv.
DEFLECTION:
DEFLECTION DUE TO TUL (Dtul)
DEFLECTION/SPAN RATIO L /
DEAD LOAD DEFLECTION (Ddl) Ddl = Dt * DL/TL
CAMBER (C) C = Ddl * 1.25
GARAGE EAST WINDOW BEAM:
Page: 7
Job No: 1047
Date: December 2001
Alward Residence
12.5 FT
22 FT
20 PSF
14 PSF
0.440 KLF
0.308 KLF
0.035 KLF
0.783 KLF
4.89 KIPS
15.3 KIP FT
6x12#11
11.5 IN
5.5 IN
697 IN A 4
1600 KSI
3.58 KIPS
13.63 KIP FT
1.25 ROOF
4.14 KIPS
4.48 KIPS OK
1.050
17.9 KIP FT OK
0.386 IN
389 OK
0.234 IN
0.292 IN
6x12#1110
�D DANIEL J. DOBBIE Page: 8
Professional Engineer Job No: 1047
20 Mayfair Drive Date: December 2001
Chico, CA 95973-0707
Phone/Fax (530) 3454743 Alward Residence
GARAGE EAST WINDOW BEAM
1.25 ROOF
DESIGN DATA:
7.75 KIPS
MAX SPAN LENGTH (L)
12.5 FT
TRIBUTARY WIDTH (W)
22 FT
TRIBUTARY AREA (Atrib)
275 SQ FT
LIVE LOAD (LL)
14 PSF
DEAD LOAD (DL)
20 PSF
TOTAL LOAD (TL)
34 PSF
BEAM WEIGHT (wb)
0.035 KLF
TRUSS GIRDER LOAD NOT AT MIDSPAN (Pconc)
3.4 KIPS
LOCATION Pconc FROM LEFT SUPPORT (>L/2)
10.5 FT
UNIFORM DEAD LOAD (wdl) wdl = W*DL + wb
0.475 KLF
UNIFORM LIVE LOAD (wll)
0.308 KLF
TOTAL UNIFORM LOAD (wtl)
0.783 KLF
CONCENTRATED LOAD MIDSPAN (Pros)
0.00 KIPS
RESULTS:
1.25 ROOF
RIGHT REACTION (Rr)
7.75 KIPS
LEFT REACTION (RI)
5.44 KIPS
LOCATION ZERO SHEAR FROM LEFT SUPPORT (z)
6.94 FT
MAXIMUM BENDING MOMENT DUE TO Pconc (Mconc)
3.8 KIP FT
MAXIMUM BENDING MOMENT DUE TO UDL (Mw)
15.1 KIP FT
MAXIMUM BENDING MOMENT DUE TO Pms (Mms)
0.0 KIP FT
TOTAL BENDING MOMENT (Mtot)
18.9 KIP FT
TRIAL SIZE: 5 1/4" x 11 1/4"
VERSALAM�
BEAM DEPTH (d)
11.25 IN
BEAM WIDTH (b)
5.5 IN
MOMENT OF INERTIA (1)
622.9 IN^4
RESISTIVE SHEAR BASE VALUE (Vr)
11.222 KIPS
RESISTIVE MOMENT BASE VALUE (Mr)
26.026 KIP FT
LOAD DURATION & VOLUME FACTOR ADJUSTMENT:
LOAD DURATION FACTOR (Cd) (SNO,ROOF,EQ,IMP)
1.25 ROOF
MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12)
7.02 KIPS
FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd
14.03 KIPS OK
VOLUME FACTORS (Cv)
Cv = k(12/d)^.1 * (5.125/b)^.1 * (21/L)".1
LOADING CONDITION FACTOR (k)
k = 0.96 CONC LOAD NOT AT MIDSPAN (Cvconc)
1.011
k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw)
1.053
k = 1.09 ' CONC LOAD MIDSPAN (Cvms)
1.147
COMPOSITE VOLUME FACTOR (Cv')
1.044
Cv' = ((Cvconc*Mconc)+(Cvw*Mw)+(Cvms*Mms))/Mtot
FINAL RESISTIVE MOMENT (Mr) Mr' = Mr * Cd * Cv
34.0 KIP FT OK
DEFLECTION:
DEFLECTION DUE TO Pconc (Dconc)
0.062 IN
DEFLECTION DUE TO wtl (Dwtl)
0.345 IN
DEFLECTION DUE TO Pms (Dms)
0.000 IN
TOTAL DEFLECTION MIDSPAN (Dt)
0.407 IN
DEFLECTION/SPAN RATIO L /
369
GARAGE EAST WINDOW BEAM: 51/4" x 11 1/4"
VERSALAM3
�D DANIEL J. DOBBIE
QQ Professional Engineer
20 Mayfair Drive
Chico, CA 95973-0707
Phone/Fax (530) 345-4743
DINING ROOM WINDOW BEAM'
SIMPLE SPAN BEAM
DESIGN DATA:
SPAN LENGTH (L)
TRIBUTARY ROOF WIDTH (Wr)
ROOF DEAD LOAD (RDL)
ROOF LIVE LOAD (RLL)
UNIFORM ROOF DEAD LOAD (URDL)
UNIFORM ROOF LIVE LOAD (URLL)
UNIFORM BEAM A WALL DEAD LOAD (URDL)
TOTAL UNIFORM LOAD (TUL)
RESULTS:
MAXIMUM REACTION (Rmax)
MAXIMUM BENDING MOMENT (Mmax)
TRIAL SIZE:
BEAM DEPTH (d)
BEAM WIDTH (b)
MOMENT OF INERTIA (1)
MODULUS OF ELASTICITY (E)
RESISTIVE SHEAR BASE VALUE (Vr)
RESISTIVE MOMENT BASE VALUE (Mr)
LOAD DURATION & VOLUME FACTOR ADJUSTMENT:
ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF)
MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12)
FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd
VOLUME FACTORS (Cv)
Cv = k(12/d)^.1 * (5.125/b)^.1 * (21/L)^.1
LOADING CONDITION FACTOR (k)
k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw)
ADJUSTED RESISTIVE MOMENT (Mr') Mr'=Mr*Cd'*Cv
DEFLECTION:
DEFLECTION DUE TO TUL (Dtul)
DEFLECTION/SPAN RATIO L /
DEAD LOAD DEFLECTION (Ddl) Ddl = Dt * DL/TL
CAMBER (C) C = Ddl * 1.25
DINING ROOM WINDOW BEAM:
Page: 9
Job No: 1047
Date: December 2001
Alward Residence
12 FT
24 FT
20 PSF
14 PSF
0.480 KLF
0.336 KLF
0.035 KLF
0.851; KLF
5.11 KIPS
15.3 'KIP FT
6x12#1)
X11.5 IN
5.5 IN
697 IN"4
1600 KSI
3.58 KIPS
13.63 KIP FT
1.25 ROOF
4.29 KIPS
4.48 KIPS OK
1.055
18.0 KIP FT OK
0.356 IN
404 OK
0.215 IN
0.269 IN
6x12#13
DANIEL J. DOBBIE
Professional Engineer
20 Mayfair Drive
Chico, CA 95973-0707
Phone/Fax (530) 345-4743
LIVING ROOM SLIDER HEADER
DESIGN DATA:
SPAN LENGTH (L)
TRIBUTARY ROOF WIDTH (Wr)
ROOF DEAD LOAD (RDL)
ROOF LIVE LOAD (RLL)
UNIFORM ROOF DEAD LOAD (URDL)
UNIFORM ROOF LIVE LOAD (URLL)
UNIFORM WALL DEAD LOAD (UWDL)
TOTAL UNIFORM LOAD (TUL)
RESULTS:
MAXIMUM REACTION (Rmax)
MAXIMUM BENDING MOMENT (Mmax)
TRIAL SIZE:
BEAM DEPTH (d)
BEAM WIDTH (b)
MOMENT OF INERTIA (1)
MODULUS OF ELASTICITY (E)
ALLOWABLE BENDING (Fb) (SIZE FACTOR INCLUDED)
RESISTIVE SHEAR BASE VALUE (Vr)
RESISTIVE MOMENT BASE VALUE (Mr)
LOAD DURATION & VOLUME FACTOR ADJUSTMENT:
ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF)
MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12)
FINAL RESISTIVE SHEAR (Vr) Vr = Vr * Cd
VOLUME FACTORS (Cv)
Cv = k(12/d)^.1 * (5.125/b)^.1 * (21/L)^.1
LOADING CONDITION FACTOR (k)
k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw)
ADJUSTED RESISTIVE MOMENT (Mr) Mr = Mr * Cd
UNSUPPORTED COMPRESSION FLANGE:
SLENDERNESS FACTOR (RB) RB = (le*d/b^2)^.5
FACTOR (lu / d)
EFFECTIVE LENGTH (le) le = 1.63 lu + 3 d
FACTOR (KbE) (VISUALLY GRADED)
FACTOR (FBe) FBe = KbE*E/RB"2
FINAL ADJUSTED RESISTIVE BENDING MOMENT (Mr")
DEFLECTION:
DEFLECTION DUE TO TUL (Dtul)
DEFLECTION/SPAN RATIO
LIVING ROOM SLIDER HEADER:
Page: 10
Job No: 1047
Date: December 2001
Alward Residence
8.5 FT
22 FT
20 PSF
16 PSF
0.440 KLF
0.352 KLF
0.050 KLF
0.842 KLF
3.58 KIPS
7.6 KIP FT
6x10#1.
9.5 IN
5.5 IN
392.9 IN"4
1600 KSI
1.350 KSI
2.96 KIPS
9.3 KIP FT
1.25 ROOF
2.91 KIPS
3.70 KIPS
1.113 NOT APPL
OK
11.6 KIP FT OK
7.8
10.7
195 IN
0.438
11.458
11.5 KIP FT
0.157 IN
L/ 648
6 x I0,41t
>7
OK
140
aD DANIEL J. DOBBIE
Professional Engineer
20 Mayfair Drive
"�qq.Chico, CA 95973-0707
Phone/Fax (530) 345-4743
STRUCTURAL HEADERS 6'-0" AND LESS
DESIGN DATA:
SPAN LENGTH (L)
TRIBUTARY ROOF WIDTH (Wr)
ROOF DEAD LOAD (RDL)
ROOF LIVE LOAD (RLL)
UNIFORM ROOF DEAD LOAD (URDL)
UNIFORM ROOF LIVE LOAD (URLL)
UNIFORM WALL DEAD LOAD (UWDL)
TOTAL UNIFORM LOAD (TUL)
RESULTS:
MAXIMUM REACTION (Rmax)
MAXIMUM BENDING MOMENT (Mmax)
TRIAL SIZE:
BEAM DEPTH (d)
BEAM WIDTH (b)
MOMENT OF INERTIA (1)
MODULUS OF ELASTICITY (E)
ALLOWABLE BENDING (Fb) (SIZE FACTOR INCLUDED)
RESISTIVE SHEAR BASE VALUE (Vr)
RESISTIVE MOMENT BASE VALUE (Mr)
LOAD DURATION & VOLUME FACTOR ADJUSTMENT:
ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF)
MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12)
FINAL RESISTIVE SHEAR (Ve) Vr' = Vr " Cd
VOLUME FACTORS (Cv)
Cv = k(12/d)^.1 * (5.125/b)^:1 * (21/L)^.1
LOADING CONDITION. FACTOR (k)
k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw)
ADJUSTED RESISTIVE MOMENT (Me) Me = Mr * Cd
UNSUPPORTED COMPRESSION FLANGE:
SLENDERNESS FACTOR (RB) RB = (le*d/b"2)^.5
FACTOR-(lu / d)
EFFECTIVE LENGTH (le) le = 1.63 lu + 3 d
FACTOR (KbE) (VISUALLY GRADED)
FACTOR (FBe) FBe = KbE*E/RB^2
FINAL ADJUSTED RESISTIVE BENDING MOMENT (Mr")
DEFLECTION:
DEFLECTION DUE TO TUL (Dtul)
DEFLECTION/SPAN RATIO
STRUCTURAL HEADERS 6'-0" & LESS:
Page: 11
Job No: 1047
Date: December 2001
Alward Residence
6.33 FT
24 FT
20 PSF
16 PSF
0.480 KLF
0.384 KLF
0.050 KLF
0.914 KLF
2.89 KIPS
4.6 KIP FT
6x8#
IV
7.5 IN
5.5 IN
193.3 IN^4
1600 KSI
1.350 KSI
2.33 KIPS
5.8'KIP FT
1.25 ROOF
2.32 KIPS
2.91 KIPS
1.173 NOT APPL
OK
7.3 KIP FT OK
6.0
10.1
146 IN
0.438
19.318
7.2 KIP FT
0.107 IN
L / 712
6x8#1
1►]
C9I:1
OK
aD DANIEL J. DOBBIE Page: 12
Professional Engineer Job No: 1047
20 Mayfair Drive Date: December 2001
Chico, CA 95973-0707
Phone/Fax (530) 345-4743 Alward Residence
TYPICAL POST & FOOTING AT PORCH BEAMS
1000 PSF
DESIGN DATA:
UNITS
99 NDS TABLE 4D DESIGN VALUES FOR VISUALLY GRADED TIMBERS
60000 PSI
SPECIES AND COMMERCIAL GRADE: DOUGLAS FIR
- LARCH
SIZE CLASSIFICATION: POST AND TIMBERS
GRADING AGENCY: WESTERN WOOD PRODUCTS ASSOCIATION (WWPA)
COMPRESSION PARALLEL TO GRAIN (Fc)
1.000 KSI
MODULUS OF ELASTICITY (E)
1600000 PSI
NDS SECTION 3.7.1 SOLID -COLUMN DESIGN:
12.00 IN
F'c=Fc((1 +(Fce/Fc))/2c'-(((1 +(Fee/Fc))/2c')^2-(Fce/Fc)/c')^0.5)
5.14 FT^2
SAWN LUMBER COEFFICIENT (c')
0.8
VISUALLY GRADED LUMBER COEFFICIENT (Kce)
0.3
COMPRESSION COEFFICIENT (Fce) Fce=(KceE)/(le/d)^2
BUCKLING FACTOR (Ke)
1.0
DESIGN DATA:
UNSUPPORTED LENGTH (1)
10.00 FEET
EFFECTIVE LENGTH (le)
120 INCHES
LEAST POST DIMENSION (d) (UNSUPPPORTED)
5.5 INCHES
le/d RATIO
21.82
6 x 6 POST CROSS SECTIONAL AREA (A)
30.25 SQ IN
DESIGN RESULTANTS:
COMPRESSION COEFFICIENT (Fce)
1008.3
ALLOWABLE COMPRESSION PARALLEL TO GRAIN (Fc)
0.694 KSI
ALLOWABLE POST LOAD (Pa)
20.99 KIPS
ACTUAL POST LOAD (Pac)
5.14 KIPS
NEW POSTS: 6 xs61#,1
FOOTINGS AT PORCH POSTS
�
DESIGN DATA:
ALLOWABLE SOIL BEARING PRESSURE
1000 PSF
CONCRETE COMPRESSIVE STRENGTH (f c)
2500 PSI
REINFORCING STEEL YIELD STRENGTH (fy)
60000 PSI
LOADING DATA:
2.6 KIPS
DEAD POINT LOAD (Pdl)
3.60 KIPS
LIVE POINT LOAD (PII)
1.54 KIPS
TOTAL POINT LOAD (Ptl)
5.14 KIPS
FOOTING SIZE: FOOTING THICKNESS (t)
12.00 IN
AREA REQUIRED FOR BEARING (Areq)
5.14 FT^2
SIDE LENGTH FOR SQUARE FOOTING (L)
2.27 FT
USE SQUARE FOOTING SIZE:
2.50 FT
FOOTING DESIGN:
REINFORCING DEPTH (d) d = t*12 - 3.5
8.5 IN
STRENGTH REDUCTION FACTOR (phi)
0.9
ULTIMATE DEAD LOAD (Pudl) Pudl = Pdl * 1.4
5.0 KIPS
ULTIMATE LIVE LOAD (Pull) Pull = PII * 1.7
2.6 KIPS
RESULTANT ULTIMATE SOIL PRESSURE (qu)
1.225 KSF
ULTIMATE MOMENT (Mu)
2.4 KIP FT
REINFORCING STEEL RATIO (p)
0.00025 < pmin
USE: REINFORCING STEEL RATIO (p') p'= p*1.33
0.00033
AREA OF REINFORCING STEEL REQUIRED (Asreq'd)
0.084 IN^2
USE: 2 - #4 EACH WAY As = 0.40 IN^2
POST FOOTINGS: 2'- 6" SQUARE x 12" THK. W/ 2 -t -r#4
EA WAY
aD DANIEL J. DOBBIE
Professional - Engineer
20 Mayfair Drive
Chico, CA 95973-0707
Phone/Fax (530) 345-4743
MU5 5 C
GIRDER TRUSS FOOTINGS
AT INTERIOR BEARING POINTS
DESIGN DATA:
ALLOWABLE SOIL BEARING PRESSURE
CONCRETE COMPRESSIVE STRENGTH (fa)
REINFORCING STEEL YIELD STRENGTH (fy)
LOAD DURATION FACTOR (CD)
LOADING DATA:
POINT DEAD LOAD (Pdl)
POINT LIVE LOAD (PII)
POINT TOTAL LOAD (P)'
FOOTING SIZE: FOOTING THICKNESS (t)
AREA REQUIRED'FOR BEARING (Areq)
SIDE LENGTH FOR SQUARE FOOTING (L)
USE SQUARE FOOTING SIZE:
FOOTING DESIGN:
REINFORCING DEPTH (d) d = t - 3.25
STRENGTH REDUCTION FACTOR (phi)
ULTIMATE DEAD LOAD (Pudl) Pudl = Pdl * 1.4
ULTIMATE LIVE LOAD (Pull) Pull = PII * 1.7
ULTIMATE LOAD (Pu)
RESULTANT ULTIMATE SOIL PRESSURE (qu)
ULTIMATE MOMENT (Mu)
REINFORCING STEEL RATIO (p)
USE: REINFORCING STEEL RATIO (p') p'= p*1.33
AREA OF REINFORCING STEEL REQUIRED (Asreq'd)
USE: 3 - #4
TWO WAY SHEAR:
LENGTH OF SQUARE BEARING (Lb) (ONE SIDE)
ULTIMATE TWO WAY SHEAR (Vu):
ALLOWABLE SHEAR FOR CONCRETE (phiVc)
GIRDER TRUSS FOOTINGS:
r2aov t V)%f
so
Page: 13
Job No: 1047
Date: December 2001
Alward Residence
1000 PSF
2500 PSI
60000 PSI
1.00 SEISMIC
4.80 KIPS
3.36 KIPS
8.16 KIPS
12.00 IN
8.16 FT^2
2.86 FT
3.00 FT
8.75 IN
0.9
6.72 KIPS
5.71 KIPS
12.43 KIPS
1.381 KSF
2.0720 KIP FT
0.00017 < pmin
0.00022
0.070 IN^2
As = 0.60 IN^2
8.00 IN
9.74 KIPS
99.66 KIPS
NO SHEAR REINF REQ'D
3' - 0" SQUARE x 12" THK. FOOTING,
W/ 3- #4 EACH WAY V
DANIEL J. DOBBIE Page: 14
AN Professional Engineer Job No: 1047
20 Mayfair Drive Date: December 2001
Chico, CA 95973-0707
Phone/Fax (530) 345-4743 Alward Residence
SEISMIC ANALYSIS (EASTMEST)
SEISMIC FACTOR: V = (3.0 * Ca / R) W SIMPLIFIED DESIGN
SEISMIC ZONE: ZONE 3
NEAR SOURCE FACTOR (Na): NOT APPL 1.0
SEISMIC SOURCE TYPE (A, B, OR C): NOT ADPL TYPE A
CLOSEST DISTANCE SEISMIC SOURCE NOT APPL 2 KM
SOIL PROFILE TYPE (S):
SEISMIC COEFFICIENT (Ca):
OVERSTRENGTH COEFFICIENT (R)
FINAL SEISMIC FACTOR (3.0 " Ca / R) _
BUILDING MASS (W) (EM DIRECTION):
ROOF: 6027 * .020 =
INT WALLS: .008 * 10/2 * 100 * 1.5 =
EXT WALLS: .014 * 10/2 * 100 * 2 =
TYPE SD
0.36
5.5 LT FRAMED
0.1964 x W
120.5 KIPS
6.0 KIPS
14.0 KIPS
TOTAL 140.5 KIPS
SEISMIC LOAD (Vs) (E/W DIRECTION):
27.6 KIPS
SEISMIC LOAD FOR ALLOWABLE WORKING STRESS:
19.7 KIPS
REDUNDANCY FCTOR (p): = 2 - 20 / (rmax * Ab10.5)
0.88 <1 USE
TYPE OF SHEAR ELEMENTS
SHEARWALLS
LENGTH OF HIGHEST STRESSED SHEARWALL (Lsw)
13 FT
LOAD TO HIGHEST STRESSED SHEARWALL (Vsw)
8.64 KIPS
TOTAL BASE SEISMIC SHEAR (Vs)
27.6 KIPS
FACTOR (rmax) = Vsw / Vs * 10 / Lsw
0.24
GROUND FLOOR AREA (Ab)
5535 FT^2
AMPLIFICATION FACTOR (omega)
2.8
WIND ANALYSIS (EASTMEST)
0
WIND PRESSURE (P):
P = Ce *
Cq * qs * Iw
WIND EXPOSURE:
WIND SPEED:
MAXIMUM HEIGHT OF STRUCTURE (H):
COMBINED HEIGHT, EXPOSURE, AND GUST FACTOR (Ce):
ELEV OF WIND EXPOSURE
HEIGHT (L)i Ce
= (h Cel
ABOVE GRADE
(FT)
40'- 60' hl =
0
0.84
30'- 40' h1 =
0
0.84
25'- 30' h2 =
0
0.76
20'- 25' h3 =
4
0.72
15'-20' h4=
5
0.67
0'- 15' h5 =
15
0.62
TOTAL h'= 24 TOTAL (hCe') _
FINAL FACTOR (Ce'): Ce' = (h Ce') / h'
PRESSURE COEFFICIENT (Cq) (METHOD 2):
WIND STAGNATION PRESSURE (qs):
WIND IMPORTANCE FACTOR (Iw):
FINAL WIND PRESSURE (P):
AREA OF WIND LOADING (EM DIRECTION):
BUILDING WIDTH (Wb) (AT GROUND LEVEL):
ELEVATION OF LOWEST DIAPHRAGM (Hd):
AREA OF EXPOSURE (Ae):
ADJUSTED AREA (Ae') (1/2 OF IST LVL TO GRND):
ADJUSTED PRESSURE LOADING DIAPHRAGM (P')
WIND LOADING (Vw) (EM DIRECTION):
B EXPOSURE
75 MPH
24 FT
0.00
0.00
0.00
2.88
3.35
9.30
15.53
0.647
1.3
15 PSF
1.00
12.62 PSF
124.25 FT
10 FT
2336 SQ FT
1715 SQ FT
12.76 PSF
21.9 KIPS
WIND GOVERNS
aD DANIEL J. DOBBIE Page: 15
Q Professional Engineer Job No: 1047
20 Mayfair Drive Date: December 2001
Chico, CA 95973-0707
Phone/Fax (530) 345-4743 Alward Residence
SEISMIC ANALYSIS (NORTH/SOUTH)
SEISMIC FACTOR: V = (3.0 * Ca / R) W SIMPLIFIED DESIGN
SEISMIC ZONE: ZONE 3
NEAR SOURCE FACTOR (Na): NOT APPL 1.0
SEISMIC SOURCE TYPE (A, B, OR C): 'NOT APPL TYPE A
CLOSEST DISTANCE SEISMIC SOURCE NOT APPL 2 KM
SOIL PROFILE TYPE (S):
SEISMIC COEFFICIENT (Ca):
OVERSTRENGTH COEFFICIENT (R)
FINAL SEISMIC FACTOR (3.0 * Ca / R) _
BUILDING MASS (W) (E/W DIRECTION):
ROOF: 6027 * .020 =
INT WALLS: .008 * 10/2 * 48.75 * 4 =
EXT WALLS: .014 * 10/2 * 48.75 * 2 =
TOTAL
SEISMIC LOAD (Vs) (E/W DIRECTION):
TYPE SD
0.36 #VALUEI
5.5 LT FRAMED O
0.1964 x W
120.5 KIPS
7.8 KIPS
6_8 KIPS
135.1 KIPS
26.5 KIPS
SEISMIC LOAD FOR ALLOWABLE WORKING STRESS:
18.9 KIPS
REDUNDANCY FCTOR (p): = 2 - 20 / (rmax * Ab A0.5)
0.21 <1 USE: 1
TYPE OF SHEAR ELEMENTS
SHEARWALLS
LENGTH OF HIGHEST STRESSED SHEARWALL (Lsw)
8 FT
LOAD TO HIGHEST STRESSED SHEARWALL (Vsw)
3.18 KIPS
TOTAL BASE SEISMIC SHEAR (Vs)
26.5 KIPS
FACTOR (rmax) = Vsw / Vs * 10 / Lsw
0.15
GROUND FLOOR AREA (Ab)
5535 FT"2
AMPLIFICATION FACTOR (omega)
2.8
TOTAL h'= 24 TOTAL (hCe') _
FINAL FACTOR (Ce'): Ce' = (h Ce') / h'
PRESSURE COEFFICIENT (Cq) (METHOD 2):
WIND STAGNATION PRESSURE (qs):
WIND IMPORTANCE FACTOR (Iw):
FINAL WIND PRESSURE (P):
AREA OF WIND LOADING (ENV DIRECTION):
BUILDING WIDTH (Wb) (AT GROUND LEVEL):
ELEVATION OF LOWEST DIAPHRAGM (Hd):
AREA OF EXPOSURE (Ae):
ADJUSTED AREA (Ae') (1/2 OF 1ST LVL TO GRND): _
ADJUSTED PRESSURE LOADING DIAPHRAGM (P')
WIND LOADING (Vw) (EM DIRECTION):
B EXPOSURE
75 MPH s
24 FT
0.00
0.00
0.00
2.88
3.35
9.30
15.53
0.647
1.3
15 PSF
1.00
12.62 PSF
48.75 FT
10 FT
1152 SQ FT
908 SQ FT
12.76 PSF
11.6 KIPS
SEISMIC GOVERNS
e
WIND ANALYSIS (NORTH/SOUTH)
WIND PRESSURE (P1:
P = Ce *
Cq * qs * Iw
WIND EXPOSURE:
WIND SPEED:
MAXIMUM HEIGHT OF STRUCTURE (H):
COMBINED HEIGHT, EXPOSURE,
AND GUST FACTOR (Ce):
ELEV OF WIND EXPOSURE
HEIGHT
(h) Ce
= (h Cel
ABOVE GRADE
(FT)
40'- 60'
hl =
0
0.84
30'- 40'
hl =
0
0.84
25'- 30'
h2 =
0
0.76
20'- 25'
h3 =
4
0.72
16- 20'
h4 =
5
0.67
0'-15'
h5=
15
0.62
TOTAL h'= 24 TOTAL (hCe') _
FINAL FACTOR (Ce'): Ce' = (h Ce') / h'
PRESSURE COEFFICIENT (Cq) (METHOD 2):
WIND STAGNATION PRESSURE (qs):
WIND IMPORTANCE FACTOR (Iw):
FINAL WIND PRESSURE (P):
AREA OF WIND LOADING (ENV DIRECTION):
BUILDING WIDTH (Wb) (AT GROUND LEVEL):
ELEVATION OF LOWEST DIAPHRAGM (Hd):
AREA OF EXPOSURE (Ae):
ADJUSTED AREA (Ae') (1/2 OF 1ST LVL TO GRND): _
ADJUSTED PRESSURE LOADING DIAPHRAGM (P')
WIND LOADING (Vw) (EM DIRECTION):
B EXPOSURE
75 MPH s
24 FT
0.00
0.00
0.00
2.88
3.35
9.30
15.53
0.647
1.3
15 PSF
1.00
12.62 PSF
48.75 FT
10 FT
1152 SQ FT
908 SQ FT
12.76 PSF
11.6 KIPS
SEISMIC GOVERNS
e
DANIEL J. DOBBIE
Professional Engineer
20 Mayfair Drive
Chico, CA 95973-0707
Phone/Fax (530) 345-4743
Page: 16
Job No: 1047
Date: December 2001
Alward Residence
DIAPHRAGMS & CHORDS
ROOF DIAPHRAGM: (EM LOADING)
TOTAL LOAD TO ROOF OVER LIVING/DINING (Vr):
10.4 KIPS
DIAPHRAGM WIDTH (W):
48 FT
DIAPHRAGM LENGTH (L)
47 FT
MAXIMUM DIAPHRAGM UNIT SHEAR (vmax):
0.108 KLF
ALLOWABLE UNIT SHEAR (va): (CASE 1)
0.240 KLF
ROOF DIAPHRAGM: 19/32" APA RATED SHEATHING, UNBLOCKED
BOUNDARY & EDGE NAIL = 8d COMMON @ 6" O.C.
FIELD NAIL = 8d COMMON
@ 12" o.c.
ROOF CHORD FORCES (LOADS APPLIED E/W DIR):
MAXIMUM CHORD FORCE (C=T): C = T = Vr*L/(8*W)
1.3 KIPS
TOP WALL PLATE SPLICE: (TOP WALL PLATE CHORDS)
TOP WALL PLATE
2 - 2 x 6 #2
CROSS SECTIONAL AREA (1 - 2 x 6)
8.25 IN^2
ALLOWABLE TENSION PARALEL TO GRAIN (Ft)
0.575 KSI
LOAD DURATION FACTOR (CD)
1.33
SIZE FACTOR (Ct)
1.3
ADJUSTED ALLOWABLE TENSION (Ft')
0.994 KSI
MAXIMUM ALLOWABLE CHORD FORCE (Tallow)
8.2 KIPS OK
TOP WALL PLATE NAILING: (USE 16d SINKER NAILS)
(NDS SEC 12.3.1)
SIDE MEMBER SPECIES
DOUGLAS FIR -LARCH
MAIN MEMBER SPECIES
DOUGLAS FIR -LARCH
NAIL DIAMETER (D)
0.148 IN
BENDING YIELD STRENGTH OF NAIL (Fyb)
90000 PSI
DOWEL BEARING STRENGTH SIDE MEMBER (Fes)
4650 PSI
DOWEL BEARING STRENGTH MAIN MEMBER (Fem)
4650 PSI
THICKNESS OF SIDE MEMBER (ts)
1.5 IN
PENETRATION MAIN MEMBER (p)
1.5 IN
FACTOR (KD)
2.2
FACTOR (Re) = Fern/Fes
1
FACTOR (k1)
1.092
FACTOR (k2)
1.092
FIND LEAST YIELD MODE:
MODE Is Z=
469 LBS
MODE Illm Z=
171 LBS
MODE Ills Z=
171 LBS _
MODE IV Z=
118 LBS
GOVERNING MODE: MODE IV Z=
118 LBS
PENETRATION DEPTH FACTOR (Cd):
Cd=p/12*D (<1.0)
0.845
ADJUSTED LATERAL DESIGN VALUE:
ALLOWABLE LOAD TO 16d SINKER NAIL (Z')
99 LBS
NUMBER OF NAILS REQUIRED (N) = T / (Z' * CD)
10 NAILS
USE: 32 -16d
SINKER NAILS
TYPICAL ROOF DIAPHRAGM 2 - 2 x 6 #2 TOP WALL PLATES
CHORDS: 8'- 0" MIN. LAP AT SPLICES
W/ 32 -16d
SINKER NAILS
BETWEEN SPLICES
aD DANIEL J. DOBBIE Page: 17
Professional Engineer Job No: 1047
20 Mayfair Drive
Chico, CA 95973-0707 Date: December 2001
Phone/Fax (530) 3454743 Alward Residence
GARAGE NORTH SHEAR WALL
FOR IN -PLANE WIND OR SEISMIC SHEAR
SHEAR COLLECTOR WALL LINE DATA: V = .01276 * 298/2
TOTAL SHEAR COLLECTED TO WALL LINE (V): 1.90 KIPS
PANEL SIZES: HEIGHT WIDTH
P1: 10.00 FT 24.00 FT
TOT WIDTH = 24.00 FT
RESULTING UNIT SHEAR AT WALL LINE (v): 0.079 KLF
ALLOWABLE UNIT SHEAR (va): 0.180 KLF d
P SHEAR WALL: 7/8" CEMENT PLASTER O/ WOVEN WIRE.LATH
UNBLOCKED W/ 16 GA STAPLE (7/8" LEGS) @ 6"
NAIL TO ALL STUDS, T & B PLATES, & BLK'G
WL
Plc Prd�1`Pup
v
P1 H
Rd W Rup
PANEL P1 DATA:
PANEL WIDTH (W):
PANEL HEIGHT (H)--
TOTAL
H):TOTAL SHEAR RESISTED BY PANEL (V):
DOES WIND OR SEISMIC GOVERN?
IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH?
UNIT DEAD LOAD TO PANEL (w):
APPLIED LEFT DOWN LOAD (Pld):
APPLIED RIGHT DOWN LOAD (Prd):
APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP)
PANEL RESULTS:
OVERTURNING MOMENT (Mo):
2/3 DEAD LOAD RESISTING MOMENT (Mr):
NET OVERTURNING MOMENT (Mnet):
LEFT DOWN LOAD REACTION (Rd):
RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP)
NO HOLDOWNS REQUIRED
SILL PLATE ATTACHMENT:
2x OR 4x SILL PLATE?
ALLOWABLE LOAD TO 16d SINKER NAIL
ALLOWABLE LOAD TO SIMPSON 'A35' CLIP
ALLOWABLE SHEAR PER 5/8" x 12" ANCHOR BOLT
MAXIMUM SPACING AT 16d SINKERS TO SUBFLOOR
MAXIMUM SPACING AT SIMPSON 'A35' CLIP TO BLK'G
MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION
WIND
YES
24 FT
10 FT
1.90 KIPS
0.25 KLF
0.00 KIPS
0.00 KIPS
0.00 KIPS
19.0 KIP FT
48.0 KIP FT NO OT
0.0 KIP FT
6.00 KIPS
0.00 KIPS
2x SILL PL
0.099 KIPS
0.45 KIPS
0.60 KIPS
9 " O.C. NOT APPL
40 " o.c. NOT APPL
53 " o.c. USE: 48
DANIEL J. DOBBIE Page: 18
aD Professional Engineer Job No: 1047
20 Mayfair Drive Date: December 2001
Chico, CA 95973-0707
Phone/Fax (530) 345-4743 Alward Residence
NORTH FACING GARAGE DOOR SHEAR WALL
FOR IN -PLANE WIND OR SEISMIC SHEAR
SHEAR COLLECTOR WALL LINE DATA: V =.01276 " (258+355)/2
TOTAL SHEAR COLLECTED TO WALL LINE (V): 3.91 KIPS
PANEL SIZES: HEIGHT WIDTH
P1: 10.00 FT 3.00 FT
P2: 10.00 FT 3.00 FT
P3: 10.00 FT 4.00 FT
TOT WIDTH = 10.00 FT
RESULTING UNIT SHEAR AT WALL LINE (v): 0.391 KLF
ALLOWABLE UNIT SHEAR (va): 0.490 KLF
C SHEAR WALL: 3/8" APA RATED SHEATHING, BLOCKED EDGES
EDGE NAIL W/ 8d @ 3", FIELD NAIL W/ 8d @ 12"
4x FRMG AT ABUTTING EDGES, 2x SILL PLATE
PANEL P1 DATA:
PANEL WIDTH (W):
PANEL HEIGHT (H):
TOTAL SHEAR RESISTED BY PANEL (V):
DOES WIND OR SEISMIC GOVERN? '
IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH?
UNIT DEAD LOAD TO PANEL (w):
APPLIED LEFT DOWN LOAD (Pld):
APPLIED RIGHT DOWN LOAD (Prd):
APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP)
PANEL RESULTS:
2/3 OVERTURNING MOMENT (Mo):
2/3 DEAD LOAD RESISTING MOMENT (Mr):
NET OVERTURNING MOMENT (Mnet):
LEFT DOWN LOAD REACTION (Rd):
RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP)
ALLOWABLE UPLIFT SIMPSON 'PHD2' ON 2 - 2x
ALLOWABLE UPLIFT SIMPSON 'SSTB16' ANCHOR
SILL PLATE ATTACHMENT:
2x OR 4x SILL PLATE? (50% VALUE)
ALLOWABLE LOAD TO 16d SINKER NAIL
ALLOWABLE LOAD TO SIMPSON 'A35' CLIP
ALLOWABLE SHEAR PER 5/8" x 12" ANCHOR BOLT
MAXIMUM SPACING AT 16d SINKERS TO SUBFLOOR
MAXIMUM SPACING AT SIMPSON 'A35' CLIP TO BLK'G
MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION
WIND
NO
3 FT
10 FT
1.17 KIPS
0.18 KLF
0.00 KIPS
0.00 KIPS
0.00 KIPS
7.8 KIP FT
0.5 KIP FT HD REQ'D
7.3 KIP FT
2.97 KIPS
-2.43 KIPS
3.61 KIPS OK
4.42 KIPS OK
2x SILL PL
0.099 KIPS
0.45 KIPS
0.60 KIPS
3 " o.c. NOT APPL
15 " o.c. NOT APPL
10 " o.c. USE: 10 ✓
e
aDDANIEL J. DOBBIE Page: 19
QProfessional Engineer Job No: 1047
20 Mayfair Drive Date: December 2001
Chico, CA 95973-0707
Phone/Fax (530) 345-4743 Alward Residence
NEXT TO LAUNDRY GARAGE SOUTH SHEAR WALL
FOR IN-PLANE WIND OR SEISMIC SHEAR
SHEAR COLLECTOR WALL LINE DATA: V = .01276 " (355+800)/2
TOTAL SHEAR COLLECTED TO WALL LINE (V): 7.37 KIPS
PANEL SIZES: HEIGHT WIDTH
P1: 9.00 FT 13.00 FT 0
TOT WIDTH = 13.00 FT
RESULTING UNIT SHEAR AT WALL LINE (v): 0.567 KLF
ALLOWABLE UNIT SHEAR (va): 0.640
D SHEAR WALL: 3/8" APA RATED SHEATHI LOC ED EDGES
EDGE NAIL W/ 8d @ 2", FIELD NAIL W/ 8d @ 12"
4x FRMG AT ABUTTING EDGES, 4x SILL PLATE
PANEL P1 DATA:
PANEL WIDTH (w):
PANEL HEIGHT (H):
TOTAL SHEAR RESISTED BY PANEL (V):
DOES WIND OR SEISMIC GOVERN?
IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH?
UNIT DEAD LOAD TO PANEL (w):
APPLIED LEFT DOWN LOAD (PId):
APPLIED RIGHT DOWN LOAD (Prd):
APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP)
PANEL RESULTS:
2/3 OVERTURNING MOMENT (Mo):
2/3 DEAD LOAD RESISTING MOMENT (Mr):
NET OVERTURNING MOMENT (Mnet):
LEFT DOWN LOAD REACTION (Rd):
RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP)
ALLOWABLE UPLIFT SIMPSON 'PHD2' ON 2 - 2x
ALLOWABLE UPLIFT SIMPSON 'SSTB16' ANCHOR
SILL PLATE ATTACHMENT:
2x OR 4x SILL PLATE?
ALLOWABLE LOAD TO 5/8" x 8" LAG SCREW
ALLOWABLE LOAD TO SIMPS 'A35' CLIP
ALLOWABLE SHEAR PER 5/8" 12" ANCHOR BOLT
MAXIMUM SPACING AT TO SUBFLOOR
MAXIMUM SPACING AT SIMPSON 'A35' CLIP TO BLK'G
MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION
13 FT
9 FT
7.37 KIPS
WIND
NO
0.18 KLF
0.00 KIPS
0.00 KIPS
0.00 KIPS
44.2 KIP FT
.10.1 KIP FT HD REQ'D
34.1 KIP FT
4.96 KIPS
-2.62 KIPS
3.61 KIPS OK
4.42 KIPS OK
4x SILL PL
0.88 KIPS
0.45 KIPS
0.88 KIPS
22 " o.c. USE: 22
11 " o.c. USE: 8
22 " o.c. USE: 22
aD DANIEL J. DOBBIE Page: 20
Professional Engineer Job No: 1047
20 Mayfair Drive Date: December 2001
Chico, CA 95973-0707
Phone/Fax (530) 3454743 Alward Residence
LIVING ROOM & BEDRM #1 SOUTH SHEAR WALL
FOR IN -PLANE WIND OR SEISMIC SHEAR
SHEAR COLLECTOR WALL LINE DATA: V =.01276 * (800+284)/2
TOTAL SHEAR COLLECTED TO WALL LINE (V): 6.92 KIPS
PANEL SIZES: HEIGHT WIDTH
P 1: 9.00 FT 8.50 FT
P2: 9.00 FT 11.50 FV
TOT WIDTH = 20.00 FT
RESULTING UNIT SHEAR AT WALL LINE (v): 0.346 KLF
ALLOWABLE UNIT SHEAR (va): 0.350 KLF
B SHEAR WALL: 3/8" APA RATED SHEATHING, BLOCKED EDGES
EDGE NAIL W/ 8d @ 4" o.c.
FIELD NAIL W/ 8d @ 12" o.c.
PANEL P1 DATA:
PANEL WIDTH (W):
PANEL HEIGHT (H):
TOTAL SHEAR RESISTED BY PANEL (V):
DOES WIND OR SEISMIC GOVERN?
IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH?
UNIT DEAD LOAD TO PANEL (w):,
APPLIED LEFT DOWN LOAD (Pld):
APPLIED RIGHT DOWN LOAD (Prd):
APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP)
PANEL RESULTS:
2/3 OVERTURNING MOMENT (Mo):
2/3 DEAD LOAD RESISTING MOMENT (Mr):
NET OVERTURNING MOMENT (Mnet):
LEFT DOWN LOAD REACTION (Rd): /
RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) J
ALLOWABLE UPLIFT SIMPSON 'PHD2' ON 2 - 2x
ALLOWABLE UPLIFT SIMPSON 'SSTB1 6'ANCHOR
SILL PLATE ATTACHMENT:
2x OR 4x SILL PLATE?
ALLOWABLE LOAD TO 16d SINKER NAIL
ALLOWABLE LOAD TO SIMPSON'A35' CLIP
ALLOWABLE SHEAR PER 5/8" x 12" ANCHOR BOLT
MAXIMUM SPACING AT 16d SINKERS TO SUBFLOOR
MAXIMUM SPACING AT SIMPSON 'A35' CLIP TO BLK'G
MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION
WIND
NO
8.5 FT
9 FT
2.94 KIPS
0.12 KLF
0.00 KIPS
0.00 KIPS
0.00 KIPS
17.6 KIP FT
2.9 KIP FT HD REQ'D
14.8 KIP FT
2.76 KIPS
-1.74 KIPS
3.61 KIPS OK
4.42 KIPS OK
2x SILL PL
0.099 KIPS
0.45 KIPS
0.60 KIPS
5 " o.c. USE: 4 /
21 " o.c. USE: 16
27 " o.c. USE: 24
DANIEL J. DOBBIE Page: 21
aD Professional Engineer Job No: 1047
20 Mayfair Drive Date: December 2001
Chico, CA 95973-0707
Phone/Fax (530) 3454743 Alward Residence
BEDROOM #3 SOUTH SHEAR WALL
FOR IN -PLANE WIND OR SEISMIC SHEAR
SHEAR COLLECTOR WALL LINE DATA: V = .01276 * (284/2+36)
TOTAL SHEAR COLLECTED TO WALL LINE (V): 2.27 KIPS
PANEL SIZES: HEIGHT WIDTH
P1: 9.00 FT 11.00 FT
TOT WIDTH = 11.00 FT
RESULTING UNIT SHEAR AT WALL LINE (v): 0.206 KLF
ALLOWABLE UNIT SHEAR (va): 0.260 KLF
A SHEAR WALL: 3/8" APA RATED SHEATHING, BLOCKED EDGES
EDGE NAIL W/ 8d @ 6" o.c.
FIELD NAIL W/ 8d @ 12" o.c.
PANEL P1 DATA:
PANEL WIDTH (W):
PANEL HEIGHT (H):
TOTAL SHEAR RESISTED BY PANEL (V):
DOES WIND OR SEISMIC GOVERN? WIND
IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH? NO
UNIT DEAD LOAD TO PANEL (w):
APPLIED LEFT DOWN LOAD (Pld):
APPLIED RIGHT DOWN LOAD (Prd):
APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP)
PANEL RESULTS:
2/3 OVERTURNING MOMENT (Mo):
2/3 DEAD LOAD RESISTING MOMENT (Mr):
NET OVERTURNING MOMENT (Mnet):
LEFT DOWN LOAD REACTION (Rd):
RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) /
ALLOWABLE UPLIFT SIMPSON 'PHD2' ON 2 - 2x
ALLOWABLE UPLIFT SIMPSON 'SSTB1 6'ANCHOR
SILL PLATE ATTACHMENT:
2x OR 4x SILL PLATE?
ALLOWABLE LOAD TO 16d SINKER NAIL
ALLOWABLE LOAD TO SIMPSON'A35' CLIP
ALLOWABLE SHEAR PER 5/8" x 12" ANCHOR BOLT
MAXIMUM SPACING AT 16d SINKERS TO SUBFLOOR
MAXIMUM SPACING AT SIMPSON 'A35' CLIP TO BLK'G
MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION
11 FT
9 FT
2.27 KIPS
0.12 KLF
0.00 KIPS
0.00 KIPS
0.00 KIPS
13.6 KIP FT
4.8 KIP FT
8.8 KIP FT
2.12 KIPS
-0.80 KIPS
3.61 KIPS
4.42 KIPS
2x SILL PL
0.099 KIPS
0.45 KIPS
0.60 KIPS
6 ",o.c.
28 " o.c.
37 " o.c.
HD REQ'D
USE:6
USE: 24
USE: 36
aD DANIEL J. DOBBIE Page: 22
Professional Engineer Job No: 1047
20 Mayfair Drive
Chico, CA 95973-0707 Date: December 2001
Phone/Fax (530) 345-4743 Alward Residence
BEDROOM #2 & #3 EAST SHEAR WALL
FOR IN -PLANE WIND OR SEISMIC SHEAR
SHEAR COLLECTOR WALL LINE DATA: V = .01276'° (125)/2
TOTAL SHEAR COLLECTED TO WALL LINE (V): 0.80 KIPS
PANEL SIZES: HEIGHT WIDTH
P1: 9.00 FT 3.50 FT
P2: 9.00 FT 3.50 FT
TOT WIDTH = 7.00 FT
RESULTING UNIT SHEAR AT WALL LINE (v): 0.114 KLF ✓
ALLOWABLE UNIT SHEAR (va): 0.260 KLF
A SHEAR WALL: 3/8" APA RATED SHEATHING, BLOCKED EDGES
EDGE NAIL W/ 8d @ 6" o.c.
FIELD NAIL W/ 8d @ 12" o.c.
PANEL P1 DATA:
PANEL WIDTH (W):
PANEL HEIGHT (H):
TOTAL SHEAR RESISTED BY -PANEL (V):
DOES WIND OR SEISMIC GOVERN?
IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH?
UNIT DEAD LOAD TO PANEL (w):
APPLIED LEFT DOWN LOAD (Pld):
APPLIED RIGHT DOWN LOAD (Prd):
APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP)
PANEL RESULTS:
OVERTURNING MOMENT (Mo):
2/3 DEAD LOAD RESISTING MOMENT (Mr):
NET OVERTURNING MOMENT (Mnet):
LEFT DOWNLOAD REACTION (Rd):
RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP)
ALLOWABLE UPLIFT SIMPSON 'PHD2' ON 2 - 2x
ALLOWABLE UPLIFT SIMPSON 'SSTB16' ANCHOR
SILL PLATE ATTACHMENT:
2x OR 4x SILL PLATE?
ALLOWABLE LOAD TO 16d SINKER NAIL
ALLOWABLE LOAD TO SIMPSON'A35' CLIP
ALLOWABLE SHEAR PER 5/8" x 12" ANCHOR BOLT
MAXIMUM SPACING AT 16d SINKERS TO SUBFLOOR
MAXIMUM SPACING AT SIMPSON 'A35' CLIP TO BLK'G
MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION
WIND
YES
3.5 FT
9 FT
0.40 KIPS
0.12 KLF
0.00 KIPS
0.00 KIPS
0.00 KIPS
3.6 KIP FT
0.5 KIP FT HD REQ'D
3.1 KIP FT
1.31 KIPS
-0.89 KIPS
3.61 KIPS OK
4.42 KIPS OK
2x SILL PL
0.099 KIPS
0.45 KIPS
0.60 KIPS
6 " O.C. USE: 6
28 " o.c. USE: 24
37 " o.c. USE: 36
aD DANIEL J. DOBBIE Page: 23
Professional Engineer Job No: 1047
20 Mayfair Drive
Chico, CA 95973-0707 Date: December 2001
Phone/Fax (530) 3454743 Alward Residence
EACH SIDE OF WINDOW AT GARAGE EAST SHEAR WALL
FOR IN -PLANE WIND OR SEISMIC SHEAR
SHEAR COLLECTOR WALL LINE DATA: V = 18.9 * 1657/6027
TOTAL SHEAR COLLECTED TO WALL LINE (V): 5.20 KIPS
PANEL SIZES: HEIGHT WIDTH
P1: 1 0.00FT 6.50 FT r
P2: 10.00 FT 6.50 FT 6.25
TOT WIDTH = 13.00 FT
RESULTING UNIT SHEAR AT WALL LINE (v): 0.400 KLF
ALLOWABLE UNIT SHEAR (va): 0.490 KLF
C SHEAR WALL: 3/8" APA RATED SHEATHING, BLOCKED EDGES
EDGE NAIL W/ 8d @ 3", FIELD NAIL W/ 8d @ 12"
4x FRMG AT ABUTTING EDGES, 2x SILL PLATE
PANEL P1 DATA:
PANEL WIDTH (W): 6.5 FT
PANEL HEIGHT (H): 10 FT
TOTAL SHEAR RESISTED BY PANEL (V): 2.60 KIPS
DOES WIND OR SEISMIC GOVERN? SEISMIC
IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH? NO
UNIT DEAD LOAD TO PANEL '(w):- 0.387 KLF
APPLIED LEFT DOWN LOAD (Pld): 0.00 KIPS
APPLIED RIGHT DOWN LOAD (Prd): 0.00 KIPS
APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS
PANEL RESULTS:
OVERTURNING MOMENT (Mo) 26.0 KIP FT
DEAD LOAD RESISTING MOMENT (Mr): 8.2 KIP FT HD REQ'D
NET OVERTURNING MOMENT (Mnet): 17.8 KIP FT
LEFT DOWN LOAD REACTION (Rd): 5.26 KIPS
RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -2.74 KIPS
ALLOWABLE UPLIFT SIMPSON 'PHD2' ON 2 - 2x 3.61 KIPS OK
ALLOWABLE UPLIFT SIMPSON'SSTB16' ANCHOR 4.42 KIPS OK
SILL PLATE ATTACHMENT:
2x OR 4x SILL PLATE? (50% VALUE) 2x SILL PL
ALLOWABLE LOAD TO 16d SINKER NAIL 0.099 KIPS
ALLOWABLE LOAD TO SIMPSON 'A35' CLIP 0.45 KIPS
ALLOWABLE SHEAR PER 5/8" x 12" ANCHOR BOLT 0.60 KIPS
MAXIMUM SPACING AT 16d SINKERS TO SUBFLOOR 3 " o.c. NOT APPL
MAXIMUM SPACING AT SIMPSON 'A35' CLIP TO BLK'G 15 " o.c. NOT APPL
MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION 10 " O.C. USE: 10 i
aD DANIEL J. DOBBIE Page: 24
Professional Engineer Job No: 1047
20 Mayfair Drive
Chico, CA 95973-0707 Date: December 2001
Phone/Fax (530) 345-4743 Alward Residence
FRONT PORCH � ViEeST SHEAR WALL
FOR IN -PLANE WIND OR SEISMIC SHEAR
SHEAR COLLECTOR WALL LINE DATA: V = 18.9 " 702/6027
TOTAL SHEAR COLLECTED TO WALL LINE (V): 2.20 KIPS
PANEL SIZES: HEIGHT WIDTH /
P1: 9.00 FT 3.50 FT /
P2: 9.00 FT 4.50 FT
TOT WIDTH = 8.00 FT
RESULTING UNIT SHEAR AT WALL LINE (v): 0.275 KLF
ALLOWABLE UNIT SHEAR (va): 0.350 KLF /
B SHEAR WALL: 3/8" APA RATED SHEATHING, BLOCKED EDGES
EDGE NAIL W/ 8d @ 4" o.c.
FIELD NAIL W/ 8d @ 12" O.C.
PANEL P1 DATA:
PANEL WIDTH (W):
3.5 FT
PANEL HEIGHT (H):
9 FT
TOTAL SHEAR RESISTED BY PANEL (V):
0.96 KIPS
DOES WIND OR SEISMIC GOVERN?
SEISMIC
IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH?
NO
UNIT DEAD LOAD TO PANEL (w):
0.324 KLF
APPLIED LEFT DOWN LOAD (Pld):
0.00 KIPS
APPLIED RIGHT DOWN LOAD (Prd):
0.00 KIPS
APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP)
0.00 KIPS
PANEL RESULTS:
OVERTURNING MOMENT (Mo)
8.7 KIP FT
DEAD LOAD RESISTING MOMENT (Mr):
2.0 KIP FT
HD REQ'D
NET OVERTURNING MOMENT (Mnet):
6.7 KIP FT
LEFT DOWN LOAD REACTION (Rd):
3.04 KIPS
RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP)
-1.91 KIPS
ALLOWABLE UPLIFT SIMPSON 'PHD2' ON 2 -:2x
3.61 KIPS
OK
ALLOWABLE UPLIFT SIMPSON 'SSTB16' ANCHOR
4.42 KIPS
OK
SILL PLATE ATTACHMENT:
2x OR 4x SILL PLATE?
2x SILL PL
ALLOWABLE LOAD TO 16d SINKER NAIL
0.099 KIPS
ALLOWABLE LOAD TO SIMPSON 'A35' CLIP
0.45 KIPS
ALLOWABLE SHEAR PER 5/8" x 12" ANCHOR BOLT
0.60 KIPS
MAXIMUM SPACING AT 16d SINKERS TO SUBFLOOR
5 " O.C.
USE: 4
MAXIMUM SPACING AT SIMPSON 'A35' CLIP TO BLK'G
21 " o.c.
USE: 16
MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION
27 " o.c.
USE: 24
aD DANIEL J. DOBBIE
Professional Engineer
20 Mayfair Drive
Chico, CA 95973-0707
Phone/Fax (530) 345-4743
Page: 25
Job No: 1047
Date: December 2001
Alward Residence
EAST FACING GARAGE DOOR SHEAR WALL
. FOR IN -PLANE WIND OR SEISMIC SHEAR
SHEAR COLLECTOR WALL LINE DATA: V =.01276 * (266)/2
TOTAL SHEAR COLLECTED TO WALL LINE (V): 1.70 KIPS
PANEL SIZES: HEIGHT WIDTH
P1: 10.00 FT 3.50 FT r
P2: 10.00 FT 3.50 FT �
TOT WIDTH = 7.00 FT
RESULTING UNIT SHEAR AT WALL LINE (v): 0.243 KLF
ALLOWABLE UNIT SHEAR (va): , 0.260 KLF
A SHEAR WALL: 3/8" APA RATED SHEATHING, BLOCKED EDGES
EDGE NAIL W/ 8d @ 6" o.c.
FIELD NAIL W/ 8d @ 12" o.c.
PANEL P1 DATA:
PANEL WIDTH (W):
PANEL HEIGHT (H):
TOTAL SHEAR RESISTED BY PANEL (V):
DOES WIND OR SEISMIC GOVERN?
IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH?
UNIT DEAD LOAD TO PANEL (w):
APPLIED LEFT DOWN LOAD (Pld):
APPLIED RIGHT DOWNLOAD (Prd):
APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP)
PANEL RESULTS:
2/3 OVERTURNING MOMENT (Mo):
2/3 DEAD LOAD RESISTING MOMENT (Mr):
NET OVERTURNING MOMENT (Mnet):
LEFT DOWN LOAD REACTION (Rd):
RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP)
ALLOWABLE UPLIFT SIMPSON 'PHD2' ON 2 - 2x
ALLOWABLE UPLIFT SIMPSON 'SSTB16' ANCHOR
SILL PLATE ATTACHMENT:
2x OR 4x SILL PLATE?
ALLOWABLE LOAD TO 16d SINKER NAIL
ALLOWABLE LOAD TO SIMPSON'A35' CLIP
ALLOWABLE SHEAR PER 5/8" x 12" ANCHOR BOLT
MAXIMUM SPACING AT 16d SINKERS TO SUBFLOOR
MAXIMUM SPACING AT SIMPSON'A35' CLIP TO BLK'G
MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION
WIND
NO
3.5 FT
10 FT
0.85 KIPS
0.324 KLF
0.00 KIPS
0.00 KIPS
0.00 KIPS
./
5.7 KIP FT
1.3 KIP FT HD REQ'D
4.3 KIP FT
2.38 KIPS
-1.24 KIPS
3.61 KIPS OK
4.42 KIPS OK
2x SILL PL
0.099 KIPS
0.45 KIPS
0.60 KIPS
6 " o.c.
NOT APPL
28 " o.c.
NOT APPL
37 " o.c.
USE: 36
• aD DANIEL J. DOBBIE Page: 26
Q Q Professional Engineer Job No: 1047
20 Mayfair Drive Date: December 2001
Chico, CA 95973-0707 -
Phone/Fax (530) 345-4743 Alward Residence
BACK PORCH EAST SHEAR WALL
FOR IN -PLANE WIND OR SEISMIC SHEAR
SHEAR COLLECTOR WALL LINE DATA: V = 18.9 * 1962/6027
TOTAL SHEAR COLLECTED TO WALL LINE (V): 6.15 KIPS
PANEL SIZES: HEIGHT WIDTH
P1: 9.00 FT 3.00 FT%
P2: 9.00 FT 5.00 FT
P3: 9.00 FT 3.50 FT
TOT WIDTH = 11.50 FT
RESULTING UNIT SHEAR AT WALL LINE (v): 0.535 KLF
ALLOWABLE UNIT SHEAR (va): 0.640 KLF /
D SHEAR WALL: 3/8" APA RATED SHEATHING, BLOC MD EDGES
EDGE NAIL W/ 8d @ 2", FIELD NAIL W/ 8d @ 12"
4x FRMG AT ABUTTING EDGES, 4x SILL PLATE
PANEL P1 DATA:
PANEL WIDTH (W):
PANEL HEIGHT (H):
TOTAL SHEAR RESISTED BY PANEL (V):
DOES WIND OR SEISMIC GOVERN?
IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH?
UNIT DEAD LOAD TO PANEL (w):
APPLIED LEFT DOWN LOAD (Pld):
APPLIED RIGHT DOWN LOAD (Prd):
APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP)
PANEL RESULTS:
OVERTURNING MOMENT (Mo)
DEAD LOAD RESISTING MOMENT (Mr):
NET OVERTURNING MOMENT (Mnet):
LEFT DOWN LOAD REACTION (Rd):
RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP)
ALLOWABLE UPLIFT SIMPSON 'PHD6' ON 2 -:2x
ALLOWABLE UPLIFT SIMPSON 'SSTB1 6'ANCHOR
SILL PLATE ATTACHMENT:
2x OR 4x SILL PLATE?
ALLOWABLE LOAD TO 5/8" x 8" LAG SCREW
ALLOWABLE LOAD TO SIMPSO 'A35' CLIP
ALLOWABLE SHEAR PER 5/8" 12" ANCHOR BOLT
MAXIMUM SPACING AT TO SUBFLOOR
MAXIMUM SPACING AT SIMPSON 'A35' CLIP TO BLK'G
MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION
3 FT
9 FT
1.60 KIPS
SEISMIC
NO
0.366 KLF
0.00 KIPS
0.55 KIPS
0.00 KIPS
14.4 KIP FT
3.3 KIP FT
11.1 KIP FT
5.36 KIPS
-3.71 KIPS
4.685 KIPS
4.42 KIPS
4x SILL PL
0.88 KIPS
0.45 KIPS
0.88 KIPS
22 " o.c.
11 O.C.
22 " O.C.
HD REQ'D
E
USE: 22
USE.8
USE: 22
• aD DANIEL J. DOBBIE Page: 27
Q Q Professional Engineer Job No: 1047
20 Mayfair Drive Date: December 2001
Chico, CA 95973-0707
Phone/Fax (530) 345-4743 Alward Residence
BACK PORCH & GARAGE WEST SHEAR WALL
'FOR IN -PLANE WIND OR SEISMIC SHEAR
SHEAR COLLECTOR WALL LINE DATA: V = 18.9 * 907/6027
TOTAL SHEAR COLLECTED TO WALL LINE (V): 2.85 KIPS
PANEL SIZES: HEIGHT WIDTH /
P1: 10.00 FT 5.50 FT
P2: 10.00 FT 6.50 FT
TOT WIDTH = 12.00 FT
RESULTING UNIT SHEAR AT WALL LINE (v): 0.238 KLF
ALLOWABLE UNIT SHEAR (va):. 0.260 KLF
A SHEAR WALL: 3/8" APA RATED SHEATHING, BLOCKED EDGES
EDGE NAIL W/ 8d @ 6" o.c.
FIELD NAIL W/ 8d @ 12" o.c.
PANEL P1 DATA:
PANEL WIDTH (W):
5.5 FT
PANEL HEIGHT (H):
10 FT
TOTAL SHEAR RESISTED BY PANEL (V):
1.31 KIPS
DOES WIND OR SEISMIC GOVERN?
SEISMIC
IS HEIGHT OF STRUCTURE > 1/2 OF THE WIDTH?
NO
UNIT DEAD LOAD TO PANEL (w):
0.417 KLF
APPLIED LEFT DOWN LOAD (Pld):
0.00 KIPS
APPLIED RIGHT DOWN LOAD (Prd):
0.55 KIPS
APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP)
0.00 KIPS
PANEL RESULTS:
OVERTURNING MOMENT (Mo)
13.1 KIP FT
DEAD LOAD RESISTING MOMENT (Mr):
9.3 KIP FT
HD REQ'D
NET OVERTURNING MOMENT (Mnet):
3.7 KIP FT
LEFT DOWN LOAD REACTION (Rd):
3.52 KIPS
RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP)
-0.68 KIPS
ALLOWABLE UPLIFT SIMPSON 'PHD2' ON 2 - 2x /
3.61 KIPS
OK
ALLOWABLE UPLIFT SIMPSON 'SSTB1 6'ANCHOR
4.42 KIPS
OK
SILL PLATE ATTACHMENT:
2x OR 4x SILL PLATE?
2x SILL PL
ALLOWABLE LOAD TO 16d SINKER NAIL
0.099 KIPS
ALLOWABLE LOAD TO SIMPSON'A35' CLIP
0.45 KIPS
ALLOWABLE SHEAR PER 5/8" x 12" ANCHOR BOLT
0.60 KIPS
MAXIMUM SPACING AT 16d SINKERS TO SUBFLOOR
6 " o.c.
NOT APPL
MAXIMUM SPACING AT SIMPSON 'A35' CLIP TO BLK'G
28 " o.c.
NOT APPL
MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION
37 " o.c.
USE: 36 /
aDDANIEL J. DOBBIE Page: 28
QProfessional Engineer Job No: 1047
20 Mayfair Drive Date: December 2001
Chico, CA 95973-0707
Phone/Fax (530) 3454743 Alward Residence
DRAG CONNECTIONS AT NORTH FACING GARAGE DOOR SHEAR WALL
FIND DRAG FORCES AT CONNECTIONS OF DRAG LINE TO SHEAR WALL
F2
DESIGN DATA:
F4
DIAPHRAGM TRIBUTARY LENGTH TO DRAG LINE (Ld)
47.33 FT
LENGTH OF SHEAR PANEL P1 (LP1)
3.00 FT
LENGTH OF SHEAR PANEL P2 (LP2)
3.00 FT
LENGTH OF SHEAR PANEL P3 (LP3)
4.00 FT
TOTAL LENGTH OF SHEAR WALL ON DRAG LINE (Lsw)
10.00 FT
LENGTH OF DIAPHRAGM TO LEFT OF P1 (LD1)
0.00 FT
LENGTH OF DIAPHRAGM BETWEEN P1 AND P2 (LD2)
16.00 FT
LENGTH OF DIAPHRAGM BETWEEN P2 AND P3 (LD3)
21.33 FT
LENGTH OF DIAPHRAGM TO RIGHT OF P3 (LD4)
0.00 FT
TOTAL DRAG FORCE TO DRAG LINE (F)
3.91 KIPS
Ld
F1 F3 F5
F6 F=0
DRAG FORCES AT DRAG LINE
MAXIMUM DRAG FORCE AT CONNECTION:
UNIT SHEAR IN SHEAR WALLS (vsw) = F / Lsw
UNIT SHEAR OVER WIDTH OF DIAPHRAGM (vd) = F / Ld
NET UNIT SHEAR ALONG. SHEAR WALLS (vt) = vsw -'vd
MAXIMUM DRAG FORCE AT CONNECTION (F1) = vd * LD1
MAXIMUM DRAG FORCE AT CONNECTION (F2) = F1 - vt * LPI
MAXIMUM DRAG FORCE AT CONNECTION (F3) = F2 + vd * LD2
MAXIMUM DRAG FORCE AT CONNECTION (F4) = F3 - vt * LP2
MAXIMUM DRAG FORCE AT CONNECTION (F5) = F4 + vd * LD3
MAXIMUM DRAG FORCE AT CONNECTION (1176) = FS - vt * LP3
DRAG CONNECTION AT F4 & F5:
MAXIMUM DRAG FORCE (F)
ALLOWABLE LOAD TO SIMPSON 'MSTA24' STRAP
0.391 KLF
0.083 KLF
0.308 KLF
0.00 KIPS
-0.93 KIPS
0.40 KIPS
-0.53 KIPS
1.23 KIPS
0.00 KIPS
1.23 KIPS
1.37 dfiS
USE: 'MSTA24' STRAP
F2
F4
P1
P2
P3
ILD1
LD2
LD3
I LP1
Ir LP2
I LP3
DRAG FORCES AT DRAG LINE
MAXIMUM DRAG FORCE AT CONNECTION:
UNIT SHEAR IN SHEAR WALLS (vsw) = F / Lsw
UNIT SHEAR OVER WIDTH OF DIAPHRAGM (vd) = F / Ld
NET UNIT SHEAR ALONG. SHEAR WALLS (vt) = vsw -'vd
MAXIMUM DRAG FORCE AT CONNECTION (F1) = vd * LD1
MAXIMUM DRAG FORCE AT CONNECTION (F2) = F1 - vt * LPI
MAXIMUM DRAG FORCE AT CONNECTION (F3) = F2 + vd * LD2
MAXIMUM DRAG FORCE AT CONNECTION (F4) = F3 - vt * LP2
MAXIMUM DRAG FORCE AT CONNECTION (F5) = F4 + vd * LD3
MAXIMUM DRAG FORCE AT CONNECTION (1176) = FS - vt * LP3
DRAG CONNECTION AT F4 & F5:
MAXIMUM DRAG FORCE (F)
ALLOWABLE LOAD TO SIMPSON 'MSTA24' STRAP
0.391 KLF
0.083 KLF
0.308 KLF
0.00 KIPS
-0.93 KIPS
0.40 KIPS
-0.53 KIPS
1.23 KIPS
0.00 KIPS
1.23 KIPS
1.37 dfiS
USE: 'MSTA24' STRAP
aD DANIEL J. DOBBIE
Professional Engineer
20 Mayfair Drive
Chico, CA 95973-0707
Phone/Fax (530) 345-4743
Page: 29
Job No: 1047
Date: December 2001
Alward Residence
DRAG CONNECTIONS AT BEDROOM #3 SOUTH SHEAR WALL
FIND DRAG FORCES AT CONNECTIONS OF DRAG LINE TO SHEAR WALL
DESIGN DATA:
DIAPHRAGM TRIBUTARY LENGTH TO DRAG LINE (Ld)
LENGTH OF SHEAR PANEL P1 (LP1)
LENGTH OF SHEAR PANEL P2 (LP2)
LENGTH OF SHEAR PANEL P3 (LP3)
TOTAL LENGTH OF SHEAR WALL ON DRAG LINE (Lsw)
LENGTH OF DIAPHRAGM TO LEFT OF P1 (LD1)
LENGTH OF DIAPHRAGM BETWEEN P1 AND P2 (LD2)
LENGTH OF DIAPHRAGM BETWEEN P2 AND P3 (LD3)
LENGTH OF DIAPHRAGM TO RIGHT OF P3 (LD4)
TOTAL DRAG FORCE TO DRAG LINE (F)
Ld
F1 F3 F5
A,--"" F6 F=0
DRAG FORCES AT DRAG LINE
MAXIMUM DRAG FORCE AT CONNECTION:
UNIT SHEAR IN SHEAR WALLS (vsw) = F / Lsw
UNIT SHEAR OVER WIDTH OF DIAPHRAGM (vd) = F / Ld
NET UNIT SHEAR ALONG SHEAR WALLS (vt) = vsw - vd
MAXIMUM DRAG FORCE AT CONNECTION (FI) = vd * LD1
MAXIMUM DRAG FORCE AT CONNECTION (F2) = F1 - vt * LPI
MAXIMUM DRAG FORCE AT CONNECTION (F3) = F2 + vd * LD2
MAXIMUM DRAG FORCE AT CONNECTION (F4) = F3 - vt * LP2
MAXIMUM DRAG FORCE AT CONNECTION (F5) = F4 + vd * LD3
MAXIMUM DRAG FORCE AT CONNECTION (F6) = F5 - vt * LP3
DRAG CONNECTION AT F3. F4. F5 & F6:
MAXIMUM DRAG FORCE (F)
ALLOWABLE LOAD TO SIMPSON 'MSTA24' STRAP
56.75 FT
11.00 FT
0.00 FT
0.00 FT
11.00 FT
0.00 FT
12.50 FT
17.00 FT
16.25 FT
2.27 KIPS
0.206 KLF
0.040 KLF
0.166 KLF
0.00 KIPS
-1.83 KIPS
-1.33 KIPS
-1.33 KIPS
-0.65 KIPS
-0.65 KIPS
-1.33 KIPS
1.377
.37 IPS
USE: 'MSTA24' STRAP
F2
F4
P1
P2
P3
LD1
I LD2
I LD3
I LP1
I LP2
I LP3
DRAG FORCES AT DRAG LINE
MAXIMUM DRAG FORCE AT CONNECTION:
UNIT SHEAR IN SHEAR WALLS (vsw) = F / Lsw
UNIT SHEAR OVER WIDTH OF DIAPHRAGM (vd) = F / Ld
NET UNIT SHEAR ALONG SHEAR WALLS (vt) = vsw - vd
MAXIMUM DRAG FORCE AT CONNECTION (FI) = vd * LD1
MAXIMUM DRAG FORCE AT CONNECTION (F2) = F1 - vt * LPI
MAXIMUM DRAG FORCE AT CONNECTION (F3) = F2 + vd * LD2
MAXIMUM DRAG FORCE AT CONNECTION (F4) = F3 - vt * LP2
MAXIMUM DRAG FORCE AT CONNECTION (F5) = F4 + vd * LD3
MAXIMUM DRAG FORCE AT CONNECTION (F6) = F5 - vt * LP3
DRAG CONNECTION AT F3. F4. F5 & F6:
MAXIMUM DRAG FORCE (F)
ALLOWABLE LOAD TO SIMPSON 'MSTA24' STRAP
56.75 FT
11.00 FT
0.00 FT
0.00 FT
11.00 FT
0.00 FT
12.50 FT
17.00 FT
16.25 FT
2.27 KIPS
0.206 KLF
0.040 KLF
0.166 KLF
0.00 KIPS
-1.83 KIPS
-1.33 KIPS
-1.33 KIPS
-0.65 KIPS
-0.65 KIPS
-1.33 KIPS
1.377
.37 IPS
USE: 'MSTA24' STRAP
aD DANIEL J. DOBBIE Page: 30
Professional Engineer Job No: 1047
20 Mayfair Drive Date: December 2001
Chico, CA 95973-0707
Phone/Fax (530) 345-4743 Alward Residence
RAG CONNECTIONS AT EA SIDE OF WINDOW AT GARAGE EAST SHEAR WALL
FIND DRAG FORCES AT CONNECTIONS OF DRAG LINE TO SHEAR WALL
DESIGN DATA:
DIAPHRAGM TRIBUTARY LENGTH TO DRAG LINE (Ld)
LENGTH OF SHEAR PANEL P1 (LP1)
LENGTH OF SHEAR PANEL P2 (LP2)
LENGTH OF SHEAR PANEL P3 (LP3)
TOTAL LENGTH OF SHEAR WALL ON DRAG LINE (Lsw)
LENGTH OF DIAPHRAGM TO LEFT OF P1 (LD1)
LENGTH OF DIAPHRAGM BETWEEN P1 AND P2 (LD2)
LENGTH OF DIAPHRAGM BETWEEN P2 AND P3 (LD3)
LENGTH OF DIAPHRAGM TO RIGHT OF P3 (LD4)
TOTAL DRAG FORCE TO DRAG LINE (F)
Ld
F1 F3 F5
�� F6 F=0
LD1 LP1 LD2 LP2 LD3 LP3
DRAG FORCES AT DRAG LINE
MAXIMUM DRAG FORCE AT CONNECTION:
UNIT SHEAR IN SHEAR WALLS (vsw) = F / Lsw
UNIT SHEAR OVER WIDTH OF DIAPHRAGM (vd)`= F hLd
NET UNIT SHEAR ALONG SHEAR WALLS (vt) = vsw - vd
MAXIMUM DRAG FORCE AT CONNECTION (F1) = vd " LD1
MAXIMUM DRAG FORCE AT CONNECTION (F2) = F1 - vt " LPI
MAXIMUM DRAG FORCE AT CONNECTION (F3) = F2 + vd " LD2'
MAXIMUM DRAG FORCE AT CONNECTION (F4) = F3 - vt" LP2
MAXIMUM DRAG FORCE AT CONNECTION (F5) = F4 + vd " LD3
MAXIMUM DRAG FORCE AT CONNECTION (F6) = F5 - vt " LP3
98.33 FT
6.50 FT
6.50 FT
0.00 FT
13.00 FT
0.00 FT
12.00 FT
25.00 FT
48.33 FT
r 5.20 KIPS
0.400 KLF
0.053 KLF
0.347 KLF
0.00 KIPS
-2.26 KIPS
-1.62 KIPS
-3.88 KIPS
-2.56 KIPS
-2.56 KIPS
DRAG CONNECTION AT F2. F3. F4 & F5:
MAXIMUM DRAG FORCE (F) -3.88 KIPS
ALLOWABLE LOAD TO SIMPSON 'MSTC40' STRAP 3.985 KIPS
USE: 'MSTC40' STRAP
F2
F4
P3
P1
P2
LD1 LP1 LD2 LP2 LD3 LP3
DRAG FORCES AT DRAG LINE
MAXIMUM DRAG FORCE AT CONNECTION:
UNIT SHEAR IN SHEAR WALLS (vsw) = F / Lsw
UNIT SHEAR OVER WIDTH OF DIAPHRAGM (vd)`= F hLd
NET UNIT SHEAR ALONG SHEAR WALLS (vt) = vsw - vd
MAXIMUM DRAG FORCE AT CONNECTION (F1) = vd " LD1
MAXIMUM DRAG FORCE AT CONNECTION (F2) = F1 - vt " LPI
MAXIMUM DRAG FORCE AT CONNECTION (F3) = F2 + vd " LD2'
MAXIMUM DRAG FORCE AT CONNECTION (F4) = F3 - vt" LP2
MAXIMUM DRAG FORCE AT CONNECTION (F5) = F4 + vd " LD3
MAXIMUM DRAG FORCE AT CONNECTION (F6) = F5 - vt " LP3
98.33 FT
6.50 FT
6.50 FT
0.00 FT
13.00 FT
0.00 FT
12.00 FT
25.00 FT
48.33 FT
r 5.20 KIPS
0.400 KLF
0.053 KLF
0.347 KLF
0.00 KIPS
-2.26 KIPS
-1.62 KIPS
-3.88 KIPS
-2.56 KIPS
-2.56 KIPS
DRAG CONNECTION AT F2. F3. F4 & F5:
MAXIMUM DRAG FORCE (F) -3.88 KIPS
ALLOWABLE LOAD TO SIMPSON 'MSTC40' STRAP 3.985 KIPS
USE: 'MSTC40' STRAP
DANIEL J. DOBBIE Page: 31
Q D Professional Engineer Job No: 1047
20 Mayfair Drive Date: December 2001
Chico, CA 95973-0707
Phone/Fax (530) 345-4743 Alward Residence
DRAG CONNECTIONS AT BACK PORCH EAST SHEAR WALL
FIND DRAG FORCES AT CONNECTIONS OF DRAG LINE TO SHEAR WALL
DESIGN DATA:
DIAPHRAGM TRIBUTARY LENGTH TO DRAG LINE'(Ld)
LENGTH OF SHEAR PANEL P1 (LP1)
LENGTH OF SHEAR PANEL P2 (LP2)
LENGTH OF SHEAR PANEL P3 (LP3)
TOTAL LENGTH OF SHEAR WALL ON DRAG LINE (Lsw)
LENGTH OF DIAPHRAGM TO LEFT OF P1 (LD1)
LENGTH OF DIAPHRAGM BETWEEN P1 AND P2 (LD2)
LENGTH OF DIAPHRAGM BETWEEN P2 AND P3 (LD3)
LENGTH OF DIAPHRAGM TO RIGHT OF P3 (LD4)
TOTAL DRAG FORCE TO DRAG LINE (F)
Ld
F1 F3 F5
' --N' F6 F=0
LD1 I LPI I 'LD2 I LP2 I LD3 I LP3
DRAG FORCES AT DRAG LINE
MAXIMUM DRAG FORCE AT CONNECTION:
UNIT SHEAR IN SHEAR WALLS (vsw) = F / Lsw
UNIT SHEAR OVER WIDTH OF DIAPHRAGM (vd) = F / Ld
NET UNIT SHEAR ALONG SHEAR WALLS (vt) = vsw - vd
MAXIMUM DRAG FORCE AT CONNECTION (F1) = vd " LD1
MAXIMUM DRAG FORCE AT CONNECTION (F2) = F1 - vt" LP1
MAXIMUM DRAG FORCE AT CONNECTION (F3) = F2 + vd " LD2
MAXIMUM DRAG FORCE AT CONNECTION (F4) = F3 - vt " LP2
MAXIMUM DRAG FORCE AT CONNECTION (F5) = F4 + vd " LD3
MAXIMUM DRAG FORCE AT CONNECTION (F6) = F5 - vt" LP3
DRAG CONNECTION AT F2:
MAXIMUM DRAG FORCE (F)
ALLOWABLE LOAD TO SIMPSON 'MSTA24' STRAP
DRAG CONNECTION AT F1, F3, F4, F5. & F6:
MAXIMUM DRAG FORCE (F)
ALLOWABLE LOAD TO TYPICAL PLATE SPLICE (Ta)
98.33 FT
3.00 FT
5.00 FT
3.50 FT
11.50 FT
20.00 FT
21.50 FT
4.00 FT
41.33 FT
6.15 KIPS
0.535 KLF
0.063 KLF
0.472 KLF
1.25 KIPS
-0.17 KIPS
1.18 KIPS
-1.18 KIPS
-0.93 KIPS
-2.58 KIPS
0.17 KIPS
MSTP�24 1.37 KIPS
USE: USIA -W STRAP
-2.58 KIPS
4.2 KIPS
USE:TYP PLATE SPLICE.
F2
F4
P3
P1
P2
LD1 I LPI I 'LD2 I LP2 I LD3 I LP3
DRAG FORCES AT DRAG LINE
MAXIMUM DRAG FORCE AT CONNECTION:
UNIT SHEAR IN SHEAR WALLS (vsw) = F / Lsw
UNIT SHEAR OVER WIDTH OF DIAPHRAGM (vd) = F / Ld
NET UNIT SHEAR ALONG SHEAR WALLS (vt) = vsw - vd
MAXIMUM DRAG FORCE AT CONNECTION (F1) = vd " LD1
MAXIMUM DRAG FORCE AT CONNECTION (F2) = F1 - vt" LP1
MAXIMUM DRAG FORCE AT CONNECTION (F3) = F2 + vd " LD2
MAXIMUM DRAG FORCE AT CONNECTION (F4) = F3 - vt " LP2
MAXIMUM DRAG FORCE AT CONNECTION (F5) = F4 + vd " LD3
MAXIMUM DRAG FORCE AT CONNECTION (F6) = F5 - vt" LP3
DRAG CONNECTION AT F2:
MAXIMUM DRAG FORCE (F)
ALLOWABLE LOAD TO SIMPSON 'MSTA24' STRAP
DRAG CONNECTION AT F1, F3, F4, F5. & F6:
MAXIMUM DRAG FORCE (F)
ALLOWABLE LOAD TO TYPICAL PLATE SPLICE (Ta)
98.33 FT
3.00 FT
5.00 FT
3.50 FT
11.50 FT
20.00 FT
21.50 FT
4.00 FT
41.33 FT
6.15 KIPS
0.535 KLF
0.063 KLF
0.472 KLF
1.25 KIPS
-0.17 KIPS
1.18 KIPS
-1.18 KIPS
-0.93 KIPS
-2.58 KIPS
0.17 KIPS
MSTP�24 1.37 KIPS
USE: USIA -W STRAP
-2.58 KIPS
4.2 KIPS
USE:TYP PLATE SPLICE.
aD DANIEL J. DOBBIE Page: 32
Q Q Professional Engineer Job No: 1047
20 Mayfair Drive Date: December 2001
Chico, CALL95QQ9,,73-0707 qq�� dd� RR ddee
%DG CONNE 4 NS AT BACK PORCH & GARAGE WEST-SHER1AIML
FIND DRAG FORCES AT CONNECTIONS OF DRAG LINE TO SHEAR WALL
DESIGN DATA:
DIAPHRAGM TRIBUTARY LENGTH TO DRAG LINE (Ld)
LENGTH OF SHEAR PANEL P1 (LP1)
LENGTH OF SHEAR PANEL P2 (LP2)
LENGTH OF SHEAR PANEL P3 (LP3)
TOTAL LENGTH OF SHEAR WALL ON DRAG LINE'(Lsw)
LENGTH OF DIAPHRAGM TO LEFT OF P1 (LD1)
LENGTH OF DIAPHRAGM BETWEEN P1 AND P2 (LD2)
LENGTH OF DIAPHRAGM BETWEEN P2 AND P3 (LD3)
LENGTH OF DIAPHRAGM TO RIGHT OF P3 (LD4)
TOTAL DRAG FORCE TO DRAG LINE (F)
Ld
F1 F3 F5
2h, F6 F=0
LLD1 I LP1 I LD2 I LP2 I LD3 I LP3
DRAG FORCES AT DRAG LINE
MAXIMUM DRAG FORCE AT CONNECTION:
UNIT SHEAR IN SHEAR WALLS (vsw) = F / Lsw
UNIT SHEAR OVER WIDTH OF DIAPHRAGM (vd) = F / Ld
NET UNIT SHEAR ALONG SHEAR WALLS (A) = vsw - vd
MAXIMUM DRAG FORCE AT CONNECTION (F1) = vd * LD1
MAXIMUM DRAG FORCE AT CONNECTION (F2) = F1 - vt * LPI
MAXIMUM DRAG FORCE AT CONNECTION (F3) = F2 + vd * LD2 "
MAXIMUM DRAG FORCE AT CONNECTION (F4) = F3 - vt * LP2
MAXIMUM DRAG FORCE AT CONNECTION (F5) = F4 + vd * LD3
MAXIMUM DRAG FORCE AT CONNECTION (F6) = F5 - vt * LP3
DRAG CONNECTION AT F4:
MAXIMUM DRAG FORCE (F)
ALLOWABLE LOAD TO SIMPSON 'ST6224' STRAP
DRAG CONNECTION AT F5 & F6:
MAXIMUM DRAG FORCE (F)
ALLOWABLE LOAD TO SIMPSON 'MSTA36' STRAP
119.58 FT
5.50 FT
6.50 FT
0.00 FT
12.00 FT
6.00 FT
6.00 FT
16.00 FT
79.58 FT
2.85 KIPS
0.238 KLF
0.024 KL F
0.214 KLF
0.14 KIPS
-1.03 KIPS
-0.89 KIPS
-2.28 KIPS
-1.90 KIPS
-1.90 KIPS
-2.28 KIPS
2.52 KIPS
USE: 'ST6224' STRAP
....
-1.90 KIPS
1.99 KIPS
USE: 'MSTA36' STRAP
F2
F4
P3
P1
P2
LLD1 I LP1 I LD2 I LP2 I LD3 I LP3
DRAG FORCES AT DRAG LINE
MAXIMUM DRAG FORCE AT CONNECTION:
UNIT SHEAR IN SHEAR WALLS (vsw) = F / Lsw
UNIT SHEAR OVER WIDTH OF DIAPHRAGM (vd) = F / Ld
NET UNIT SHEAR ALONG SHEAR WALLS (A) = vsw - vd
MAXIMUM DRAG FORCE AT CONNECTION (F1) = vd * LD1
MAXIMUM DRAG FORCE AT CONNECTION (F2) = F1 - vt * LPI
MAXIMUM DRAG FORCE AT CONNECTION (F3) = F2 + vd * LD2 "
MAXIMUM DRAG FORCE AT CONNECTION (F4) = F3 - vt * LP2
MAXIMUM DRAG FORCE AT CONNECTION (F5) = F4 + vd * LD3
MAXIMUM DRAG FORCE AT CONNECTION (F6) = F5 - vt * LP3
DRAG CONNECTION AT F4:
MAXIMUM DRAG FORCE (F)
ALLOWABLE LOAD TO SIMPSON 'ST6224' STRAP
DRAG CONNECTION AT F5 & F6:
MAXIMUM DRAG FORCE (F)
ALLOWABLE LOAD TO SIMPSON 'MSTA36' STRAP
119.58 FT
5.50 FT
6.50 FT
0.00 FT
12.00 FT
6.00 FT
6.00 FT
16.00 FT
79.58 FT
2.85 KIPS
0.238 KLF
0.024 KL F
0.214 KLF
0.14 KIPS
-1.03 KIPS
-0.89 KIPS
-2.28 KIPS
-1.90 KIPS
-1.90 KIPS
-2.28 KIPS
2.52 KIPS
USE: 'ST6224' STRAP
....
-1.90 KIPS
1.99 KIPS
USE: 'MSTA36' STRAP
w
DANIEL J. DOBBIE
Professional Engineer
20 Mayfair Drive
Chico, CA 95973-0707
Telephone/Fax (530) 345-4743
DJDdobbie@cs.com
March 22, 2002
Job No. 1047
Scott Alward
Emma Avenue
Chico, CA
Re: Alward Residence: Truss Review
Dear Mr. Alward,
I have reviewed the truss calculations provided by Longfellow Lumber Co. Inc. and
found them to be in conformance with the intent of the structural design for this project. I
reviewed the trusses for general design conformance including the dead and live loading
criteria as well as design drag loads at the drag trusses. Thank you for providing the
requested additional information from the truss supplier. If you have any further
questions please give me a call.
Sincerely,
Daniel J. obbie P.E.
C42028
L I��YKUVtU
�ormiC Y
Genera/ Information
In aflCD ENV HEALI t plVl L
CONDITIONALLY APPROVED
PERMIT CLEARANCE
Owners Name: 2'd ti IT • Lw#"
Owners Address:
Budding Site Address: i=5M fK,+- ihl
Property Information
❑ RESOLVE PR08LEMS PRIOR r0 APPROVAL
am 22X2
Date:
AP*: D 3%— a ID -100
Parcel Acreage: io r 61 Q L
Permit Type: ❑ Agriculture Building ❑ Commercial ❑ Industrial ❑ Mobile Home �FD ❑ Residential Accessory
❑ 2nd Dwelling ❑ Multi -Family >2 units per parcel 4D Septic ell ❑ Other
r
Zone District
General Plan
Use Permit:
Parcel Is In:
A1—i 0 Date of Zoning Ordinance:
�• C, Development Agreement:
Variance:
Land Conservation Agreement No ❑ Yes, check use Minimum Acreage:
Nitrate Action Plan [3 No ❑ Yes
Violation Area allo ❑ Yes
Specific Plan �No ❑ Yes ❑ Chico ❑ 02N
Enterprise Zone No ❑ Yes, check use
(�No ❑ Yes ' v /
Floodplain Zone:
❑
Watershed Protection Zone �No Yes
Pr000sed Use Comolies With: 2 General Plan 2 Zoning
?r000sed Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit
Commercial/Industrial/Multi-Familv Uses:
Parking: ❑ Parking Requirements are OK as Shown
Landscaping: ❑ Landscaping Requirements are OK as Shown
Road and Drainage Improvements Required: ❑ No ❑ Yes
-loolicable Setbacks*
❑ Other
❑ Other
❑ Cohasset
Panel Number: D s i —,� L
❑ Accessory Budding Use
,Pvironme
Septic Permit Review:
well Permit Review:
Land Development Review:
Parcel Created by:
❑ Deeds
ff—map
Agriculture Affidavit Required ❑ No ❑ Yes
Designated well Site ❑ No (] Yes
Drainage Plan (Com/Ind/Multi) ❑ No ❑ Yes
Date of Creation:
Deed Reference:
Parcel Frontage on Publidy Maintained Road:
Complies with County Standards for Deed Creation:
Comments:
Legal Access Provided: ❑ No ❑ Yes
Legal Access Required: ❑ No ❑ Yes
❑ No ❑ Yes, Road Name:
❑ No ❑ Yes
Date of Recording: 2-19,
Lot: Block Book Page:
Conditions That Must be Met Prior to Issuance of Permit:
❑ Verify Legal Parcel ❑ Verify Legal Access
❑ Comply with condition no. of conditions of approval for the
❑ Provide Creation Deed
❑ Obtain a Certificate of Compliance (See Planning Division for application).
❑ Construction across property lines is not permitted (See Land Development for a Merger Application/Lot Line Adjustment).
❑ Comply with Old Subdivision Lot Ordinance (Maps Recorded Prior to Book 17 of Maps Page 23).
❑ Construct road to ❑ Meet parcel size required by zone ❑ Meet current EHD requirements.
❑ Other
General Comments: